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0309-195 (SFD) Truss Calcs0 0 A 1• Ir JMW Truss HUDSON CONSTRUCTION CAS EY: RE51 D E N CE LOT 5 I , THE TRADITION5 .52-730 DEL GATO. DRIVE LA - Q U i T . - TY DEPT' BVIL01� �,�0 � FOCONST CTION R /r DATE-� 12117/2003 { ROOF TRU55 CALC'5 LAYOUT, SOUTHWEST'S TRUSS MANUFACTURER 35-325 DATE PALM DR. SUITE 225 760-202-3699 (0) dch@jmwtruss.com CATHEDRAL CITY, CA 92234 760-202-4399 (F) 760-774-0745 (M) SHOP DRAWING REVIEW NO EXCEPTION TAKEN O RflEttW r,JSUBMIT SPECIREOItdM (3909HOW J MAKE COMM NOTES Q This drawing hos been reviewed for:goneral conformance with the construction documents only, This drawing may be subled to additional requiremeft Aho 6 'in the construction documents. The contnscbr is responsible for: all dimensions, which shall be confirmed and correlated at the job site; fabrication and techniques of construction; coordination of work with all other trades; and, the satisfactory performance of all work. YOUNG ENGINEERING SERVICES EF t21Z, f � v • w • • • - • • • • • • VIII V N 1�a� ma IMMEM."M D Q O T S ' ' ' ' Quality On -Time Service ' Client' EN HUDSON CONSTRUCTION Address: JMW TRUSS & COMPONENTS 35-325 Date Palm Dr., Suite #225 Cathedral City, CA 92234 Job Desc.: CASEY RESIDENCE Site Informauon: 52,-730 DEL GATO DR, LOT 51 TRADITIONS. LaQUINTA, CA Telephonei7GO) 202-3699 Farr: '(760) 202-4399 Contact Sales: r' Scale: Date' NO 5CALE 10/13/03 Drawn By: Job # RT CALCS I I\ 10111 i O IPON1 1�a� ma IMMEM."M D � F N C O t 7 M01 .i9lG: 't Ci9 5-5-8 1 C-3-8 "1 tsr Tom'--inr ' THIS IS ATR t9 LACEMENitUj(G6j truss a had as Individual building components to be 'incorporated9 b the bullding;dei}Ign:. Lt of th i designer. See Individual design sheets for each truss design IC "tined on the pf(aaee.p . Ildln i s iesponsible for temporary and permanent bracing of the roof and of eyatem add orthq I The a truss support structure Including headers, beams, walls, and colu 'a le the respbtiaiti I Ignerr rel guidance regarding bracing, consult "Bracing of wood Waxes" a }labia from ttiehilisst�]D 'Onl o Dedison, WI SSiTs. N v 0 Its x sq Rg V 9-10-8 S el"gob jur- HOI 9�0 N N (C) - K 9 0100 O IS w 1 1 I • 25-0-0 I5-2-8 2-C-0 SHOP DRAWING APPROVAL THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS LAYOUTS.- REVIEW AND APPROVAL OF THIS LAYOUT MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. ANY CHANGES OR ALTERATIONS TO THIS LAYOUT MUST BE NOTED ON THIS DRAWING S IblITIALED BELOW BY BUIL13ER OR WISHER REPRESENTATIVE Approved. y: Date: t 1 T J , rUSS Q O T S ' ' ' ' Quality On -Time Service ' Client' EN HUDSON CONSTRUCTION Address: JMW TRUSS & COMPONENTS 35-325 Date Palm Dr., Suite #225 Cathedral City, CA 92234 Job Desc.: CASEY RESIDENCE Site Informauon: 52,-730 DEL GATO DR, LOT 51 TRADITIONS. LaQUINTA, CA Telephonei7GO) 202-3699 Farr: '(760) 202-4399 Contact Sales: Telephone: Fax: Contact Scale: Date' NO 5CALE 10/13/03 Drawn By: Job # RT CALCS I\ 1 ' 7 ■ � rim ��a OsCMINE • A I�� rs.as_is_i Its �ss..isss�la. MPPM"W. iant � F N C O t 7 M01 .i9lG: 't Ci9 5-5-8 1 C-3-8 "1 tsr Tom'--inr ' THIS IS ATR t9 LACEMENitUj(G6j truss a had as Individual building components to be 'incorporated9 b the bullding;dei}Ign:. Lt of th i designer. See Individual design sheets for each truss design IC "tined on the pf(aaee.p . Ildln i s iesponsible for temporary and permanent bracing of the roof and of eyatem add orthq I The a truss support structure Including headers, beams, walls, and colu 'a le the respbtiaiti I Ignerr rel guidance regarding bracing, consult "Bracing of wood Waxes" a }labia from ttiehilisst�]D 'Onl o Dedison, WI SSiTs. N v 0 Its x sq Rg V 9-10-8 S el"gob jur- HOI 9�0 N N (C) - K 9 0100 O IS w 1 1 I • 25-0-0 I5-2-8 2-C-0 SHOP DRAWING APPROVAL THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS LAYOUTS.- REVIEW AND APPROVAL OF THIS LAYOUT MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. ANY CHANGES OR ALTERATIONS TO THIS LAYOUT MUST BE NOTED ON THIS DRAWING S IblITIALED BELOW BY BUIL13ER OR WISHER REPRESENTATIVE Approved. y: Date: t 1 T J , rUSS Q O T S ' ' ' ' Quality On -Time Service ' Client' EN HUDSON CONSTRUCTION Address: JMW TRUSS & COMPONENTS 35-325 Date Palm Dr., Suite #225 Cathedral City, CA 92234 Job Desc.: CASEY RESIDENCE Site Informauon: 52,-730 DEL GATO DR, LOT 51 TRADITIONS. LaQUINTA, CA Telephonei7GO) 202-3699 Farr: '(760) 202-4399 Contact Sales: Telephone: Fax: Contact Scale: Date' NO 5CALE 10/13/03 Drawn By: Job # RT CALCS CI MiTek" Re: CASEY CASEY 1• 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 JMW. Pages or sheets covered by this seal: R10379846 thru R10379922 My license renewal date for the state of California is June 30, 2005. 10 L SOF ESS/0� C. ANS� �" C17180 z * EXP. 06/30/05 yt \� CIV 1� O���P OFCAI VF 10 October 13.2003 Anderson, Bob The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitabilityand use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec. 2. V i• 10 Job Truss Truss Type Qty Ply CASEY 10-0-0 R16379846 CASEY ' A01 ROOF TRUSS 1 1 SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP Job Reference optional Jlv, 1 ".t.10%.,AI Mr-URML %A I T D.UUU s dun V LUUJ IVII 1 CR II IUU5l11C.1, uw. rvlun Ucl 10 vo.�U. c 0 r U0 I 0-0-0 1-0-0 5-4-13 10-0-0 14-7-3 20-0-0 21-0.0_, 1-0-0 5A-13 4-7-3 4-7-3 541-13 1-0-0 - Scale = 1:36.3 All plates are 1.5x4 M20 unless otherwise indicated. 46 - 4 4x5 = 4x5 3x8 - a OL Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE )asign valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building.designer -not truss lesigner. Bracing shown is for lateral support of Individual web members only. 'Additional temporary bracing to Insure stability during construction Is the . esponsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance egarding fabrication, quality.control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89.Bradng Specification, and HIB -91 _ y� candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719 3 0-" 0_" 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets.(X,Y): [2:0-571,0-2-0], [6:0-5-1,0-2-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TOLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.19 2-8 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.47 2-8 >495 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.07 6 n/a BCDL ' 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min l/defl = 360 Weight: 83 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-6-10 oc purlins. ' BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 2=1079/0-5-8, 6=1079/0-5-8 Max Horz 2=61(load case 6) Max Uplift 2=-69(load case 3), 6=-69(load case 4) FORCES (lb) -First Load Case Only TOP CHORD 1-2=24,2-3=2204, 3-4=1643,4-5=-1643, 5-6=-2204,6-7=24 BOT CHORD 2-8=2035, 6-8=2035 WEBS 3-8=569, 4-8=615, 5,8=-569 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=186; TCDL=8.4psf; BCDL=6.0psf, occupancy category 11; exposure C; enclosed;MWFRS gable end lone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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 MTek "Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. has with live loads OQ�QFESS/�A' ` 5) This truss been designed for a 10.0 psf bottom chord live load nonconcurrenf any other per Table No. 16-13, UBC -97. _ 6) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standardm � C.17180 * EXP. 06/30/05 ST C/VI%. �OFCA1-�FO� October 13,2003 OL Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE )asign valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building.designer -not truss lesigner. Bracing shown is for lateral support of Individual web members only. 'Additional temporary bracing to Insure stability during construction Is the . esponsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance egarding fabrication, quality.control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89.Bradng Specification, and HIB -91 _ y� candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719 3 u Jab' Truss Truss Type Qty Ply CASEY t' r_ 1040.0 8-10-0 Plate Offsets (X,Y): [2:0-3-9,0-1-81,.[7:0-4-12,0-1-13] 1110379647 CASEY A02 ROOF TRUSS 3 1 I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Job Reference optional Jrwvv 1 1[VDJOJ_bIiAI nCUMML VI I t D.000 S JUn `J LUU3 IVII I CK IrlallslrleS, Inc. IVIOn VGI IJ UD:JU[LO LUUJ DVe I 1-1-0-0 1 5-0-13 10-0-0 14-3-4 18-10-0 _, _21-0-0 1-0-0 r 5.4-13 4-7-3 4-3-4 4-6-12 2-2-0 Scale =1:38.3 42 4x5 = 4 3x7 a . 5x7 li 3x8 - fY C 171'80 1 rn * EXP. 06%30/05 • �TFOFCAI-1F0�� October 13,2003 !' 6 V Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use ontywith Mrrek connectors. This design Is based only upon parameters shown„end is foran Individual building component to be l ' Installed and loaded vertically. Appllcabilityof design paramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateial 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 contiol, storage, delivery,'erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 - (s; Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, 537199 110 0-M 0-0-0 10-0-0 18-10-0 1040.0 8-10-0 Plate Offsets (X,Y): [2:0-3-9,0-1-81,.[7:0-4-12,0-1-13] LOADING (psi) SPACING 2-0-0 CSI DEFL in (lilt) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.21 2-9 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.51 2-9 >438 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.06 7 n/a BCDL 10.0 Code UBC97/ANS195 ' (Matrix) 1st LC LL Min Vdefl = 360 Weight; 67 Ib . LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-8-4 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 HF Stud/Std G SLIDER Right 2 X 4 HF Stud/Std -G 273-15 • REACTIONS (Ib/size) 2=1025/0-5-8, 7=1114/0-5-8 Max Horz 2=61(load case 5) Max Uplift 2=70(load case 3), 7=97(load case 4) FORCES (ib) - First Load Case Only TOP CHORD 1-2=24, 2-3=-2034, 34=1470, 4-5=-1443, 5-6=1673, 6-7=-1756, 7-8=25 BOT CHORD 2-9=1876,7-9=1537 WEBS 3-9=-573,4-9=476, 5-9=215 • NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. QROFESS/O 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7.P LOAD CASE(S) Standard fY C 171'80 1 rn * EXP. 06%30/05 • �TFOFCAI-1F0�� October 13,2003 !' 6 V Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use ontywith Mrrek connectors. This design Is based only upon parameters shown„end is foran Individual building component to be l ' Installed and loaded vertically. Appllcabilityof design paramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateial 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 contiol, storage, delivery,'erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 - (s; Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, 537199 110 9 2 qob . Truss Truss Type Qty. Ply CASEY r Plates Increase 1'.25 TC 0.47 0-0-0 2-8 >999 R10379848 CASEY A03 ROOF TRUSS 6 1 {{yy BClJL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.06 7 n/a JOb Reference optional JIVrpp -r MU 0 0-0 hl nnvrvlL %,i r r o.uuu s dun y cuuo rwr r eR nrausuros, 111U. rwon ULA 10 Uo.w.co LWO rayc 0-0-0 1-0-0 5-4-13 10-0-0 14-04 18.10-0 - 1-0-0 5-4-13 4-7-3 4-341 4.6-12 Scale =1:33.3 10 4x5 - 4 3x8 = 10.0.0 8-10-0 0-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/deft PLATES GRIP 2 Plates Increase 1'.25 TC 0.47 0-0-0 10 4x5 - 4 3x8 = 10.0.0 8-10-0 0-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1'.25 TC 0.47 Vert(LL) -0.21 2-8 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.51 2-8 >441 {{yy BClJL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.06 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 64 Ib LUMBER BRACING' . TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-7-14 oc purlins. 60T CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 1010-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Right•2 X 4 HF Stud/Std -G 2-3-15 REACTIONS (Ib/size) 7=927/0-5-8,2=1036/0-5-8 Max Horz 2=66(load case 5) Max Uplift 7=23(load case 4), 2=-70(load case 3) FORCES (lb) - First Load Case Only . TOP CHORD 1-2=24, 2-3=2067, 34=1503, 4-5=1478, 5-6=1754, 6-7=-1830 BOT CHORD 2-8=1907,7-8=1625 WEBS 3-8=-573, 4-8=505, 5-8=277 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per. UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.OpsF occupancy category.11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. - 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard R C 17180 EXP. 06/30/05 ,Ir �OFCAl�FO� October 13,2003- a, 3,2003 © Warning = Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE 'IVIIIIIIIIiIIIIIi� Design valid for use onywtth MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. 'Applicability of design parsmenters and proper Incorporation of component Is responsibility of building designer - not truss iesigrier. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the ,esponsiblllity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance ,egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIS -91 {{yy Handling Installing and Bracing Recommendation available from Truss'Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 I9 JIVIVY RVJJ1 nCL/RML VI T - 0.000 s Jun `J 2000 Ivll I eK Industries, Inc. wlOn VOl I GO:J M 2000 rdye I 1-0-0 54-13 10-0-0 14-3-4 18-10-0 r r — • 1-0-0 5.4-13 4-7-0 4-34 4-6-12 - Scale = 1:33.9 10 I* 4x4 - 4 3x8 = 0-0-0 0-0-0 10-0-0 18-10-0 10-0-0 8-10-0 Plate Offsets (X,Y): [2:0-3-9,0-1-8], [7:04-12,0-1-9] Job Truss Truss Type Qty Ply CASEY PLATES GRIP I TCLL 16.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.11 2-8 >999 R10379849 CASEY, A04 ROOF TRUSS 1 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.03 7 n/a Job Reference optional JIVIVY RVJJ1 nCL/RML VI T - 0.000 s Jun `J 2000 Ivll I eK Industries, Inc. wlOn VOl I GO:J M 2000 rdye I 1-0-0 54-13 10-0-0 14-3-4 18-10-0 r r — • 1-0-0 5.4-13 4-7-0 4-34 4-6-12 - Scale = 1:33.9 10 I* 4x4 - 4 3x8 = 0-0-0 0-0-0 10-0-0 18-10-0 10-0-0 8-10-0 0 October 13,2003 Warning - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be OD Id _Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not trussdesigner.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is theresponsibll6ty of the erector—Additional permanent bracing of the.overall structure.is the responsibility of the building designer. For general guidance .. _ regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 i s Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Plate Offsets (X,Y): [2:0-3-9,0-1-8], [7:04-12,0-1-9] LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.11 2-8 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.26 2-8 . >854 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.03 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 128 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5-10-13 oc purlins. ! BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Right 2 X 4 HF Stud/Std -G 2-4-0 . REACTIONS (Ib/size) 7=927/0-5-8, 2=1036/0-5-8 Max Horz 2=66(load case 5)' Max Uplift 7=733(load case 14), 2=780(load case 11) Max Grav 7=1637(load case 7), 2=1746(load case 8) FORCES (lb) - First Load Case Only TOP CHORD 1-2=24, 2-3=2067, 3-4=1503, 4-5=1477, 5-6=1753, 6-7=1829 BOT CHORD 2-8=1907, 7-8=1623 WEBS 3-8=-574, 4-8=504, 5-8=276 -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 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf', BCDL=6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right Ci• Aqi • exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC97. 5) A plate rating reduction of 20% has been.applied for the green lumber members. C 171.80 • 6) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-10-0 for 200.0 pit. * EXP. 06130/05 yk ' LOAD CASE(S) Standard ST C]VIL - �OFCAt-1�0� 0 October 13,2003 Warning - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be OD Id _Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not trussdesigner.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is theresponsibll6ty of the erector—Additional permanent bracing of the.overall structure.is the responsibility of the building designer. For general guidance .. _ regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 i s Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 L JIVIVV 1 KLIO L-A F1tUKHL VI I T - S.000 S JUn y ZUU3 !VII I eK Ir1OU5Ine5, Inc.IVIOrI VGI 73 UD:3U:J 1 LV VJ raye r 0-d-0 o o-0 1-0-0 5-10-8 10-0-0 14-1-8 18-4-8 5-10-8 4-1.8 4-1-8 4-3-0 i ' Scale =1:32.8 4x4 - 4 5x8 0 3x8 - 3x7 0 0-0-0 0-0-0 • WO -0 LOADING Job Truss Truss Type Qty Ply CkSEY 1.25 TCDL 24.0 Lumber Increase 1.25 BOLL R10379850 r CASEY A05 ROOF TRUSS 7 1 Job Reference optional JIVIVV 1 KLIO L-A F1tUKHL VI I T - S.000 S JUn y ZUU3 !VII I eK Ir1OU5Ine5, Inc.IVIOrI VGI 73 UD:3U:J 1 LV VJ raye r 0-d-0 o o-0 1-0-0 5-10-8 10-0-0 14-1-8 18-4-8 5-10-8 4-1.8 4-1-8 4-3-0 i ' Scale =1:32.8 4x4 - 4 5x8 0 3x8 - 3x7 0 0-0-0 0-0-0 • WO -0 LOADING (psf) SPACING 2-M TCLL 16.0 Plates Increase 1.25 TCDL 24.0 Lumber Increase 1.25 BOLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 . LUMBER DEFL • TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 'WEBS 2 X4 HF Stud/Std G *Except' BC 0.67 2-92 X4 HFNo.2 I• �• • 0 CSI DEFL in (loc) I/deal TC 0.85 Vert(LL) -0.16 8-9 >999 BC 0.67 Vert(TL) -0.34 8-9 >631 WB 0.83 Horz(TL) 0.03 . 7 n/a . (Matrix) 1 st LC LL Min Vdefi = 360 BRACING 8-4.8 PLATES GRIP .. M1120 1851148 Weight: 77 Ib TOP CHORD Sheathed or 5-4-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (Ib/size) 9=1003/0-5-8, 7=901 /Mechanical Max Horz 9=69(load case 5) Max Uplift 9= 66(load case 3), 7=21(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=30, 2-3=-419, 3-4=1089,4-5=1085, 5-6=180, 2-9=-443, 6-7=-199 BOT CHORD 8-9=1192, 7-8=960 WEBS 3-8=-257, 4-8=313, 5-8=23, 3-9=979, 5-7=-1044 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Ir—C 17180 a * EXP.06l30/05 \4 CJV1� O��\j �FCAL October 13,2003 © Waming - Verly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII.7473 BEFORE USE Design valid,for use onlywith MiTek connactors. This design Is based only upon parameters shown, and is for an Individual building component to be N81.'.nstalied and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss lesigner. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the ,esponsibllgty of the erector: Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance egarding fabrication, quality control, storage. delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specilicatlon, and HIB -91$f *Ircandling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 1W Job Truss Truss Type Qty Ply CASEY (loc) ` l/defl PLATES GRIP TCLL 16.0 Plates Increase R10379851 CASEY , A06 ROOF TRUSS 2 1 24.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.34 9-10 >634 Job Reference optional 01—v 1 muq.UAI,-Ml nMUrV%L %A l i D.000 s dun a cvua Ivu 1 ex mvustnes, mc. Mon vcl w vo.ov:jj cvvl rdy 0-0-0 1-0-0 '5-10.8 10-0-0 14-1-8 1841-8 20-0.0 1-0-0 5-10-8 4-1-8 4-1-8 4-3-0 1-7-8 Scale = 1:34.5 4x5 - 4 1• `J 10 `J 10 10 I• . 5x6 - 3x8 - 3x7 = 0-0-0 0-0-0 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) ` l/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.16 9-10 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.34 9-10 >634 BCLL 0.0 Rep Stress Incr . YES WB 0.82 Horz(TL) 0.03 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 79 Ib LUMBER BRACING TOP CHORD . 2 X 4 HF No.2 TOP CHORD Sheathed or 5-4-7 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G `Except* 2-10 2 X 4 HF No.2 REACTIONS (Ib/size) 16=996/0-5-8, 8=1050/Mechanical Max Horz 10=-63(load case 6) Max Uplift 10=-67(load case 3), 8=78(load case 4) FORCES - (lb) - First Load Case Only TQP CHORD 1-2=30, 2-3=-418, 3-4=1073, 4-5=1069, 5-6=123, 6-7=45, 2-10=-443, 6-8=-334 BOT CHORD 9-10=1179, 8-9=923 WEBS 3=9=-259, 4-9=300, 5-9=51, 3-10=-965, 5-8=1068 NOTES 1)'Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf, BCDL=6.Opsf, occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord livq load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard - C 17180 �� a EXP 06/30/05 �t�OIFC�ALV� c( October 1.3,2003 © Warning - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design 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 responsiblllity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance xr regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DS8-09 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 0 Job Truss Truss Type Qty Ply CASEY r I/defl PLATES GRIP TCLL 16.0 810379852 CASEY,,, A07 ROOF TRUSS 1 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.52 Job Reference optional JIVIVV I MUP, ,P O Ai rlrL? tHL VI I T o.uuu s jun u zuu i ml I eK Inausines, Inc. mon uci ii uo:6U:34 ZUUS rage I 0-0-0 -1-0-0 5-10-8 10-0-0 14-178 184-8 20 0 0 , 1-0-0 5-10-8 4-1-8 4-1-8 4-3,=0 1-7-8 Scala = 1:34.5 All plates are 1.5x4 M20 unless otherwise indicated. 4x4 = 4 3x7 - 3x8 - 3x5 — 0-0 0-" 10.0-0 1848 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC0.92 Vert(LL) -0.09 9-10 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.18 9-10 >999 Max Grav 10=1849(load case 8), 8=1803(load case 7) BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.02 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 195 lb 0 LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 BOT CHORD WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS. (Ib/size) 10=996/0-5-8, 8=1050/Mechanical 0 Max Herz 10=-63(load case 6) Max Uplift 10,=-920(load case 11), 8=832(load case 14) ' Max Grav 10=1849(load case 8), 8=1803(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=30, 2-3=-416, 3-4=1073, 4-5=1069, 5-6=123, 6-7=45, 2-10=-d42, 6-8=-334 BOT CHORD 9-10=1179, 8-9=923 WEBS 3-9=-259; 4-9=300, 5-9=51, 3-10=-968, 5-8=-1069 Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-6-11 oc bracing. 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 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; Cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. �. 4) .Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail" 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads per Tattle No. 16-B, UBC -97. 7) A plate rating reduction of 20% has been applied for the green lumber. members. 8) Refer to girder(s) for truss to truss connections. 9) This truss has been designed for a total drag load of 185 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-4-8 for 185.0 plf. LOAD CASE(S) Standard �� C 171$0 `) r * EXP. 06/30/05 /* J4' C1 L \";,OFCAIilO�./ October :13,2003 A Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE , Design valid for use only with MTek eonne*rs. This design Is based only upon parameters shown, and is for an Individual building component to be .Installed and Waded vertically. Applicability of design parameriters 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 - responsiblllity of the erectoi. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality cantrul, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ..�� (}� Handling Installing and Bracing Recommendation available from Truss Plate Institute; 583 D'Onofdo Drive, Madison, WI 53719 r� V Job Truss Truss Type Qty Ply - CASEY I Plates Increase 1.25 TC 0.49 TCDL R10379853 ' CASEY B01 ROOF TRUSS 2 1 Rep Stress Incr YES WB 0.70 BCDL 10.0 Code . UBC97/ANSI95 Job Reference optional Jw,vr , r�VJJ, Vnr nCurwL OI I T-0 U.vuu 5 Jun .Y cuw Ivn I UK IrIUMA e5, Inc. w1on vcl lO vo:Ov.au cvw 07du I -1-0-0 6r5-8 12-11-0 , . 1-0-0 6-5.8 6-5.8 • 4x6 = Scale =1:29.1 3x4 II 5 ;• d 0-0-U10 II 2x4 II 6-5.8 12-11-0- 6-5.8 6-5-8 LOADING (psf) SPACING 2-0-0 CSI ' TCLL 16.0 Plates Increase 1.25 TC 0.49 TCDL 24.0 Lumber Increase 1.25 BC 0.33 BCLL 0.0 Rep Stress Incr YES WB 0.70 BCDL 10.0 Code . UBC97/ANSI95 , (Matrix) LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2, WEBS 2 X 4 HF Stud/Std G *Except* 5-6 2 X 4 HF.No.2 OTHERS 2 X 6 HF No.2 SLIDER Left 2 X 6 HF No.2 3-4-15 1E 8 1"s 3.8 9.7" DEFL in (loc) Udefl PLATES Vert(LL) -0.03 2-7 >999 M1120 Vert(TL) -0.08 2-7 >999 Horz(TL) ' 0.02 _ 6 n/a list LC LL Min Udefl = 360 Weight: 56 Ib 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 (Ib/size) 6=615/0-5-8, 2=710/0-5-8 Max Horz 2=172(load case 4) Max Uplift 6=-47(load case 3), 2=57(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-955, 3-4=-800, 4-5=-138, 6-8=-214, 5-8=203 BOT CHORD 2-7=810, 6-7=810 • WEBS 47=121,4-6=-826 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18f ; TCDL=8.4psf; BCDL=6.Opsf, occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97: 3) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASES) Standard [] GRIP 185/148 o¢�pFESS/p N XP_'`C17180 * EXP. 06/30/05 CIVIL q OFCA1.iF0�� October 13,2003 0 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer- not trussdesigner. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity, of the erector. Additional permanent bracing of the overall -structure is the responsibility of the building deslgnecFor general guidance regarding fabrication; quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bradng Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 63719 ' 10 10 Iw I* Job Truss Truss Type Qty Ply CASEY I ' PLATES GRIP TCLL ' 16.0 PlatesIncrease R10379854 CASEY B02 ROOF TRUSS 2 TCDL 24.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.04 2-7 >999 Job Reference optional JIVIVV I RVJJ, 1,A1 rmvr%ML 0-0-0 o.vuU s dun v zuu3 ivii I eK InouSmes, Inc. Mon Vei I a Uo:3U:3o ivua OUT: I -1-0-0 6-5.8 12-11-0 1-0-0 6-5-8 6-5-8 4x6 = 3x4 II 5 0.0-0x8 II 20 II 6-5-8 12-11-0 6-5-6 6-5.8 8 P 3.8 -R—M Scale =1:29.1 LOADING (pso SPACING 2-0-0 CSI b&L in (loc) I/deft PLATES GRIP TCLL ' 16.0 PlatesIncrease 1.25 TC 0.24 Vert(LL) -0.02 2-7 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.04 2-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 6 n/a BCDL• 10.0 Code 'UBC97/ANS195 (Matrix) _ 1st.LC LL, Min I/defl = 360 Weight: 112 Ib LUMBER BRACING TOP CHORD "' 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD '2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except' 5-62 X4 HF No.2 OTHERS 2 X 6 HF No.2 SLIDER Left 2 X 6 HF No.2 3-4-15 _ REACTIONS . (Ib/size) 6=615/0-5-8, 2=710/0-5-8 Max Horz 2=172(load cas0 4) Max Uplift 6=-47(load case 3), 2=57(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-955, 3-4=-800, 4-5=-138, 6-8=214, 5-8=-203 BOT CHORD 2-7=810, 6-7=810 WEBS 4-7=121,4-6=-826 NOTES 1) 27ply truss to be connected together with 0.1 31 °x3° Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) Wind: ASCE 7798 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4pst BCDL=6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20%' has been applied for the green lumber members. LOAD CASE(9) Standard p�pFE$S/p 5( C. ANA,. {, C17180 �a * EXP- 06/30/05 s� CIVIL 0FCRi.1F0� October 13,2003 i, Waming -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 BEFORE USE��� )eslgn valid for use only w8h Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual bunding component to be 1 �' istalled and loaded vertically. Applicability of design parementers and proper Incorporation of component Is responsibility of building designer- not truss lesigner. Bracing shown Is for lateral support of IndivIdual web members only. Additional temporary bracing to Insure stability during construction is the asponsibillity of the erector. Additional pemianent bracing of the overall structure Is the responsibility of the building designer. For general -guidance r agarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -9i landimg Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 o Job Truss Truss Type Qty Ply CASEY 8-8-15 Plate Offsets (X,Y): [2:0-2-12,0-1-8], [1:0-3-4,0-1-8] R10379855 CASEY 803 ROOF TRUSS 1 1 I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.48 Job Reference (optional) jivivv 1 muco, 1411 n O-0 L kA I T 6-5-3 All plates are 1.5x4 M20 unless otherwise indicated. 0.VUU S Jun %11 . UVO IVII I etc InUU5lr1e5, InG. IVIU11 VUL la UO:JU.Jr NW rd- 0-0 r - 12-0-14 18-0-0 5-7-10 5-11-2 Scale = 1:36.9 4x6 - 3x4 I I 6 3x6 = 0-0-0 3x5 - 9 .I 3x10 0=0-0 Q Warning - Verify design parameters and READ NOTES ON TMIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use oniywith MRek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and.preper Incorporation of component Is responsibility of building designer- riot 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 QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ,`r, Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 9-3-1 1840-0 • 9-3-1 8-8-15 Plate Offsets (X,Y): [2:0-2-12,0-1-8], [1:0-3-4,0-1-8] LOADING (psf) SPACING, 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.16 2-8 >999 M1120 185/148 TCDL. 24.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.40 2-8 >519 BCLL 0.0 Rep Stress Iricr YES WB 6.92 Horz(TL) 0.04 7 n/a RCDL 10.0 Code' UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 75 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-9-0 oc purlins, except end verticals. BOT CHORD 2.X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2 WEBS X 4 HF Stud/Std G *Except* 6-72 X4 HF No.2 OTHERS 2 X 4 HF Stud/Std.G *Except* 7-92 X6 HF No.2 REACTIONS (Ib/size) 7=857/0-5-8, 2=971/0-5-8 Max Horz 2=226(load case 4) Max Uplift 7=63(load case 3), 2=77(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=24, 2-3=1834, 3.4=1344, 4-5=1269, 5-6=117, 7-9=192, 6-9=182 BOT CHORD 2 8=1664, 7-8=839 • WEBS 3-8=567, 5-8=639, 5-7=-992 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf, BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and -right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), ' OFESS/0 see MiTek "Standard Gable End Detail" 3) Gable 1-4-0 AN � studs spaced at oc.C. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) .A plate rating reduction of 20% has been applied for the green lumber members. in . C 17180 LOAD CASE(S) Standard tY , * EXP 06/30/05 CIV1l� �Q FCAi-1FQ�� October 13,2003 Q Warning - Verify design parameters and READ NOTES ON TMIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use oniywith MRek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and.preper Incorporation of component Is responsibility of building designer- riot 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 QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ,`r, Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 I 3x0 = 0-" 3x5 = J Job Truss Truss Type Qty Ply CASEY 9-3-1 8-8-15 R10379856 CASEY ,. B04 ROOF TRUSS 2 1 ' CSI DEFL in (loc) Udell PLATES GRIP Job Reference optional " I- JMW TRUSS, CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries, Inc. Mon Oct 13 08:30:38 2003 Paq 0-0 010 6-5-3 1214 18-0-0 • 1-0-0 6-5-3 5-7-10 5.11-2 Scale =1:36.9 4x6 - 3x4 II -- 6 9 1� 3x10 0$0 ' REACTIONS (Ib/size) 7=857/0-5-8, 2=971/0-5-8 Max Horz 2=226(load case 4) Max Uplift 7=63(load case 3), 2=-77(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=24, 2-3=1834, 3-4=1344, 4-5=1269, 5-0=1.17, 7-9=-192, 6-9=-182 BOT CHORD 2=8=1664, 7-8=839 WEBS 3-8=-567, 5=8=639, 5-7=992 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UB6-97. 3) A plate rating reduction of 20% has been applied for the green lumber members. • LOAD CASE(S) Standard 0 ���� C. ANp�� �c C17180 z x * E.XR 06/30/05 sj CIV► � FCA 0F October 13,2003 Q Warning -Verity design Parameters and READ NOTES.ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design Valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not lass. 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. /iddltlonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality comml, storage, delivery, erection and bracing, consult QST -88 Quality Standard. DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WOnofdo Drive, Madison, WI 53719 9-3-1 18-0-0 • 9-3-1 8-8-15 Plate Offsets (X,Y): [2:0-2-12,0-1-81,.[7:0-3-4,0-1-8) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC • 0.48 Vert(LL) -0.16 2-8 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.72 Vert(TI-) -0.40 2-8 >519 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.04 7 n/a BCDL 10:0 Code UBC97/ANS195 (Matrix) 1 st LC LL Min I/defl = 360 Weight: 70 Ib LUMBER BRACING TOP CHORD 2.X 4 HF No.2 TOP CHORD Sheathed or 3-9-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G `Except' 6-72X4 HF No.2 OTHERS 2 X 6 HF No.2 ' REACTIONS (Ib/size) 7=857/0-5-8, 2=971/0-5-8 Max Horz 2=226(load case 4) Max Uplift 7=63(load case 3), 2=-77(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=24, 2-3=1834, 3-4=1344, 4-5=1269, 5-0=1.17, 7-9=-192, 6-9=-182 BOT CHORD 2=8=1664, 7-8=839 WEBS 3-8=-567, 5=8=639, 5-7=992 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UB6-97. 3) A plate rating reduction of 20% has been applied for the green lumber members. • LOAD CASE(S) Standard 0 ���� C. ANp�� �c C17180 z x * E.XR 06/30/05 sj CIV► � FCA 0F October 13,2003 Q Warning -Verity design Parameters and READ NOTES.ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design Valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not lass. 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. /iddltlonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality comml, storage, delivery, erection and bracing, consult QST -88 Quality Standard. DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WOnofdo Drive, Madison, WI 53719 14ob Truss Truss Type Qty Ply CASEY (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase R10379857 CASEY B04A ROOF TRUSS 5. 1 24.0 Lumber Increase 1.25 BC 0.76. Vert(TL) -0.39 2-8 >546 Job Reference (optional) �mvv -o, -0--0-0-0rv�L Vr 7 D.000 s Jun u zuua ivu I eK Inciustrles, Inc. IVlun VUl IJ UD:JU:J7 NUJ raytl0-0-0 -1-0-0 , 6-5-3 12-0-14 18-0-0 1-0-0 6-5-3 5-7-10 5-11-2 3x4 11 Scale - 1:35.8 6 so — 0-M 3x5 - 3)&M 9-3-1 18-0-0 LOADING (psf) I� 2-0-0 3x4 11 Scale - 1:35.8 6 so — 0-M 3x5 - 3)&M 9-3-1 18-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.15 2-8 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.76. Vert(TL) -0.39 2-8 >546 BCLL 0.0 Rep Stress Incr YES' WB . 0.46 Horz(TL) 0.04 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min l/deft = 360 Weight: 69 Ib LUMBER BRACING TOP CHORD 2 X4 HF No.2 TOP CHORD Sheathed or 3-8-6 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except' WEBS 1 Row at midpt 5-7 6-72 X4 HF No.2 REACTIONS (Ib/size) 7=878/0-578, 2=987/0-5-8 Max Horz 2=232(load case 4) Max Uplift 7=-67(load case 3), 2=77(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=24, 2-3=1880, 3-4=1396, 4-5=1264, 5-6=119, 6-7=-202 BOT CHORD 2-8=1707, 7-8=889 WEBS 3-8=557, 5-8=640, 5-7=1039 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psi; BCDL=6.Opsf;.occupancy category ll; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0' psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard C. C 17"180 G� *\ EXP. 06/30/05 civic O���P 'OFCA1-�F October 13,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component to betruss Installed and loaded vertically. Applicability of design parementers and proper Incorporatlon'of component is responsibility of building designer- not ss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responslbllityof the building designer. For general guidance regarding fabrication; quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Ddve, Madison, W 153719 0 Job Truss ' Truss Type Qty Ply CASEY i'. 1. 0.0 BCDL 10.0 YES' . . . R10379858 CASEY. COt MONO TRUSS 5 1 Job Reference optional Ulvrvv I KUOO, L,/AI mCUtWL to I T 0-0-0 O.UUu 5 Jun V LUU.5 Iw1 I eK Inousines, Inc. mo QO-0t I a vo:av:yv cuua r®ye i -1-0-0 6-5-8 • 1-0-0 6-5-8 ac4 II Scale: 12'=1' 3 L'A LOADING (psf) TCLL 16.0 TCDL 24.0. BCLL 0.0 BCDL 10.0 SPACING 2-MCSI 1/defl Plates Increase 1.25 TC 0.75 Lumber increase 1.25 BC 0.41 Rep Stress Incr YES' WB 0.05 Code UBC97/ANSI95 (Matra) LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD . 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G 6-5-8 J -6-5-8 DEFL in (loc) 1/defl Vert(LL) -0.09 4-5 >792 Vert(TL) 0.20 1 >71 Horz(TL) -0.00 4 n/a 1st LC LL Min Vdefl = 360 PLATES GRIP M1120 185/148 Weight: 30 lb BRACING TOP CHORD Sheathed or 6-0-6 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=299/0-5-8, 5=413/0-5-8 Max Horz 5=147(load case 4)j • Max Uplift 4=36(load case 5), 5=-48(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=30, 2-3=59, 3-4=237, 2-5=351 BOT CHORD 4-5=0 WEBS 2-4=-0 " NOTES. 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4pst BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tattle No. 16-B, UBC -97. •3) A plate rating reduction of 20% has been applied for the'green lumber members. LOAD CASE(S) Standard 0 • 7 G. I- C T80 7 a * EXP. 06/3Q1( 5 kN Crvtt �CFCAL IF�4 October 13,2003 Q Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an IndMdual*bugding component to be Installed and loaded vertically. 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 responsiblitity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance a regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 BracingSpecification, and HIB -91 ` Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. a v 01 a Job Truss Truss Type Qty Ply CASEY ' 16.0 1.25 810379859 ' CASEY CO2 MONO TRUSS 3 1 BCLL 0.0 Rep Stress Incr YES Job Reference optional dmvV TRUSS, CATHEDRAL HEDRAL Gl I Y u-urr 5.000 s dun 9 2003 MiTek ex Inausines, Inc. Mon Oct l3 08:30:41 zuua rage I 0-0-0 4-5-8 4-5-8* 4.00 12 2x4 11 Scale: 12°=T 2 0-( 4-5-8 4-5-8 LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.37 TCDL 24.0 Lumber Increase 11.25 BC 0.19 BCLL 0.0 Rep Stress Incr YES WB 0.04 BCDL 10.0 Code. UBC97/ANSI95 (Matrix) LUMBER 1 TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G DEFL in (loc) Udefl PLATES GRIP Vert(LL) -0.02 3-4 >999 M1120 185/148 Vert(TL) -0.04 3-4 >999 Horz(TL) . -0.00 3 n/a 1 st LC LL Min Vdefl = 360 Weight: 23 lb BRACING TOP CHORD Sheathed or 6-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (Ib/size) 3=208/0-5-8, 4=208/Mechanical Max Horz, 4=136(16ad case 4) Max Uplift 3=57(load case 4), 4=20(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=167,1-4=167 BOT CHORD . 3-4=0 WEBS 1-3=-0 NOTES ' 1) Wind: ASCE 7 -98 -per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.bpsf; occupancy category II; ' exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. ,LOAD CASE(S) Standard G. 'C17180.� * EXP. 06130/05 CIVIC. October 13,2003 © Waming - Verlfy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use onlywith MTek connectors. This design.is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design 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 msponsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For generafguldance • regarding fabrication, Quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 I11 Job Truss Truss Type Qty Ply CASEY, DEFL in (loc) . Vdefl PLATES GRIP TCLL R10379860 CASEY ' CO3 MONO TRUSS 2 n L M1120 185!148 TCDL 24.0 Lumber Increase Job Reference optional JIVIVV I KU50, G/HI I.1tUKAL LA I T u -u -u b.UUu 5 Jun v zuuj mi I eK Inausines, Inc. Mon uci l3 Ut1:3U:44 zuu3 rage i 0-0-0 4-5-8 r 4-5.8 4.00 12 W 11 Scale: 12'=1' 2 0-C 4-5-8 4-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) . Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 3-4 >999 M1120 185!148 TCDL 24.0 Lumber Increase 1,25 BC 0.09 Vert(TL) -0.02 34 >999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 3 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st.LC LL Min I/defl = 360 Weight 46 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-5-8 oc purlins, except end verticals. BOT CHORD ' 2 X 4 HF No.2 . BOT CHORD Rigid ceiling directly applied or 1070-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 3=208/0-5-8, 4=208/Mechanical Max Horz 4=136(load case 4) • Max Uplift 3=57(load case 4), 4=-20(load case 3) FORCES (lb) -'First Load Case Only TOP -CHORD 1-2=42, 2-3=167, 1-4=167 BOT CHORD 3-4=0 WEBS 1-3=-0 - 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 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf, occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, .IBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. • 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard J • C17180 * EXP, 06/30105 C►VtlL IR - OFC October OFCOctober 13,2003 a, Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USEr�® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Appgeebility of design paramenters and proper Incorporation of component is responsibility of building designer- not truss 1 designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability dudng construction Is the responsibilliy, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, stbraga, delivery, erection and bracing: consult QST -88 Ouality Standard, DSB-89 Bracing Specification, and HIB -91 - Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Wok ,Job Truss Truss Type Qty Ply CASEY CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 R10379861 CASEY D01 ROOF TRUSS 3 1 Lumber Increase 1.25 BC 0.97. Vert(TL) -0.37 1-6 >520 BCLL 0.0 Job Reference (optional JIVIVV 1 KUJJ,O�-0K MrUHL VI I T o.uuu s .fun a zuua MI I eK Inausmes, Inc. mon ucr is uD:au:4a cuua r9 of 11-1-14 5-2-2 16-7-8 5-5-10 3x4 II Scale =1:32.7 4 8-6-13 16.7-8 8.6.13 6-0-11 I� i OL Waming - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE )esign valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for ari Individual building component to belil[�' nstalled and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss fesigne'r. Bracing shown Is for lateral support of Individual web members only. Additlonal.temporary bracing to Insure stability during construction is the esponsiblllity of the erector. Additional permanent tracing of.the overall structure Is the responsibility of the building designer. For general guidance - egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 - ' candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Plate.Offsets (XM: [1:0-0-1,Edge) LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.21 1-6 >923 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.97. Vert(TL) -0.37 1-6 >520 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.08 5 n/a • BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 62 Ib LUMBER BRACING TOP CHORD '2 X 4 HF 165OF 1.5E TOP CHORD Sheathed or 2-2-14 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 3.2-5 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 4-52X4 HFNo.2 REACTIONS (Ib/size) 1=813/0-5-8, 5=813/Mechanical Max Horz ' 1=209(load case 4) Max Uplift 1=1572(load case 11), 5-83(load case 12) Max Grav 1=2352(load case 8), 5=832(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=1727, 2-3=-1293, 3.4=108, 4-5=-186 BOT CHORD 1-0=1583, 5-6=821 • WEBS 2-6=-519,.3-6=599, 3-5=964 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.0psf, occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. �QFESS/0 3) A plate rating reduction of 20% has been applied for the green lumber members. Q 4) Refer to girder(s) for truss to truss connections. 5) This truss has'been designed for a total drag load of 275 plf. Connect truss to resist drag loads along bottom ,C5 chord from 0-0-0 to 16-7-8 for 275.0 plf. LOAD CASE(S) Standard C 17180 * EXP, 06/30/05 CIVIL OFCAUFa� I October 13,2003 I� i OL Waming - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE )esign valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for ari Individual building component to belil[�' nstalled and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss fesigne'r. Bracing shown Is for lateral support of Individual web members only. Additlonal.temporary bracing to Insure stability during construction is the esponsiblllity of the erector. Additional permanent tracing of.the overall structure Is the responsibility of the building designer. For general guidance - egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 - ' candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 U, is [l rob Truss . Truss Type Qty Ply CASEY B-6-13 R10379862 CASEY D02 ROOFTRUSS 6 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP Job Reference optional JMvv 1 KU55, UAl NIZUUKAL Ul I T O.uuV s Jun y cuuJ IVII 1 OK Inaustnes, inc. Man UGI r0 Vo:JV." cuvo ray 0�-0 1-0 0 5-11-11 11-1-14 16-7-8 1-0-0 5-11-11 5-2-2 5-5-10 3x4 11 Scale =1:332 5 �1 0 "-o 3x4 = 3xB-0E1 I* I• 7EXIP. C 17180a 06/30/05 * �sr C1V1L ��P� October 13,2003 10111 Waming- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE���� Design valid for use only with Wait connectors. This design Is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design 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 responslblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance _ regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ,- Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 8-6-13 15-7-8 •i B-6-13 8-0-11 Plate Offsets (X,Y): ' [2:0-3-9,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.11 2-7 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.29 2-7 >672 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.03 6 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC. LL Min Vdeft = 360 Weight: 63 Ib • LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-11-13 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except 5-62X4 HFNo.2 REACTIONS (Ib/size) 6=808/Mechanical, 2=919/0-5-8 Max Horz 2=215(load case 4) Max Uplift 6=-61 (load case 3), 2=-75(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=24, 2-3=1719, 34=-1277, 4-5=-109, 5-6=186 BOT CHORD 2-7=1559, 6-7=815 WEBS 3-7=507, 4-7=584, 4-6=954 NOTES 1) Wind: ASCE 7-98 per'UBC97/ANS195; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating 'reduction of 20% has been applied for the green lumber members.FES S/� 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard I* I• 7EXIP. C 17180a 06/30/05 * �sr C1V1L ��P� October 13,2003 10111 Waming- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE���� Design valid for use only with Wait connectors. This design Is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design 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 responslblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance _ regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ,- Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 glob Truss Truss Type Qty Ply CASEY 16-5-8 .84-13 8-0-11 R_10379863 CASEY ' D09 ROOF TRUSS 2 1 PLATES GRIP TCLL 16.0. Plates Increase 1.25 TC 0.41 Vert(LL) -0.11 1-6 >999 Job Reference (optional) �mvr r I.ao, 61MQJ cu L t.i r i o.uuu s Jun to LUua Ivll I eK Inuustnes, Inc. Ivion uct Ia uo:au:vo zuua d r 5-9-11 1D-11-14 16-5-8 5-9-11 5-2-2 5-5-10 3x4 11 Scale =1:32.6 4 -s C1"" * EXP. 06130/05 CIO. �F FC October 13,2003 Q Waming - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mr1-7473 BEFORE USE Design valid for use onlyw th Mrrek connectors. This design Is based only upon parameters shown, and is foran Individual building component to be Installed and loaded vertically. 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 fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ,rte Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 {�` 30 = 34-Qtu 84-13 i 16-5-8 .84-13 8-0-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0. Plates Increase 1.25 TC 0.41 Vert(LL) -0.11 1-6 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.29 1=6 >669 BCLL 0.0 Rep Stress Incr YES Wb 0.84 Horz(TL) 0.03 5 n/a , BCDL . ' 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL- Min Vdefl = 360 Weight: 62 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0.oc bracing. WEBS 2 X 4 HFStud/Std G *Except* 4-52 X4 HF No.2 REACTIONS (Ib/size) 1=808/0-3-8, 5=806/Mechanical Max Horz 1=209(load case 4) Max Uplift 1=32(load case 3), 5=63(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 11-2=11704,2-3=1279, 34=109,4-5=1186 BOT CHORD 1-6=1559,5-6=815 WEBS 2-6=-505, 3-6=587, 3-5=954 NOTES 1) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.OPsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has.been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. �!�5FE�LOADCASE(S) Standard tirAAln��� C1"" * EXP. 06130/05 CIO. �F FC October 13,2003 Q Waming - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mr1-7473 BEFORE USE Design valid for use onlyw th Mrrek connectors. This design Is based only upon parameters shown, and is foran Individual building component to be Installed and loaded vertically. 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 fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ,rte Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 {�` t _0 fJob Truss Truss Type Qty Pry CASEY 14-5.8 3xg-'= R10379864 CASEY D04 ROOF TRUSS 2 1 LOADING (psf) SPACING 2-0-0 Job Reference optional JIVIVV I MUJJ, t,/AI 1-IGOHiOL Ul I T o.uuu s Jun v LUU3 Iv111 eK Inuusnnes, Inc. ivlon vcx to uo.ou.w cuvw rdyn i 0-0-0 3-9-11 8-11-14 14-5.8 3-9-11 5-2-2 5-5-10 3x4 II Scale: 3/8°=1' 4 M i LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5-6-15 cc purlins, except end verticals. BOT CHORD 2 X 4 HF,No.2 BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except' 4-52 X4 HFNo.2 REACTIONS (Ib/size) 5=708/Mechanical, 7=708/0-3-8 Max Horz 7=205(load case 4) Max Uplift 5=59(load case 5), 7=25(load case 3) FORCES' (lb) - First Load Case Only TOP CHORD 1-2=225, 2-3=953, 3-4=-113, 4-5=181, 1-7=-187 BOT CHORD 6-7=997, 5-6=671 - WEBS 2-6=-187, 3-6=306, 3-5=-776, 2-7=942 NOTES 1) Wind: ASCE 7-98 per. UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard C. C 1 "'0 * EXP. 06/30/05 �tSr CLAVI. October 13,2003 warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE�� )esign valid for use onlywith MITek connectors. This design is based only upon parameters shown, and Is for an individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss lesigner. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the esponsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88, Quality Standard, DSB-89 Bracing Specification, and HIB -91 .� Iandlmg Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 3x6 - 6-0-13 3x4 - 14-5.8 3xg-'= 6-4-13 8-0-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates -Increase 1.25 TC 0.48 Vert(LL) . -0.10 5-6 >999 M1120 185/148 TCDL 24.0 LurI Increase 1.25 BC 0.45 Vert(TL) -0.20 5-6 >850 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix). 1st LC LL Min Udefl = 360 Weight: 62 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5-6-15 cc purlins, except end verticals. BOT CHORD 2 X 4 HF,No.2 BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except' 4-52 X4 HFNo.2 REACTIONS (Ib/size) 5=708/Mechanical, 7=708/0-3-8 Max Horz 7=205(load case 4) Max Uplift 5=59(load case 5), 7=25(load case 3) FORCES' (lb) - First Load Case Only TOP CHORD 1-2=225, 2-3=953, 3-4=-113, 4-5=181, 1-7=-187 BOT CHORD 6-7=997, 5-6=671 - WEBS 2-6=-187, 3-6=306, 3-5=-776, 2-7=942 NOTES 1) Wind: ASCE 7-98 per. UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard C. C 1 "'0 * EXP. 06/30/05 �tSr CLAVI. October 13,2003 warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE�� )esign valid for use onlywith MITek connectors. This design is based only upon parameters shown, and Is for an individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss lesigner. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the esponsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88, Quality Standard, DSB-89 Bracing Specification, and HIB -91 .� Iandlmg Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 L.0 I • Job Truss Truss. Type Qty Ply CASEY 1 441-13 8-0-11 R10379865 CASEY ' D05 ROOF TRUSS 2 1 DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase Job Reference optional JIVIVV I KUOJ, l..A I I'1tIlKAL t}O-D-0 S.uuu s Jun `J tuns Ivtl I eK Inouslines, Inc. Ivion Lict 13 UD�'.-0J-04r zuva rage 1 L 6-11-14 12-5-8 6-11-14 5-5-10 3x4 II Scale: 3/8'=1' 3 • 2x4 I I 3x4 - 3X9 -'—LP REACTIONS (Ib/size) 4=608/Mechanical, 6=608/0-3-8 Max Horz 6=201 (load case 4) Max Uplift 4=55(load case 5)i 6=20(load case 3) FORCES (lb) - First.Load Case Only TOP CHORD 1-2=668, 2-3=114, 3-4=-166, 1-6=573 BOT CHORD. 5-6=216, 4-5=545 WEBS 1-5=355, 2-5=12, 2-4=626 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf, occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live Ibad nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard C Q�pFESS/p C C17180 �a EXP. 06130/05 I.5> CIVIL OFCA<_1F0� October 13,2003 I© warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1177473 BEFORE USE Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper inooiporation 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 responsiblllity of the erector. Additional permanent bracing of the overall structure Is the.responsibility of the building designer. For general guidance • regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 _ 4-4-13- 12-5-8 1 441-13 8-0-11 LOADING (psf) SPACING 2-0-0' CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.10 4-5 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.20 4-5 >726. BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.01 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 S LC LL Min I/defl = 360 Weight: 55 Ib LUMBER. BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except' 3-42 X4 HFNo.2,1-62X4 HFNo.2 Q REACTIONS (Ib/size) 4=608/Mechanical, 6=608/0-3-8 Max Horz 6=201 (load case 4) Max Uplift 4=55(load case 5)i 6=20(load case 3) FORCES (lb) - First.Load Case Only TOP CHORD 1-2=668, 2-3=114, 3-4=-166, 1-6=573 BOT CHORD. 5-6=216, 4-5=545 WEBS 1-5=355, 2-5=12, 2-4=626 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf, occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live Ibad nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard C Q�pFESS/p C C17180 �a EXP. 06130/05 I.5> CIVIL OFCA<_1F0� October 13,2003 I© warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1177473 BEFORE USE Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper inooiporation 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 responsiblllity of the erector. Additional permanent bracing of the overall structure Is the.responsibility of the building designer. For general guidance • regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 Lo _• Sob Truss Truss Type Qty Ply CASEY Plates Increase 1.25 TC 0.72 Vert(LL) -0.23 4-5 >523 M1120 185/148 TCDL 24.0 R10379866 CASEY D06 ROOF TRUSS 2 1 WB 0.34 Horz(TL) 0.01 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference optional JIVIVV I MUJJ, UA I mCUr-ML UI I T 0-" O.000 S Jun U LUUO IV[] I eK InUU5trle5, Inc. IVIUfI VUI 13 UMOVAO GUVJ rdyn r 0-0-0 4-11-14 10-5-8 r - 4-11-14 5-5-10 G 3x4 11 3 5x6 = 4x"=0 Scale: 3/8°=1' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.23 4-5 >523 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.56 Vert(TL) 4.45 4-5 >271 BOLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 48 Ib LUMBER BRACING TOP CHORD 2 X.4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end -verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 HF No.2 `Except' 2-5 2 X 4 HF Stud/Std-G, 24 2 X 4 HF Stud/Std-G REACTIONS (Ib/size) 4=508/Mechanical, 5=508/0-3-8 Max Horz 5=198(load case 4) . Max Uplift 4=51 (load case 5), 5=16(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=200, 2-3`-121, 3-3=-185; 1-5=225 BOT CHORD 4-5=367 WEBS 2-5=-292, 2-4=390 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf, occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. LOAD CASE(S) .',Standard Q�OFESS/p C 17180 * EXP.06l301Q5 CIVIL _.NQ'_d October 13,2003 Waming-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use onlywith Mrrek connectors. This design Is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design parementers and proper incorporation of component Is responsibility of building designer= not truss deslgher. 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 OST -88 Qu silly Standard, DSB-89 Bracing Specillicallon, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MITOW LO Job Truss Truss Type Qty Ply CASEY LUMBER BRACING R10379867 CASEY ' D07 ROOF TRUSS 1 1 WEBS 2-X 4 HF No.2 'Except* {� 2-5 2 X 4 HF Stud/Std-G, 24 2 X 4 HF Stud/Std-G Job Reference optional dlvrvv I M000, %,tAI nCurwL VI t T O -D -D D.uuu s dun r/ LVVJ Ivll l U& uluubulub, un:. IVlun vu W UO -V.--0 —VV , 0-0-0 4-0-14 9�$ I 4-0-14 55-10 3x4 11 Scale: 3/8°=1' 3 u a 4x7 = 3.Y-qS 9-6-8 .' cc 'ay --C17180 za * EXR 08130105 Crum OF6A1-1F��� October 13,2003 © Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use onlywith MTek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically.' Applicability of design 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 rasp regarding of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 LOADING (psf) TCLL 16.0 TCDL 24.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code. UBC97/ANSI95 CSI TC 0.66 BC 0.51 WB 0.28 (Matrix) DEFL in (loc) Udefl Vert(LL) -0.17 4-5 >663 Vert(TL) -0.32 4-5 >345 Horz(TL) 0.00 4 n/a 1st LC LL Min Udefl = 360 PLATES GRIP M1120 185/148 Weight: 45 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 2 X-4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2-X 4 HF No.2 'Except* {� 2-5 2 X 4 HF Stud/Std-G, 24 2 X 4 HF Stud/Std-G REACTIONS (Ib/size) 4=463/Mechanical, 5=463/0-3-8 Max Horc 5=196(load case 4) Max Uplift 4=49(load case 5), 5=16(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=127, 2-3=-117,3-4=-1190, 1-5=158 BOT CHORD 4-5=302 WEBS 2-5=306, 2-4=315 NOTES - 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end'zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per ' Table No. 16-6, UBC -97. ' 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to for truss to truss girder(s) connections. LOAD CASE(S)' Standard Aly, r� t YQ't .' cc 'ay --C17180 za * EXR 08130105 Crum OF6A1-1F��� October 13,2003 © Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use onlywith MTek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically.' Applicability of design 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 rasp regarding of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 )lob Truss Truss Type Qty Ply CASEY LUMBER Vert(TL) -0.38 2-7 >529 TOP CHORD - : 2 X 4 HF No.2 BOT CHORD R10379868 CASEY' D08 ROOF TRUSS 2 1 • BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. Job Referencia optional JIVIVV I MUOO, L Ml mGUMAL UI I T - .7.uuu s -Jun b LUUJ IVII I CK 111U1,15MUS, HILL MUr1 UVt IJ VO.JV..7V 4000 rays I 0-0-0 0-" 1-14-0 6-2-3 11.6-14 17-3-0 1-0-0 6-2-3 5-4-10 5-8-2 3x4 I (Scale = 1:34:4 5 bxr - 0-0-0 3x4 - 3)0-M 8-10-9 17-3d 8-10-9 8.4-7 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 24.0 Lumber Increase 1.25 .-BULL 0.0 Rep Stress Incr NO BCDL 10.0 Vert(LL) -0.20 2-7 >999 Code UBC97/ANSI95 LUMBER Vert(TL) -0.38 2-7 >529 TOP CHORD - : 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud/Std G *Except* Weight: 66.Ib 5-62X4 HFNo.2 REACTIONS (Ib/size) . 6=840/0-5-8,2=95010-5-8 CSI DEFL in (loc) I/defl PLATES GRIP TC 0.76 Vert(LL) -0.20 2-7 >999 M1120 185/148 BC 0.82 Vert(TL) -0.38 2-7 >529 WB 0.97 Horz(TL) 0.07 6 n/a (Matrix) 1st LC LL Min Vdefl = 360 Weight: 66.Ib BRACING TOP CHORD Sheathed or 1-11-13 oc purlins, except end verticals. • BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. Max Horz 2=223(load case 14) Max Uplift 6=-76(load case 12), 2=-1092(load case 11) Max Grav 6=853(load case 7), 2=1966(load case 8) ' FORCES (lb) - First Load Case Only TOP CHORD 1-2=24, 2-3=1791, 3-4=1331, 4-5=-113, 5-6=193 BOT CHORD 2-7=1624, 6-7=849 WEBS 3-7=-527, 4-7=610,4-6=993 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4pst, BCDL=6.Opsf,- occupancy category II; exposure C;.enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the gteen lumber members. 4) This truss has been designed for a total drag load of 175 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-3-0 for 175.0 plf. LOAD CASE(S) Standard C. X"Y--C17180 z� * EXP. 06/30/(5 � 4F CALvF October 13,2003 11 Warning- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1911II-7473 BEFORE USE iiiiiiiiniiiiii�is )esign valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be lie' nstalled and loaded vertically. AppBrability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss - leslgner. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the asponsibilrity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance egarding fabrication, quality control, storage,.delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 fu e landling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrtd Dnve, Madison, WI 53719 0 �r r� U Job , Truss Truss Type Qty Ply CASEY (loc) I/deFl PLATES GRIP TCLL 16.0 Plates Increase R10379869 CASEY ' E01 ROOF TRUSS ' 1 1 24.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.37 6-8 >739 Job Reference (optional) JMlyy I KVUAb-0, l�A I r1tUKAL lit I Y 5.uuu s Jun 9 2003 Mi I ex Industries, Inc. ivion Ucl W d UO.3d.L I O rdlIU I 0-0-0 -1-0-0 1 1 5-10-6 11-6-0 17-1-10 23.0-0 -P:2:0-q 1-0-0 5-10-6 5-7-10 5-7-10 5-10-6 1-" • Scale = 1:412 All plates are 1.5x4 M20 unless otherwise indicated. 4x6 = 4 46 a 1u a o 4x5 3x4 = 3x4 = 30 000 0-" B 1-0 14-10-10 234)-0 8-1-6 6-94 8-1.6 ;ets (X,Y): [2:0-5-1.0-2-01, [6:0-5-1,0-2-0j N LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.13 6-8 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.37 6-8 >739 BCLL . 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.09 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/dell = 360 Weight: 106 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD' Sheathed or 3-2-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) .2=1229/0-5-8,6=122910-5-8 Max Horz 2=-69(load case 6) Max Uplift 2=73(load case 3), 6=73(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=24, 2-3=2661, 3-4=2262, 4-5=2262, 5-6=-2661, 6-7=24 BOT CHORD 2-10=2448, 9-10=1677, 8-9=1677, 6-8=2448 WEBS 3-10=-476,4-10=608,4-8=608, 5-8=-476 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 6) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard QRpFESS/p\ C17180 �a EXP. 06/30/0.5 civil_ OFCA1.1F0� October 13,2003 warning - Verify design paradleters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE rxll� )eslgn valid foruse oniywtth MTek connectors. This design Is based onlyupon parameters shown, and Isforen Individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer- not truss lesigner. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the esponsibillityof the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance ' egarding fabrication, quality control; storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIS-91�, i) °1! " e candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 �((���� ®® r is lob Truss Truss Type Qty Ply CASEY (loc) I/deli PLATES GRIP - TCLL• 16.0 Plates Increase R10379870 CASEY' E02 ROOFTRUSS 6 1 24.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.37 6-8 >739 Job Reference optional JMW I KUo-0!& UAI F1tUKKL' lit I Y - O.uuu s Jun to Zuus ml I eK Inausmes, Inc. Iwon uct I u0:3U:J3 LUW rage I I 1�_ 5-10-6 11.6.0 17-1-10 23-M 1-0-0 5.10 5-7-10 5-7-10 5.10-6 1-0-0 Scale = 1:412 46 - 4 4x5 10 9 , d 4x5 3k4 - 3x4 = . 3x4' - 0-M 0-M 8-1.6 14-10-10 23-0-0 8-1-6 8-9-0 8-1-6 V LOADING (psf) SPACING 2-0-0 CSI. DEFL in (loc) I/deli PLATES GRIP - TCLL• 16.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.13 6-8 >999 M1120 185/148 TCDL. 24.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.37 6-8 >739 1 BOLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.09 6 n/a BCDL 10.0 Code UBC97/ANSI95 ' (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 76 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-2-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 2=1229/0-5-8, 6=1229/0-5-8 Max Horz 2=69(load.case 6) Max Uplift 2=73(load case 3), 6=73(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=24, 2-3=2661, 34=2262,4-5=2262, 5-6=2661, 6-7=24 BOT CHORD 2-10=2448,9-10=1677, 8-9=1677, 6-8=2448 WEBS 3-10=-476,4-10=608, 4-8=608, 5-8=-476' NOTES 1) Unbalanced roof live loads have been considered for.this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per . Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard Q�pFESS/p -c CI. _C1'1'0 a.5 C10- �TFCFCAOi October 13;2003 OL Warning- Velrlfy design parameters and READ NOTES ON THIS AND INCLUDED INITEK REFERENCE PAGE MII-7473 BEFORE use )esign valid for use only with MITek connectors. This design Is based any upon parameters shown, and Is for an Individual building component to be �' nstalled and loaded vertically. AppApbllilyof design paramenters and proper Incorporation of component Is responsibility of building designer- not lass lesigner. Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bracing to Insure stability during construction is the esponsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance egarding fabdcation, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio DrNa, Madison, WI 53719 Mi 110 0 • J b ; Truss Truss Type Qty Ply CASEY PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.16 7-9 >999 810379871 CASEY E03 ROOFTRUSS 1 2 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(fL) 0.07 6 n/a BCDL 10.0 Job Reference optional JIVIV1r I MUZ-0 UM I I-MUIWL ld 1 T o.uuu s jun `J zuua ivii i eR inuusuie3, mc. rwun vcr w vo.ay.- cuW raya i 0-0-0 6-4-13 11-6-0 16-7-3 23-0-0 i 1-0-0 6-4-13 5.1.3 5-1-3 64-13 Scale =1:39.9 6x7 = 4 5x8 = 10 s is r 5x8 3x10 II 10x10 - 10x10 - 3x10 II 0-0-0 6-4-13 • 11-6-0 6-0-13. 5.1-3 5-1.3 6-4-13 0-0-0 a Plate Offsets (X,Y): [2:1-11-5,0-6-3], [2:0-3-0 Edge] [6:0-3-0Edge], [6:1-11-5.0-6-31 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.16 7-9 >999 M1120 137/130 TCDL 24.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.49 7-9 >552 1) Special connection required to distribute bottom chord loads equally between all plies. BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(fL) 0.07 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 282 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 240OF 2.0E TOP CHORD Sheathed or 2-11-15 oc purlins. BOT CHORD 1.5 X 9.5 GLLVL Gang -Lam 2.0 BOT CHORD - Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Sfd G 'Except' 4-92 X4 HFNo.2 REACTIONS (Ib/size) . 6=7194/0-5-8,2=7302/0-5-8 Max Hoa 2=82(load case 5) Max Uplift 6=1009(load case 14), 2=1051 (load case 11) Max Grav 6=8171 (load case 7), 2=8279(load case 8) FORCES (lb) - First Load Case Only TOP CHORD 1-2=41, 2-3=-16349, 3-4=12523, 4-5=12523, 5-6=16369 BOT CHORD 2-10=15536, 9-10=15536,8-9=15555,7T8=15555, 6-7=15555 WEBS 3-10=1886, 3-9=-3942, 4-9=7394, 5-9=3963, 5-7=1899 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 2 -ply truss to be connected together with 0.13174" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 1.5 X 9.5 - 4 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 3) Unbalanced roof live loads have been considered for this design. OESS/0 4) Wind: ASCE,7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf-, BCDL=6.Opsf; occupancy category Il; fie. exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per >t Table No. 16-B, ueC-97. C 4 7180 a 6) A plate rating reduction of'20% has been applied for the green lumber members. 7) This truss has been designed for a total drag load of 275 plf. Connect truss to resist drag loads along bottom * EXP. 06/30/05 y f chord from 0-0-0 to 23-0-0 for 275.0 plf. 8) Girder carries tie-in span(s): 24-0-0 from 0-0-0 to 23-0-0 tS�1� CIVIL Q' g0]DL6A9E()ge 2Standard OFCAUFO� October 13,2003 © Warning- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design Is based only dpon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramentels 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 OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D•Onofdo Drive, Madison, WI 53719 I Job Truss Truss Type Qty Ply CASEY R10379871 CASEY ' E03 ROOF TRUSS 1 2 Job Reference optional JMW TRUSS, CATHEDRAL CITY LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Unifort t Loads (pif) Vert: 14=-80.0, 4-6=80.0, 2-8=-558.5 o.uuu s dun a cuva Ivtl I eK Inausmes, Inc. ivion vcI Is co:au:a4 cuuo rdye c 1 © Warning- Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is foran Individual building component to be Installed 'and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not trussdesigner. 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 tesponsibiiity, of the building designer. For general guidance regarding fabrication, quality control; storage, delivery, erection and bracing, consuttQST-88 Quality Standard, DSB49 Bracing Specification, and HIB -91g (t;t Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 i('i► IA Job Truss Truss Type Qty Ply CASEY ' Plate Offsets (X,Y):. [1:0-3-8,Edge], [7:0-6-5,0-0-4] 810379872 CASEY, E04 ROOF TRUSS 1 1 TCLL 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.10 9-11 >999 M1120 185/148 . Job Reference (optional) JIvIvDv-0II MVJO, �A i nr-u-- I r V.VVV s Jun a cuuo Ivu i UK erVusrnes, mc. Ivion vcr w Vo:oV:00 cVV0 rdgu r 04-0 r 6-1-0 11-10-8 17-9-8 24-0-0 25-0.0 , 106-1-0 5.9.8 5-11-0 6-2-6 $tale =1:41.4 4X7 - 4 5x10 11. 11 10 9 6X8 II 3x4 - 3x4 - 3x4 = 0-0-0 0-" 8-1-0 I 15-10-13 24-0-0 i = I 8-1-3 7-9A 1 - 8-1-3 Plate Offsets (X,Y):. [1:0-3-8,Edge], [7:0-6-5,0-0-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in ((oc) I/deft ' PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.10 9-11 >999 M1120 185/148 . TCDL 24.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.33 9-11 >880 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.08 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 94 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-9-14 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Sid G SLIDER Left 2 X 8 HF SS 3-2-14, Right 2 X 6 HF N6.2 3-3-6 REACTIONS (Ib/size) 1=1198/Mechanical, 7=1286/0-5-8 Max Horz 1=72(load case 5) Max Uplift 1=32(load case 3), 7=67((oad case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=2313, 2-3=2203, 3-4--2029,4-5=2096, 5-6=-2262, 6-7=-2366, 7-8=18 BOT CHORD 1-11=2030, 10-11=1609,9-10=1609, 7-9=2093 WEBS 3-11=-237, 4-11=432, 4-9=487, 5-9=271 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II;' exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right ezposed;Lumber DOL --1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. . 5) Refer to girder(s) for truss to truss connections. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. LOAD CASE(S) Standard Ci. C 17 100 z n * EXP. 06/30/05 s� CIVIL ��oFCAUF°� October 131,2003 Q Warning- verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use onlywith Mrrek connectors. This design Is based only upon' parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design 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 responsibility of -the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance Do 1. ' ngid edelivery, tIn� 8 5319 Specification. and HIB -91 Hdl'mInstallng anBci g Recommendation available from Truss Plate Instilule3 D'OnofA Drive, Madison,W7xe Job Truss Truss Type Qty Ply CASEY (psf) SPACING. 2-0-0 CSI TCLL 16.0 R10379873 CASEY E05 ROOFTRUSS 7 1 BCLL 0.0 Rep Stress Incr YES WB 0.27 BCDL 10.0 Job Reference (optional) JINN I KUZIa, LA I KtUKAL %A I I 6-3-13 o.uuu s Jun u ZUU3 mi I eK maustrles, Inc. Mon VCi -IJ ua:su:ao LUUb rage 1 0-0-0 11-10-8 17-0-13 24-0 0 ,25-0-0 , 5-6-11 5-6-5 6-7�3 1-" Scale = 1:41.6 07 - 4 5x10 II 11 10 9 6x8 II . 3x(4 - 3x4 - 3x4 - 0-0-0 0-" 15-11-1 7-9-12 8-1-5 Plate Offsets (X,Y): [7:0 -6 -5,0 -0 -41 - LOADING (psf) SPACING. 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.73 TCDL 24.0 Lumber Increase 1.25 BC 0.71 BCLL 0.0 Rep Stress Incr YES WB 0.27 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER . TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 6 HF No.2 3-4-7, Right 2 X 6 HF No.2 3-5-14 15-11-1 240 8-1-5 8-0-15 DEFL in (loc) Well PLATES GRIP Vert(LL) -0.12 9-11_ ' >999 M1120 185/148 Vert(TL) -0.36. 9-11 >800 Horz(TL) 0.08 7 n/a 1st LC LL Min I/detl = 360 Weight: 92 Ib BRACING TOP CHORD , Sheathed or 2-10-6 oc pudins. ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1198/Mechanical, 7=1286/0-5-8 Max Horz 1=72(load case 5) Max Uplift 1=32(load case 3); 7=67(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=2315, 2-3=2200,3-4---2059,4-5=-2111, 5-6=-2248, 6-7=-2342, 7-8=18 BOT CHORD 1-11=2030, 10-11=1600,9-10=1600.7-9=2082 WEBS 3-11=236, 4-11=473, 4-9=528, 5-9=274 NOTES 1) Unbalanced roof live loads have been considered for this design. .2) Wind: ASCE 7-98 per UBC971ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord. live load nonconcurrent with any other live loads per Table No. 16-6, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. LOAD CASE(S) Standard FESS/per C17180 �r EXP. 06/30/05 CIVIL October 13,2003 Q warning - Ver4y dealgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for en Individual building component to be Installed and loaded vertically. Appllcabiilty of design paramenters and proper incorporation of component Is responsibilityof.building designer- not truss designer. Bracing shown tailor lateral support of individual web members only. Additional -temporary bracing to Insure stability during construction Is the responsiblitity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance Doi. regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ' Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 MiTeW 1.• JobTruss (psf) Truss Type Qty Ply CASEY I. TCLL 16.0 Plates Increase 1.25 TC 0.68 R10379874 CASEY E06 ROOF TRUSS 1 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.18 9-11 >999 BCLL 0.0 Job Reference optional JIVIV �K-0UJA, VMI mCLJr-,M VI I T D.uuu s Jun v zuu3 MI I eK mausines, Inc. mon vci is uts:su:ots zuuo rage -I 0 6-3-13 11-10-8 174-13 24-01-0 • 6313 5-6-11 5-65 6-7-3 1-" . Scale c 1:41.7 4x5 - 4 0 r: 4x10 II 111. 010 II 3x4 - 3x4 - 3x4 - 0-0-0 7-9-12 24-0-0 8-0-15 111M 9 LOADING (psf) SPACING 2-0-0 CSI DEFL- in (loc) I/clef! PLATES GRiP TCLL 16.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.07 9-11 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.18 9-11 >999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.04 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min l/def! = 360 Weight: 184 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4410-14 oc puriins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 8-6-4 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 6 HF No.2 34-7, Right 2 X 6 HF No.2 3-5-14 REACTIONS (Ib/size) 1=1198/Mechanical, 7=1286/0-5.8' Max Horz 1=72(load case 5) Max Uplift 1=1047(load case 11), 7=-1082(load case 14) Max Grav 1=2213(load case 8), 7=2300(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=2315, 2-3=2200, 34=-2059, 4-5=2111, 5-6=-2248, 6-7=-2342, 7-8=18 BOT CHORD 1-11=2030, 10-11=1600,9-10=1600, 7-9=2082 WEBS 3-11=236, 4-11=473; 449=528, 5-9=-274 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Topchords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0=9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. " 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. 8) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 200.0 plf. LOAD CASE(S) Standard C. C 17180 a * EXP. 06/301105 S� CIVIL �Q` �aFCAl�1���� October 131-2003 11 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE S Design valid for use only with Mlrek connectors. This design is based only upon parameters shown, and is for en Individual building component to be �' Installed and loaded vertically. Appticability,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 responsibility of the erector. Additional permanent bracing of the overall sUucture Is the responsibility of the building designer. For general guidance e regarding fabrimUon, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-69 Bracing Specification, and HIB -91 Handling Ihstalling and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 elk 1.0 _0 slob Truss Truss Type Qty Ply CASEY 7-9-12 8-1�5 6-5-7 LOADING (psf)' SPACING 2-0-0 R10179875 CASEY, E07 ROOFTRUSS 1 1 TC 0.78 Vert(LL) -0.11 8-10 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 Job Reference optional JIVIV�-0VJJ, VNImCVIViL VII T 0.000 5 Jun U LUUJ IVII I eK Inaustnes, Inc. IVlon Vct l3 Umau:Uy LUUJ rage 1 0-0.0 6-3-13 11-10-8 17.4-13 22-4-8 6-3-13 5-6-11 5-6-5 4-11-11 Scale =1:38.3 4x6 - 4 3x4 = 3x4 = 3x4 = 3x8 = 0-0-0 0-0-0 7.9-12 15 11-1 22-0-8 7-9-12 8-1�5 6-5-7 LOADING (psf)' SPACING 2-0-0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.11 8-10 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.31 8-10 >858 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.06 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 88 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-3-15 oc puriins, except end verticals: BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 6 HF No.2 3-4-7 REACTIONS (Ib/size) 1=1111/Mechanical, 7=1111/0-3-8 Max Horz 1=71(load case 5) Max Uplift 1=33(load case 3), 7=27(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2104, 2-3=1997, 3-4=-1863, 4-5=-1686, 5-6=276, 6-7=-261 BOT CHORD 1-10=1843,9-10=1370,. B-9=1370,7-8=1565 WEBS 3-10=267, 4-10=515, 4-8=254, 5-8=-56, 5-7=-1572 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4pst,, BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate'rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(S) for truss to truss connections. / IO FESS/ ' LOAD CASE(S) Standard C. AND,c`9( �C17180�j * EXk? 06130/05 sj. ctvt� 0����- a�c���F October 13;2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE -MU -7473 BEFORE USE Design valid for use oniywith MrTek connectors. This design is based only upon parameters shown, and Is for an.individual building component to be. Installed and loaded vertically. Applicability of design 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 responsiblllity of the'erecior. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 � Handling installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply CASEY I. - 1.25 TCDL 24.0 Lumber Increase R10379876 CASEY E08 . ROOF TRUSS 1 ' 1 10.0 Code UBC97/ANS195 Horz(TL) 0.05 7 n/a Job Reference optional) JIVIVV IIMU00; WA mCUKAL'UI I T o.uuv s Jun a LUU,3 IVII I eR Inausirips, Inc. Ivion VCi 13 uo:3l:uu LUu3 rage i 0-0-0 6-3-13 11-10-8 17-0-13 20-4-6 6-3-13 5-6-11 5-6-5 2-11-11 Scale =1:34.8 4x6 - 4 5x10 II 3x4 = 3x4 - 3x4 - 3x4 = 0-0-0 J 0-0-0 7-9-12 15-11-1 _ 20A-8 7-9-12 8-1-5 4-5-7 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 24.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANS195 LUMBER TOP CHORD 2 X 4 HF No.2 .. BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 6 HF No.2 3-4-7 r. CSI DEFL in (loc) I/defl PLATES GRIP TC 0.45 Vert(LL) -0.10 8-10 >999 M1120 185/148 BC 0.59 Vert(TL) -0.26 8-10 >923 WB 0.42 Horz(TL) 0.05 7 n/a (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 82 Ib REACTIONS (Ib/size) 1=1011/Mechanical, 7=1011/0-3-8 Max Holz 1=72(load case 5) Max Uplift 1=34(load case 3), 7=19(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=1854, 2-3=1759, 3-4=-1620, 4-5=1168, 5-6=-49, 6-7=81 BOT CHORD 1-10=1625, 9-10=1113, 8-9=1113, 7-8=928 WEBS 3-10=295, 4-10=552, 4-8=99, 5-8=244, 5-7=-1277 BRACING TOP CHORD Sheathed or 3-10-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) .Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsh, occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1:33. 3) This truss has, been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97.' 4) A. plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard October 13,2003 © Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE 3aslgn valid for use onlywilh Mrrekadnnectors. This design Is based only upon parameters shown, and Is for an Individual building component to be . nstalled and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer r not truss feslgner. Bracing shown is for lateral support of Individual weti members only. Additional temporary bracing to Insure stability during construction is the esponsibilOty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance Bill egarding fabrication, qualify control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTe ONES LID Job Trus's Truss Type Qty Ply CASEY ` SPACING 2-0-0 CSI DEFL In (loc) I/defl PLATES GRIP R10379877 CASEY E09 ROOF TRUSS 1 n L Lumber Increase 1.25 BC 0.79 Vert(TL) -0.19 8-10 >999, BCLL 0.0 Rep Stress Incr. NO Job Reference optional dmv�-0uJJ, %,A I ntuKAL t;t I T n o.uuu s Jun u zUU3 NII I eK InausineS, Inc. mon uci l S vo:3l:Ul zUUJ rage l 0-0-0 6-3-13 11-10 8' 174-13 19-8-8 6-3-13 5 6 11 5-6-5 2-3-11 Scale = 1:33.7 4x5 - 4 4x10 II - . 3x4 - 3x4 - 3x4 - 3x4 - 0-M D-0-0 7-9-12 15-11-1 19-8-8 7-9-12 8-15 3-9-7 Plate Offsets K)2. [1:0-3-8,Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.12 8-10 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.19 8-10 >999, BCLL 0.0 Rep Stress Incr. NO WB 0.26 Horz(TL) 0.04 7 n/a BCDL ' 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 160 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-5-4 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 6 HF No.2 34-7 REACTIONS (Ib/size) 1=978/Mechanical, 7=978/0-3-8 Max Hoa 1=72(load case 5) Max Uplift 1=-1465(load case 11), 7=934(load case 14) Max Grav 1=2409(load case 8), 7=1895(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=1771, 2-3=1680, 3-4=-1538, 4-5=-999, 5-6=41, 6-7=-23 BOT CHORD 1-10-1552, 9-10=1027, 8-9=1027, 7-8=718 WEBS 3-10=306..4-10=564.4-8=213,5-8=343, 5-7=1180 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 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. ' Webs connected as follows: 2 X 4 -1'row at 0-9-0 oc. 2) Unbalanced roof live.loads have been considered for this design, FESSIO IO Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h- 18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; C; ��RO G. exposure enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL --1.33. 14/`JO 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97,o Z M. 5) A plate rating reduction of 20% has been applied for the green lumber members. C ^ A 7 bn 1 O V 6) Refer toF girder(s) for truss to truss connections. 7) This truss has been designed for a total drag load of 250 plf, Connect truss to resist drag loads along bottom * EXP 06130/05. chord from 0-0-0to 19-8-8 for 250.0 plf. LOAD CASE(S) Standard �CIVIL • October 13,2003 re Q Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design 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 therd 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 QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 � Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Walk LO 0. i Job Truss Truss Type Qty Ply CASEY I 10-6-8 Plate Offsets (X,Y): [2:0.6-13,Edoe] R10379878. CASEY E10 ROOF TRUSS 1 1 2-M CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Job Reference optional JIVIVV I MUJJ %,AI rlr-L) AL LA I T O -D-0 6-7-3 1-0-0 6-7.3 4 �1 0.000 S Jun S LUU3 IVII I UK InG1I5lrIBS, IIIc. IVIOr1 VUL I Uo:J I:VZ LUVO rdyn I 0-0-0 12-1-8 18-7-8 5-6-5 6-6-0 Scale = 1:33.2 4x6 - 5 3x4 - 5x7 = 0-M 0-M 8 i-0 18-7-8 8-1-0 10-6-8 Plate Offsets (X,Y): [2:0.6-13,Edoe] LOADING (psf) SPACING 2-M CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 -Plates Increase 1.25 TC 0.72 Vert(LL) -0.24 T-8 >924 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.49 7-8 >452 BCLL 0.0 Rep Stress Inca YES WB 0.46 Horz(TL) 0.04 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 74 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-5-5 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except* WEBS 1 Row at midpt 5-7 6-7 2 X 4 HF No.2 SLIDER Left 2 X 6 HF No.2 3-5-14 REACTIONS (Ib/size) 2=1010/0-5-8, 7=922/0-7-12 Max Horz 2=67(load case 4) Max Uplift 2=69(load case 3), 7=12(load case 4) FORCES (lb) - First Load Case Only TOP CHORD ' 1-2=18, 2-3=1667,3-4=1577, 4-5=-1426, 5-6=254,6-7=-304 BOT CHORD 2-8=1463, 7-8=867 WEBS 4-8=-344, 5-8=646, 5-7=866 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and, right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3). This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 4) A plate rating reduction bf 20% has been applied for the green lumber members. LOAD CASE(S) Standard FES�S/gip` �W--C17180 �a * EXP. )6/30105 CIVIL �P CFCAi-1F0�� October 13,2003 0 Werning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design va8d for use onlywith Mlrek connectors. This design Is based only upon parameters shown, and Is for an individual building component to be 1 �' Installed and loaded verti'caly. Applicability of design parementers and proper Incorporation of component is responsibility of building designer- not truss 'designer. Bracing shown,la for lateral support of Indivldual.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 QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 U re Job Truss Truss Type Qty Ply CASEY (loc) Udell PLATES GRIP TCLL 16.0 Plates Increase R10379879 CASEY E11 ROOF TRUSS 1 1 24.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.35 7-8 >600 Job Reference optional JIVIVV I muol>I+AI rir_Y 1L U1 I T 0.8.0 -1-0-0 6-7-3 1-0-0 6-7-3 o.vuu s Jun a cuua MI I eK Invusmes, Inc. Mon uct is uo:o I:ua cuua rage I 0_0-0 12-1-8 5-6-5 17-9-0 5-7-8 4x6 = . 5 Scale: 3/8'=1' 4x10 II 3x4 = 4x7 = 0-0-0 0-0-0 8-1-0 17-9-0 8-1-0 9-" LOADING (psf) SPACING 2-0-0 CS1 DEFL In (loc) Udell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.17 7-8 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.35 7-8 >600 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.03 7 n/a BCDL 10.0 Code . UBC97/ANSI95 (Matrix) 1st LC LL Mtn Well = 360 Weight: 72 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-8-9 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 6-72 X4 HF No.2 SLIDER Left 2 X 6 HF No.2 3-5-14 REACTIONS (Ib/size) 2=966/0-5-8,7=878/0-3-8 . Max Horz 2=81(load case 4) Max Uplift 2=-69(load case 3), 7=10(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=18. 2-3=1558, 3-4=1400.4-5=1 312, 5-6=180, 6-7=242 BOT CHORD 2-8=1363, 7-8=747 WEBS 4-8=-366, 5-8=660, 5-7=834 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per U6C97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf, occupancy category II; exposure C;.ehclosed;MWFRS gable end zone; cantilever left -and right exposed ; end vertical left and right exposed;Lumber.DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97, 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard C1"'0 �a EXP, 06/30/05 s� CiVIL �flFCA��FO� October 13,2003 warning - Verify design parametem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE use Design valid for use only with Poirek connectors. This design Is based only upon parameters shown, and Is loran Individual building component to be!i6' 'nstalled and loaded vertically. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer- not truss iesigner. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the 'esponsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance agarding fabrication, quality control, storage,.delivery, erection and bracing, consult QST-88:Quality Standard, DSB-89 Bracing Specification, and HIB -91' candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 MiTek r .fob Truss Truss Type Qty Piy CASEY CSI DEFL iri (loc) I/defl PLATES" GRIP TCLL 16.0 ' 810379880 CASEY. F01 ROOF TRUSS 1 1 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.33 2-8 >479 . BCLL 0.0 Job Reference; optional) JIVIVV 1 MUJJ, O -O -O VMI nr-UrVAL V I I r U.000 b Jul IV 4— MI l CA II IUu-11Cb, IIID. 1-11 vul 1. VV•J I.VJ cv././ I oyo , 0-0-0 . A-0-0 559' 10-D-0 _ 13-6-0 1-0-0 5-59 4-6-7 3-6-0 Scale =1:245 4x5 = 6 00 00 0.0-0 4x10 = 3x10 = 2640_8 10-0-0 13-6-0 10-0.0 3-6-0 _0 © Warning.- Verify design parameters and'READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE )eslgn valid for use onlywith MTek connectors. This design Is based onlyupon parameters shown, and Is foran Individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss lesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the esponsibllfity of the erector. Additional permanent bracing of the overall strucWre is the responsibility of the building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 iandling.lnstalling and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Mi 81% Plate Offsets (X,Y): [2:0-1-4,0-1-12) LOADING (psf) SPACING 2-0-0 CSI DEFL iri (loc) I/defl PLATES" GRIP TCLL 16.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.16 2-8 >982 M1120 185/148 'TCDL 24.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.33 2-8 >479 . BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.03 7 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deH = 360 Weight: 54 Ib LUMBER BRACING ' TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 311-10 cc purlins, except end verticals. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 2-8-15 REACTIONS (Ib/size) 2=763/0-5-8, 7=651/0-3-8 Max Horz 2=83(load case 14) Max Uplift 2=-850(load case 11), 7=354(load case 12) ' Max Grav 2=1544(load case 8), 7=994(load case 7) FORCES (lb) - First Load Case Only TOPCHORD 1-2=5, 2-3=1120, 3-4=1046, 4-5=-606, 5-6=579, 6-7=-654 BOT CHORD 2-8=992,7-8=11 WEBS 4-8=-516, 5-8=9, 6-8=632 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per ¢OFESS/0 Table No. 16-B, UBC -97. ���{ 4) A plate rating reduction of 20% has been applied far the green lumber members. � C. A 5) This truss has been designed for a total drag load of 175 plf. Connect truss to resist drag loads along bottom �� chord from 0-0-0 to 13=6-0 for 175.0 plf. m Z LOAD CASES) Standard cc G 17180 * EXP 06/30/06 ST CMI- �Q- �� q�oFCAuF°�� October• 13,2003 _0 © Warning.- Verify design parameters and'READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE )eslgn valid for use onlywith MTek connectors. This design Is based onlyupon parameters shown, and Is foran Individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss lesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the esponsibllfity of the erector. Additional permanent bracing of the overall strucWre is the responsibility of the building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 iandling.lnstalling and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Mi 81% _• Job Truss Truss Type Qty Ply CASEY 4.6-0 Plate Offsets (X,Y): . , [2:0-0-5,0-1-14], [2:0-2-5,0-6-1) R10379881 CASEY F02 ROOF TRUSS 1 1 PLATES 'GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.22 2-7 >774 Job Reference optional 1-0 0 5-5-9 100 14-6-0 1 0 0 5-5-9 4-6-7 4-6-0 Scale 4 1:262 4x5 = 4 axe o — II 0-0-0 3x7 II 0-0-0 REACTIONS (Ib/size) 2=813/0-5-8, 6=702/0-3-8 Max Horz 2=67(load case 4) Max Uplift 2=70(load case 3), 6=-7(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=5,2-3=-1265, 3-4=759, 4-5=-747, 5-6=690 BOT CHORD 2-7=1130, 6-7=43 WEBS 3-7=-512,4-7=76, 5-7=689 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable -end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard October 13,2003 © Warming- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use oniywith MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be NEI' Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss iesigner. Bracing shown Is for lateral support of Indivldual web members only. Additional temporary bracing to Insure stability during construction is the •esponsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For genetal guidance y egarding fabrication,, quality control, storage, delivery, erection and bracing, consult QST -98 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ,2.0 candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 10-0-0 14-6-0 10-0-0 4.6-0 Plate Offsets (X,Y): . , [2:0-0-5,0-1-14], [2:0-2-5,0-6-1) LOADING (psf) . SPACING 2-0-0 CSI DEFL In (loc) I/defl PLATES 'GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.22 2-7 >774 M1120 185/148 TCDL 24.0 Lumber Increase, 1.25_ BC 0.61 Vert( L) -0.49 2-7 >349 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min 11defl = 360 Weight: 54 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-6-1 oc purlins, except end verticals. • BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G WEDGE Left:2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=813/0-5-8, 6=702/0-3-8 Max Horz 2=67(load case 4) Max Uplift 2=70(load case 3), 6=-7(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=5,2-3=-1265, 3-4=759, 4-5=-747, 5-6=690 BOT CHORD 2-7=1130, 6-7=43 WEBS 3-7=-512,4-7=76, 5-7=689 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable -end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard October 13,2003 © Warming- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use oniywith MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be NEI' Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss iesigner. Bracing shown Is for lateral support of Indivldual web members only. Additional temporary bracing to Insure stability during construction is the •esponsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For genetal guidance y egarding fabrication,, quality control, storage, delivery, erection and bracing, consult QST -98 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ,2.0 candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 Job Truss Truss Type City Ply CAS Plates Increase 1.25 TCDL ' 24.0. Lumber Increase 810379882 CASEY F03 ROOF TRUSS 1 1 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD Job Reference optional Jlvlvv 1 muocy-0 I nCUr L 1.1 I 1 ,. A.VUV 5 Jun U LUU3 IVII I eK MUUMUU, inc. Ivlun uct w vo:a I:vr zvuo rdye r 0-0-0 -1-0-0 V, 5.5-9 10-0-0 16-641 1-0.0 5-5-9 4-6-7 6-6-0 Scale = 1:29.6 4x6 - 4 5x5 = 1 3x8 - 2x4 II 3x7 II 0 0 0 0.0-0 10-0-0 16-6-0 10-0-0 6-6-0 LOADING (psf) SPACING 2-0-0 TCLL . 16.0 Plates Increase 1.25 TCDL ' 24.0. Lumber Increase 1.25 BCLL ' 0:0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G *Except* 5-62X4 HF No.2 WEDGE Left: 2 X 4 HF Stud/Std CSI DEFL in (loc) Udefl PLATES' GRIP TC 0.57 Vert(LL) =0.22 2-7 >877 M1120 185/148 BC 0.65 Vert(TL) -0.50 2-7 >384 WB 0.36 Horz(TL) 0.03 6 n/a (Matrix) 1st LC LL Min Udefl = 360 Weight: 60 Ib BRACING TOP CHORD Sheathed or 4-2-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (Ib/size) 2=912/0-5-8, 6=80210-3-8 Max Horz 2=59(load case 5) Max Uplift 2=71 (load case 3), 6=14(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=5, 2-3=-1517, 3-4=1057, 4-5=-1083, 5-6=-752 BOT CHORD 2-7=1362, 6-7=208 WEBS 3-7=-449, 4-7=184, 5-7=761 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf ,BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL --1.33. . 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16=B, UBC -97. -4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard QRpFESS/L �C17180 �r * EXP. 06130/05. , rOFCAUFO��\P October 13,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE��� Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically.. Applicability of design parementers and proper incorporation of. component is responsibility, of building designer- not truss designer. Bracing shorn is for lateral support of individual web members only.' Addillonal temporary bracing to Insure stability during construction Is the responsibiifity of the erector. Additional permanent biacing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -08 Quality Standard, DSB-89 Bracing Specification; and HIS -91 Handling Installing and Bracing Recommendatlon available from Truss Plate Institute; 583 D'Onefdo Drive, Madison, W 153719 i r• Job t Truss Truss Type Qty Ply CASEY ' PLATES GRIP ' TCLL '. 16.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.20 2-8 >999 R10379883 CASEY' F04 ROOF TRUSS 1 1 BCLL 0.0. Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 7 n/a BCDL 10.01 Job Reference optional Jlvrvv I MUAJ, WA I ntUKAL VI I T U.uuu a Jun v zvua ivii I eK muUWWS, InV. IVIVn VGl 13 VO:O 1.V0 LVVa rays r 0-0-0 0-0-0 1-0 0 5-5-9 10-0-0 14-6-7 19-6-0 1-0-0 5-5-9 4-6-7 4-6-7 4-11-9 Scale =1:34.5 4x5 = 4 -6Xs = e 6x6 II 3x7 II 3x8 = 0-0-0 0-0-0 10-0-0 19-641 i 10-" 9-6-0 Plate Offsets (X,Y): [2:0'-2-5,0-6-1], [2:0-0-5,0-1-14], [7:0-4-5,0-0-5] LOADING (psf) SPACING 2-M CS1 DEFL in (loc) I/defl PLATES GRIP ' TCLL '. 16.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.20 2-8 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.49 2-8 >477 BCLL 0.0. Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 7 n/a BCDL 10.01 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 67 Ib LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G WEDGE, Left: 2 X 4 HF Stud/Std SLIDER Right 2 X 4 HF Stud/Std -G 2-3-12 BRACING TOP CHORD Sheathed or 3-9-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 7=960/0-3-8, 2=1069/0-5-8 Max Horz 2=57(load case 5) - Max Uplift 7=-25(load case 4); 2=-69(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=5, 2-3=-1940, 3.4==1501, 4-5=-1492, 5-6=-1805, 6-7=1881 BOT CHORD 2-8=1753, 7-8=1669 WEBS 3-8=-420, 48=502, 5.8=328 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard "" C 17180 yF EXP, 06/30/05 s� C1UIl���P . \OFCAt1F0� October 13,2003 © Warring - Verity design parameters and.READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AAII-7473 BEFORE USE Design valid for use ontywith Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be 1' Instailed and loaded vertically. 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 responslblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 MiTek- LO ,Job Truss Truss Type Qty Ply CASEY (Ioc) I/detl PLATES GRIP TCLL 16.0 Plates Increase 810379884 CASEY F05 ROOF TRUSS 3 1 24.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.45 6-8 >520 Job Reference (optional JIVIVV I RUO y VHI'1'7ClJRHL til l T .7.VVV 5 Jun U LUVJ IVII ICK IIIUUSt11C,, Illi;. IVIUII VUL IJ VO.O I.VV G 0 rayc I 0-0-0 -1-0=0 U 5-5-9 10-0-0 14-6.7 20-0.0 21-0 0 .I 1-M 5-5-9 4-6-7 ' 4-6-7 5-5-9 1-M Scale =1:36.3 4x5 - 4 5x5 = 5x5 - 3x7 II 3x8 = 3x7 II 0-0-0 0-0-0 10-0-0 20-0-0 10-0-0 10-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/detl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.19 2-8 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.45 6-8 >520 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.06 6 n/a BCDL' 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 68 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-9-1 oc pudins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly appiled or 10-0-0 oc bracing. WEBS 2 X4 HF Stud/Std G WEDGE Left: 2 X 4 HF Stud/Std, Right 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=1079/0-.5-8, 6=1079/0-5-8 Max Horz 2=56(load case 6) Max Uplift 2=-69(16ad case 3), 6=-69(load case 4) FORCES (lb) - First Load Case Only , TOP CHORD 1-2=5, 2-3=-1976, 3-4=1531, 4-5=1531, 5-6=-1976, 6-7=5 BOT CHORD .2-8=1786,6-8=1786 WEBS 3-8=-427; 4-8=563, 5-8=-427 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per 06C97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure.C; enclosed;MWFRS gable end zone;. cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard C.17180. z a * EXP. 06/30/06 sT�� . c)vit O���P OFCA�IF October 13,2003 Warning- Verify design parameters and READ, NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE'��� Design valid for use onlywith Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability, of design parementers 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 fabricallon, qualify control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DS"9 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate institute, 583 D'Onofno Drive, Madison, WI 53719 LO Job Truss Truss Type Qty Ply CASEY 7-8 10-0-0 Vert(TL) 5-045 6-7 1110379885 CASEY ' F06 ROOF TRUSS 1 1 TCLL 16.0 Plates Increase 1.25 TC 0.33 TCDL Job Reference optional) arvi 0 nv�a, �m r nr ury " �r r r a.wU s dun y cwa iwi r UK urOusures, urc. rwon vcr 10 v0:9 r. w cUw rays r 0 _ 5-0-5 10.0-0 14-11-11 20-0.0 5-0-5 4-11-11 4-11-11 5-0.5 Scale =1:33.5 44 = 3 2x4 It 3x8 = 2X4 II 0-" in (loc) Udefl Vert(LL) 5-0-5 7-8 10-0-0 Vert(TL) 5-045 6-7 4-11-11 LOADING (psf) SPACING 1-0-0 CSI ' TCLL 16.0 Plates Increase 1.25 TC 0.33 TCDL 24.0 Lumber Increase 1.25 BC 0.70 BCLL , 0.0 'Rep Stress Incr . NO WS 0.42 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 HF No.2 BOT.CHORD 2 X 6 HF No.2 WEBS 2 X 4 HF Stud/Std G 7RLt3il DEFL in (loc) Udefl Vert(LL) 0.08 7-8 >999 Vert(TL) -0.20 6-7 >999 Horz(TL) 0.05 5 n/a 1st LC LL Min Vdefl = 360 BRACING 0-M 20-U 5-0-5 PLATES GRIP M1120 185/148 Weight: 80 Ib TOP CHORD Sheathed or 2-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-8-4 oc bracing: REACTIONS (lbfsize) 1=110910-5-8,5=11W910-5-8 Max Horz 1=26(load case 5) Max Uplift 1=819(load case 11), 5=619(load case 14) Max Grav 1=1752(load case 8), 5=1752(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=2387, 2-3=1727, 3-4=1727,4-5=2387 BOT CHORD 1-8=2192, 7-8=2192, 6-7=2192, 5-6=2192 WEBS 2-8=347, 2-7=622, 3-7=859, 4-7=-622, 4-6=347 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opst; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for a total drag load of 175 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 175.0 plf. 6) Girder carries tie-in span(s): 4-0-0 from 0-0-0 to 20-0-0 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=40.0, 3L5=40.0,1-5=-73.5 C. c�C17111 zz * EXP .06/30/Q5 cto- OFCA��FOF� October 13,2003 I© warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE�� Design valid for use only with Mlrek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Bel' Installed and loaded vertically. 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 responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing end Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 MiTew ro ,lob Truss Truss Type Qty Ply CASEY ' t TCLL 16.0 Plates Increase 1.25 TC 0.30 R10379886 CASEY F07 ROOF TRUSS 1 1 _ Vert(TL) -0.17 6-8 >952 BCLL 0.0 Job Reference optional JIVIVv 1 MUJA —I nIZURML til IT b-0-0 a.uuu 5 Jun V 4VU0 IVII I eK InUU51rle5, Illu. IVIUII VUt IJ UO:J 1. 1 1 GVUJ rd tl-o 1 -o 1-0-0 6-10-8 13-9-0 '14-9-0 1-0-0 6-10-8 6-10.8 1-" Scale o 1:26.5 All plates are 1.5x4 M20 unless otherwise indicated. 4x5 = 4 2.00 112 _ 5x6 zz 0-0-0 0-0-0 , 6-10-8 13-9-0 6-10-8 6-1 D-8 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.06 6-8 >999 M1120 185/148 - TCDL 24.0 Lumber increase 1.25 BC 0.50 Vert(TL) -0.17 6-8 >952 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.09 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 50 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-1-8 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-6-12, Right 2 X 4 HF Stud/Std -G 3-6-12 REACTIONS (Ib/size) 2=770/0-5-8, 6=770/0-5-8 Max Hort 2=40(load case 5) Max Uplift 2=55(load case 3), 6=55(load case 4) FORCES (lb) - First Load Case Only TOPCHORD 1-2=0, 2-3=-1865, 3-4=-1756, 4-5=71756, 5-6=1864, 6-7=-0 BOT CHORD 2-8=1701, 6-8=1701 WEBS 4-8=700 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 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" A) Gable studs spaced at 1-40 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard Ci • 7� C 17180 � r- * EXP. 06/30/05 �OFCAI.ti�d� . October 13,2003 Q warning'. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 to beli[�' Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown lI for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of fhe erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance a regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89Bmcing Specification, and HIB -91 ' ' f ew Handling Installing and 8recing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719' Job Truss Truss Type Qty Ply CASEY CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 810379887 CASEY F08 ROOFTRUSS MI120 185/148 L Lumber Increase 1.25 ' Vert(TL) -0.12 6 >343 BCLL 0.0 Job Reference optional JMVV I KUJJ, l A I NLIJKAL UI I Y 0-0_0 1-0-0 5.000 s Jun 9 2003 MiTek Industries, Inc. Mon Oct 13 08:31:12.2003 Page 1 0-5-15 6-10-8 13-9-0 6-10-8 6-10.8 Scale = 1:25.0 All plates are 1.5x4 M20 unless otherwise indicated. 5x8 - 4 0-M 6-10-8 PROVIDE FULL BEARING 0-5-15 10-4-0 13-9-C 3-5.8 3-5-0 I�9 Plate Offsets (X,Y): [2:0-5-9,0-2-7],[6:0-3-13,Edge] LOADING- (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.09 6 >485 MI120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.12 6 >343 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.02 7 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 103 Ib LUMBER BRACING TOP CHORD 2 X 4 HF N,o.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF 96.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3 -6 -12 - Right 2 X 4 HF Stud%Sfd -G 3-2-7 REACTIONS (Ib/size) 2=542/0-5-8, 7=911/0-5-8'• Max Horz 2=-50(load case 6) Max Uplift 2=345(load case 11), 7=386(load case 14) Max Grav 2=828(load case 8), 7=1196(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=0, 2-3=-850, 3-4=-697, 4-5=805, 5-6=702 BOT CHORD 2-8=749, 7-8=735, 6-7=-659 WEBS 4-8=282, 4-7=1643 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 oc.. Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 tic. 2) Unbalanced roof live loads have been'considered for this design. 3) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf, BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed ;Lumber DOL=1.33 plate grip DOL=1.33. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.per Table No. 16-B, UBC -97. 5) A.plate rating reducfion of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 2 considers*parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. Continued on page 2 QFESjy c C. ANn,. - C 17180 Z .� * EXP. 06/30/05 CIVIL 31 ,TFOFCAI 1FO�C� October 13,2003 OL waming - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE )eslgn valid for useonlywlth M7ek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss lesigner. Bracing shown Is for lateral support of Individual web members only. Additlonal temporary bracing to Insure stability during construction is the esponsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance eganling fabrication, quality control, storage, delivery, erection and bracing, consult QS7A8 Quality Standard, DSB-89 Bracing Specification, and HIB -91 . . landling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 I• ' Job Truss Truss Type Qty Ply CASEY . R10379887, CASEY' FOB ROOF TRUSS ' 1 Job Reference (optional) . JMW TRUSS, CATHEDRAL CITY' 5.000 s'Jun 9 2003 MiTek Industries, Inc., Mon Oct 13 08:31:12 2003 Page 2 NOTES • 8) This truss has been designed for a total drag load of 125 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-9-0 for . 125.0 plf. LOAD CASE(S) Standard . Q Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use onlywtlh Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design 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 responslbilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -08 Quality Standard, D.SB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job TrussTruss Type Qty. Ply CASEY 1 I 6-1 D-8 3-5-8 3-5-0 R10379888 CASEY F09 ROOF TRUSS 10 1 DEFL in. (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.59 Job Reference (optional) Jlvlvv 1 RUJJ Ii I rnCURML VI I T b-0-0 -1-0-0 1-0-0 o.uuu s iun a zuua nnl I eK Inausmes, Inc. mon uci Ia uat31: is zuua rage I 0-5-15 6-10-8 13-9-0 6-10.8 6-10-8 Scale =1:252 All plates are 1.5x4 M20 unless otherwise indicated 5x10 - 4 0 Warning - Verify design parametera and READ.NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use onlywith MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be ' Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss IiF�' . designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall 'structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Spectiication, and HIB -91 MITOW Handling Installing and Bracing Recommendation evadable from Truss Platwinstitute, 583.D'Onofrio Drive, Madison, WI 53719 PROVIDE FULL BEARING 0-" 0-5 15 6-10-8 1040 13-9-0 ' I 6-1 D-8 3-5-8 3-5-0 Plate Offsets (X,Y): [2:0-5-9,0-2-3), [6:0-1-13,0-2-3] LOADING (psf) SPACING 2-0-0 CSI DEFL in. (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.07 6-7 >559 M1120 185/148 TCDL 24.0. Lumber Increase 1.25 BC 0.47 Vert(TL) -0.14 6-7 >303 BOLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) . 0.02 7 n/a BCDL 10.0 Code UBC971ANS195 (Matrix) 1 st LC LL Min 11defl = 360 Weight: 52 Ib LUMBER " BRACING TOP CHORD 2 X 4 HF No.2 'Except' TOP CHORD Sheathed or 6-0-0 oc purlins. 4-6 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 HF 240OF 2.0E *Except* 6-92X4 HFNo.2 WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-6-12, Right 2 X 4 HF Stud/Std -G 3-2-7 REACTIONS (Ib/size) 2=542/0-5-8, 7=911/0-5-8 Max Horz 2=50(load case 6) Max Uplift 2=60(load case 3), 7=101(load case 4) Max Grav 2=544(load case 7), 7=911(load case 1) FORCES (lb) = First Load Case Only TOP.CHORD 1-2=-0, 2-3=839, 3-4=-665, 4-5=731, 5-6=627 BOT CHORD 2-8=736, 7-8=720, 6-7=-588 WEBS 4-8=270, 4-7=-1550 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85niph; h=18ft; TCDL=8.4psf; BCDL=&0psf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right �flFESS/0 QP/` exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for 10.0 bottom live ��ri C, ANS a psf chord load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. R 5) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building C17180 ? a designer should verify capacity of bearing surface. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 7. * EXP. 06%30105 LOAD CASE(S) Standard sT crv)►. �TFOFCA�iF�Q- October 13,2003 0 Warning - Verify design parametera and READ.NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use onlywith MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be ' Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss IiF�' . designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall 'structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Spectiication, and HIB -91 MITOW Handling Installing and Bracing Recommendation evadable from Truss Platwinstitute, 583.D'Onofrio Drive, Madison, WI 53719 _• Job Truss Truss Type Qty Ply -CASEY (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase R10379889 CASE' G01 ROOFTRUSS 1 1 24.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.16 2-6 >999 Job Reference (optional) JIVIVV I MUOod-0-0 I nCurwL Ld I T o.uuu s Jun y cuVa rvu I en llluubrnes, lnc. MUll via io Vo.O 1, w cvw r-06&. -1-0-0 , 6-11-12 13-11-8 , 15-5-8 1-0-0 6-11-12 6-11-12 1-6-0 Scale =-1:27.2 All plates are 1.5x4 M20 unless otherwise indicated. 4x7 - 3 0-0-0 ora II 6-11-12 13-11-8 6-11-12 6-11=12 fli LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.06 4-6 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.16 2-6 >999 BCLL 0.0 Rep Stress Incr . YES WB 0.15 Horc(TL) 0.03 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 48 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-5-15 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD - Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 2=778/0-5-8, 4=818/0-3-8 Max Horz 2=54(load case 6) Max Uplift 2=-61 (load case 3), 4=76(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=24,2-3=-1293,3-4=1293,4-5--37 BOT CHORD 2-6=1146,4-6=1146 WEBS 3-6=195 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category ll; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33: 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) 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 per Table No. 16-B, UBC -97. 6) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) • Standard C 17180 �) a EXP. 06/30/05 /* � ' 0 CAI-�F°� October 13,2003 Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE �� 3esign valid for use onlywith MrTek connectors. This design is based only upon parameters shown, and is loran Individual building component to be �I`�r � nstalled and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss fesigner. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the esponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89.Bmcing Specific allon, and HIS -91 ift 0. 1andling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 ' Job Truss Truss Type Qty Ply ' CA EY 6-11-12 BOT CHORD 2-6=1128, 4-6=1128 6-11-12 Plate Offsets (X,Y): [2:0-3-9,0-1-8], [4:0-3-9,0-1-8] . R16379890 CASEY .' G02 ROOF TRUSS 14 1 CSI 1 (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase Job Reference optional Jmvv I RUJOdAA 1 nCLVRML VI I T 0.000 s Jun 911103 MiTek eK Industries, Inc. wlon Oct l3 0D:3 r. l0 2003-rO -0I -1-0-0 6-11-12 13-11-8 15-5-8. 1-0-0 6-11-12 6-11-12 1-6.0 Scale =1:272 4x7 - 3' Q(4 11 0-" 0-0-0 REACTIONS (Ib/size) 2=773/0-5-8, 4=822/0-5-8 Max Hoa 2=54(load case 6) 6-11-12 Max Uplift 2=-61 (load case 3), 4=79(load case 4) 13-11-8 6-11-12 BOT CHORD 2-6=1128, 4-6=1128 6-11-12 Plate Offsets (X,Y): [2:0-3-9,0-1-8], [4:0-3-9,0-1-8] . NOTES LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.05 2-6 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.16 2-6 >997 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) '0.03 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/defl = 360 Weight: 39 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2' TOP CHORD Sheathed or 4-6-5 OC purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 2=773/0-5-8, 4=822/0-5-8 Max Hoa 2=54(load case 6) Max Uplift 2=-61 (load case 3), 4=79(load case 4) FORCES . (lb) -First Load Case Only TOP CHORD 1-2=24, 2-3=-1274, 3-4=1276, 4-5=37 BOT CHORD 2-6=1128, 4-6=1128 WEBS 3-6=193 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard��� Q�flEES$%0 C 17180 z * EXP 0601)110 sj CIVIL �P �OFCq�iF��� October 13,2003 1 Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE resign valid for use onlywith MITek connectors. This design is based only upon parameters shown, and is for an Indivlddal-building component to be istalled and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss esigner. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the mponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance rill rgarding fabricaeon, quality mrtrol,.storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Spectlicallon, and HIB -91 ' 'endling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 537191. I Z Job Truss Truss Type Qty . Ply CASEY 6-11=12 BOT CHORD 2-5=1182,4-5=1182 6-11-12 Plate Offsets (X,Y):[2:0-3-9,0-1-8],[4:0-3-9,0-1-8] R10379891 CASEY G03 ROOF TRUSS 4 1 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase Job Reference'(optional) Jivivv 1 KUoo, S0„ m 1 HEURAL Cii 1 T - 5.000 s Jun 9 2003 MI I eK Ousines, mv c. Mon ct 13 08:3-iJu 2003 rage i 0-0-0 0-0-0 0-0-5 1-0-0 6-11-12 13-11-8 1-0-0 6-11-12 6-11-12 Scale = 1:25.1 4x7 3 3x8 2x4 II 3x6 0-0-0 0-" 0.0-0 REACTIONS (Ib/size) 4=674/Mechanical, 4=674/Mechanical, 2=786/0-5=8 Max Horz 2=51(load case 5) 6-11-12 Max Uplift 4=19(load case 4),2=61 (load case 3) 13-11-8 6-11=12 BOT CHORD 2-5=1182,4-5=1182 6-11-12 Plate Offsets (X,Y):[2:0-3-9,0-1-8],[4:0-3-9,0-1-8] NOTES LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 - TC 0.66 Vert(LL) 0.06 4-5 >999 M1120 185/148. TCDL 24.0 Lumber in 1.25 BC 0.66 Vert(TL) -0.18 4-5 >898 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.03 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 37 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-4-6 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 4=674/Mechanical, 4=674/Mechanical, 2=786/0-5=8 Max Horz 2=51(load case 5) Max Uplift 4=19(load case 4),2=61 (load case 3) FORCES (lb) -.First Load Case Only TOP CHORD 1-2=24, 2-3=1330, 3-4=1328 BOT CHORD 2-5=1182,4-5=1182 WEBS 3-5=208' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf, BCDL=6.Opsf, occupancy category II: exposure C; enclosed;MWFRS gable end tone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20%. has been applied for the green lumber members. "Q1ES$1041j Q 5) Refer to girder(s) for truss to truss connections. 6)• Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Q C, ANO �.� , LOAD CASE(S) Standard C 17 "0 * EXP. 06/30/05 ts� CIV] �aFCA1-�FO� October 13,2003 © warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE VIII -7473 BEFORE USE • �1�� Design valid for use onlywilh Mrrek connectors. This design Is based only upon parameters shown, and Is for an IndMdual building'component to be Installed and loaded veNcally. Appllpbllity of design Parementers end proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of IndiNdual wag merrmers only. Additional temporary blaring to Insure stability during construction is the responslbllfily of the erector. Additional permanent bredng of Ne overall structure is the responsibility of the building designer. For general guidance ' Z. fabrication, ".slily control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 " Handling Installing and Bracing Recommendation evallable from Tnrss Plate Institute,583 D'Onofrio Drive, Madison, WI 53719 e r� L-A Job Truss Truss Type Qty Ply CASEY r Plate Offsets (X,Y)[2:0-2-12,0-1-8) LOADING (psf) R10379892 CASEY H01 ROOF TRUSS 1 1 Plates Increase 1.25 TC 0.67 Vert(LL) -0.08 2-7 >999 M1120 185/148 TCDL 24.0 Job Reference ( optional JIVIVV I KUJO, UP%I nO-0-0 L Ul I T -1-1-0i— 0 • 1-0-0 791 7-9-1 D.000 s Jun v ZUU.1 mi I eK mousines, Inc. Mon VCI l3 uo:JI:I r NUJ r -age 0!0-0 15-3-8 7-0-7 3x5 11 Scale = 1:30.9 d 5 • 3x4 i 3 • 2 ri 7 6' 0-0r — 2x4 11 3x6 0:-0 I • © Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building oomponeht to betrussI,IIE�' Installed and loaded vertically. Applicability of design patamenters and proper Incorporation of component Is responsibility of building designer- not ss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibiiliy, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 7-9-1 15-3-8 • i 7-9-1 7-6-7 Plate Offsets (X,Y)[2:0-2-12,0-1-8) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.08 2-7 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.26 2-7 >678 BCLI 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.03 6 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 82 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 40-15 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Row at midpt 3-6 4-62 X4 HFNo.2 OTHERS 2 X 4 HF Stud/Std G . REACTIONS (Ib/size) 6=758/Mechanical, 2=845/0-5-8 i Max Horz 2=203(load case 4) Max Uplift 6=57(load case 3), 2=71 (load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=1362, 3-4=-161, 4-5=-7,4-6=-263 BOT CHORD 2-7=1196,6-7=1196 WEBS 3-7=183,3-6=-1216 NOTES ' 1) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail 3) Gable studs spaced at 1-4-0 oc. �pFESS/ Op Q �A, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. ftt z C 17180 LOAD CASE(S) Standard tY * EXP. 06/30/05 ST Civil- IVILCFC OFC October 13,2003 I • © Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building oomponeht to betrussI,IIE�' Installed and loaded vertically. Applicability of design patamenters and proper Incorporation of component Is responsibility of building designer- not ss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibiiliy, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 r, Jpb Truss Truss Type Qty Ply CASEY SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP' R10379893 CASEY H02 ROOF TRUSS 14 1 TCDL 24.0 Lumber Increase 1.25. BC 0.69 Vert(TL-) -0.26 2-7 >678 Job Reference (optional) JIVIVV I KUZIO, UAI rlt:0-0 L Ul I Y ,7.000 s Jun u zuu i Mil eK mouSines, Inc. Ivion UCI l3 vo:3l:lo LW3 rag 0I0-0 -1-0-0 7-9-1 15-3-6 • 1-0-0 7-9-1 7-6-7 3x5 11 Scale =1:30.9 4 5 9c4 II 3x60-0 7-9-1 15-3-8 r 7-9-1 7-6-7 Plate Offsets (X,Y): [2:0-2-12,0-1-8] • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP' 9c4 II 3x60-0 7-9-1 15-3-8 r 7-9-1 7-6-7 �".0 17180 a * EXP.06/30!05 * ' sj. crv►� ��� A �TFOFCAl.1F04 October 13,2003 7 Warning -Ver Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE��� Design valid for use only with MTrek connectors. This design is based only upon parameters shown, and is for an Individual building component to be1`r�' nstalled'and loaded vertically. Applicability of designra pamenters and proper incorporation of component Is responsibility of building designer- not truss fesigner. Bracing shown K for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the 'esponsibillityof the erector. Additional permanent bracing of the overall structure Is the responsihflily of the building designer. For general guidance im Egarding fabrication, quality, control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 (� candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI S3719 ; Plate Offsets (X,Y): [2:0-2-12,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP' TCLL 16.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.08 2-7 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25. BC 0.69 Vert(TL-) -0.26 2-7 >678 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) ' 0.03 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 Weight: 55 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-0-15 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/.Std G *Except* WEBS 1 Row at midpt 3-6 4-62 X4 HF No.2 . REACTIONS (Ib/size) 6=758/Mechanical, 2=845/0-5-8 Max Horz 2=203(load case 4) Max Uplift 6=57(load case 3), 2=-7i (load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=1362, 3-4=-161, 4-5=-7, 4-6=263 BOT CHORD 2-7=1196; 6-7=1196 e WEBS 3-7=183, 3-6=1216 • NOTES 1) Wind: ASCE.?-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS.gabie end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. F�$S 1 D 4) Refer to girder(s) for truss to truss connections. �OQRfl ANpcc� �� • .LOAD CASE(S) Standard �Q`A� r � �".0 17180 a * EXP.06/30!05 * ' sj. crv►� ��� A �TFOFCAl.1F04 October 13,2003 7 Warning -Ver Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE��� Design valid for use only with MTrek connectors. This design is based only upon parameters shown, and is for an Individual building component to be1`r�' nstalled'and loaded vertically. Applicability of designra pamenters and proper incorporation of component Is responsibility of building designer- not truss fesigner. Bracing shown K for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the 'esponsibillityof the erector. Additional permanent bracing of the overall structure Is the responsihflily of the building designer. For general guidance im Egarding fabrication, quality, control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 (� candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI S3719 ; Job Truss Truss Type Qty Ply CASEY ' LUMBER Y BRACING t i C 17180 a TOP CHORD 2 X 4 HF No.2 R10379894 CASEY K01 ROOF TRUSS 1 1 WEBS 1 Row at midpt 3-18,7-11 LOAD CASE(S) Standard Continued on page 2 3-18 2 X 4 HF No.2, 7-112 X 4 HF No.2 ` REACTIONS (Ib/siie) 18=2835/0-5-8, 11=2835/0-5-8 Job Reference optional JMW I KUZ:%4I Mt¢U"L LA I Y S.uuu s Jun to zyu3 Ivll I eK Inaus ries, Inc. Mon VCt I uo:a i:zu zuua r-aysOLd r1.0 -D , 4-1-12 8-041 12-6.0 17-0-0 20-1 D-4 25.0.0 1-" 4A-12 3-10-4 4-6-0 4-6-0 3-10-4 4-1-12 010 = 2x4 II 010 = 4.00 [72— 4 5 6 1-0-0 Scale =1:45.1 2x4 11 2x4 11 6x6 = 3x10 = 5x6 = 6x6 - 2x4 11 2x4 11 5x5 = 5x5 = 0-M 0-0-0 Q-9-4 4-1-12 B-0-0 12-041 17-0-0 20-10-4 24-2-12 Z5-" 0-94 3.4.8 3-14 4-6.0 4-6-0 3-10-4 34.8 0-94 10 40 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98.per UBC97/ANS195; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category ll; exposure C; enclosed;MWFRS gable end zone: cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate DOL=1.33. LOADING (psf) TCLL16.0 TCDL 24.0 BCLL' 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANS195 CSI TC 0.84 BC 0.73 WB 0.74 (Matrix) DEFL in (loc) Vdefl Vert(LL) 0.10 15 >999 Vert(TL) -0.28 15 >971 Horz(TL) 0.08 11 n/a 1.st LC LL Min Vdefl = 360 PLATES GRIP M1120 185/148 Weight: 135 Ib ' LUMBER Y BRACING t i C 17180 a TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-0-7 oc purlins, except end verticals. 866.71b down at 8-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building BOT CHORD 2 X 6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except' WEBS 1 Row at midpt 3-18,7-11 LOAD CASE(S) Standard Continued on page 2 3-18 2 X 4 HF No.2, 7-112 X 4 HF No.2 ` REACTIONS (Ib/siie) 18=2835/0-5-8, 11=2835/0-5-8 October 13,2003 w Max Horz 18=53(load case'S) Max Uplift 18=160(load case 3),11=160(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=30, 2-3=-145, 3-4=-4298,4-5=-4666. 5-6=-4666, 6-7=-4298, 7-8=145, 8-9=30, 2-19=-298, 8-10=-298 BOT CHORb 18-19=89, 17-18=2762, 16-17=2762, 15-16=4050, 14-15=4050, 13-14=4050, 12-13=2762, 11-12=2762,10-11=89 WEBS 3-17=106,3-16=1554, 4-16=191, 4-15=827, 5-15=926,6-15=827,6-13=191, 7-13=1554, 7-12=-106, 2-18=13,8-11=-13,3-18=-3560,7-11=3560 10 40 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98.per UBC97/ANS195; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category ll; exposure C; enclosed;MWFRS gable end zone: cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate DOL=1.33. grip 3) Provide adequate drainage to water COQ 6A, Ci• {�ti prevent ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per ��. S �Y4� ,Q C Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 8-0-0 end setback t i C 17180 a 7) Special hanger(s) or connections) required to support concentrated load(s) 866.71b down at 17-0-0, and ' 866.71b down at 8-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building * EXP. 06/30/05. designer. ' �T•Q LOAD CASE(S) Standard Continued on page 2 �FCAt-tF��C'`Q ` October 13,2003 © Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component to be . Installed.and loaded vertically. Applicability of design 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 responsiblllity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance ,egarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 . $t Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI W719 Mffek Job Truss Truss Type qty Ply CASEY R10379894 CASEY K01 ROOF TRUSS 1 1 Job Reference (optional JMW TRUSS, CATHEDRAL CITY 5.000 s Jun 9 2003 MiTek Industries, Inc. Mon Oct 13 08:3120 2003 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=80.0, 2-4=80.0, 4-6=194.2,6-8=40.0, 8-9=-80.0,16-19=20.0,13-16=-48.5,10-13=20.0 Concentrated Loads (lb) Vert: 16=866.713=866.7 Job Truss Truss Type qty Ply CASEY R10379894 CASEY K01 ROOF TRUSS 1 1 Job Reference (optional Q Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE .. i��® Design valid for use onlywkh Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss1�. 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 QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply CASEY SPACING 2-0-0 CSI DEFL• in (loc) I/defl R10379895 CASEY K02 ROOF TRUSS 1 1 12-13 >999 M1120 185/148. TCDL 24.0 Lumber Increase 1.25 BC 0.66 Job Reference optional JlvrvV-0M000, %,M I nr_urwL Vr r r 4-8-0 4.00 172 o.uuv s.JUn U ZUU3 Iwt I OK Inuusines, Inc. iwon UGI W UO;a I:Z I GVW ray 0-0 9-0-8 14-0-8 18-10-12 24-0-8 D z5-0-8 , 4-0-8 5-0-0 4-10-4 5-1-12 1-" Scale - 1:422 06 = 3 4x8 = 4 Ir 10 3x8 = 3x4 = 3x4 = 2x4 It 3x5 = 0-0-0 9-0-8 14=0-8 23-3-4 24-0-8, 9-0-8 5-0-0 9-2-12 0-9-0 Plate Offsets (X,Y): [4:0-5.4,0-2-4] LOADING (psf) SPACING 2-0-0 CSI DEFL• in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.15 12-13 >999 M1120 185/148. TCDL 24.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.33 12-13' >830 BCLL . 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.05 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360' Weight: 106 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-6-9 cc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except 1-132X4 HF No.2 REACTIONS (Ib/size) 13=1137/Mechanical, 9=1333/0-5-8 • Max Hoa 13=-69(load case 6) Max Uplift 13=-46(load case 3), 9=105(load case 4) FORCES . (lb) - First Load Case Only TOP CHORD 1-2=222,2-3=1462,34=-1336,4-5=1472,5-6=-59,6-7=30,1-13=-232, 6-8=174 BOT CHORD 12-13=1233,11-12=1338, 10-11=1187, 9-10=1187,8-9=63 WEBS 2-12=124, 3-12=60, 4-12=2, 4-11=40, 5-11=175, 2-13=-1345, 6-9=-131, 5-9=-1508 . NOTES • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf, BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exp'osed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. • LOAD CASE(S) Standard 7 :• QROFI 9 "-C17180 �a * EXP.06l30/05 OFCALiFO¢� October 13,2003 .©-warning-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use ontywith Mrrek connectors. This design Is'based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design 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 responsibilOty of the erector. Additional permanent bracing of the overall structure is the responsiblity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIS -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute,.583 D'Onofdo Drive, Madison, WI 53719 iter' E I* I• I* I• I• Job Truss Truss Type Qty Ply CASEY PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.65 810379896 CASEY' K03 ROOF TRUSS 1 1 BC '0.48 Vert(TL) -0.12 11-12 >999 BCLL 0.0 Job Reference optional --- -... -- - - -.. . 0-0-0 -- 6-5-10 11-0-8 12-0-8 16-7- 6-5-10 4-6-14 1-M 4-6-15 44 - 4x4 - 3 4 24-0-8 25-0-8 , 7-5-1 1-0-0 Scale = 1:43.1 3x4 II 4x5 - 4x12 - 2x4 II 3x4 - 3x5 = 2x4 II 0-M 0-0-0 6-5-10 11-08 17-10-12 23-3-4 44-0$ 6.5-10 4-0-14 6-10-0 541-8 0-9-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.04 13-14 >999. M1120 185/148 TCDL. 24.0 Lumber Increase 1.25 BC '0.48 Vert(TL) -0.12 11-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.04 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 114 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 exposed;Lumber DOL=1.33 plate grip DOL=1.33. TOP CHORD Sheathed or 4.-2-11 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except' -97. 5) A 20% has been WEBS 1 Row at midpt 5-9 plate rating reduction of applied for the green lumber members. 1-142 X4 HF No.2,6-8 2 X 4 HF No.2 6) Refer to girder(s) for truss to truss connections. -' • REACTIONS (Ib/size) 14=1137/Mechanical, 9=1333/0-5-8 Max Horz 14=-79(load case 6) Max Uplift 14=-35(load case 3), 9=94(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=1542,2-3=1319, 3-4=-1204, 4-5=1319, 5-6=-129, 6-7=30, 1-14=-1062; 6-8=29 BOT CHORD 13-14--196,12-13=1385,11-12=1393, 10-11=1393, 9-10=1393, 8-9=248 WEBS 2-13=243, 2-12=-251, 4-12=240, 5-12=-266,5-11=102,1-13=1238,5-9=1595,6-9=-438, 3-12=184 • NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98'per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf, BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC RflFEs$/Q Q N C, A -97. 5) A 20% has been ��i� • plate rating reduction of applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. -' LOAD CASE(S) Standard C 17180 D a * EXP. 06/30/05 ST ciVIl_ �OFCA�1F04� October 13,2003 LJ I& Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is'responsibility of building designer- not truss. designer. Bracing shown Is for lateral support of Individual web membere only. Additional temporary bracing to Insure stability during construction Is the responslblllity of the erector. Additional permanent bracing 0 the overall structure Is the responsibility of the building designer. For general guidance_ regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Qjy Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 • ' -Job Truss Truss Type Qty Ply CASEY 7-1-0 15-11-9 23-9-8 24-0-8 • R10379897 7-9-15 0-3-0 CASEY K04 ROOFTRUSS 3 1 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.15 8-10 >999 M1120 185/148 . Job Refererice optional) . Jrvwv IKU JtVI , UA I nulViL I T 5.000 s Jun. 9 2003 ivit ex MUL.15 nes, HILL IVIVn U0l IJ Vo;O 1.40 2VVo rage r 0-0-0 4-8-2 11-6-8 18-40 24-0.8 r • 4-8-2 6-10-5 6-9-9 5$-8 1-" Scale =1:42.2 4x7 - 3 1• • Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE�go!. � Design valid for use onlywilh MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. 'Applicability of design 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 responsibility of the erector. Additional permanent,bracing of the overall structure Is the responsibility of the building designer. For general guidance ' regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DS"9 Bracing Specification, and HIB -91 1 Wb ' Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 I 5x6 - 4x4 - 3x5 - 34 - 5x8 - 0-0-0 0-0-0 7-1-0 15-11-9 23-9-8 24-0-8 • 7-1-0 8-10-9 7-9-15 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.15 8-10 >999 M1120 185/148 . TCDL 24.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.34 8-10' >828 BCLL 0.0 Rep Stress Incr NO WB .0.91 HOrz(TL) 0.06 7 n/a BCDL . 10.0 Code UBC97/ANS195 (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 101 Ib • LUMBER' BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-7-10 oc pudins, except end verticals. BOT CHORD 2 X 4 HF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. 7-9 2 X 4 HF 165OF 1.5E WEBS 1 Row at midpt 2-11 WEBS 2 X 4 HF Stud/Std G *Except* 2 Rows at 1/3 pts 4-7 2-112 X 4 HF No.2,5-7 2 X 4 HF No.2 4-72X4 HF No.2 • REACTIONS (Ib/size) 11=1185/Mechanical, 7=1285/0-5-8 Max Horz 11=-81(load case 6) Max Uplift 11=-1393(load case 11), 7=1514(load case 14) Max Grav 11=2548(load case 8), 7=2728(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=137, 2-3=1550, 3-4=-1658, 4-5=-232, 5-6=30, 1-11=-173, 5.7=356 BOTCHORD 10-11=1361, 9-10=1297, 8-9=1297, 7-8=1557 • WEBS 2-10=52, 3-10=154,3-8=322, 4-8=-103, 2-111=1588,4-7=-1638 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 16-B, UBC Q10FE.SS/Q No. -97; 4) A 20% has !VOA ` C+ ANQ� • plate rating reduction of been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 7. 7) This truss has been designed fora total drag load 250 Connect truss to drag loads bottom m of plf. resist along 17180- T. chord from 0-0-0 to 24-0-8 for 250.0 plf. fox:G LOAD CASE(S) Standard * EXP. 06/30/05 S� CIVIL • grFOFCALW I October 13,2003 • Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE�go!. � Design valid for use onlywilh MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. 'Applicability of design 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 responsibility of the erector. Additional permanent,bracing of the overall structure Is the responsibility of the building designer. For general guidance ' regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DS"9 Bracing Specification, and HIB -91 1 Wb ' Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 I r� u Job Truss Truss Type Qty Ply CASEY Plates Increase 1.25 TCDL 24.0 Lumber Increase R10379898 CASEY K05 ROOF TRUSS 2 1 10.0 Code UBC97/ANSI95 WEBS 2-8=-160, 3-8=-960, 3-7=126, 3-6=629 NOTES' Job Reference (optional) JMW TRUSS, CATHEDRAL CITY 0-0-0 0.000 501,111 U cuUO IVa I eK Inaustrle5, mc. IViUn Ucl IJ UO:a l.f4 GUU3 r-dUC"W 1-5-0 5-7-2 11-2-4 1-5-0 5-7-2 5-7-2 3x6 II Scale = 1:24.6 4 5 1-5-0 5-7-2 11-24 1-5-0 4-2-2 5-7-2 LOADING (psf) SPACING' 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 24.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr ' NO BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF N0.2 WEBS 2 X 4 HF Stud/Std G'Excepr 2-92 X4 HF No.2, 4-6 2 X 4 HF No.2 CSI DEFL In (loc) , I/defl TC 0.77 Vert(LL) -0.05 6-7 >999 BC 0.43 Vert(TL) -0.09 6-7 >999. WB 0.51 Horz(TL) 0.01 6 . n/a (Matrix) 1 St LC LL Min Vdefl = 360 BRACING -0 PLATES GRIP M1120 185/148 Weight: 51 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. I 66 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual balding component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of indivldual web members only. Additional temporary bracing to Insure stability during construction is the ' responsiblifity of the erector. Additional permanent bracing of the overall structure is the responsibtfity of the building designer. For general guidance regarding fabrication, quaritycontrol, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available tram Truss Plate Institute, 583 D'Onofdo Drive, Madison, W 153719 - M 0 I REACTIONS (Ib/size) 6=957/Mechanical, 8=723/6-5-8 Max Horz 8=190(load case 4) • Max Uplift 6=90(load case 5), 8=91 (load case 3) FORCES (lb) - First Load Case Only TOP CHORD 2-9=38,1-2=29; 2-3=199,3-4=-197,4-5=15, 4-6=523 BOT CHORD 8-9=-34, 7-8=661, 6-7=661 WEBS 2-8=-160, 3-8=-960, 3-7=126, 3-6=629 NOTES' 1) :Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4pst BCDL=6.Opsf; occupancy category II; . exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(i) for truss to truss connections. QRp�ESSiO, LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 �OG AN • Uniformoadslp2�Vert-80.0 Trapeioidal Loads pIQ G 17180 a Vert: 2tl 2`9 -to -4=-217.9, 4=217.9 -to -5=-223.8, 9=0.0 -to -6=-55.9 EXP. 06/30/05 sT civil. OFCAl1F04L October 13,2003 I 66 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual balding component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of indivldual web members only. Additional temporary bracing to Insure stability during construction is the ' responsiblifity of the erector. Additional permanent bracing of the overall structure is the responsibtfity of the building designer. For general guidance regarding fabrication, quaritycontrol, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available tram Truss Plate Institute, 583 D'Onofdo Drive, Madison, W 153719 - M 0 glob Truss Truss Type Qty . Ply CASEY r 810379899 CASEY, K06 ROOFTRUSS 4 1 Job rence (optional) JIVIVV I RUJJ, VMI rTCVIVIL VI I T r J.000 S JUfI y LUUJ IVII I UK Ir1UU5lr1e5, 2-IrIU D -i IVIUII VGL I UO.O 1.4azuva rdyd 1 . 1-0-0 0-94 1-11-11 2X4 p•9-4 1-11-11 0-9-4 1-2-7 Fr S Scale c 1:12A LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TOLL 16.0 Plates Increase, 1.25 TC 0.15 Vert(LL) -0.00 6 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.03 1 >514 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(TL) -0.02. 3 n/a BCDL' 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight8 Ib LUMBER BRACING TOP CHORD 2 X 4 H No.2 TOP CHORD Sheathed or 0-9.4 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 HF No.2 REACTIONS (Ib/size) 3=26/Mechanical, 4=87/0-3-8, 5=325/0-5-8 Max Horz 5=58(load case 5). Max Uplift 3=35(load case 6), 4=-87(load case 1), 5=42(load case 3) Max Grav 3=26(load case. 1), 4=16(load case 3), 5=325(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 2-6=204,1-2=30,2-3=-34 BOT CHORD 5-0=0, 4-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf: BCDL=6.0psf; occupancy category II; • exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord' live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard rror., 10 �0 EM o:`C17.180 �a * EXR 06/30105 C[V)L FIC October 13,2003 Q blaming -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIi-7473 BEFORE USE'��� Design valid for use onlywlth Mrek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design 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 responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wt53719 Job Truss Truss Type Qty Ply CASEY CSI DEFL In (loc) Vdefl PLATES GRIP TCLL 16.0 R10379900 CASEY K07 ROOF TRUSS 4 1 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.06 1 >257' BCLL 0.0 Job Reference o al) JMV1r I KUAJ, LA I t'1tUKHL VI I Y D.UVUS Jun v zUU3 MI I eK Inausines, Inc. Mon Vci 13 un:3l:zo zUU3 rage I 0-0-0 -1-0-0 3-11-11 A -0. Scale - 1:152 I* • r�C17180 za * EXR 06/30!05 s> C[V« OFC - October 13,2003 Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE )esign valid for use only with Mrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not thus lesigner. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the esponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance' egirding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Quog tandling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 _8 0-9-4 3-11-1'I 0-9-4 r 3-2-7 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.02 6 >677 MI120 1851148 TCDL 24.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.06 1 >257' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.05 3 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight 12 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-11-11 oc purlins, exceptend verticals. BOT CHORD 2 X 4 HF N6.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF No.2 REACTIONS (Ib/size) 3=109/Mechanical, 4=-30/Mechanical, 5=384/0-5-8 Max Horz 5=77(load case 4) Max Uplift 3=49(load case 6), 4=-30(load case 1), 5=-39(load case 3) Max Grav 3=109(load case 1), 4=19(load case 3), 5=384(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 2-6=281, 1-2=30, 2-3=59 BOT CHORD 5-6=-0, 4-5=0 . NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.0psf: occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right. exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B; UBC -97: 3) Refer to girder(s) for truss to truss connections. LOAD CASES) Standard oQ�flFESS11 • .. x/14/.' I* • r�C17180 za * EXR 06/30!05 s> C[V« OFC - October 13,2003 Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE )esign valid for use only with Mrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not thus lesigner. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the esponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance' egirding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Quog tandling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 _8 Job Truss Truss Type Qty Ply CASEY Plates Increase 1.25 TCDL . 24.0 Lumber Increase 810379901 CASEY " KOS ROOF TRUSS 4 1 10.0 Code UBC97/ANSI95 LUMBER BRACING TOP CHORD Job Reference (optional) dlvrvy I MUJO, VM I mr=u1[AL %A I T ' - - a.vuu s Jun y LDUJ IVII I ex maustnes, Inc. Mon Qct is aD:Jl iLr zuua rage.a 0-0-0 L -1-0-0 511-11 0-9-4 0-9-4 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL . 24.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL` c 10.0 Code UBC97/ANSI95 LUMBER BRACING TOP CHORD 2 X 4 HF No.2 Sheathed or 5-11-11 oc purlins, 'except end verticals. BOT CHORD ' 2 X 4 HF No.2 ' Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF No.2 V-Vir Scale =1:18.9 CSI DEFL in. (loc) Udefl PLATES GRIP TC 0.50 Vert(LL) -0.03 4-5 >999 M1120. 185/148 BC 0.38 Vert(TL) -0.09 1 >153 WB 0.00 Horz(TL) -0.10 3 Na (Matrix) 1St LC LL Min Udefl = 360. Weight: 17 Ib BRACING TOP CHORD Sheathed or 5-11-11 oc purlins, 'except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=186/Mechanical, 4=19/Mechanical, 5=458/0-5-8 Max Horz 5=101(load case 4) Max Uplift 3=-65(load case 6), 5=-25(load case 3) Max Grav 3=186(load case 1), 4=74(load case 2), 5=458(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 2-6=364,1-2=30, 2-3=44 BOT CHORD 5-6=0, 4-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B; UBC -97. 3) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard �g�FESSIp q " C17180 "' * EXP. 06/30/05 CfVl%- OFCAlo1 October 13,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid'for use only with Marek connectors. This design Is based only upon parameters shown, and Is for an individual building component to be , Installed and loaded vertically. Applicability of design parementers 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 responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance �r regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onof o, Drive, Madison, WI 53719 0 Job Truss Truss Type Qty Ply CASEY R 3x6 II R10379602 CASEY K09 ROOF TRUSS 6 1 0-9-4 7-2-12 Job Reference (optional) JMVV I KUbA, %,A 1 rlrUKAL VI 1 T LOADING (psf) TCLL 16. TCDL 24.0 BCLL 0. BCDL 10.0 LUMBER TOP CHORD BOTCHORD WEBS O.000 s Jun v ZUUS MI I eK InauSmes, Inc. Mon UCI l3 Utf:SI:Uty� U3 rage i -1-0-0 8-0-0 •nn enn .. 0 0 b 0-1 44-0-2 3x6 II 0-0-0 0-9-4 8-U 0-9-4 7-2-12 SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES Plates Increase 1.25 TC 0.91 Vert(LL) -0.12' 4-5 >708 M1120 Lumber Increase 1.25 BC 0.66 Vert(TL) 0.22 1 >66 Rep Stress Incr YES WB 0.00 Horz(TL) -0.21 3 n/a Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 22 Ib BRACING Scale =1:21.9 GRIP 185/148 2 X 4 HF No.2 TOP CHORD Sheathed or 5-5-7 oc purlins, except end verticals. 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2X4HFNo.2 REACTIONS (Ib/size) 3=261 /Mechanical, 4=56/Mechanical, 5=549/0-5-8 Max Horz 5=124(load case 4) Max Uplift 3=-82(load case 6), 5=15(load case 3) • Max Grav 3=261 (load case 1), 4=122(load case 2), 5=549(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 2-6=-451, 1-2=30, 2-3=63 BOT CHORD 5-6=0, 4-5=0 NOTES 1) Wind: ASCE'7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right • exposed Lumbdr DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table N6.16 -B, UBC -97. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard )F 8s]©, C 17180 .z a * EXP. 06/30/05 tp, Civil- • OFCA1.1F0¢� October .13,2003 10 a, Warning. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE Design valid for use onlywith MTek connectors., This design Is based only upon parameters shown, and is for an individual building component to be nstalled and loaded vertIcally. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer- not truss ieslgner. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the asponsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance s egarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 16 10 16 fe �10 Job Truss Truss Type Qty Ply CASEY ' PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.80 R10379903 CASEY L01 ROOF TRUSS 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) , 0.11 9 n/a Job Reference optional uMW I �-0-0, „i nr_urwc %,t t r 5.000 s dun a 2003 MI I ek Incusmes, Inc. Mon Oct 13 uc:s I:ca 200.3 rage I 0-M r1-0-0 4-1-12 8-0-0 12-3-0 + 16-6-0 2044 24.60 1-0-0 4-1-12 3-104 4-3-0 4-3-0 3-10-4 4-1-12 Scale = 1:43.9 4210 c 2x4 II 410 4.00 rf2 4 5 6 6x7 = 6x6 = 3x10 = 5x6 = 6x6 = 6x7 = 0-0-0 B-0-0 12-3-0 16-0 C 4-3-0 4-3.0 24-6-0 8-U 0-0-0 Plate Offsets (X,Y): [4:0-5-8,0-2-0], [6:0-5-8,0-2-0], [10:0-2-12,04-8], [13:0-2-12,0-4-8] '��� LOADING (psf) SPACING 2-0-0 CSI DEFL in (lilt) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.14 _ 12 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.38 12 >763 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) , 0.11 9 n/a BCDL •10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 123 Ib LUMBER TOP CHORD 2 X 4 HF No -2 BOT CHORD 2 X 6 HF No.2 WEBS 2 X 4 HF Stud/Std G *Except* 2-142 X4 HFNo.2,8-92X4 HFNo.2 BRACING 11 TOP CHORD Sheathed or 1-10-14 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brgcing. WEBS 2 Rows at 1/3 pts 3-14,7-9 REACTIONS (Ib/size) 14=2777/0-5-8, 9=2677/0-5-8 Max Horz 14=59(load case 5) Max Uplift 14=135(load case 3), 9=97(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=30, 2-3=-383, 3-4=-4974, 4-5=-5296, 5-6=-5296, 6-7=-4979, 7-8=-423, 2-14=405, 8-9=318 BOTCHORD 13-14=3729,12-13=4710,11-12=4715, 10-11=4715,9-10=3747 WEBS 3-13=1128, 4-13=426, 4-12=792, 5-12=854, 6-12=786, 6-10=433, 7-10=1112, 3-14=-4107, 7-9=-4081 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 8-.0-0 end setback 7) Special hanger(s)-or connection(s) required to support concentrated load(s) 866.71b down at 16-6-0,'and 866.71b down at 8-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 "C171" �1" * EXP 0613C011(05 C10- ,�FCA��FO� October 13,2003 Q Waming - Verify design pommeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 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 to be . Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer- not truss anis designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllityof the erector. Additional permanent bracing of the overall structure is the responsibility.of the building designer; For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 1411. Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 • Truss Truss Type ' Qty Ply CASEY ' t R10379903 CASEY L01 .' ROOF TRUSS 1 1 ' ' Job Reference optional JMW TRUSS, CATHEDRAL- CITY 5.000 s Jun 9 2003 MiTek Industries, Inc. Mon Oct 13 08:31:30 2003• Page 2 LOAD CASE(S) Standard • Uniform Loads (pit) Vert: 1-2=80.0, 2-4=-80.0, 4-6=-194.2, 6-8=80.0, 13-14=-20.0, 10-13=-48.5, 9-10=20.0 Concentrated Loads (Ib) Vert: 13=-866.7 10=-866.7 Job Truss Truss Type ' Qty Ply CASEY ' t R10379903 CASEY L01 .' ROOF TRUSS 1 1 ' ' Job Reference optional Q Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design vaildlor use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual buUding componeFt to be Installed end loaded vertically. AppOpDllity of design parementers and proper IncoryoreUon of component is responsibility of building designer- not Wss designer. Bredng shown Is for lateral support of Individual web members only. AddlUonal temporary bredng to Insure stability during construction Is the responslbUUty of the __or. Atldllional permanent hredng of the overellsWdure is the responsibility of fhe building designer. For general guidance war regarding febdcaUon, quality control, storage, delivery, ¢rection and bracing, consult DST -88 Quality Standard, DSB-89 Bradng SpeciUption, and HI&91 Handling Installing and Bradng Reoomme.da.n available from Truss Plate Institute, SB3 D'.nW. Ddve, Madison. WI 53719 dIVIVV I MU00, %'M 1 ncurV. L 5.000 s dun U 2003 IVII I eK Industries, Inc. Mon VOA 13 08:3 La 2003 rage I 0-0-0 1-0-0 51-12 10-0-0 14-6 0 19-4 24-6-0 J • 1-0-0 5-1-12 4-10-4 4-6-0 4-10-4 5-1-12 Scale =1:43.9 n lJ 4x6 - 4x8 = 4 5 5x7 = 3x8 = 3x5 = 3x4 = - 5x7 = 0-0-0 Job Truss Truss Type Qty Ply CASEY 10-0-0 I Plate Offsets (X,Y): [5:0-5-4.0-2-0]- 5:0-5-4,0-2-0]"LOADING LOADING(psf) R10379904 CSI CASEY L02 ROOF TRUSS 1 1 TC 0.77 Vert(LL) . -0.22 8-9 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.81 Job Reference (optional) dIVIVV I MU00, %'M 1 ncurV. L 5.000 s dun U 2003 IVII I eK Industries, Inc. Mon VOA 13 08:3 La 2003 rage I 0-0-0 1-0-0 51-12 10-0-0 14-6 0 19-4 24-6-0 J • 1-0-0 5-1-12 4-10-4 4-6-0 4-10-4 5-1-12 Scale =1:43.9 n lJ 4x6 - 4x8 = 4 5 5x7 = 3x8 = 3x5 = 3x4 = - 5x7 = • 1, Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE )eslgn-vatid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss lesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the esponsibiltity of the erector. 'Add'dional permanent bracing of the overall structure is the responsibility of the. building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 " fandling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 MITek 0-0-0 0-0-0 10-0-0 14-6-0 24-6-0 w 10-0.0 4-641 10-0-0 Plate Offsets (X,Y): [5:0-5-4.0-2-0]- 5:0-5-4,0-2-0]"LOADING LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.77 Vert(LL) . -0.22 8-9 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.48 8-9 >607 BCLL 0.0 Rep Stres's Incr YES WB 0.49 HOrz(TL) 0,07 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 105 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-1-15 oc purlins, except end verticals: BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Row at midpt 6-8,3-12 2-12 2 X 4 HF No.2, 7-8 2 X 4 HF No.2 REACTIONS (Ib/slze) 12=1308/0-5-8, 8=1208/0-5-8 Max Horz 12=69(load case 5) . Max Uplift 12=-84(load case 3), 8=-46(load case 4) FORCES (lb) - First Load Case Only TOP'CHORD 1-2=30, 2-3=316, 3-4=1722, 4-5=-1578, 5-6=1724, 6-7=351, 2-12=-378, 7-8=290 BOT CHORD 11-12=1587, 10-11=1580, 9-10=1580, 8-9=16dO WEBS 3-11=15,4-1111=1142, 5-11=215-9=1146,6-9-28, 6-8=1553, 3-12=1578 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf, BCDL=6.Opsf; occupancy category II; exposure'C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. , 3) Provide.adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per EtpFESSIp Table No. 16-B, UBC -97. 5) A rating reduction of 20% has been applied for the lumber members. QQ plate green LOAD CASE(S) Standard z C 17180 cr_ * EXP. 06/30/05 CIVIL OFC October 13,2003 • 1, Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE )eslgn-vatid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss lesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the esponsibiltity of the erector. 'Add'dional permanent bracing of the overall structure is the responsibility of the. building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 " fandling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 MITek i• 10 • Is I• 10 li 10 I* I0 0 I,lob Truss Truss Type Qty Ply CASEY I 24-6-0 R10379905 CASEY' L03 ROOF TRUSS 1 1 7-6-8 LOADING (psf) SPACING 2-0-0 CSI Job Reference (optional) JIVIVV I KU 0 UH I rC.7 1UMAL %A I T .1101/ N 5 JUFI y UJ IVII I UK I11UU5UIUN, Ila;. ryu Jr lull U1J UO.J 1.c 4- ayc 1 0-0-0 0-0-0 1 0 0 6-3-4 12-0-0 18-2-12 24-6-0 1-0-0 6-3-4 5-6-12 0-6-0 5-8-12 6-3-4 . Scale =1:43.9 4x6 = 4 4x5 = 3x4 = 3x6 - 3x4 = 4x5 - 0-M 0.0-0 TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G 'Except* 2-11 2X4 HF No.2,6-7 2 X 4 HF No.2 BRACING TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11.5-7 REACTIONS (Ib/size) 11=1308/0-5-8, 7=1208/0-5.8 Max Horz 11=80(load case 5) Max Uplift 11=71(load case 3), 7=33(load case 4) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=30, 2-3=319, 3-4=1815, 4-5=1821, 5-6=356, 2-11=-421, 6-7=335 BOT CHORD 10-11=1703,9-10=1387,8-9=1387, 7-8=1712 WEBS 3-10=141, 4-10=401, 4-8=410, 5-8=-149, 3-11=-1685, 5-7=-1655 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 pet UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf,-BCDL=6.Opsf, occupancy category 11; exposure C; e.nclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1'.33 plate grip DOL=1.33. ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.'16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard QROFESSl0 C. AIVn,. C 1.7180 a * EXP. 06/30/05 ST CIVIL" �"R- � .OFCAlIFO¢ October 13,2003 Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-7473 BEFORE USE��� Design valid for use only with Mriek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design 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 dining 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 OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available fmm Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 7-6-8 16-11-8 24-6-0 7-6-8 9-5-0 7-6-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc). I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.18 8-10 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.45 8-10 >640 BCLL• 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.07 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Well = 360 Weight: 102 Ib TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G 'Except* 2-11 2X4 HF No.2,6-7 2 X 4 HF No.2 BRACING TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11.5-7 REACTIONS (Ib/size) 11=1308/0-5-8, 7=1208/0-5.8 Max Horz 11=80(load case 5) Max Uplift 11=71(load case 3), 7=33(load case 4) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=30, 2-3=319, 3-4=1815, 4-5=1821, 5-6=356, 2-11=-421, 6-7=335 BOT CHORD 10-11=1703,9-10=1387,8-9=1387, 7-8=1712 WEBS 3-10=141, 4-10=401, 4-8=410, 5-8=-149, 3-11=-1685, 5-7=-1655 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 pet UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf,-BCDL=6.Opsf, occupancy category 11; exposure C; e.nclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1'.33 plate grip DOL=1.33. ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.'16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard QROFESSl0 C. AIVn,. C 1.7180 a * EXP. 06/30/05 ST CIVIL" �"R- � .OFCAlIFO¢ October 13,2003 Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-7473 BEFORE USE��� Design valid for use only with Mriek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design 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 dining 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 OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available fmm Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 • 7-6-8 glob Truss]ROOFTRUSS ss Type Qty Ply CASEY LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP R10379906 TOLL 16.0 CASEY L04 9 1 TCDL 24.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.45 B-10 >641 � BCLL 0.0 Job Reference optional JMVV TRUSS, GATHEDRAL ld I T - 5.000 5 Jun 9 2003 MI I eK industries, Inc. Mon Oct 13 05:31:33 NO rage r 0-0-0 0-0-0 1-" 6-34 12-3-0 18-2-12 24-0-0 • 1-04) 6-34 5-11-12 5-11-12 6-34 Scale= 1:43.2 ' 1• 4x6 - 4 45 - 3x4 = 3x6 - 3x4 = 45 - 0-0-0 0-0-0 • Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE )eslgn valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be - fall nstalled.and loaded vertically. Appgcabllityof design paramenters and proper incorporation of component is responsibility of building designer- not trussleslgner. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the esponsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ' - 1 landling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 7-6-8 16-11-8 - 24-6-0 • r 7-6.8 9-5-0 7-" LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TOLL 16.0 Plates Increase . 1.25 TC 0.53 Vert(LL) -0.18 8-10 ' >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.45 B-10 >641 BCLL 0.0 Rep Stress Inc YES WB 0.71 Horz(iL) 0.07 7 n/a BCDL 10.0 Code UBCf97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 102 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1,Row at midpt 3-11,5-7 2-112 X 4 HF No.2, 6-7 2 X 4 HF No.2 REACTIONS (Ib/size) 11=1308/0-5-8, 7=1208/0-5-8 Max Horz 11=80(load case 5) Max Uplift 11=-71(load case 3), 7=-33(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=30, 2-3=-319, 3-4=1815, 4-5=1821, 5-6=356, 2-11=-421, 6-7=-335 BOT CHORD 10-11=1703, 9-10=1387,8-9=1387,7-8=1712 WEBS. 3-10=141, 4-10=401.4-8=410,5-8=-149,3-11=-1685.5-7=-1655 NOTES 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category ll; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. Standard Q¢QFSS/O LOAD CASE(S) Irn C 17180 j * EXP. 06/30/05 q OF CALVE i October 13,2003 • Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE )eslgn valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be - fall nstalled.and loaded vertically. Appgcabllityof design paramenters and proper incorporation of component is responsibility of building designer- not trussleslgner. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the esponsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ' - 1 landling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 1• • ,Job Truss' Truss Type Qty Ply CASEY (psf) SPACING 2-0-0 CSI TCLL R10379907 CASEY L05 ROOF TRUSS 2 1 Lumber Increase 1.25 BC 0.47 BCLL 0.0 Rep Stress lncr . Job Reference (optional) JIVIVV 1 MUOO, IAiI IiGUr%ML O -0I IOT T . ` 1-5-0' 0.000 s Jun u ZUU3 !VII I eK InauSrneS, Inc. Mon UCr l S Ut):i11:J4 ZUU3 rage 1 0-0-0 5-7-2 11-24 5-7-2 5-7-2 4x5 II Scale: 12'=1' 4 5 0 -ma II 3x5 = 3x7 f60-0 LUMBER TOP CHORD' 2 X 4 HF No.2 BOT CHORD. 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G *Except' 2-8 2 X 4 HF No.2, 4-6 2 X'4 HF N6.2 11-2-4 DEFL in (loc) Vdefl PLATES GRIP 5-7-2 LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.73 TCDL 24.0 Lumber Increase 1.25 BC 0.47 BCLL 0.0 Rep Stress lncr . NO WB 0.60 BCDL 10.0 ' Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD' 2 X 4 HF No.2 BOT CHORD. 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G *Except' 2-8 2 X 4 HF No.2, 4-6 2 X'4 HF N6.2 11-2-4 DEFL in (loc) Vdefl PLATES GRIP Vert(LL) -0.05 6-7 >999 MI120 185/148 Vert(TL) -0.10 6-7 >999 Horz(TL) 0.01 6 n/a 1 st LC LL Min I/defl = 360 Weight: 49 Ib BRACING TOP CHORD Sheathed or 5-1-14 oc purlins, except end verticals. BOT CHORD 11 Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 8=637/0-7=12, 6=1042/Mechanical Max Horz 8=184(load case 4) Max Uplift 8=58(load case 3); 6=97(load case 5) FORCES. (lb) - First Load Case Only TOP CHORD 2-8=-613,1-2=29,2;3=914,3-4=-203,4-5=15,4-6=-525 BOT CHORD 7-8=11, 6-7=874 WEBS 2-7=889, 3-7=77, 3-6=850 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; T6DL=8.4psf, BCDL=6.0psf, occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Wth. any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-80.0 Trapezoidal Loads (plf) Vert: 2=2.940 -4=217.9,4=217.94o -S=223.8, 8=0.0 -to -6=55.9 �p�pFESSIp C. AiW e. C 1"'0IT * EXP.06/30!05 C10 - q OFCA1-iFC�� October 13,2003 © Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE AIIIIIIIII•� )eslgn valid for use onlywith MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be nstalled and loaded vertically.Applipbllity of design paramenters and proper Incorporation of component Is responsibility of building designer- not trussIesigner. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the esponsibiifity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ' egarding fabrication• quality, control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB 89 Bracing Specification, and HIB -91. f candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WOnofdo Drive, Madison, WI 53719 I+ rlob Truss Truss Type Qty Ply CASEY CSI DEFL 1n (loc) I/defl PLATES GRIP TCLL 16.0 R10379908 CASEY L06 ROOF TRUSS 4 1 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 1 >999 BCLL 0.0 Job W(®rQnce (optional) JMVV I KUJJ, LA I Mt:UKAL Ul I T 0-0-0 0.000 S Jun U LUUJ IVII I eK Inaustrles, inc. lovlon Vcl 13 Uo:3 r:JO zuua rage r -1-0-0 1-11-11 B� • 1-0-0 1-11-11 , Scale =1:11.7 • 2X4 II 1-11-11 1-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL 1n (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.13 Vert(LL) 0.00 4-5 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a BCDL 10.0 Code. UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 7 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 'TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF No.2 REACTIONS (Ib/size) 5=217/0-5-8, 3=45/0-3-8,4=13/0-5-3 Max Horz 5=55(load case 5) Max Uplift 5=28(load case 3), 3=-31 (load case 6), 4=7(load case 4) • Max Grav 5=217(load case 1), 3=45(load case 1), 4=31 (load case 2) FORCES (lb) - First Load Case Only TOP CHORD 2-5=194, 1-2=30, 2-3=31 BOT CHORD 4-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right • exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97: 3) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3. LOAD CASE(S) Standard Q�flFESS/O C.RND�`�C u • " C 17180 1 * EXP. 06/30%05 yt ST CIVIL q�OFCAIiFO� October 13 2003 0 Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE 0 Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parementers 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 responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance -Not regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB-91`g't!>:t Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 C I. Job Truss Truss Type Qty Ply CASEY 2-6-1 • 04 R10379909 CASEY L07 ROOF TRUSS 4 1 �Dt4 11 3-11-11 Job Reference op I JIVIVV I MUOO, LA I nGUMAL VI I T.. .0-0-0 - o.UUu s Jun u LUU3 mi I eK mousmes. Inc. Mon Uct 10 j-0 :31:3o LUU3 rage 1 1-0-0 3-11-11 1 Scale =1:14.5 REACTIONS (Ib/size) 5=295/0-5-8, 3=128/Mechanical, 4=41/Mechanical Max Horz 5=74(load case 4) Max Uplift 5=17(load case 3), 3=45(load case 6) A Max Grav 5=295(lbad case 1), 3=128(load case 1), 4=72(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 2-5=262,1-2=30. 2-3=31 BOT CHORD 4-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.0psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip D6L=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No: 16-B, UBC -97. ' 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard I• ' 14P I• OpRpFESS/0' Cr 17180 7 - EXP. EXP. 06/30/05 S� CIVIL gOFCALIFO� October 1.3,2003 Q Warning- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473'BEFORE USE Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, end Is for an individual building component to be Installed and loaded vertically. Applicability of design parementers 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 responsiblliity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance a regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88'Quality Standard, DSB-89 Bracing SpectBcation, and HIB -91 Lee Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Awlt 2-6-1 • 04 . 4 0-0-0 . �Dt4 11 3-11-11 3-11-11 LOADING (pso SPACING 2-0-0. CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.01 4-5 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.02 4-5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 3 n1a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC.LL Min Udefl = 360 Weight: 12 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT. CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-6-0 oc bracing. WEBS 2 X 4 HFNo.2 REACTIONS (Ib/size) 5=295/0-5-8, 3=128/Mechanical, 4=41/Mechanical Max Horz 5=74(load case 4) Max Uplift 5=17(load case 3), 3=45(load case 6) A Max Grav 5=295(lbad case 1), 3=128(load case 1), 4=72(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 2-5=262,1-2=30. 2-3=31 BOT CHORD 4-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.0psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip D6L=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No: 16-B, UBC -97. ' 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard I• ' 14P I• OpRpFESS/0' Cr 17180 7 - EXP. EXP. 06/30/05 S� CIVIL gOFCALIFO� October 1.3,2003 Q Warning- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473'BEFORE USE Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, end Is for an individual building component to be Installed and loaded vertically. Applicability of design parementers 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 responsiblliity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance a regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88'Quality Standard, DSB-89 Bracing SpectBcation, and HIB -91 Lee Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Awlt Job Truss Truss Type Qty Ply' CASEY I (loc) I/defl PLATES TCLL R10379910 . CASEY LOB ROOF TRUSS 4 1 1Job >999 M1120 TCDL 24.0 Lumber Increase Reference optional JIVIVV I KVJJ, Vh I r1CUMML VI I T 0-0-0 o.uuu s jun a ZUU3 IVII I eK mausrnes, Inc. Mt on VcI o u o�o3NUJ UJ rage I -0-0 5 11-11 0-0394 11 0-041 5-11-11 5.11-11 LOADING (psf) SPACING ' 2-0-0 CSI DEFL .. In (loc) I/defl PLATES TCLL 16.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.06 4-5 >999 M1120 TCDL 24.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.14 4-5 >502 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(TL) 0.11 3 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 17111 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF No.2 Scale = 1:18.5 GRIP 185/148 BRACING TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=389/0-5-8, 3=205/Mechan(cal, 4=70/Mechanical Max Horz 5=97(load case 4) Max Uplift 5=8(load case 3), 3=-62(load case 6) Max Grav 5=389(load case 1), 3=205(load case 1), 4=114(load case 2) FORCES (lb) - First Load Case Only TOPCHORD 2-5=345,1-2=30,2-3=50 BOT CHORD 4-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf, occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard I* C. `7 C 17180 z EXP. 06/301/05 10N1. �'It. �r OFCA11F0� October. 13,2003 Ok Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE )esign valkr for use only with Mrek connectors. This design is based only upon parameters shown, and Is for an Individual building component W be nstalied and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss lesigner. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the esponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance e ardin fabrication, quail control, storage, derive erection and bracing, -consult consult QST -88 Quality Standard, DS Bracing Specification, and HIB -91 Mi 9 9 ly 9 h• 9: KY 9 D i e candling Installing and Bracing Recommendation available from Truss Plate InstiWte, 583 D'Onofdo Drive, Madison, WI 53719 1s is Job Truss Truss Type Qty Ply CASEY PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.67 R10379911 CASEY, L09 ROOF TRUSS 6 1 BC 0.34 Vert(TL) -0.30 4-5 >312 BCLL 0.0 Rep Stress Incr Job Reference o til5nal JMVV I KUJJ, UA I r1tUKAL Ul I Y 0-" 8-0-0 D:VUV S reD O LUUJ IVII I eK InUUSUIeS, InG. IVIDn VGL IJ UJ: IO:GG LUUJ rdyU 1 2.4 11 - Scale - I:no 3 914 n 3x7 = LOADING (psf) SPACING 2-0-0 CSI DEFL , in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.15 4-5 >624 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.30 4-5 >312 BCLL 0.0 Rep Stress Incr YES WB 0.05 Ho2(TL) -0.00 4 n/a BCDL '10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight 34 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 240OF 2.0E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF 165OF 1.5E 'Except' 24 2 X 4 HF Stud/Std-G REACTIONS (Ib/size) 5=404/0-5-8,4=385/Mechanical Max Horz 5=142(load case 4) • Max Uplift 5=19(load case 3), 4=37(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 2-5=327,1-2=6, 2-3=78, 3-4=308 BOT CHORD 4-5=0 WEBS 2-4=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate gdp'DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) ' Vert: 1-2=80.0,2-3=80.0, 4-5=20.0 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-48.0, 2-3=-48.0.4-5=-40.0 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert 1-2=31.7, 2-3=17.9,4-5=12.0 Horz: 2-5=14.1,1-2=48.5,2-3=34.7, 3-4=18.3 Continued on page 2 Ili OFESS/p� C. RNn 7EX C 17180P. 06/30/05 tS3T� CNI� % oFCAUF October 13,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE �� Design valid for use only with MTt vertically. connectors. This design Is based only upon parameters shown, and is for an Individual building component be Installed Installed end loadedvertically.truss. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not ss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during consWction is the 'responsibllliy 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 end bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HI&91 by Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W L53719 It Job Truss Truss Type Qty Ply. CASEY 810379911 CASEY L09 . ROOF TRUSS 6 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY LOAD CASE(S) 4) MWFRS Wind Right Lumber Increase --'1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-2=1.9, 23=6.9.4-5=-12.0 Hoe: 2-5==18.3,1-2-18.7,2-3=-23.7,3-4=14.1 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase--1.33 Uniform Loads (plf) Vert: 1-2=31.7,2-3=17.9,4-5=12.0 Horz: 2-5=-18.3,1-2-48.5.2-3=34.7,3-4=18.3 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=2.1,2-3=2.9,4-5=-12.0 Horz: 2-5=J&3, 1-214.7, 2-3=19.7,34=18.3 CJ b.UUu S h80 b ZUU3 MI I BK InaustrleS, Inc. Mon uct l3 UH:Its:Zz ZUU3 rage z t © Warning- Verify design. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE with Design valid for use only wMrrek connectors. This design - based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. 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 insurb stability during construction is the responsibiifily of the erector: Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabdcotion, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 ljD{ Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ' a r 1 b.UUu S h80 b ZUU3 MI I BK InaustrleS, Inc. Mon uct l3 UH:Its:Zz ZUU3 rage z t © Warning- Verify design. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE with Design valid for use only wMrrek connectors. This design - based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. 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 insurb stability during construction is the responsibiifily of the erector: Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabdcotion, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 ljD{ Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ' i (psf) Job -Truss Truss Type Qty Ply CASEY TCLL ' Plates Increase TC 0.77 Vert(LL) -0.08 810379912 M1120 185/148 CASEY M01 COMMON 1 1 Vert(TL) -0.18 8-9 >999 Q(;fl �� BCLL 0.0 Rep Stress Ina YES Job Reference optional 5.000 s dun 9 2003 Ivu I ex Industries, mc. Ivion Oct 13 08:31:39 2003 rage I 0-0-0 -1-0-0 4-2.8 8-" 12-9-9 16-3-8 • 140.0 4-2-8 4-3-8 4-3-9 3-5-15 Scale =1:29.3 All plates are 1.5x4 M20 unless otherwise indicated. 4x5 = 4 3x7 = 3x8 - 3x7 = 0-M 0-M 8-0-0 16-3-8 8-6-0 7-9-8 LOADING (psf) SPACING 2-0-0 CSI DEFT, in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.08 8-9 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.18 8-9 >999 Q(;fl �� BCLL 0.0 Rep Stress Ina YES WB 0.45 Horz(TL) 0.02 7 n/a 6) A plate rating reduction of 20% has been applied for the green lumber members. BCDL 10.0 Code, UBC97/ANSI95 R z (Matrix) 1 st LC LL Min I/defl = 360. Weight: 94 Ib LUMBER k EXP. 06/30/05 ' BRACING k$>, CIVIL 4, TOP CHORD 2 X4 HF No.2 TOP CHORD Sheathed or 5-9-3 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 October 13,2003 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 2-92 X4 HF No.2 OTHERS 2 X•4 HF Stud/Std G REACTIONS (Ib/size) 9=899/0-5-8, 7=796/Mechanical • Max Horz 9=61(load case 5) Max Uplift 9=-61 (load case 3), 7=21 (load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=30, 2-3=190, 3-4=928, 4-5=928, 5-6=-138, 2-9=-301, 6-7=-151 BOT CHORD 8-9=891, 7-8=786 WEBS 3-8=-70, 4-8=171, 5-8=51, 3-9=-917, 5-7=-897 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design 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 responslbll8ty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofoo Dove, Madison, WI 53719 111 NOTES A 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf, BCDL=6.Opsf, occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to'wind (normal to the face), see Mrrek "Standard *Gable End Detail" FESS/Q /0' Gable studs spaced at 1-4-0 oc. Q(;fl �� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per � CAN Table No. 16-B, UBC -97. �� . 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. R z LOAD CASE(S) Standard of Q/� C '1 /7 1 ov k EXP. 06/30/05 ' k$>, CIVIL 4, October 13,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design 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 responslbll8ty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofoo Dove, Madison, WI 53719 111 n Ij 10 10 is Job Truss Truss Type Qty Ply CASEY ' R10379913 CASEY M02 COMMON 12 1 DEFL' in (loc) I/defl PLATES GRIP TCLL 16.0 Plates increase Job Reference optional JIVIVV I KU.JJ, VH I mCVI[/iL 1.11 T 0-0-0 1-0.0 4-2.8 1-0-0 4-2-8 o.000 s Jun to ZUUJ IVII I eK mouslrles, Inc. Mon VCT IJ Ut1:J 1:4U LUUJ rage -1 0-0-0 8-6-0 1279-9 16-0-8 4-3-8 4-3-9 3-5-15 Scale =1:29.3 4x5 - 4 3x7 = 3x8 - 3x7 = 0-0-0 0-M WEBS 2 X 4 HF Stud/Std G *Except* 2-92X4 HF No.2 REACTIONS (Ib/size) 9=899/0-5-8, 7=796/Mechanical Max Horz 9=61 (load case 5) Max Uplift ..9=-61 (load case 3), 7=21 (load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=30, 2-3=190, 3-4=928, 4-5=928, 5-6=-138,2-9=-301, 6-7=151 BOT CHORD 8-9=891, 7-8=786 WEBS 3-8=-70, 4-8=171, 5-8=51, 3-9=-917, 5-7=897 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE'7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 1 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 0. ��G17180 * EXP. 06/30/05 �} CIVIC October 13,2003 Q Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE��� Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design 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 responslbillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualitycontrol, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek 6-0 0 16-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL' in (loc) I/defl PLATES GRIP TCLL 16.0 Plates increase 1.25 TC 0.77 Vert(LL) -0.08 8-9 >999 M1120 1851148 TCDL 24.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.18 8-9 >999 6CLL 11 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.02 7 n/a BCDL 10.0 Code UBC97/ANSI95. (Matra) 1st LC LL Min Vdefl = 360 Weight 6916 LUMBER • BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5-9-3 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 2-92X4 HF No.2 REACTIONS (Ib/size) 9=899/0-5-8, 7=796/Mechanical Max Horz 9=61 (load case 5) Max Uplift ..9=-61 (load case 3), 7=21 (load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=30, 2-3=190, 3-4=928, 4-5=928, 5-6=-138,2-9=-301, 6-7=151 BOT CHORD 8-9=891, 7-8=786 WEBS 3-8=-70, 4-8=171, 5-8=51, 3-9=-917, 5-7=897 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE'7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 1 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 0. ��G17180 * EXP. 06/30/05 �} CIVIC October 13,2003 Q Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE��� Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design 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 responslbillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualitycontrol, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek 0 Job Truss ' Truss Type Qty Ply CASEY ' Lumber Increase 1.25 BC 0.89 BCLL. 0.0 Rep Stress Incr NO R10379914 CASEY N01 ROOFTRUSS 1 1 TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1-13=3319.2-13=816,2-12=1535,4-12=-334,4-11=210, 5-11=15815-9=1622, 6-9=415, 7-9=3203 Job Reference (optional) JMVV 1 KUSJ, %,Hl KtUKAL L I l T 4-9-6 9-34 13-9-2 4-9- 4-5-14 4-5-14 4x12 = . 1 is o.uuu s req 6 zuw MI I eK InQUSVIes, Inc. Mon uct l3 u`J:l`J:31 ZUu3 Nage l . 4-5-14 ' oss F12 23_7-8 5-4-8 Soak =1:38.7 Ax1m = 3.4 = 4x10 = ' ' 3x8 = 3x4 = 5.7 we= 6x12 = 3.4 II 4-91 9-3-4 13-9-2 1830 23-7-8 4-9- 4-5-14 4-5-14 4-5-14 54-8 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase, 1.25 TC 0.81 TCDL 24.0 Lumber Increase 1.25 BC 0.89 BCLL. 0.0 Rep Stress Incr NO WB 0.78 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 1-14=-1165,1-15--0, 1-2=3530,2-3=5003,3-4=-4999,,4-5=-4802,5-6=3263,6-7=3263. 7=8=1171 TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1-13=3319.2-13=816,2-12=1535,4-12=-334,4-11=210, 5-11=15815-9=1622, 6-9=415, 7-9=3203 14-152X6 HF No.2, 7-8 2 X 4 HF No.2, 1-13 2 X4 HFNo.2 2-122X4 HF No.2, 6-9 2 X 6 HF No.2, 7-9 2 X 4 HFNo.2 DEFL • in (loc) I/defl PLATES GRIP Vert(LL) -0.3611-12 >778` M1120 185/148 Vert(TL) -0.8911-12 >314 Horz(TL) 0.10 8 n/a 1st LC LL Min Ildeft = 360 Weight 9214 BRACING TOP CHORD Sheathed or 1-11-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-9 • REACTIONS (Ib/size) 14=1256/0-5-8,8=1256/Mechanical Max Horz 14=77(load case 4) Max Uplift 14=367(load case 11), 8=279(load case 12) Max Grav 14=1553(load case 8), 8=1468(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-14=-1165,1-15--0, 1-2=3530,2-3=5003,3-4=-4999,,4-5=-4802,5-6=3263,6-7=3263. 7=8=1171 BOT CHORD 13-14=318, 12-13=3524, 11-12=4998, 10-11=4797, 9-10=4797, 8-9=212 WEBS 1-13=3319.2-13=816,2-12=1535,4-12=-334,4-11=210, 5-11=15815-9=1622, 6-9=415, 7-9=3203 •. NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate - grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, nFESS/ �1� UBC -97. e/ , 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss ha"s been designed for a total drag load of 175 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-7-8 for 175.0 plf. fr 7) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. t t C 17 I H� n LOAD CASE(S) * EXP. 06/30/05 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-7=88.0, 8-14=20.0 j CIVIL \Q' Continued on page 2 OFCALkF October 13,2003 10 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE'USE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design 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 responsibllllty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance a regarding fabrication, quality control, storage, delivary, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Spectrication, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WOnotrio Drive, Madison, WI 53719 r ,(ob Truss Truss Type Qty Ply CASEY R10379914 CASEY N01 ROOF TRUSS 1 1 Job Reference (optional) JMW TRU55, CATHEDRAL CITY 5.000 s Feb 6 2003 MTek Industries, Inc. Mon Oct 13 09:19:31 2003 Page 2 LOAD CASE(S) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-7=-48.0, 8-14=-40.0 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-7=17.9, 8-14=-12.0 Horz: 1-14=14.1.1-15=14.1,1-7=-34.7, 7-8=18.3 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) . Vert: 1-6=2.9,6-7=17.9,8-14=12.0 Horz:.1-14=18.3, 1-15=18.3, 1-6=-19.7, 6-7=34.7, 7-8=14.1 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=17.9, 6-7=32.6,8-114=112.0 Horz: 1-14=18.3,1-15=18.3,1-6=34.7,6-7=-49.4, 7-8=18.3 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-7=2.9, 8-14=12.0 Horz: 11-114=118.3,11-115=118.3,11-7=1b.7, 7-8=18.3 7) Regular -Drag LC#1 Left Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 11-7=84.4,8-114=20.0 Horz: 1-2=8399.7, 2-3=8399.7, 3-4=8399.7, 4-5=8399.7, 5-7=8399.7 Drag: 8-14=175.0 8) Regular -Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-7=91.6, 8-14=20.0 Horz 1-2=8399.7, 2-3=-8399.7, 3A=-8399.7,4-5=-8399.7, 5-7=-8399.7 Drag: 8-14=175.0 9) UBC -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-7=-44.4, 8-14=40.0 Horz: 1-2=8399.7, 2-3=8399.7, 3-4=8399.7, 4-5=8399.7, 5-7=8399.7 Drag: 8-14=175.0 10) UBC -Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) • Vert: 1-7=511.6,8-114=40.0 Horz: 1-2=-8399.7, 2-3=-8399.7, 3-4=:-8399.7,4-.5=-8399.7, 5-7=8399.7 Drag: 8-14=175.0 11) MWFRS Wind Left -Drag LC#1 Left Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-7=21.5, 8-14=12:0 Horz: 1-14=14.1, 1-15=14.1,1-2=8365.1,2-3=8365.1. 3-4=8365.0,4-5=8365.1, 5-7=8365.1, 7-8=18.3 Drag: 8-14=175.0 12) MWFRS Wind Left -Drag LC#1 Right Lumber Increase" -1.33, Plate Increase=1.33 Uniform Loads (plf) • Vert 1-7=14.2, 8-14=12.0 .Horz: 1-14=14.1, 1-15=1.4.1,1-2=-8434.4,2-3=-8434.4, 3A=8434.4,4-5=-8434.4, 5.7=-8434.4, 7-8=18.3 Drag: 8-14=175.0 13) MWFRS Wind Right -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 11-6=6.5,6-7=211.5,8-14=12.0' Horz: 1-14=18.3,1-15=-18.3,1-2=8380.0, 2-3=8380.1,3-4=8380.0,4-5=8380.0, 5-6=8380.0,6-7=8365.1. 7-8=14.1 brag: 8-14=175.0 14) MWFRS Wind Right -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-6=-0.8,6-7=14.2, 8-14=12.0 Horz: 1-14=18.3,1-15=18.3.1-2=8419.4,2-3=-8419.4, 3A=-8419.4,4-5=-8419.4,5-6=8419.4, 6-7=8434.4, 7-8=-14.1 Drag: 8-14=175.0 `J Q Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE® Design valid for use only with Mrek connectors. This design is based onlyupon parameters shown, and Is for an Individual building component to beI`!1� Installed and loaded vertically. Applicabillty of design parementers and proper Incorporation of component is responsibility of building designer- not Nrss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability dudng construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance a regarding fabdcollon, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIS -91 Q Q�t Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 3 Job Truss Truss Type Qty Py N02 ROOFTRUSS 2 1 7CACASEY rence (optional) JMW TRUSS, CATHEDRAL CITY, JC 5.000 s Feb 6 2003 MTek Industries, Inc. Thu Dec 1810:53:19 2003 Page 1 4-9-6 ' 9-3-4 13-9-2 14-7-0 , 4-9-6 4-5-14 ' 4-5-14 0-9-14 swb•12] Camber a 118 W2= 1 - 025 12 , yq= Sm611 4 ffi_ �= 8 2 1 w1 72 T1 . wa w5 W7 Bt a 7 ' ado= xw= 3.411 Sm= 4-9-6 9-3-4 , 13-9-2 4-9-6 4-5-14 4-5-14 0-9-14 Plate Offsets [1:0-6-8.0-1-81, [8:0-3-8.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL In Doc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Veit(LL) -0.08 7-8 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.21 7-8 >825 BCLL 0.0 Rep Stress Incr • NO WB 0.79 Horz(TL) 0.03 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 Weight- 57 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3.11-5 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Row at midpt 4-6 W1'2X6HFNo.2,W72X4HFNo.2 REACTIONS (Ib/size) 9=j67/0-5-8,6=767/0-3-8 Max Horz 9=700oad case 4) Max Uplift9=53(load case 5), 6=107(load cage 5) FORCES Qb) - First Load Case Only, TOP CHORD 1-9=698,1-10=0,1-2=1879, 2-3=1897; 3-0=-1893, 4 5=205, 56=236 BOT CHORD 8-9=241j-8=1874,6-7=1892 6-7=1892 WEBS 1-8--1696,2-8=370,2-7=19,4-7=72.4-6=1753 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=1 Oft; TCDL-8.4psf; BCDL=6.Opsf; occupancy category II: exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end verfical left and right exposed;Lumber DOL=1.33 plate grip DOL=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 noriconcurent with any other live loads per Table No. 46-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint 9 and 107 Ib uplift at joint 6. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails.' 7) Special hanger(s) or connection(s) required to support concentrated load(s) 918.01b down and 53.91b up at 18-3-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 , Uniform Loads (pIQ y Vert 1-5=-88.0,6-9=20.0 4� lx �`.;1Cr n a U"01iYNG CAO r/ _ t Job Truss pe Qty Ply CASEY CASEY NO2A FROOFTTRUSS 1 1 Job Reference. o tions JMW TRUSS, CATHEDRAL CITY, JC 5.000 s Feb 6 2003 Mi Tek Industries, Inc. Thu Dec 1810:49:27 2003 Page 1 2-8-4 7-2-2 9-1-6_ , 2-8-4 4-5-14 1-11-4 ' sods=+s4. Da 12 sw= 2 so= J 3N= 4 2011 W1 y5 wr F -F-1 if Bt U4 7 Dc/ II U4= 8 Sol = 2-8-4 7-2-2 , 9-1-6 , 2-8-4 4-5-14 1-11-4. LOADING (psf) SPACING 240-0 CSI DEFL in (Ioc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.01 6-7 >999 M1120 1851148 TCDL 24.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.04 6.7 >999 BOLL. , 0.0 Rep Stress Incr • NO WB 0.35 Horz(TL) 0.01 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) list LC LL Min Vdefl = 360 Weight 37 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* W12X4HFNo.2, W72X4HFNo.2 REACTIONS (Ib/siie) 8=476/0.5-8, 5=476/0-3.8 Max Horz 8--51 (load case 4) Max Uplift8=29(load case 3), 5=500oad case 5) FORCES (Ib) - First Load Case Only , TOP CHORD 1-8=-445,1-2=-698,2-3--554,3-4--7.4-5--I1 BOT CHORD 7=8=38, 6-7=696, 5.6=550 WEBS 1-7=745, 2-7=288, 2-6=153, 3-6=119, 3.5=711 !NOTES' 1) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=1Bft; TCDL=8Apsf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL --1.33.2) Provide adequate drainage to prevent water ponding.' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16.13, UBC -97. A) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical.connection (by others) of buss to bearing plate capable of withstanding 29 Ib uplift at joint 8 and 50 Ib uplift at joint 5. LOAD cASE(s) Standard 0SWO/J., t;. o o n. 382 39 JIQIA . G CAO rJ r1 LJ 0 u Ll 0 C1 Job Truss Truss Type Qty Ply CASEY TCDL 24.0 ., BC 0.73 BCLL 0.0 Rep Stress Incr NO 810379916 CASEY NO3 ROOFTRUSS 1- 1 TOP CHORD 2 X 4 HF No.2 - BOT CHORD 2 X 4 FIF No.2 WEBS 2 X 4 HF Stud/Std G *Except* Job Reference (optional) JMVV I KU55, L;AI NtUKAL Ul I Y 12 4-9.6 4-5-14 4x7 = 925 F2 5,000 s Feb 6 2003 Mi -Tek Industries, Inc. Mon Uct 13 09:ZU:UU ZUU3 Nage 1 4-5-14 4-5-1 Scale -129A 3.4 II . 4x7 = 3.4 = 3x6 = 4x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.44 TCDL 24.0 Lumber Increase 1.25 BC 0.73 BCLL 0.0 Rep Stress Incr NO WB 0.85 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 1st LC LL TOP CHORD 2 X 4 HF No.2 - BOT CHORD 2 X 4 FIF No.2 WEBS 2 X 4 HF Stud/Std G *Except* 11-122 X6 FIF No.2,5-72 X4 FIF No.2,1-102 X4 FIF No.2 2-9 2 X 4 FIF No.2 DEFL in (loc) I/deft Vert(LL) -0.13 9-10 >999 Vert(TL) -0.36 9-10 >594 Horc(TL) 0.06 7 Na 1st LC LL Min Vdefl = 360 - BRACING PLATES M1120 Weight: 71 Ib GRIP 185/148 TOP CHORD Sheathed or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 11=954/0-5-8,7--980/Mechanical Max Horz 11=73(load case 4) Max Uplift 11=56(load case 5), 7=107(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 11-11=-878,1-12=0, 1-2=2511,2-3=3085,34 2087,4-5=133,5-6=l. 5-7=210 BOT CHORD 10-11=264,9-10 =2506, 8-9=3081, 7-8=2082 WEBS 1-10=2320,2-10=544,2-9=599, 3-9=-09, 3-8=1046, 4-8=375, 4-7=-2077 NOTES 1) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads per Table No. 16-B, . UBC -97. 4)•A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-1 Old nails. LOAD CASE(S) 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert 1-5=-88.0, 5-6=88.0, 7-11=-20.0 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-5=-48.0, 5-6=-48.0, 7-11=-40.0 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 Q pFESSIp �� C 17180 ) EXP. 06130/05 * �-tw October 13,2003 warning - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE i Design valid for use only with Mlrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not trust designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the res ponsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance a regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Spermcation, and HIB -91 - Ire Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 33719. e 0 Job Truss Truss Type Qty Ply CASEY ' 810379916 CASEY NO3 ROOFTRUSS 1 1 JMW TRUSS, CATHEDRAL CITY LOAD CASE(S) Uniform Load's (pif) Vert: 1-5=17.9, 5-6=-2.1, 7-11=12.0 Horz: 1-11=14.1,.1-12=14.1,1-5=34.7,5-6=14.7,5-7=18.3 4) MWFRS Wind Right Lumber Increase=1.33; Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=2.9,4-5=17.9,5-6=31.7, 7-11=12.0 Hort: 1-111=183,1-12=18.3,1-4=19.7,4-5i=-34.7,5-6=-48.5,5-7=-14.1 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) • 'Vert 14=17.9.4-5=32.6,5-6=2.1, 7-11=12.0 Horz: l'-11=18.3,1-12=-18.3,1-4=34.7,4-5=-49.4,5-6=-14.7,5-7=18.3 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=2.9, 5-6=31.7, 7-11=12.0 Horz: 1-11=18.3, 1-12=18.3, 1-5=-19.7,5-6=-48.5, 5-7=18.3 EM i0 0 . In Job Reference (optional) 5.000 s Feb 6 2003 MiTek Industries, Inc. Mon Oct 13 09:20:00 2003 Page 2 Q Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE TH � Design valid for use onlywith MMek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parementers 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 Ne . responsibllliy of the erector..Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance a Tek regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 17 10 i* ,lob Truss Truss Type Qty Ply CASEY Plates Increase 1.25 TC 0.22 Vert(LL) 0.01 5-6 >999 M1120 185/148 TCDL .. 24.0 1110379917 CASEY N04 ROOFTRUSS 1 1 WB 0.01 Horz(TL) 0.00 5 n/a' . BCDL . 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) JMW TRUSS, CATHEDRAL CITY _ 1 2 &4 _ b.uuu s reD -b ZUU3 mid eK mausines, Inc. mon VCi is ud:LU:-Iu zuua rage -t 3 2.4 114 4.4 = s s r �4 It 3-5-12 S.I. =1:10.1 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.01 5-6 >999 M1120 185/148 TCDL .. 24.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.03 5-6 >999 BCLL 0.0 Rep Stress IncrNO WB 0.01 Horz(TL) 0.00 5 n/a' . BCDL . 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight 16 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-5-12 oc purlins, except end verticals. BOT CHORD 2 X 6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 6=932/Mechanical, 5=932/Mechanical Max Horz 6=49(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 2.6=-153, 1-2=0, 2-3=0, 34=0, 3-5=153 BOT CHORD 5.6=-0 WEBS 2-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf, occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC=97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. '6) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified.Building designer must review loads to verify that they are correct for the Intended use of this truss. 7) Girder carries tie-in span(s): 23-0-0 from 0-0-0 to 3-5-12 LOAD CASE(S) . 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 • Uniform Loads (plo Vert 1-2=-88.0.2-3=88.0.34=-88.0,5-6=537.7 . 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo . Vert 1-2=48.0,2-3=48.0,34=48.0,5-6=495.6 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 r Continued on page 2 0 C 17180 �) *, EXP. 06/30/05 /* s� civil, ��OFf:AI' October `13,2003 © Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use onlywith Mlrek connectors. This design is based only upon parameters shown, and is foran individual building component to be Installed and loaded vertically. 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 resporisib119ty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Qu silly Standard, DSB-89 Bracing Spermcation, and H15-91 Handling Installing and Brapng Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 glob Truss Truss Type Qty Ply CASEY R10379917 CASEY N04 ROOFTRUSS 1 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY LOAD CASE(S) Uniform Loads (plf) Vert: 1-2=31.7,2-3=17.9,3-4=2.1,5-6=-43.7 Horz: 2-6=14.1, 3-5=18.3 4) MWFRS Wind Right Lumber Increase=1.33, Plate Increase=1.33. Uniform Loads (plf) Vert: 1-2=12.9,2-3=17.9,3-4=31.7,5-6=43.7 Horz: 2-6=18.3, 3-5=14.1 5) MWFRS 1st Wind Parallel: Lumber I6crease=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-2=46.4, 2-3=32.6, 3-4=2.1, 56=-43.7 Hoa: 2-6=18.3, 35=18.3 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 11-2=2.11,2-3=2.9, 3-4=31.7, 5-6=43.7 Horz: 2-6=18.3, 3-5=18.3 116 rM 0 0 • o.uuu s reo D zuua MI I etc mousmes, Inc. mon uct ja ua:cu: to cuua rage z © Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE��� Design valid for use onlywith Mrrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper, incorporation of component Is responsibility of building designer- not truss designer. Bmdng shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability dudng 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 OST -88 Quality Standard, DS"9 Bracing Specification, and HIB -91 ` , Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 5371.9 1! 10 • ►_J ,#Ob Truss Truss Type Qty Ply CASEY Plates Increase 1.25 TC 0.19 TCDL 24.0 R10379918 CASEY, N05 ROOFTRUSS 1 1 YES WB 0.01 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) JMVV I KUJJ, L:AI Nt-UKAL Ul I T o.uuu s rea o zuua Ivll I er inaustrles, Inc. Ivion uuL is vu.zu.GU LUUa rage 1 1 - 2 3.4 = 'LS -17 3 DW 114 . 3.4 = 8 6 LOADING (psf) SPACING 2-0 0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.19 TCDL 24.0 Lumber Increase 1.25 BC 0.09 BCLL 0.6 Rep Stress Incr YES WB 0.01 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G DEFL in (loc) Well Vert(LL) -0.00 5-6 >999 Vert(TL) -0.01 5-6 >999 Horz(TL) 0.00 5 We 1st LC LL Min I/deft = 360 PLATES M1120 S®Ie=1:10.5 Weight- 15 Ib GRIP 185/148 BRACING TOP CHORD Sheathed or 3-5-12 oc pudins, except end.verdcals. BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=182/Mechanical, 5=182/Mechanical Max Horz 6=55(load case 3) Max Uplift 6=-44(load case 5), 5=34(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 2-6=153,11-2=0, 2-3=0, 3-4=0, 3-5=-153 BOT CHORD 5-6=0 WEBS 2-5=-0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf, BCDL=6.0psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) 1) Regular. Lumber Increase" -1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-88.0, 2-3=88.0, 3-4=88.0, 5-8=-20.0 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=48.0,2-3=48.0, 3-4=48.0, 5-6=40.0 3) MWFRS Wind Left: Lumber Increase --1.33, Plate In6rease=1.33 Uniform Loads (plf) Vert 1-2=31.7, 2-3=17.9, 3-4=2.1, 5-6=12.0 Horz: 2-6=14.1, 3-5=18.3 Continued on page 2 C. C 17180 * EXP. 06/30/05 CIVIL OFC F ALIFj October 13,2003 warning - Verify design parameters and READ'NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MRekconnectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. 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 responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance . regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSM9 Bracing Specification; and HIB -91 +x} Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply CASEY R10379918' CASEY N05 ROOF TRUSS 1 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY LOAD CASE(S) 4) MWFRS Wind Right Lumber Increase=1.33, Plate Increase=1.33 -Uniform Loads (calf) Vert 1-2=12.9,2-3=17.9,34=31.7,5-6=-12.0 Horz: 2-6=48.3,3-5=14.1 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-2=46.4, 2-3=32.6, 3-4=2.1, 5-6=12.0 Hoa: 2-6=-18.3,3-5=18.3 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 • Uniform Loads (plf) Vert: 1-2=2.1, 2-3=2.9,34=31.7,5-6=12.0 Holz: 2-6=18.3, 3-5=18.3 0 0 7W 4 I • b.uuu s Feb 6 zuu3 MITeK industries, Inc. Mon Uct 13 u9:zu:zu zuu;i rage z Q Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use onlywith MITek connectors. This design Is based only upon pammeters'shown, and is for an Individual building component to be Installed and loaded vertically. 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 responslDillity of the erector. Additional permanent bracing of the overall structure is. the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 M=ffelv, Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 19 to • 0 :Job Truss Truss Type Qty Ply CASEY TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.10 7-8 >999 R10379919 CASEY N06 ROOFTRUSS 8 1 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.03 6 n/a Job Reference (optional) JIVIVV I KU.I.J, l,H 111CUKAL 1,11 T. b.Uuu S t-eD b zuu3 ml I ex Inaustnes, Inc. mon uct 13 uu:zl:uu zuus Nage i 2-84 i 7-2-2 11-8-0 174)-8 2-84 4-5-14 4-5-14 5.4-8 S.16-1:283 O's 12 3X4 = 2x4 II 3X0 = 3X8 = 3x4 11 2-84 4-5-14 4-5-14 5-4-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.10 7-8 >999 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.26 7-8 >765 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.03 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight 67 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-4-3 oc purlins; except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except 1-102X4HFNo.2,5-62X4HFNo.2,4-72X6HFNo.2 REACTIONS (Ib/size) 10--905/0-5-8,6--905/Me chanical Max Horz 10=57(load case 4) Max Uplift 10=60(load case 5), 6=115(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 11-10=866,1-2=-11471,2-3=2549, 34=21132,4-5=2133,5-6=830 BOT CHORD 9-10=63, 8-9=1469,7-8=2544, 6-7=184 WEBS 1-9=1592, 2-9=-687, 2-8=1126, 3-8=244, 3-7=-439, 4-7=-420, 5-7=2043 NOTES 1) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category Ii; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 204/o has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. . LOAD CASE(S) 1) Regular. Lumber increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 11-5=-88.0,6-10=20.0 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-5=48.0,6-10=40.0 .3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 . Continued on page 2 71 Q, ON C C17180 a *. EXP, 06/30/05 �} s�q� CiVI� .0 ��Q' October 13,2003 Q Warning - Verity design parameters and READ NOTES.ON TNIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use oniywlth MTek connectors. This design U based only upon parameters shown, and is foran Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsblilty 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 a regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive,.Madison, WI 53719 Re -4k ,lob Truss Truss Type Qty Ply CASEY R10379919 CASEY N06 ROOF TRUSS 8 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY LOAD CASE(S) Uniform Loads (plf) Vert: 1-5=17.9,6-10=-12.0 Hoe: 1-10=14.1,1-5=34.7,5-6=18.3 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 14=2.9,4-5=17.9,6-1012.0 = Horz: 1-10=18.3,1-4=19.7, 4-5=-34.7,5-6=14.1 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33; Plate Increase=1.33 Uniform Loads (plf) Vert: 14=17.9,4-5=32.6,6-10=12.0 Horz: 1-10=18.3.1-4=34.7,4-5=-49.4.5-6=18.3 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 15=2.9, 6-10=12.0 Horz: 1-10=18.3,1-5=19.7;5-6=18.3 t 5.000 s Feb 6'2003 MiTek Industries, Inc. Mon Oct 13 09:21:09 2003 Page 2 0 Warning - Veriy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE��� Design valid for use onlywith Mrrek connectors. This design is based only upon parameters shown, and is for an Individual bulding.component to be 1 �' Installed and loaded vertically. 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 responsibllrity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB49 Bracing Specification, and HIB -91 � Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 M r n U ,lob Truss Truss Type Qty Ply CASEY TCLL 20.0 Plates Increase 1.25 TC' 0.55 Vert(LL) -0.12 8 >999 R10379920 CASEY NOT ROOF TRUSS . 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.06 6 n/a Job Reference (optional). .tMvv I KUZ: , -AI r1tUICNL VI l T b.UUU S Feb ti "LUU3 MI I SK InauStrleS, Inc. Mon Uct 1 S Uy:'LU:Du LUU3 Page 1 i 2-84 7-2-2 11-8-0 17-0.8 2-8-0 4-5-14 4-5-14 5-0.8 Sale =128.3 4x7 = 0.25 F12 2.4 11 4 4x10 = 5 2x4 11 . 3A0 = 3x10 = 10x14 = 3x4 11 2-84 7-2-2 11-8-0 17-0-8 2-8.4 4-5-14 4-5-14 5-4-8 3 Offsets (X.Y): f5:0.3-7.0-2-01. f8:0-3-8.0-1-81. f9:0-3-8.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC' 0.55 Vert(LL) -0.12 8 >999 M1120' 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.28 7-8 >717 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.06 6 n/a BCDL 10.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight 67 Ib _ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-5-2 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid calling directly applied or 3-10-6 oc bracing. WEBS 2 X 4 HF No.2 *Except* 2-9 2 X 4 HF Stud/Std-G, 3-8 2 X 4 HF Stud/Std-G 3-7 2 X 4 HF Stud/Std-G, 4-7 2 X 6 HF No.2 0 REACTIONS (Ib/size) 10=905/0-5-8, 6=905/Mechanical Max Horz 10=77(load case 13) Max Uplift 10=-687(load case 11), 6=554(load case 12) Max Gram 10=1541(load case 8), 6=141O(load case 7) FORCES (lb) - First Load Case Only TOP CHORD "1-10=866,1-2=-1472,2-3=2549,3-4=2130,4-5=2130,5-6=-828 BOT CHORD 9-10=62, 8-9=1470, 8-11=2544, 7-11=2544, 6-7=185 WEBS 1-9=1594,2-9--688,2-8=1126,3-8=244,3-7=-442,4-7=-420,5-7=2040 • NOTES 1) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a total drag load of 375 pif. Connect truss to resist drag loads along bottom chord from 6-7-0 to 17-0-6 for 611.1 plf. LOAD CASE(S) 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-88.0, 6-10=20.0 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 . Continued on page 2 QDFESS/e\ r A A^ -N � 4--C 17180 Ai EXP. 06/30/05 /J* ST ClV1� W. �TFOFCAl�FO� October 13,2003 & Warning - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Isfor an Individual building component to be Installed and loaded vertically. 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 responsiblll ty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance ; regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 .vs Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrto Drive, Madison, WI 53719 ®,p Jbb Truss Truss Type Qty Ply CASEY R10379920 CASEY. N07 ROOF TRUSS 1 1 Job Reference (optional) JMW TRUSS, CATHEUHAL CITY b.uuu s I-eD b 'LUu3 MI I eK Inausfnes, Inc. Mon uci "13 uu:Lu:ou GUu3 rage LOAD.CASE(S) Uniform Loads (plf) Vert 1-5=48.0,13-10=40.0 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-5=17.9, 6-10=-12.0 Horz: 1-10=14.1,1-5=-34.7,5-6=18.3 4) MWFRS Wind Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-4=2.9,4-5=17.9. 6-10=12.0 Horz: 1-10=18.3,1-4=19.7,4-5=34.7, 5-6=14.1 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-4=17.9, 4-5=32.6,6-10=12.0 Horz: 1-10=18.3,1-4=-34.7, 4-5=-49.4,5-6=18.3 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-5=2.9,6-10=12.0 Holz: 1-10=18.3,1-5=19.7, 5-6=18.3 7) Regular -Drag LC#1 Left Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-5=80.2,6-10=-20.0 Horz: 1-2=17999.4, 2-3=17999.4, 3-5=17999.4 Drag: 10-11=-611.1 8) Regular -Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=95.8,6-10=-20.0 Horz: 1-2=-17999.4, 2-3=17999.4, 3-5=17999.4 Drag: 10-11=611.1 9) UBC -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-5=40.2,13-10=40.0 Horz: 1-2=17999.4.2-3=17999.4, 3-5=17999.4 Drag: 10-11=-611.1 10) UBC -Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=55.8, 6-10=-40.0 Horz: 1-2=17999.4, 2-3=17999.4, 3-5=17999.4 Drag: 10-11=611.1 11) MWFRS Wind Left -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=25.7, 6-10=12.0 Hoa: 1-10=14.1.1-2=17964.7,2-3=17964.8, 3-5=17964.7, 5-6=18.3 Drag: 10-11=611.1 12) MWFRS Wind Left -Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-5=10.1, 6-10=-12.0 Horz: 1-10=14.1,1-2=18034.0, 2-3=18034.1, 3-5=18034.1, 53=18.3 Drag: 10-11=611.1 13) MWFRS Wind Right -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 14=10.7,4-5=25.7.6-10=12.0 Horz: 1-10=18:3, 1-2=17979.7, 2-3=17979.7, 3-4=17979.7,4-5=17964.7, 5-6=-14.1 Drag: 10-11=311.1 14) MWFRS Wind Right -Drag LC#1 Right: Lumber In6rease=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-4=-4.9, 4-5=10.1; 6-10=12.0 Horz: 1-10=18.3,1-2=-18019.1, 2-3=18019.1, 3-4=-18019.1.4-5=-18034.1, 5-6=14.1 Drag: 10-11=611.1 © Warning - Verity design Parameter, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Deslgri valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design 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 responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 %'� Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 l• 1• I� Job Truss Truss Type Qty' Ply CASEY Plates Increase 1.25 TCDL 24.0 Lumber Increase 810379921 CASEY P01 MONO TRUSS .1 1 10.0 Code UBC97/ANSI95 LUMBER • TOP CHORD 2 X 4 HF 1650F 1.5E Job Reference optional JIVIVV I MUJJ, I.AI ncur%AL VI1 T 0-0-0 o.uuu s jun v zuu i mi I eK InausineS, Inc. mon uCi ii uts:s7:4o zuu-03 rage l 6-11-0 6-11-0 2x4 II 3 0-M 3x4 - 2.4 W" - 6-11-0 6-11-0 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 24.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER • TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF No.2 CSI DEFL in (IoC) Vdefl TC 0.81 Vert(LL) -0.11 1-4 >710 BC 0.57 Vert(TL) -0.22 . 1-4 >355 WB 0.00 HOrz(TL) 0.01 4 n/a (Matrix) 1 st LC LL Min Vdefl = 360 BRACING Scale: 3/4°=1' PLATES GRIP M1120 185/148 Weight: 19 lb TOP CHORD Sheathed or 4-4-14 oc purlins, except.end verticais. BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. REACTIONS (Ib/size) 1=319/0-5-8, 4=344/Mechanical Max Horz 1=90(load case 14) Max Uplift 1=404(load case 11), 4=26(load case 3) Max Grav 1=712(load case 8), 4=344(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=68, 2-3=7, 2-4=-280 BOT CHORD 1-4=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph;'h=18ft; TCDL=8.4pst BCDL=6.0psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right • exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed for a total drag load of 175 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-11-0 for 175.0 plf. LOAD CASE(S) Standard • L] OFESS/p c17110 * EXP. 06/30/05 ,} iso. C10- FCAl1F0� October 13,2003 11 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss ieslgner. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the •esponsibllGty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer..For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 � -landling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 0 r1 LI A ,Job Truss'. Truss Type Qty . Ply CASEY (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase R10379922 CASEY P02 MONO TRUSS 3 1 24.0 Lumber Increase 1.25 BC 0.44 Vert(TL) 0.24 1 >64 Job Reference (optional) JIVIV1r I MUOO, %..A I nrYM-%L VI I i 0-0-0 1-0-0 - —'- O.uuu 5 Jun to zvu3 MI I eK mCusmes, Inc. Mon uci ii uo:a i;4y LUUJ rD-r-0I 6-11-0 6-11-0 Scale =1:162 4 0-0-0 W = 2c4 W" 6-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.11 2-5 >710 M1120 185/148 TCDL 24.0 Lumber Increase 1.25 BC 0.44 Vert(TL) 0.24 1 >64 BCLL 0.0 Rep Stress Incr YES WB O.OD Horz(TL) 0.00 5 n/a BCDL 10.0 Code UBC97/ANSI95. (Matrix) 1st LC LL Min Vdefl = 360 Weight: 20 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2. TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 ' BOT CHORD Rigid ceiling directly applied or 10-070 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS_ (Ib/size) 2=431/0-5-8, 5=333/Mechanical Max Horz 2=95(load case 4) Max Uplift 2=57(load case 5), 5=22(load case 3) • FORCES (lb) - First Load Case Only TOP CHORD 1-2=24, 2-3=65, 3.4=7, 3-5=270 BOT CHORD 2-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=18ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure.C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1;33 plate grip DOL=1.33. • 2)' This truss has been designed for a 10.0 psf bottom chord live load noriconcurrent with any other live loads per Table No. 16-6, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASES) Standard A 1* I. 0 C171$0 Ga * EXP. NM- 01105 ,t< CrVill. �TFOFCALV1 October 13,2003 Q Waming - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only wrlh Mrrek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramentars 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 - responsibllfiry of the erector. Additional permanent bracing of the overall.structure is the responsibility of the building designer. For general guidance regarding fabdcation,.guality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard; DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Dnofdo Drive, Madison, WI 53719 y Tek Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 'Center Damage or Personal Injury s/4 plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each . !g TOP CHORDS other. cs - face truss o JS O u �, ; Q!: 3. Place plates. oh each of at each joint and embed fully. Avoid knots and wane at joint locations. U = 4. Unless otherwise noted, locate chord splices �e v U . CL O a at 1A panel length + 6" from adjacent joint.) p 9 (- j j 1 For 4 x 2 orientation, locate ~ C8 C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of. lumber shall not exceed 19% at time of fabrication. plates 1/8" from outside edge Jl J8 J7 J6. of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. • 4 4 The first dimension is the width 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better.than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft: spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER.. 561 12. Anchorage and / or -load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur..>. engineer. We i� 15. Care should be exercised in handling, erection and installation of trusses. 1 MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. 41 a. 41 a 0 0