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04-4134 (SFD) Truss CalcsJ., M''WTruss 35-325. DATE PALM DR. SUITE 225 CATHEDRAL CITY; CA 92234- j 760-202=3699 (0) 760-202-4399 (F) wt x0m : 7-77 -0745. (M) 51 V %ft 9FA X ' d ick%e _ zr�er cls THE QUARK • LOT 3 REVIEWED - RESUBMIT � ❑ REVISE ��D R�,�phgl7 ❑ REJECTED ❑ FURNISH, AS CC)RRECTEOJ La_y U I NTA, C/ Corrections or comments made an 3`,z shop .drawing_,. dur;no this rsvier.� 1I • CITY i OF ��'��� cJo no, r� --, :•:r.:rc'or from cum- p+!Once wife ;er[n crr.n;s cf S- vrawings ons . and "o .: specificatiuns, llc �:1 a[ r r;r .o:r:rad Jxice. This BUILDING &SAFETY DEPT. chec', is Only for re ;,!nv of jg:!;erC` is ain?. AL8 WITP, . APPROVED. ED' the deipc ncec.; of pr R arees3�C ; ce with the r;:iurr�stion rn . FOR CONSTR CTIOIV 5iverr .1he" ort curr,7r'S: Tl'["2 raid rry �;.�,.• .,s respon,ibb foT: conlil r'mino r3nd L7r- gelatin, t;ti?s �� cJin�ensicn5; E lf:•ttn ; `ri'3riC.'7 ;an PraCSi;G; r;I r C1S yll! O i"' ^,�rr�InCii:3e; • �jl / DATE O / b his ..{ori: w;' t -,! •,t 01: t�: '� n., rerrurmia his wor•lc is a s•.f_ 1 05/05/04 W-21 PEI S."i.micruizalL cNoi kEft ,C., _ 04/22/04' WOOD ROO F T Date �. _i O O �___ / - y 7 PLACEM ENT PLAN- AN D CALCU LATI ONS �. i 4 SO.UTHWEST'S TRUSS.' MANUFACTURER . 35-325. DATE PALM DR. SUITE 225 CATHEDRAL CITY; CA 92234- j 760-202=3699 (0) 760-202-4399 (F) wt x0m : 7-77 -0745. (M) 51 V %ft 9FA X ' d ick%e _ zr�er cls 00 N �' z .� Q. H Job Desc.: THE QUARRY LOT 3 �O D0C. fp L.Q_-3 W a�t..ti..c 3 o 0 3 7 W -TI LaQUINTA, CA O i s u N j' ➢� O n i t, 11 S n ' C 2 G L 2'12 C P. O—O�' 72 l,0 _ 7 " 9 7 n' Q 0 UIZ. 0 me .� R o -t0M 05 1— 41 z c 0ZZ rn03 lornrn.. X7070 rn ct D -n -n O 1 r o a C rn a {"{ppCC N C) L , rn rT1 22 N. N rn N O a WEDU ........ ...... s 10 q, o D A03 �O R O S O r _ DO 0 A03 o SZ OS —A-- w n R a c w . A p. =. Si CO � 4. < N 2-9-G [E S 0 AOI 5-9-8 17-G-8 Nry 3m Nrn VD -v NC 12-7-8 1G-9-9 . v L �rt o l l r.il1 O=7o. N �' 1 .� Q. H Job Desc.: THE QUARRY LOT 3 D0C. n W a�t..ti..c 3 0 0 0 <rn a Quality On -Time Service LaQUINTA, CA N �j fUNrnni rnCN `�" n r- o Ul(��JWN o n ' C 2 G L 2'12 C P. O—O�' C,7 0 UIZ. 0 R o -t0M 05 1— 41 z 0ZZ rn03 lornrn.. X7070 rn ct D -n -n O 1 r o a C p. a {"{ppCC N C) L , rn rT1 22 N. N O N O a WEDU . s 10 q, o D �O R t3 S o l l r.il1 O=7o. N �' 1 .� Q. H Job Desc.: THE QUARRY LOT 3 D0C. n epi tL a�t..ti..c 3 s a Quality On -Time Service LaQUINTA, CA N �j fUNrnni rnCN `�" n r- o s o n ' C 2 G L 2'12 C P. C,7 R o -t0M 0ZZ ct Fin Oz p n 0- C n 03Z cm 03 Ho N. N O N O a WEDU . s Jay q, o o �O R t3 S i7 DO 0 3 o SZ 0-n Z: 38 o ty. � T n R a c w r. T O p. =. Si CO 4. < �, 0, S 0 SHOP DRAWING APPROVAL THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses am designed as individual building components to be THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER Incorporated into the building design at the specification of the building resigner. See individual design sheets for each TRUSS LAYOUTS. REVIEW AND APPROVAL OF THIS LAYOUT MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT. truss design. identified on the placement drawing. The building designer Is responsible for.temporary and permanent bracing VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. ANY CHANGES OR of the roof and floor system and for the overall structure.. The design of th. truss support structure including headers, beams, ALTERATIONS TO THIS LAYOUT MUST BE NOTED ON THIS DRAWING & INITIALED BELOW BY BUILDER OR HIS/HER REPRESENTATIVE walls, and columns Is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of - wood trusses" available from the Truss Plate Institute, 687 D'Onifrio Drive; .Aadison; WI 67175. Approved y: Date: Tient: G J K BUILDERS Q. Address: JMW TRUSS $ COMPONENTS 35-325 Date Palm Dr., 5ulte #225 Job Desc.: THE QUARRY LOT 3 Site Information: JMW Truss Cathedral City, CA 92234, Quality On -Time Service LaQUINTA, CA Telepbone(.7G0) 202-3699 Fax' (7GO) 202-4399. ex Contact Sales: Telephone: Fax: ' ' Contact' . Scale:Date: NO SCALE 04/22/04 # Drawn Ply: PIT RT 54040277 C 2 G L 2'12 C P. C_M • LIN 0 zM 0 W MiT'ekO MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus He,ghts, CA, 95610 Telephone 916/676-1900 Re: 64040277 Fax 9161676-1909 B4040217 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: R12069921 thru R12069972 My license renewal date for the state of California is September 30, 2004. REVIEWED ❑ REVISE AND RESUBMIT ❑ REJECTED 0=URNISH AS CORRECTED Corrections or comments made on the shop Drawings duringthis r-vir , (in i ^i ra'.ir,-r on?raclo, from com-. pliance. vvi+:: r ,: :: nr3� l;� � f i;-ia3 arawings and sperificaii•aeit, :,:-ws,:yrsc:: contract price. This chew- cillv f•:. . .:..c4v .;P,;�erc . t:uilf;;rmarice with the des: of fisc pro: . NL; .jc+aJrat compliance with. onnation given in the co;rtrcct documents. Th. is resp )nsib!.s 6r: GO 9'•Prinri(S and cor• ':G°i::n r; ,,i;+: and dlmsn�c r/s. :!,:atirt<g fabrication i9Crin(.!ues Ci' �i2.',tr!.',:,'i �fY" Coor-lnatinq 1 h:, work w;,", t;'.;t Gf•'Cd I. fi•i6e3i .�.d-:s� ��nd perfouning, his wort( In a 9ai'Po. nild FC':F:'.::-. .'iilOr:3':e! - WF1 PL- zi tB'DCT:9 S«n :e�:%rrdi RS, 6�tC. Date May 3,2004 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec. 2. • 0 9 Job Truss Truss Type Qty Ply 84040277 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 R12069921 B4040277' A01 ROOF TRUSS 1 1 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.12 8-9 >999 BCLL '0.0 Job Reference (optiona) vmvv I — vr\I lIGV I VI I r, / VVYVG-JVAU RVDLWJIvIvv 1 RVJJ.VVIvI D. s uun US V LVVJ Ivll IeK InaIneS, Ir1C. Hpr 3U 7 �:443:":u.34' LVUrage. I 0-0-0 r'rl 0-0.0 7-0-8 12-1-12 17-6-8 TRUSS DESIGNS FOR THIS JOB 5 1� r4 12 DESIGN(S) Scale = 1:31.1 'ARE NOT CHECKED FOR WIND LOADS 2x4 M1120 II All plates are 1.5x4 M20 unless otherwise indicated. 3x7 MII20 — 2x4 M1120. I I 4.00 17 1 3 4 h 3x4M1120 II 0-M 3x5 M1120 = - 2x4 MI120 II 3x4 M1120 6-8-8 ,7-4-8 12-1-12 17-6-8 6-8-8 0-8-0 4-9-4 5-4-12 4x6 M1120 — 0-0-0 Plate Utrsets (A,y): (/:u-1-j,u-L-Uj LOADING (psf) SPACING, 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase . 1.25 TC 0.64 Vert(LL) -0.04 8-9- >999 M1120 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.12 8-9 >999 BCLL '0.0 Rep Stress Incr YES WB 0.37. Horz(TL) 0.03 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 91 Ib LUMBER ._. BRACING TOP CHORD .2 X 4 HF No.2 TOP CHORD Sheathed or 4-5-7 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 X4 HF Stud/Std G `Except' , 1-11 2 X 4 HF No.2 .OTHERS' 2 X 4 HF Stud/Std G SLIDER Right 2 X 4 HF-Stud/Std -G 2-94 REACTIONS (Ib/size) 7=844/0-5-8, 11=844/0-5=8 FORCES (lb), First Load Case Only TOP CHORD 1-2=-1139, 2-3=-1007, 3-4=-919, 4-5=-1116, 5-6=1595, 6-7=-1714, 1-11=-771 BOT CHORD 10-11=230, 9-10=1004, 8-9=1544, 7-8=1544 WEBS 2-10=82, 4-9=264,5-9=-594,5-8=100, 1-10=795 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Gable studs spaced at 1-4-0 oc. 3) This truss has'been designed for a 10.0 psf bottom chord live load nonconcurrentwith 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. LOAD CASE(S) Standard ® WARNINO - Verijg design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII--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. 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 stricture is the responsibility.of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ' ANSI/TPII quality Criteria, DSB-89 and BCSti Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. May 3,2004 V77 Greenback Lane Suite 109 G.itrus Heights; CA, .956 -ml - a MiTeW 5610 - MiTek Job Truss Truss Type Qty Ply 64040277 PLA—ES GRIP TCLL 16.0 Plates Increase' 1.25 TC 0.64 Ri2069922 84040277 A02 ROOF TRUSS 3 1 BC 0.41 Vert(TL) -0.12 8-9 >999- . BCLL 0.0 Job Reference (optional JIv1VV 1 KUJJ, UAI Mr-UKAL VI IT, IOU-LUL-,JMftI KL)O(1;/JIVIVV I KUJJ.uum 0-0-0 7-0-8 7-0-8 0.000 s Jun to LUub MI I eK mGusines, Inc. I -n Apr 3U T C:44:uJ.LUU4 rage T Q-0-0 12-1-12 :7-6-8 5-1-4 ' 1,4-12 Scale .= 1:31.1 2x4 101120 II 30 M1120 = 2x4 M1120 11 4.00 Fit ., 3 4 3x4101120 .11 3x5101120 - 2x4 M1120 11 4x6 M1120 = 0-0-0 3x4 M1120 = _ 0-0-0 6-8-8 74.8 12-1-12 E7-6-8 6-8-8 0-8-0 4-94 .e4-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl PLA—ES GRIP TCLL 16.0 Plates Increase' 1.25 TC 0.64 Vert(LL) -0.04 8-9 >999 MI12& 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.12 8-9 >999- . BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.03— 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weigh: 71 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-5-7 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied Q 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 1-11 2 X 4 HF No.2 SLIDER Right 2 X 4 HF Stud/Std -G 2-9-4 REACTIONS (Ib/size) 7=844/0-5-8, 11=844/0-5-8 FORCES (lb) - Fust Load Case Only TOP CHORD 1-2=-1139, 2-3=-1007, 3-4=-919,4-5=-1 1 16,5-6=-1595,6-7=-1714, 1-11=-771 BOT CHORD , 10-11=230, 9-10=1004,8-9=1544,7-8=1544 WEBS 2-10=-82, 4-9=264,5-9=564,5-8=1100, 1-10=795 NOTES 1) Unbalanced roof live loads have been considered for this design. 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. LOAD CASE(S) Standard G May 3,2004 ® WARNDVO - Ver(& design parameters and READ NOTES ON THIS AND DVC -LUDED MUTER REFERENCE pAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M1ek connectors. This design 6 based only upon parameters shown, and 4 for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 l' 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 brodrig of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TPIt Quality Criteria, DSB-89 and BCSIt Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, K 53719. M iTek 4. • Job Truss Truss Type Qty Ply 84040277 7-0-8 Plate Offsets (X,Y): [1:Edge,0-2-0), [3:Edge,0-2-0) R12069923 64040277 A03 ROOF TRUSS 2 1 PLATES GRIP TCLL 16.0 Plates Increase . 1.25 TC 0.61 Vert(LL) -0.04 5-6 >999 Job Reference (optional" 1 10-0-01 r 1 I I ` I I ' --v-- i,VQ0.,W,v1 v.vuv b dun V LVVJ IVII I UA IIIUU,a1Cb, Ina. rll NFA JV iu4,+.V'4 zuu4 rage 1 0-0-0 7-0-8 14-1-0 i I 7-M 7-0$' 4x7 MII20 - Scale = 1:25.5 2 3x10 M1120 = 3x4 UIN I I 7-0-8 14-1-0 • 7-M 7-0-8 Plate Offsets (X,Y): [1:Edge,0-2-0), [3:Edge,0-2-0) LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) 'I/defl PLATES GRIP TCLL 16.0 Plates Increase . 1.25 TC 0.61 Vert(LL) -0.04 5-6 >999 M112C 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.08 5-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 4' n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weig;lt: 57 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5-9-9 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied o-10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 1-62 X4 HF No.2, 3-4 2 X 4 HF No.2 a REACTIONS (Ib/size) 6=669/0-5-8, 4=669/0-3=8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-824, 2-3=-824,11-13=594, 34=-594 BOT CHORD 5-6=234, 4-5=234 WEBS 2-6=-80, 1-5=482, 3-5=482 NOTES 1) Unbalanced roof live loads have been considered for this design: 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 ® WARNING - Verijg design parameters and READ NOTES ON TMS AND INCLUDED WTEE REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mr1ek connectors. This design is based only upon parameters shown, and is for on individual buldrng component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety Information available from Truss Plate Institute, 5153 D'Onofdo Drive, Madison, WI 53719. ESS/O\ 1n'�`9l J.. C►VI1-. �P OFCAO� -May 3,2004 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 - -- MiTet • " Job_ Truss Truss Type Qty Ply 64040277 Plate Offsets (X,Y): [1:0-3-8,0-1-8], [3:0-2-9,01-8] LOADING (psf) .' R12069924 CSI 64040277' A04 ROOF TRUSS 1 1 Plates Increase 1.25 TC 0"19 Vert(LL) -0.01' 5 >999 M112) 185/148 TCDL ' 22.5 Job Reference (optionak JMVVO I K-0UZ: J, GH I KtUKfiL U I T, [OU-202-3699KUCI(r;7JIVIVV 1 KUSS.COM 5.000 s Jun 9 2003, IVII I ex Incusrnes, Inc. Fri Apr 00 1::4'h:Ua 4UU% rdge I 0-0-0 3-11-8 7-11-0 0 3-11-8 3-11-8 Scale = 1:13.6 4x4 M1120 All plates are 1.5x4 M20 unless otherwise indicated. - 2 Ll 9 ®. WARNING - Verify design Parameters and READ, NOTES ON TRIS AND INCLUDED MITES REFERENCE PAGE MU 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. 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 - ANSI/TPII quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.. �rFOFCAt�F°� May 3,2004 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 M1 -MiTek® 3-11-8 7-11-0 3-11-8 3-11-8 Plate Offsets (X,Y): [1:0-3-8,0-1-8], [3:0-2-9,01-8] LOADING (psf) .' SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0"19 Vert(LL) -0.01' 5 >999 M112) 185/148 TCDL ' 22.5 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.02 5 >999 BCLL 0.0 Rep Stress Incr YES" WB 0.05 Horz(TL) 0.01 4 n/a BCDL 10.0 Code UBC97/ANSl95 (Matrix) 1 st LC LL Min Vdefl = 360 Weic ht: 24 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 6 HF No.2 `Except' 2-5 2 X 4 HF Stud/Std-G OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 6=362/0-5-8,-4=362/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-506, 2-3=-506, 1-6=-304, 3.4=-304 BOT CHORD 5-6=432, 4-5=432 WEBS 2-5=34 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Gable studs spaced at 1-4-0 oc. - 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 FE S1 D Z LL; rn C 919 or . 9 ®. WARNING - Verify design Parameters and READ, NOTES ON TRIS AND INCLUDED MITES REFERENCE PAGE MU 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. 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 - ANSI/TPII quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.. �rFOFCAt�F°� May 3,2004 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 M1 -MiTek® Job Truss Truss Type Qty Ply 84040277 CSI DEFL ' in (loc) I/defl PLATES GRIP TCLL 16.0 R12069925 B4040277 A05 ROOF TRUSS 3 1 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.02 5 >999 BCLL 0.0 Job Reference (optional): JIVIvVI MUJJ, VMI nrLJM-%L VI IT, r0U-LVL-J0WV RV6((JIVIVV I RUOO.UVIVI. J.UUV , JUII V LVVJ IVII I CR IIIUUbUlUb", IIIU. r-11 Mi/1.JV'IJYY.VJ LVVY rdyu I 0-0-0 3-11-8 7-11-0 • 3-11-4 3-11-8 Scale =1:13.6 EM 4x4 M1120 = 2 r 3-11-8 7-11-0 3-11-8 3-11-8 N n d Plate Offsets (X;Y): [1:0-3-8,0-1-81, [3:0-2-9,0-1-81 LOADING (psi] SPACING 2-0-0 CSI DEFL ' in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 5 >999 MII20 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.02 5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL)0.01 4 n/a BCDL 10.0. Code UBC97/ANS195 (Matrix) 1st LC LL Min l/defl = 360 Weight: 22 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 o-10-0-0 oc bracing. ' WEBS 2 X 6 HF No.2 *Except* 2-5 2 X 4 HF Stud/Std-G • REACTIONS (Ib%size) 6=362/0-5-8, 4=362/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-506, 2-3=-506, 1-6=-304, 3-4=-304 BOT CHORD 5-6=432, 4-5=432 WEBS 2-5=34 NOTES 1) Unbalanced roof live loads have been considered for this design. 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 0 a WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M1Tek connectors. This design 4 based only upon parameters shown, and is for an individual building component.. Applicability of design parornenters and proper incorporation of component is responsibility of binding designer- not friss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11,Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, M 53719. , Q�OF ESS/p\ 3��� . . C1V1��/��P �TF0-CALiFO� May 3,2004 7777 Greenback Lane �® Suite 109 - Citrus Heights, CA, 95610 -- MiTek dD Job Truss Truss Type City Ply B4040277 0-0-0 R12069926 B4040277 B01 ROOF TRUSS 4 1 12-5-11 17-10-8 • 2-2.8 5-1-13 5-1-0 Job Reference (optional, JIr/K►{/-f�VJJ, li/11 rICVrV1L l.,l l I, !r%VDLWJIVIVV.I RVJJ.VVIVI D.VUV J Jull J LVUJ IVII I CR IIIUU,UICb, Illu. rfl mpi JV IJ-`F4.Va LVV'+ -rdyu I - 0-0-0 I 2-2-8 7-4-5 12-5-11 17-10-8 • 2-2.8 5-1-13 5-1-6 54-13 Scale = 1:30.6• 3x6 M1120 = 10 0 0.25 12 4x4 M1120 = 4x10 M1120 11 • 3x7 M1120 = - &B M1120 _ 5x6 M1120 = 3x4 M1120 11 0-0-0 0-0-0 2-2-8 7-4-5 12-5-11 17-10-8 • 2-2.8 5-1-13 5-1-0 54-13 LOADING (psf) SPACING, _ 2-0-0 CSI. DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.17 7-8 >999 M112C 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.44 7-8 >476 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.05 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min. Vdefl = 360 'Weigyit: 69 lb LUMBER BRACING A TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-10-0 cc purlins. 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 Stud/Std G `Except' 9-10 2 X 6 HF No.2, 6-11 2 X 6 HF No.2 5-7 2 X 4 HF No.2 REACTIONS (Ib/size) 9--914/0-3-8,6=914/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-9=-8, 1-10=0, 1-2=-133, 2-3=-3327, 3-4=-3326, 4-5=-2643, 5-6=-837, 5-11=0 BOT CHORD . 8-9=1576,7-8=2638,6-7=254 WEBS 2-8=1782, 3-8=-431, 4-8=705, 4-7=-573, 5-7=2470, 2-9=-1658 NOTES' 1) Unbalanced roof live loads have been considered for this design. 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Design assumes 4x2 (flat orientation) purlins at cc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard eRQFESS/ (} I CC w C -9 Mill CIVIL �Q - 9�OFCAUFQ�� May 3,2004 ® WARNING - VerVy design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE IM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design 6 based on u Suite 109 19 Y g ty Pon parameters shown, and for an individual building component. 1 Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral suppod of individual web members only. Additional temporary bracing To insure stability during 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:clualiy control, storage, delivery, erection and tracing, consult ANSIAPll Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, N 53719. iii r� u Job Truss Truss Type city Ply 84040277 0-M 0-0-0 6-3-0 11-4-13 16-6.3 R12069921 84040277 B02 ROOF TRUSS 3 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Job Reference (optional: . JIVIVV I KUJJ, L,A I nCUFWL VI 1-T, 10V -LUL -30`V%0 KVC(OJJIVIVV I KUZiJ.I.VIVI 0.000 5 Jun V LUUa IVII I eK Inaustnes,' Inc. rn Apr Ju 1=44:Ur LUU4 rage I. 0-" 0-0-0 6-3-0 11-0-13 . 16-6.3 21-11-0 • 6-3-0 5-1-13 5-1-6 5-4-13 Scale = 1:38.2 7x8 Ml12O = 13 0.25 12 3x5 M1120 = 6x6 M1120 1 ' 6x7 M1120 = 14 May 3,2004 ®WARNING - Ver(jW design p--tc- and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE, 7777 Greenback Lane Design valid for use only with MWek connectors. This design is based on u Suite 109 9 Y r only upon respmeters shown, and is for an individual not truss binding component. Citrus Heights, CA, 95610ml Applicability of design paramenters and proper incorporation of component is responsiblity of building designer- not friss designer. Bracing shown 6 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 ofthe overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 quality Criteria, DSB-89 and BCSII Building Component M iTek` Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madaon; YA 53719. 3x5 M1120 = 6x7 M1120 = 5x7 Mll20 WB - 5x8 MI120 - 3x4 M1120 II • - 6x8 M1120 0-M 0-0-0 6-3-0 11-4-13 16-6.3 21-11-0 6-3-0 5-1-13 5-1.6 54-13 Plate Offsets (X,Y): [8:0-3-8,0-2-8], [10:0-3-8, Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) ]/,deft PLATES GRIP TCLL. 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.37 9-11 >703 M112C 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.96 9-11 >267 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.05 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weignt: 83 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 1-11-3 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 240OF 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 12-13 2 X 6 HF No.2, 7-14 2 X 6 HF No.2 1-112X4 HF No.2,6-8 2 X 4 HF No.2 REACTIONS (Ib/size) 12=1127/0.5-8, 7=.1127/6-5-8 FORCES ' (lb) - First Load Case Only TOP CHORD 1-12=-997,1-13=0, 1-2=-4447, 2-3=-5090, 3-4=-5090, 4-5=-5085, 5-6=-3460, 6-7=-1032, 6-14=0 BOT CHORD 11-12=698, 10-11=4440, 9-10=4440, 8-9=3455, 7-8=303 WEBS 1-11=3789, 2-11=-575, 2-9=659, 3-9=-434, 5-9=1681, 5-8=-794, 6-8=3266 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fog 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) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d. nails. ESS/o�,pp�' LOADCASE(S) Standard OQRt3F May 3,2004 ®WARNING - Ver(jW design p--tc- and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE, 7777 Greenback Lane Design valid for use only with MWek connectors. This design is based on u Suite 109 9 Y r only upon respmeters shown, and is for an individual not truss binding component. Citrus Heights, CA, 95610ml Applicability of design paramenters and proper incorporation of component is responsiblity of building designer- not friss designer. Bracing shown 6 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 ofthe overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 quality Criteria, DSB-89 and BCSII Building Component M iTek` Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madaon; YA 53719. 0 Job Truss Truss Type Qty Ply 84040277 4-5-8 R12069928 64040277 B03 SLOPING FLAT 2 1 DEFL in (loc) I/deft PLATES TCLL 20.0 Plates Increase Job Reference (optional; JIVIVV I KUAS, IJHI r1tUKHDLU-0 Y, /bu-ZUZ-3bt1`J KUtl(dJMW I KUJS.L U VI b.uuu s Jun `J zuud MI I eK mausines; mc. rn fipr 3u 134 :vo zUu4 rage 1 4-5-8' 4-5-8 3x6 MOO REACTIONS (Ib/size) 4=214/0-3-8, 3=214/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD 1-4=174,1-5=0, 1-2=3, 2-3=-174 BOT CHORD 3-4=0 WEBS 1-3=-0 NOTES 1) Provide adequate drainage to prevent wateronding. 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) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NTITEK REFERENCE PAGE AM -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the erector. Additional permanent bracing of the overall stricture is the resporuiblity, of the building designer. For general guidance regarding fabrication, quality -control, storage, delivery; erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate institute, 583 D'Onofrio Drive, Madison," 53719. Scale = 1:10.7 GRIP 185/148- NEAME • �. CtV1t \P !! 0 CAtl���� May 3,2004 7777 Greenback Lane Suite 109 Citrus Heights; CA, 9561 -ml, M 5610 - M iTek® 2� 41 MII70 It 4-5$ 4x5 MII?n 4-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES TCLL 20.0 Plates Increase 1.25 TC 0.38. Vert(LL) -0.02 3-4 >999 M112C TCDL 22.5 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.04 3-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weig;it: 18 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-5-8 oc purlins, except end verticals BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied o 10-0-0'oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 4-52 X6 HF No.2 REACTIONS (Ib/size) 4=214/0-3-8, 3=214/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD 1-4=174,1-5=0, 1-2=3, 2-3=-174 BOT CHORD 3-4=0 WEBS 1-3=-0 NOTES 1) Provide adequate drainage to prevent wateronding. 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) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NTITEK REFERENCE PAGE AM -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the erector. Additional permanent bracing of the overall stricture is the resporuiblity, of the building designer. For general guidance regarding fabrication, quality -control, storage, delivery; erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate institute, 583 D'Onofrio Drive, Madison," 53719. Scale = 1:10.7 GRIP 185/148- NEAME • �. CtV1t \P !! 0 CAtl���� May 3,2004 7777 Greenback Lane Suite 109 Citrus Heights; CA, 9561 -ml, M 5610 - M iTek® C] L, n U 46 Job Truss Truss Type Qty Ply 64040277 PLA—ES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 R12069929 B4040277 B04 ROOF TRUSS 5 1 BC 0.65 Vert(TL) -0.42 7-8 >492 BCLL 0.0 Job Reference (optional; JMO-VOV-0I KU55, UA I HtUKAL LA I Y, tbU-ZUZ-3bV`J KUt$(dJM VV I KUSJ.GUM b.uuu s Jun `J ZUU6 MI I eK mau5lnes, Inc. I -n Apr 3u•1S44:uv ZUu4 rage 1 u-" 2-2-8 7-4-5 12.5-11 1--7-0 2-2-8 5-1-13 5-1-6 E-1-5 Scale = 1:30.3 3x6 M1120 = 10 0.25 rTF .. 4x4 M1120 = 4x8 MII20 - 3x7 M1120 = 6x8 M1120 = 5x6 M1120 = 3x4 M1120 11 0-0-0 0-0-0 2-2.8 74-5 12-5-11 10-7-0 2-2-8 5-1-13 5-1-6 -1-5 LOADING (psf) SPACING. 2-0-0 CSI DEFL in (lob) . I/deft . PLA—ES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.16 7-8 >999 MII29 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.42 7-8 >492 BCLL 0.0 Rep Stress Incr YES WB 0.81 HOrz(TL) 0.04 ' 6 n/a BCDL- 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weidlt: 67 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-10-8 oc puriine, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied Ia 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 9-102 X6 HF No.2, 5-6 2 X 4 HF No.2 5-7 2 X 4 HF No.2 • REACTIONS (Ib/size) 9=903/0-5-8, 6=903/Mechanical FORCES (lb) - First Load Case Only TOP CHORD 1-9=-8, 1-10=0, 1-2=-132, 2-3=-3264, 3-4=-3264, 4-5=72547, 5-6=829 BOT CHORD 8-9=1557, 7-8=2543, 6-7=211 WEBS 2-8=1738, 3-8=-431, 4-8=739,-4-7=-586, 5-7=2423, 2-9=-1637 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 167B,'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. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 40 u 0 ® WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE hffi-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria,.DSB-89 and BCSI7 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719. PROF jE�'�-- 7CIVI' May 3,2004 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 MI M iTeke • 1-1 ,I LJ Ll n U 0 9 Job Truss Truss Type Qty Ply 64040277 (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase R12069930 64040277 1306. FLAT 1 TCDL 22.5 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.07 5-6 >999 Job Reference (optional: J1v1vY 1 r%UJJ, lilil nr- JrV%L l,.l IT, rOU-LUL-J9UU t(U6(r✓/J1vIVv 1 r -'Liz J.I.UIVI 0-0-0 3.11-8 3-11-8 1 4x7 M1120 = 0.000 S Jun ULUU3 IVII I eK inousirles, Inc. rn Apr 3LL 1=44:1U LUu4 rage T 0-0-0 7-11-0 3-11-'8. Scale = 1:13.8 2)(4 M1120 11 4x7 M1120 - 2 3 2x4 101120 II 2x4 M1120 II 0-0-0 0-0-0 3-11=8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.03 5 >999 MII2C 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.07 5-6 >999 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) -0.00 4 n/a BCOL 10.0 Code ' UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weig-�it: 71 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 6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X4 HF Stud/Std G REACTIONS (Ib/size) 6=1931/0-5=8, 4=1931/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD 1-6=12113,1-2=3037,2-3=-3037, 3-4=-1213 BOT CHORD 5-6=-0, 4-5=0 WEBS 2-5=-347,1-5=3217, 3-5=3217 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 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 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) Girder carries tie-in span(s): 17-7-0 from 0-0-0 to 7-11-0 LOAD CASE(S) ' Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 4-6=-421.4, 1-3=-85.0 WARNING - Vergy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is Foran individual building component. Applicability of design porarrienters 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 stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, M 53719. May 3,2004 7777 Greenback Lane Suite 109 Citrus Heights,CA, 95610 301 MiTek� • Truss Truss Type Qty Ply 64040277 ' PLATES TCLL 16.0 Plates Increase 1.25 TC ' 0.43 R12069933 64040277 D01A COMMON 1 1 BC 0.23 Vert(TL) -0.07' 7-8 >999 BCLL 0.0 Job Reference (optional' WB 0.42 Horz(TL) 0.00 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weig,,at: 71 Ib - JMW TRUSS, CATHEDRAL CITY, 76-00-202-3699 ROB@JMWTRUSS.COM 5.000 s Jun 9.2003 MiTek Industries, 0 c. Fri Apr 30 15:44:13 2004 Page 1 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 2-6-12 13-9-8 REACTIONS (Ib/size) 8=524/0-5-8, 6=786/0-5-8 • 'FORCES (lb) - First Load Case Only 2-6-12 4.00 5x6 M1120 - 11-2-12 • I 11 ' WEBS 2-7=159,3-7=-16.2-8=-485,3-6=-681,4-6=-191 2 NOTES 1) Unbalanced roof live loads have been considered for this design. I T 2x4 M1120 II 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per LM Job Truss Truss Type Qty Ply 64040277 ' PLATES TCLL 16.0 Plates Increase 1.25 TC ' 0.43 R12069933 64040277 D01A COMMON 1 1 BC 0.23 Vert(TL) -0.07' 7-8 >999 BCLL 0.0 Job Reference (optional' 6-3-5 J N n N ?0 11 i 11-7-8 13-9-8 5-4-3 2-2-0 • 9 Scale = 1:36.4 GRIP 185/148 i R FESS/p\ r\0 of€ .0919 /� OF C 00Z) May 3,2004 ® WARNING - Verjfy design parameters and READ NOTES ON 7WS AND INCLUDED =ES REFERENCE PAGE AM -7473 =MUSE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters andproper inco Citrus Heights, CA, 95610mi APP' NP incorporation of coinpon8nf is responsibility. of building designer truss designer. Bracing shown k for lateral support of individual web members only. Additional temporary bracing to insure stabBity during construction is the responsibillity of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI,53719. - M iTe�k LOADING (psf) SPACING 2,0-0 CSI DEFIL in '(loc) I/deft PLATES TCLL 16.0 Plates Increase 1.25 TC ' 0.43 Vert(LL) -0.03 7-8 >999 M1120 TCDL 22.5 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.07' 7-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.00 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weig,,at: 71 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 REACTIONS (Ib/size) 8=524/0-5-8, 6=786/0-5-8 'FORCES (lb) - First Load Case Only • TOP CHORD 1-2=47, 2-3=-362,3-4=166,1-8-15, 4-5=17 BOT CHORD 7-8=186, 6-T=278,5-6=39 ' WEBS 2-7=159,3-7=-16.2-8=-485,3-6=-681,4-6=-191 NOTES 1) Unbalanced roof live loads have been considered for this design. 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 • 9 Scale = 1:36.4 GRIP 185/148 i R FESS/p\ r\0 of€ .0919 /� OF C 00Z) May 3,2004 ® WARNING - Verjfy design parameters and READ NOTES ON 7WS AND INCLUDED =ES REFERENCE PAGE AM -7473 =MUSE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters andproper inco Citrus Heights, CA, 95610mi APP' NP incorporation of coinpon8nf is responsibility. of building designer truss designer. Bracing shown k for lateral support of individual web members only. Additional temporary bracing to insure stabBity during construction is the responsibillity of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI,53719. - M iTe�k Job Truss Truss Type Qty Ply 64040277 7-3-3 R12069934 64040277 D02 ROOF TRUSS 6 1 CSI DEFL in (loc) . I/deft PLATES GRIP TCLL 16.0 Job Reference (optionab JIVIVY I RUOO, VMI nCUR L VI I T; / ovrzuz-Jayy RVaUJIVIvv I MUDJ.VUIVI 0.000 s Jun y LUU3 IVII I eK InuysUles, inc.rn Hpr SU 01:•:44:14 LUU4 rage -1 0-0-0' 0_3-0 2-6-12 8-8-12 13-6-8 r I 2-6-12 6-2-0 4-9-12 4.00.12 5x7 M1120 - _ Scale = 1:36.4 2 2x4 M1120 II 1 3x6 MI120 zza , 3 3x4 M_120 11 q 4 r - N I� ® WARNING - Verify design parameters and READ NOTES ON TI$ AND INCLUDED MITES REFERENCE PAGE MU --7473 BEFORE USE Design valid for use only with Nb7ek connectors. This design 6 based only upon parameters shown, andis for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltity, of the erector. Additional permanent bracing of the overall structure is'the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, N 53719. May 3,2004 7777 Greenback Lane - �® Suite 109 Citrus Heights, CA, 956 W -- - . MiTek® 6-3-5 13-6-8 ' • 6-3-5 7-3-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) . I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.06 5-6 >999 M1120 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.11 5-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 5 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weidht: 68 Ib LUMBER BRACING . TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 473-9 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied cr 5-7-1 oc bracing. WEBS 2 X 4 HF Stud/Std G WEBS 1 Row at midpt 2-7,3-5 REACTIONS (Ib/size) 7=643/0-5-8, 5=643/Mechanical Max Uplift 7=-138(load case 5), 5=-656(load case 6) Max.Grav 7=1343(load case 4), 5=1862(load case 3) FORCES (lb) - First Load Case Only ' TOP CHORD 1-2=49, 2-3=-522, 3-4=-112, 1-7=-13, 4-5=-166 BOT CHORD 6-7=235, 5-6=526 WEBS 2-6=358, 3-6=-196, 2-7=-620, 3-5=616 NOTES. 1) Unbalanced roof live loads have been considered for this design. 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. 5) This truss has been designed for a total drag load of 2500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-6-8 for 184.6 plf. LOAD CASE(S) Standard �Q�O'Ytjj ® WARNING - Verify design parameters and READ NOTES ON TI$ AND INCLUDED MITES REFERENCE PAGE MU --7473 BEFORE USE Design valid for use only with Nb7ek connectors. This design 6 based only upon parameters shown, andis for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltity, of the erector. Additional permanent bracing of the overall structure is'the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, N 53719. May 3,2004 7777 Greenback Lane - �® Suite 109 Citrus Heights, CA, 956 W -- - . MiTek® 0 Job Truss Truss Type Qty Ply B4040277 3x4 M1120 = 3x8 MII20 = 3x4 M1120 11 TOP CHORD 1-2=-2b55, 2-3=-1527, 3-4=-1525, 4-5=-1253, 1-11=-1163, 5-6=1288 0-M BOT CHORD 10-11=341, 9-10=1869, 8-9=1171, 7-8=1171, 6-7=30 R12069935 84040277 D03 COMMON 3 1 14-8-0 1) Unbalanced roof live loads have been considered for this design. 22-1-10 25-7-12 • 7-2-6 Job Reference (optional) JIVwv I MUOO, VAI nMUMML lil I T, IOV-NL-3O`Jy KVD(dJIVIVV I KUJJ.LVIVI a.uuu s Jun J LUU3 MI I eK Inaustrles, Inc, 1•n Apr 3u 1:�:44aJ LW4 rage 1 0-0-0 7-2-6 14-8-0 22-1-10 25-7-12 I • 7-2-6 -7-5-10 7-5-10 3-6-2 Scale = 1:45.8 4x8 Mti20 0 3 0 N N • 3x5 MI120 I I 6x6 M1120 = - FORCES (lb) - First Load Case Only 3x8 M1120 = . 3x4 M1120 = 3x8 MII20 = 3x4 M1120 11 TOP CHORD 1-2=-2b55, 2-3=-1527, 3-4=-1525, 4-5=-1253, 1-11=-1163, 5-6=1288 0-M BOT CHORD 10-11=341, 9-10=1869, 8-9=1171, 7-8=1171, 6-7=30 0-0-0 7-2-6 NOTES 14-8-0 1) Unbalanced roof live loads have been considered for this design. 22-1-10 25-7-12 • 7-2-6 7-5-10. 7 5 10 3-6-2. ' - Plate Offsets (X,1):. [1:Edge,0-2-0], [7:0-3-8,0-1-8] 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 1) Regular, Lumber Increase=1.25, Plate Increase=1.25 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP - TCLL 16.0 Plates Increase 1.25 TC 0:78 Vert(LL) -0.07 7-9 >999 M1120' 1115/148 TCDL 22.5 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.22 9-10 >999 BCLL 0.0 . Rep Stress Incr NO WB 0.73 Horz(TL) 0.04 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weicht: 111 Ib Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design aromenters and proper incorporation APP ty �9 P p p rporation of component a responsibility of building designer -not truss designer. Bracing shown LUMBER is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the - BRACING erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ` TOP CHORD 2 X 4 HF No.2 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Cnofrio Drive, Madison, W153719. M iTek TOP CHORD Sheathed or 3-5-14 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 2-9 . 1-11 2 X 4 HF No.2 • REACTIONS (Ib/size) 11=1243/Mechanical, 6=1418/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2b55, 2-3=-1527, 3-4=-1525, 4-5=-1253, 1-11=-1163, 5-6=1288 BOT CHORD 10-11=341, 9-10=1869, 8-9=1171, 7-8=1171, 6-7=30 WEBS 2-10=-141, 3-9=307,4-7=-629, 2-9=-559, 4-9=216, 1-10=1551, 5-7=1417 NOTES 1) Unbalanced roof live loads have been considered for this design. 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 1) Regular, Lumber Increase=1.25, Plate Increase=1.25 QFESS/ �N Uniform Loads (plf) Q�,_ !`� Vert: 7-11=-20.0, 6-7=780.0, 1-3=77.0, 3-5=-77.09� i'G Fy G) C 919 rn CIV it. ��P 0FCAI�F�� May 3,2004 - ® WARNING - 17err. jy design parameters and REJ D NOTES ON THIS AND JNCLUDED MnZK REFERENCE PAGE XU 7473 BEFORE USE. 7777 Greenback Lane' �® Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design aromenters and proper incorporation APP ty �9 P p p rporation of component a responsibility of building designer -not truss designer. Bracing shown - Suite 109 AIIIIIIIIIII Citrus Heights, CA, 95610 Val is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Cnofrio Drive, Madison, W153719. M iTek J Job Truss Truss Type Qty Ply B4040277 LOADING (psf) SPACING 2-0-0,, CSI R12069936 84040277 D04 ROOF TRUSS 1 1 16.0 • Plates Increase 1.25 TC 0.80 Vert(LL) -0.07 7-8 Job Reference (optional) JIVIVV 1Muoa, L MI nCUKAL i..11 T, IOU-LUL-a0VU KUO�jIVIVV I KUJJ.IiUlvl o.uuu s jun U LUUa MI I eK Inausines, Inc. rn mpr au ra:wv: IO cuuv -rage I 0-0-0 7-5-8 14-111-0 . . 7-5-8 75.8 Scale'= 1:25.6 ►-1 .J • 0 0 'I All plates are 1.5x4 M20 unless otherwise indicated. 5x12 MII20 - 4 5 4.00 12 3 / d 2 6 cp 0-6-0 1 7 4x6 M1120 11 2x4 M1120 11 4x6 M1120 II 2x4 M1120' II ' 0-M 0-0-0 7-5-8 14-11-0 7-5.8 7-5.8 Plate Offsets (X,Y): [1:0-2-12,0-2-15],.[7:0-3-5,0-2-15], [8:0-0-0,0-0-0] LOADING (psf) SPACING 2-0-0,, CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 • Plates Increase 1.25 TC 0.80 Vert(LL) -0.07 7-8 >999 M112-3 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.15 7-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.03 7 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weicht: 61 Ib 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 SLIDER Left 2 X 4 HF Stud/Std -G 3-7-6, Right 2 X 4 HF Stud/Std -G 3-7-6 REACTIONS (Ib/size) 1=723/0-5-8, 7=723/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1270, 2-3=-1176, 34=-1069,4-5=1069, 5-6=-1176,6-7=1269 BOT CHORD 1-9=1116, 8-9=1116, 7-8=1116 WEBS 3-9=96, 5-8=96 Sheathed or 3-10-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Gable studs spaced at 1-4-0 oc. 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI l Building Component Safety Information available from Truss Plate Institute, 583 D'Cnofrio Drive, Madison, WI 53719. May 3,2004 7777 Greenback Lane __® Suite 109 Citrus Helghts, CA, 95610 MOW 7 Job Truss Truss Type Qty Ply B4040277 PLAMS GRIP TCLL 16.0* Plates Increase 1.25 TC 0.80 Vert(LL) -0.07 7-8 >999 R12069937 64040277 DOS ROOF TRUSS 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.03 7 n/a BCDL 10.0 Job Reference (optionali v.1 0-bi61 ---vi O.uvu b dun v zuvo' evil I CR itluubtltub, WG. ell NIA OV IL.". If cVVy rdyn 0-0-0 7-5-8. F 14-11-0 • 7.5-8 7-5.8 Scale = 1:25.6 • 5x12 MI120 - 4 6 LIM 4x6 M1120 I I 0-M 7-5-8 7-5-8 2x4 M1120 II 2x4 M1120 II 14-11-0 7-5.8 4X6 M1120 II 0-" Plate Offsets (X,Y): [1:0-2-12,0.2-15], [7:0-3-5,0-2-15], [8:0-0-0,0-0-0] LOADING (psf) SPACING 2-0-0- CSI DEFL in (loc) Vdefl PLAMS GRIP TCLL 16.0* Plates Increase 1.25 TC 0.80 Vert(LL) -0.07 7-8 >999 M112C 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.15 7-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.03 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min VdeFl = 360 Weig at: 51 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-10-5 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 SLIDER Left 2 X 4 HF Stud/Sid -G 3-7-6, Right 2 X 4 HF Stud/Std -G 3-7-6 REACTIONS (Ib/size) 1=723/0-5-8, 7=723/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=1270, 2-3=1176, 3-4=-1069, 4-5=-1069, 5-6=-1176, 6-7=1269 BOT CHORD • 1-9=1116, 8=9=1116, 7-8=1116 WEBS 3-9=96, 5-8=96 NOTES 1) Unbalanced roof live loads have been considered for this design. 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. LOAD CASE(S) Standard ® WARNING -Verify design parameters and BEAD NOTES ON TME AND ID7CLUDED MITES REFERENCE pAGE IW -7473 BEFORE USE. Design valid for use on with M7ek connectors. 9 N cors. Tha design is based only upon parameters shown, and is for an ir�vidual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D•Onofrfo Drive, Madison, WI 53719. Q�OFESS/O\ N,- f,"l ' . 'l AZ� �' C 0 �9CIV �� CA1:1F May 3,2004 7777 Greenback Lane Suite 109 , Citrus Heights, CA, 95610 M1 MiTek r Job Truss Truss Type Qty Ply B4040277 , 7-0-0 Plate Offsets (X,Y). [1:0-2-12,0-2-15], [5:0-5-14,Edge] R12069938 6.4040277 D06 ROOF TRUSS 3 1 PLAIES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 ' Vert(LL) -0.06 1-6 >999 Job Reference (optional) ��•------ -Dk� vlwv 1 RUJJ.VVIVI A.VVV 5 dun LVVJ IVII ICK InOV5lne5, Inc. rn Hpr JU 1::44: Io LUU4. t'age 1 - 0-0-0 0-0-0 7-5-8 14-5-8 • 7-5-8 7-0-0 Scale = 1:25.1 • rn m i 4x6 1011120 II 0-0-0 4x7 M112d = 3 2x4 M1120 II 3x8 M1120 11 0-M 7-5-8 14-5-8 7-5-8 , 7-0-0 Plate Offsets (X,Y). [1:0-2-12,0-2-15], [5:0-5-14,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLAIES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 ' Vert(LL) -0.06 1-6 >999 MII2C 185/148 TCDL 22.5 Lumber Increase 1:25 BC 0.48 Vert(TL) -0.16 1-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) - 0.03 5 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl = 360 Weig-it: 46 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-10-12 oc pudins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied o 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-10-7, Right 2 X 4 HF Stud/Std -G 3-6-4 0 0 REACTIONS (Ib/size) 1=701/0-5-8, 5=701 /Mechanical FORCES (lb) - First Load Case Only TOP CHORD 1-2=1186, 2-3=1094, 3-4=-1036, 4-5=-1193 BOT CHORD 1-6=1038, 5-6=1038 WEBS 3-6=180 NOTES 1) Unbalanced roof live loads have been considered for this design. 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 AL WARNING - Verify design Parcmeters ¢nd READ NOTES ON TBS AND DVCUIDED MITE%REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M11ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of ind'vidual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. ,5,00 ESUS../gyp\ n/ f )11I12 \� civil- May3,2004 7777 Greenback Lane ice® Suite 109 Citrus Heights, CA, 9561 M!Tek'v • 0 • Job Truss Truss Type Qty Ply 84040277 PLA - ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.59 R12069939 84040277 D07 ROOF TRUSS .1 Lumber Increase 1.25. BC 0.83 Vert(TL) -0.15 7-8 >999 BCLL 0.0 Job Reference (options) . Jmvv r R0-0-0, k,MI nr-UMM - kA i T, lou-Gut-aoaa MUO%_Vdivivv.l M000 'U1V1 3-11-2 7-5-8 3-11-2 3-6-6 a.000 S Jun V 4UU3 ]VII I UK InOU5MU5, Inc. rn r+pr JU j:):". I v Guns rage 1 0-0-0 10-11-13 14-5-8 3-6-5 3-5-11 Scale = 1:25.3 4x6 M1120 = 3 4x5 M1120 - 3x5 M1120 = 6x6 M1120 = 6X101011120 - 0-" 0-0-0 5-1-5 5-1-5 1-9-10 14-5-8 4-8-4 4-7-14 0 d LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/defl PLA - ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.05 7-8 >999 MII24 185/148 TCDL 22.5 Lumber Increase 1.25. BC 0.83 Vert(TL) -0.15 7-8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.04 6 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weidlt: 117 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-4-8 oc purlins. BOT CHORD 2 X 6 HF No.2 BOT CHORD Rigid ceiling directly applied cr 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Right 2 X 4 HF Stud/Std -G 1-8-8 REACTIONS (Ib/size) 1=2759/0-5-8, 6=3671/Mechanical • FORCES (Ib) - First Load Case Only . TOP CHORD 1-2=-5125, 2-3=-5185, 3-4=-5600, 4-5=-5503, 5-6=-5477 BOT CHORD 1-8=4698, 7-8=3777, 6-7=5112 WEBS 2-8=332, 3-8=1751, 3-7=2378, 4-7=321 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 6 - 2 rows at 0-7-0 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) 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. b) 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: 1-3=-38.5, 3-6=-38.5,1-7=3118.2, 6-7=-609.2 U CD LU OW C49 C!V(l. o���P' OFCA1 1F May 3,2004 ® WARNING - Verljy design parameters and READ NOTES ON THUS AND MCWDED MITEE REFERENCE PAGE MR --7473 BEFORE USE: 7777 Greenback Lane �® Design valid for use only with M7ek connectors. This design is based only u - Suite 109 9 Y g y pan parameters shown, and designer- n individuals design component. Citrus Heights, CA, 95610281 Applicabililyof 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 responsibilrity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building d6signer. r -or general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M ITeK� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive,'Madison, WI 53719. • Job Truss Truss Type Qty Ply 64040277 7-4-7 . CSI DEFL in (loc) I/defl R12069940 B4040277 D08 COMMON 1. 2 " M112C' 185/148 /b TCDL 22.5 4x6 M1120 5 1 BC 0.22 Vert(TL) -0.03 13 >999 Job Reference (optionali �rvlrr1 0-0-0 , -1 nuu- t 1 l r, / OV-CVL-Ja7.7 r%vD&JIv1VV 1 RUJJ.%'Ulvl 14-8-1 7-3-9 D.VVVdiWYn U ZVUJ iw11 eK InVUS[nUEWC. r -n Hpr SU I::ntu LUu4 rage l •0-0-0 21-11-8 30-104 1 I 7-3-7 3-10-12 Scale = 1:54.8 4x7 M1120 = 3 0 14 - 13 12 11 10 3 8 7 3x5 M1120 II 4x5 M1120 = 6x8 M1120 = 3x6 M1120 11 vr5 MII20 = 4x8 M1120 = 4x5 M1120 0 0-0-0 0-0-0 0-0-0 0-0-0 0-M 7-4-7 16-3-4 21-11-8 2644 30-10-4 I 7-4-7 _ Plate Offsets (X,1�: [6:0-3-4,0-2-41 7-4-7 . CSI DEFL in (loc) I/defl PLAIEES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.01 13 >999 M112C' 185/148 /b TCDL 22.5 4x6 M1120 5 1 BC 0.22 Vert(TL) -0.03 13 >999 BCLL 0.0 Rep Stress Incr NO WB 0.40 14-8-1 7-3-9 D.VVVdiWYn U ZVUJ iw11 eK InVUS[nUEWC. r -n Hpr SU I::ntu LUu4 rage l •0-0-0 21-11-8 30-104 1 I 7-3-7 3-10-12 Scale = 1:54.8 4x7 M1120 = 3 0 14 - 13 12 11 10 3 8 7 3x5 M1120 II 4x5 M1120 = 6x8 M1120 = 3x6 M1120 11 vr5 MII20 = 4x8 M1120 = 4x5 M1120 0 0-0-0 0-0-0 0-0-0 0-0-0 0-M 7-4-7 16-3-4 21-11-8 2644 30-10-4 7-4-7 8-10-13 5-8-4 4-4-12 4-6-0 i, _ Plate Offsets (X,1�: [6:0-3-4,0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLAIEES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.01 13 >999 M112C' 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.03 13 >999 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.00 7 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1 st LC LL Min Vdefl = 360 Weig it: 360 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 8 DF SS BOT CHORD Rigid ceiling directly applied o- 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 1-142X4 HFNo.2,6-72X6 HFNo.2 REACTIONS (Ib/size) 14=669/Mechanical, 10=671/0-5-8, 11=1331/0-3-8,7=626/0-3-8,8=4776/0-5-8 Max Uplift 7=711 (load case 6) Max Grav 14=1007(load case 4), 10=671(load case 1), 11=1579(load case 4), 7=626(load case 1), 8=4776(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-870, 2-3=192, 3-4=366, 4-5=193, 5-6=-97, 1-14=-569, 6-7=-149 BOT CHORD 13-14=436, 12-13=743, 11-12=743, 10-11=-64, 9-10=-64, 8-9=41, 7-8=298 WEBS 2-13=60, 4-10=-413, 2-11=-905, 4-11=-226, 1-13=310, 5-8=-742, 6-8=-260, 4-9=280, 5-9=434, 3-11=-718 • NOTES 1) 27ply 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, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Of �.S$/ Ojy 2) Unbalanced roof live loads have been considered for this design. OQ\k �1�, O ell 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per. �CJ ��G� j'(� �- Table No. 16-B, UBC -97. Z 4) A plate rating reduction of 20% has been applied for the green lumber members. G7 -�y 5) Refer to girder(s) for truss to truss connections. LLJ C 919 M 6) This truss has been designed for a total'drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-10-4 for 64.8 plf. 3 7) Special hanger(s) or connection(s) required to support concentrated load(s) 3800.Olb down at 25-10-4 on * bottoin chord. Design for unspecified connection(s) is delegated to the building designer. �Q civil -..LOAD Continued on(page 2Standard OFCAOF May 3,2004 ® WARNING • Vcrj(y design parameters and READ NOTES ON THIS AND INCLUDED BUTEN REFERENCE PAGE IW -7473 BEFORE USE. 7717 Greenback lane' Design valid for use only my with M1ek connectors. This deilgn.is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual Suite 1090 Citrus Heights, CA, 95610 web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Addffonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. M ITeK� Job Truss Truss Type Qty Ply 84040277 R12069940 84.040277 D08 COMMON 1 2 ' Job Reference (optional) - JM . 1RUSS, CATHEDRAL CITY, 760-202-3699 ROB@JMWTRUSS.COM 5.000 s Jun 9 2003' MITek Industries, Inc. Fn Apr 30 T5:44:20 2004 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 8-14=-20.0, 7-8=-328.2,1-3=-77.0,3-6=.-77.0 Concentrated Loads (lb) Vert: 9=-3800.0 Job Truss Truss Type Qty Ply 84040277 R12069940 84.040277 D08 COMMON 1 2 ' Job Reference (optional) ® WARNING - V—(ry design pa—tem and READ NOTES ON TMS AND WCLUDED MITEN REFERENCE PAGE JW -7473 BEFORE USE. 7777 Greenback Lane e. ® Design valid for use only with MiTek connectors. This design is based only upon parometers'shown, and is for.an individual building component.. Suite. 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 9561,—M is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Addifionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component . Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719: , M iTek ' 0 Job Truss Truss Type Qty Ply B4040277 3x6 M1120 = 0-0-0 0-M R12069941 84040277 D09 COMMON 5 1 Plate Offsets (X,1): [9:0-2-8,0-2-4],[15:0-2-8,0-2-8] LOADING (psf) SPACING 2-0-0 CSI Job Reference (optional ' •+'•'•• "0•-0 ; vnr �!a_�rvu., yr I !, I VV-LVCJV'J RVO�WJIVIVV LRVJ$ glVl J.Vvv b Jun 7 LVVJ Wit CR IIIUUb1[I6b, Inu. rut mpr JV IC.".4I zvv4 rage I 0-0-0 7-3-0. 1448-0 30-10-4 7-3-0 7-5-0 16-24 Scale = 1:55.1 4x10 Ml120 = 3 2x4 M1120 II ' 20' 14 13 12 11 O1"°""" — 10 9 8 3x4 M1120 II 4x4 MII20 = 3x12 M1120 = 6x8 M1120 = 3x4 MI120 =5ri8 Mll20 = 3x8 M1120 = 3x6 M1120 = 0-0-0 0-M 0-0-0 12-5-0 16-3-12 22-3-12 30-10-4 12-5-0 3-10-12 6-0-0 8-6.8 Plate Offsets (X,1): [9:0-2-8,0-2-4],[15:0-2-8,0-2-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.89 Vert(LL) -0.10 8-9 >999 M112C 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.27 8-9 >800 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.04 8 n/a BCDL 1l).0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 149 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5-0-0 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* WEBS 1 Row at midpt 5-15,12-15 1-142 X4 HF No.2, 7-8 2 X 6 HF No.2 9-11 2 X 6 HF No.2 REACTIONS (Ib/size) 14=345/Mechanical, 12=2115/0-5-8, 8=857/0-3-8 Max Grav 14=426(load case 3), 12=2115(load case 1), 8=857(load easel) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-210,2-3=714, 3-4=1137,4-5=1196,5-6=-1202,6-7=-603,1-14=-270,7-8=-399 BOT CHORD 13-14=277,12-13=123,11-12=1084, 10-11=1106,9--10=1098, 8-9=1259 WEBS 2 -13=159,3 -12= -80,5-9=420,2-12=-880;5-15=-2164,1-13=-157,6-9=-202,11-15=344, 4-15=-302,3-15=959,12-15=-2228,6-8=-839 NOTES 1) Unbalanced roof live loads have been considered for this design. 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 1) Regular Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 11-14=-20.0, 9-11=80.0, 8-9=-20.0,l-3=-77.0, 3-7=-77.0 ® WARNING -Verify design parameters and READ NOTES ON THIS AND LNCL,DDED MITER' REFERENCE PAGE IW -7473 BEFORE USE. Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tiuss 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 regordng fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BC511 Building Component • Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. May 3,2004- 7777 ,20047777 Greenback Lane Suite 109 Citrus Heights, CA 95610 MiTek® 0 0 0 9 0 Job Truss Truss Type Qty Ply 64040277 3x4 M1120 = 5x8 M1120 = '34 M1120 - - 3x5 M1120 - R12069942 84040277 D09A COMMON 1 1 12-8-8 16-7-4 22-7-4 31-1-12 Job Reference (optionEI) Sz5 7-6-8 }' 14-11-8 7-6-8 7-5-0 0-0-0 31-1-12 16-2.4 Scale = 1:55.6 4x10 M1120 3 2x4 M1120 I I 20 14 13 - 12 11 ...... .,�., —.10 9 8 3x4 M1120 I I 4x4 M1120 = 3X12101120 - 6x8101120 — 3x4 M1120 = 5x8 M1120 = '34 M1120 - - 3x5 M1120 - 0-" 0-0-0 12-8-8 16-7-4 22-7-4 31-1-12 12-8-8 3-10-12 6-0-0 8-6-8 Plate Offsets (X,Y): [1.Edge,0-2-01, [9:0-2-8,0-2-4], [15:0-2-8,0-2-8] LOADING (psf) SPACING' 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.10 8-9 >999 M1120 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.27 8-9 >817 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.04 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 150 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins except end verticals. BOT CHORD 2 X 4 HF 1650F 1.5E 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-10 2 X 4 HF No,.2 WEBS 1 Row at midpt 5-15,12-15 WEBS 2 X 4 HF Stud/Std G `Except' 1-142 X4 HFNo.2,7-82X6 HFNo.2 9-11 2 X 6 HF No.2 REACTIONS (Ib/size) 114=357/0-3-8,12=2136/0-5-8, 8=852/0-3-8 Max Grav 14=440(load case 3), 12=2136(load case 1), 8=852(Ioad case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-217, 2-3=732, 3-4=1137, 4-5=1198, 5-6=-1187, 6-7=-608, 1-14=-280, 7-8=402 BOT CHORD 13-14=328,12-13=124,11-12=1070, 10-11=1090, 9-10=1087, 8-9=1248 WEBS 2-13=168, 3-12=-95, 5-9=420; 2-12=-905, 5-15=-2152,1-13=-206, 6-9=-205,1-1-15=350, 4-15=-312, 3-15=-940,112-15=2226, 6-8=-820 NOTES 1) Unbalanced roof live loads have been considered for this design. 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 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 11-14=-20.0, 9-11=-80.0, 8-9=20.00-3=-77.0, 3-7=-77.0 ® WARNING - VerTy design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MB -7473 BEFORE USE - Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and 4 for.on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer. not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility, of the building designer. For general guidance regarding fabricolion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. May 3,2004 . [ 7777 Greenback Lane —® [ Suite 109 . . -ml. e Citrus Heights, CA, 95610 MiTeke 0 0 lJ 0 n u u Il Job Truss Truss Type Qty Ply B4040277 (loc) I/defl PWES GRIP TCLL 16.0 Plates Increase R12069943 84040277 D10 COMMON 9 1 22.5 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.32 9-10 >999 Job Reference (optional'. .JIVIVV I —Q,1- nCvfV4L VI IT, f OV-4U4-JOVU RVD((WWJIVIVV I RVJJ.VVIVI O.VVV , JUII `7 LVVJ IVII I UK IIlUU5U1eSi mu. rri tipr Ju LVu'r rdye-I 0-0-0 0-0-0 7-7=15 15-1-8 22-7-2 29-4-0 7-7-15 7-5-9 ' 7-5-10 6-8-15 Scale = 1:52.4 5xf 4x8 M1120 3 11 3x5 M1120 I I 0-" 10 7x6 M1120 - 9 3x8 MI120 - 29-4-0 8 7 3x4 1011120 = 7x6 M1120 = 0 126 U61011120 - 0-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PWES GRIP TCLL 16.0 Plates Increase 1.25 TC_ 0.92 Vert(LL) -0.10 9-10 >999 M1120 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.32 9-10 >999 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.07 6 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weicht: 122 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-10-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied a 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Row at midpt 2-9,4-9 1-11 2 X 4 HF No.2, 5-6 2 X 6 HF No.2 REACTIONS (Ib/size) 11=1448/0-3-8, 6=1721/Mechanical FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2589, 2-3=2040, 34=-2038, 4-5=-2565, 1-11=-1361, 5-6=-1456 BOT CHORD 10-11=470, 9-10=2368, 8-9=2359, 7-8=2359, 7-12=450, 6-12=450 WEBS 2-10=143, 3-9=640, 4-7=-112, 2-9=-574, 1-10=1918, 5-7=1955, 4-9=-564 NOTES 1) Unbalanced roof live loads have been considered for this design. 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 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 7-11=20.0, 7-12=-80.0, 6-12=-20.0, 1-3=-77.0, 3-5=-77.0 Q�2F ESS$p r -I C!V Ik. '\P �O -CAO1 May 3,2004 ® WARMNG - V-1ify design parameters and READ NOTES ON THIS AND INCLUDED b"ER REFERENCE PAGE IM -7473 BEFORE USE. 77.77 Greenback Lane Design vafid for use only with M7ek connectors. This design is based only upon parameters shown, and 6 for an individual bu0tling component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Helghts, CA, 95610 PP tYP p p rporation of component k responsibility of building designer- not host designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult. ANSI/TPII Quality' Criteria, DSB-89 and BCSII Building Component d Safety Information ovoflable from Truss Plate Institute, 583 D'OnofAo Drive, Madison, WI 53719. A iTek n u 1, Job Truss. Truss Type Qty Ply B4040277 8-4-13 16-9-9 R12066944 64040277 D11 ROOF TRUSS 1 1 LOADING (psf) SPACING 2-0-0 Job Reference (optiona) www n � � rcurwc �r � r , r vu-cucvoaa rtvoLw�Iwvv i rtuaa.i,vm 5-8-9 84-1. 5-8-9 2-84 a.uuu 5 Jun a Luuo ivu i ex inuu5rne5, Inc. rn Apr au 1 J:44:L4 zuu4 rage -1 0-0-0 11-1-0 16-9-9 2-8-4 5-3-9 Scale = 1:29.3 All plates are 1.5x4 M20 unless otherwise indicated. 2x4 M1120 II 3x4 M1120 _ 2x4 M1120 II 5 6 4x7 M1120 = 3x4 M1120 =3x4 M1120 = 4x7 M1120 = REACTIONS (Ib/size) 1=815/0-5-8, 9=815/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1556, 2-3=-1468, 3-4=-1268, 45=-1113, 5-6=-1113, 6-7=-1268, 7-8=-1468, 8-9=-1556 BOT CHORD 1-11=1393, 10-11=1161, 9-10=1393 WEBS 3-11=-319, 4-11=311, 7-10=-319, 6-10=311 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Gable studs spaced at 1-4-0 oc. 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9. LOAD CASE(S) Standard - 1-1 ® WARAMM - Verifg design parameters and BEAD NOTES ON THIS AND nvcLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shovm, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component 0 Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. . 9,?OESS/p\ >- (] 1tL-\* /=7 LLL f91 919 .CIVIL 0� CAL1F May 3,2004 7177 Greenback Lane Suite 109 ' Citrus Heights, bq 95610 mi MOW 0-0-0 0-0-0 8-4-13 16-9-9 8-4-13 8-4-13 Plate Offsets (X,Y): [1:0-0-3,0-1-12], [9:0-0-3,0-2-5] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase' 1.25 TC 0.33 Vert(LL) -0.08 9-10 >999 MII2D 185/148 TCDL 22.5 Lumber Increase1.25 BC 0.58. Vert(TL)' -0.20 9-10 >999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.04 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Wei..3ht: 74 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 ,x 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 2-11-5, Right 2 X 4 HF Stud/Std -G 2-11-5 REACTIONS (Ib/size) 1=815/0-5-8, 9=815/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1556, 2-3=-1468, 3-4=-1268, 45=-1113, 5-6=-1113, 6-7=-1268, 7-8=-1468, 8-9=-1556 BOT CHORD 1-11=1393, 10-11=1161, 9-10=1393 WEBS 3-11=-319, 4-11=311, 7-10=-319, 6-10=311 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Gable studs spaced at 1-4-0 oc. 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9. LOAD CASE(S) Standard - 1-1 ® WARAMM - Verifg design parameters and BEAD NOTES ON THIS AND nvcLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shovm, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component 0 Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. . 9,?OESS/p\ >- (] 1tL-\* /=7 LLL f91 919 .CIVIL 0� CAL1F May 3,2004 7177 Greenback Lane Suite 109 ' Citrus Heights, bq 95610 mi MOW Job Truss Truss Type Qty Ply 64040277 84-13 841-13 Plate Offsets (X,Y): [1:0-0-3,0-1-12], [9:0-0-3,0-2-5] LOADING (psf) 812069945 B4040277. D12 ROOF TRUSS 1 1 Plates Increase 1.25 TC 0.33 Vert(LL) -0.08 9-10 >999 M1120 185/148 TCDL 22.5 Job Reference (optional'. JMW TRUSS, CATHEDRAL CITY, 760-202-3699 ROB@JMWTRUSS.COM 5.000 s J.un 9 2003 MiTek Industries, Inc. Fri Apr 30'1E:44:25 2004 Page 1 0-0-0 0-0-0 5-8-9 8-4-13 11-1-0 5-8-9 2-8-4 2.8-4 5-E-9 Scale = 1:29.3 2x4 M1120 II 3x4 M1120 - 2x4 M1120 II 5 s W 1 L 4x7 M1120 - 3x4 M1120 -3x4 M1120- _ 4x7 M1120 = 0-0-0 0-0-0 8-4-13 16-9-9 84-13 841-13 Plate Offsets (X,Y): [1:0-0-3,0-1-12], [9:0-0-3,0-2-5] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.08 9-10 >999 M1120 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.20 9-10 >999 BCLL 0.0 Rep Stress Incr YES WB 0.15• Horz(TL) 0.04 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/deft = 360 , Weight: 61 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 of 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 2-11-5, Right 2 X 4 HF Stud/Std -G 2-11-5 REACTIONS (Ib/size) 1=815/0-5-8, 9=815/0-5-8 FORCES' (lb) - First Load Case Only TOP CHORD 1-2=-1556,2-3=-1468, 3-4=-1268, 4-5=-1113, 5-6=-1113, 6-7=-1268, 7-8=-1468, 8-9=-1556 BOT CHORD 1-11=1393, 10-11=1161, 9-10=1393 WEBS 3-11=-319, 4-11=311, 7-10=-319, 6-10=311 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for a_ 10.0 psf bottom chord live load noriconcurrent with any other live loads per Table No. 16-13, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9. . LOAD CASE(S) Standard ..PROFESS Q& 0' n L ® WARNDPG - Verjfy design parameters and READ NOTES ON TMS AND D9CLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only N withMTek connectors. This design is based only upon parameters shown, and'a for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-69 and BCSII Building Component 0 - Safety Informofion available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. May 3,2004 7777,Greehback Lane Suite 109 citrus Heights. CA, 95610 MiTek® Job Truss Truss Type Qty Ply 64040277 8A-13 Plate Offsets (X,Y): [1:0-2-12,0-1-3), [9:0-0-3,0-2-5] R12069946 64040277 013 ROOF TRUSS CSI DEFL, in (lac) I/deft PLA—ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.33 Job Reference (optionab vv-cv—.— rcvolwdrvrvv r muoo.wrvi 5 f3-9 8-2-13 5-6-9 2-8.4 0 v.uuu b Jul a cuuo rvu r er< uruustnes, inc. rri mpr au i z-.":zo tvvw. rage r 0-M 10-11-0 16-7-9 2-8-0 5-E-9 Scale = 1:29.0 2x4 M1120 II 3x4 M1120 - - 2x4 M1120 II 5 6 5x6 MII20 11 4x7 M1120 - 3x4 MII20 - 3x4 MII20 - , . 0-0-0 0-0-0 `b ® WARND9G - Verjry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 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. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component • - Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, WI 53719. . May 3,2004 7777 Greenback Lane Suite 109 Citrus Hei ht's . g ,CA, 95610 me I I MOW 8-2-13 16-7-9 8-2-13 8A-13 Plate Offsets (X,Y): [1:0-2-12,0-1-3), [9:0-0-3,0-2-5] LOADING (psf) SPACING 2-0-0. CSI DEFL, in (lac) I/deft PLA—ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.08 9-10 >999 M1120 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.20 9-10 >993 BCLL 0.0 Rep Stress Incr YES WB 0.15 HOrz(TL) 0.04 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 61 Ib • LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-6-10 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied R 10-0-0 oc bracing. WEBS 2 X4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 2-9-7, Right 2 X 4 HF Stud/Std -G 2-11-5 . REACTIONS (Ib/size) 1=807/0-3-8, 9=807/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1508, 2-3=1414, 3-4=1240, 4-5=-1097, 5-6=-1087, 6-7=-1245, 7-8=-1448, 8-9=-1535 BOT CHORD 1-11=1342, 10-11=1139, 9-10=1373 WEBS 3-11=-280, 4-11=273, 7-10=-324, 6-10=321 NOTES 1) Unbalanced roof live loads have been considered for this design. 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) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 9. LOAD CASE(S) StandardwQ�oFESS/pN� ® WARND9G - Verjry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 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. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component • - Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, WI 53719. . May 3,2004 7777 Greenback Lane Suite 109 Citrus Hei ht's . g ,CA, 95610 me I I MOW 0-0-0 - _ ...... ___._ ... u 1 iI npr J W. fY:4-u Y ray= i 0-0-0 4-6-2 8-2-13 11-11-8 16-7-9 • 4-6-2 3-8-10 3-8-12 4-8-1 Scale = 1:29.5 5x8 M1120 - 3 4x10 MII20 - 8x10 M1120 - 10x10 M1120 = 4x10 IZ20 0-0-0 0 5-9-13 5-9-13 10-7-12 16-'_g 4-9-15 5-11 13 0-0-0 N d LOADING (pst) TCLL 16.0 TCDL 22.5 SCLL 0.0 BCDL 10.0 Job Truss Truss Type Qty Ply 64040277 64040277 • D14 ROOF TRUSS 1 applied Dr 10-0-0 oc bracing. R12069947 WEBS 2 X 4 HF Stud/Std G WEDGE Job Reference (optional) . 'JMW TRUSS. CATHEDRAI CITY 760.90»_3699 ROR-- MVVTRl lac Cron r nnn M 0 onnit nnia u r ,r.,,...: . i _ 0-0-0 - _ ...... ___._ ... u 1 iI npr J W. fY:4-u Y ray= i 0-0-0 4-6-2 8-2-13 11-11-8 16-7-9 • 4-6-2 3-8-10 3-8-12 4-8-1 Scale = 1:29.5 5x8 M1120 - 3 4x10 MII20 - 8x10 M1120 - 10x10 M1120 = 4x10 IZ20 0-0-0 0 5-9-13 5-9-13 10-7-12 16-'_g 4-9-15 5-11 13 0-0-0 N d LOADING (pst) TCLL 16.0 TCDL 22.5 SCLL 0.0 BCDL 10.0 SPACING 1-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC. 0.63. BC 0.63 WB 0.97 (Matrix) DEFL in (loc) I/defl Vert(LL) -0.10 6-7 >999 Vert(TL) -0.31 . 6-7 >640 Horz(TL) 0.04 5 n/a 1st LC LL Min I/defl = 360. PLATES GRIP MII20 185/148 Weight: 162 Ib • LUMBER TOP CHORD 2 X 4 HF No.2 TROP CHORD Sheathed or 3-4-3 oc purlins BOT CHORD 2 X 8 DF SS BOT CHORD Rigid ceiling directly applied Dr 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G WEDGE Right: 2 X 4 HF Stud/Std REACTIONS (Ib/size) 1=5642/0-3-8, 5=5642/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-10210, 2-3=-10340, 3-4=-10425, 4-5=10318 BOT CHORD 1-7=9447, 6-7=7294, 5-6=9573. WEBS 2-7=562, 3-7=4000, 3-6=4126, 4-6=486 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 8 - 2 rows at 0-8-0 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) 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) Girder tie-in �OQ�QFE$$ 0. �y ' <(,J' carries span(s): 28-11-0 from 0-0-0 to 16-7-9 �� ¢ G LOAD CASE(S) Standard :) Z 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 m � C 919 Uniform Loads.(plf) Vert: 1-3=-38.5, 3-5=-38.5,11-5=-655.7 t 3/ p9T CIVI May 3.,2004 ® WAR=G - 9ert/g design parameters and READ NOTES ON TIIIS AND INCLUDED MITES REFERENCE PAGE MU. 7473 BEFORE 7777 Greenback Lane ' USE. Design valid for use only with Nu7ek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional tempbrory bracing r_® -- Suite 109 Citrus Heights, CA, 95610 to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For 'general guidance regarding' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 4 M ITe�-� A 0 • • 0 0 0 0 U1 Job ' . Truss Truss Type Qty . Ply B4040277 7-2-12 Plate Offsets (X,Y). [1.0-2-12,0-2-11], [4:04-0,Edge], [7:0-3-5.0-2-111 R12069948 84040277 E01 ROOF TRUSS 1 1 TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.06 14 >999 MII2'3 185/148 Job Reference (optionaf) JMWOTRUSS, CATHEDRAL CITY, 760-202-3699 ROB@JMWTRUSS.COM 5.000 s Jun 9 2003 MiTek Industries, Inc. Fri Apr 30 1 5:44:28 2004 Page 1 0-0-0 7-2-12 14-5-8 7-2-12 7-2-12 Scale = 1:24.8 All plates are 1.5x4 M20 unless otherwise indicated. 2X4 M1120 II 3x8 M1120 2x4 M1120 II 4 5 4x6 M1120 11 .. 2x4 M1120 11.. 4x6 M1120 I I 2x4 M1120 I I 0-0-0 0-0-0 f -[-1L 14-5.8 7-2-12 7-2-12 Plate Offsets (X,Y). [1.0-2-12,0-2-11], [4:04-0,Edge], [7:0-3-5.0-2-111 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.06 14 >999 MII2'3 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.14 1-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.03 7 n/a BCDL 10.0 -Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weicht: 60 Ib LUMBER BRACING ' TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-1-9Oc purlins. BOT CHORD 2 X 4 HFNo.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 3-5-15, Right 2 X 4 HF Stud/Std -G 3-5-15 REACTIONS (Ib/size) 1=701/0-5-8, 7=701/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1226, 2-3=-1134, 3-4=-1031, 4-5=1031, 5-6=-1134, 6-7=-1225 BOT CHORD 1-9=1076, 8-9=1076, 7-8=1076 WEBS 3-9=93, 5-8=93 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Gable studs spaced at 1-4-0 oc. 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 ® WARNING • Ver1fN design parameters and READ NOTES ON THIS AND DVCLUDED MITER REFERENCE PAGE MIL -7473 BEFORE USE. Design valid for use only with Mfl ek connectors: This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of indrvidual web members oNy. Additional temporary bracing to insure stability during construction is the responsibilfity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 quality Criteria, DSB-89 and BCS11 Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t Q OFESS/0', r919C T�CN ]C ���P20, �OF CAtltiO May 3,2004 7777 Greenback Lane �® Suite 109 Citrus Heights, CA, 9561OMI MOW' Job Truss Truss Type Qty Ply 64040277 812069949 64040277 E02 _ ROOF TRUSS 4, 1 Job Reference (opfiona`) JMWOTRUSS, CATHEDRAL CITY, 760202-3699 ROB@JMWTRUSS.COM 5.000 s Jun 9 2003 MiTek Industries, Inc. Fri Apr 30 16:44:29 2004 .Page 1 0-M 7-2-12 14-5-8 • 7-2-12 7-2-12 _ Scale = 1:24.8 2x4 M1120 11 3x8 M1120 = 2x4 M1120 II 3 4 5, 4.00 12 - . 2 6 0-8.0 1. 7 I' n' 0 3x4 M1120 53x4 M1120 3x4 M1120 3x4 M1120 a 9 6 4x6 MI120 11 _ 2x4 M1120 II - 4x6 M1120 I I 2x4 M1120 11 ' 0-0-0 0-0-0 7-2-12 14-5-8 . 7-2-12 7-2-12 Plate Offsets (X,Y): [1:0-2-12,0-2-11],[4:0-4-0,Edge],[7:0-3-5,0-2-11] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0' Plates Increase 1.25 TC 0.74 Vert(LL) -0.06 1-9 >999 MII2J 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.48. Vert(TL) -0.14 1-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.03 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 49 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-1-9 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 SLIDER Left 2 X 4 HF Stud/Std -G 3-5-15, Right 2 X 4 HF Stud/Std -G 3-5-15 REACTIONS (Ib/size). 1=701/0-5-8, 7=701/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1226, 2-3=1134, 3-4=-1031, 4-5=-1031, 5-6=-1134, 6-7=-1225 -BOT'CHORD 1-9=1076, 8-9=1076,7-8=1076 WEBS 3-9=93, 5-8=93 NOTES 1) Unbalanced roof live loads have been considered for this design. 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 �OggOFESS/0�� Q- �t�00 C 919rn k' 3 CIV II. �P 0 CAIIF��� May 3,2004 WARNING - Ver(& design pa—t— —d READ NGTES GN THIS AND INCLUDED ADTEE REFERENCE PAGE AU 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporotion of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights. CA, 95610 u for lateral support of individual web members only. Additional temporary bracing to insure siob0ity during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component 4 • Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, W1.53719. - M ITek Job Truss Truss Type Qty Ply 64040277 6-1-0 Plate Offsets (X,Y): [1:0-1-12,0-3-31 R12069950 B4040277 E03 MONO TRUSS 6 1 - TCLL 16.0 Plates increase 1.25 TC 0.69 Vert(LL) -0.07 1-5 >956 Job Reference (optional) JIVIvv I RVJJ, VMI r1CUrN^L VI I T rau-LVL-a"z1 RUD&VJIVIvv I RUJJ.%'VIvI J.UUV S JUII tlLVUO IVII l eK Il1UU51fIeS, Itlu. rfl mpf ou l::'i4:JV LV VV rd(ye'I 0-6-0 0-0-0 6-1-0 1 N 6-1-0 . 2x4 MII20 II s Scale: 3/4"=1' 4 0 0 • 0 • REACTIONS (Ib/size) 1=280/0-5-8, 5=304/Mechanical FORCES (lb) - First Load Case Only TOP CHORD 1-2=-74, 2-3=56, 3-4=-7, 3-5=-246 BOT CHORD 1-5=0 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 0 U, LA May 3,2004 ® WARNING - 9eriJg design parcmete- and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MiTek connectors. This design is based only upon Suite 109 9 N Ig y p parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown Citrus Heights, CA, 95610 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 Mal fabrication, quarlly control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison; WI 53719. M O4I 6-1-0 6-1-0 Plate Offsets (X,Y): [1:0-1-12,0-3-31 LOADING (psf)_ SPACING 2-0-0 CSI DEFL in (loc) I/deft PLA -ES GRIP TCLL 16.0 Plates increase 1.25 TC 0.69 Vert(LL) -0.07 1-5 >956 M112t3 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0:36 Vert(TL) -0.15 1-5 >478 BCLL 0.0 Rep Stress Incl YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl = 360 Weicht: 21 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 ar 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 2-11-14 • REACTIONS (Ib/size) 1=280/0-5-8, 5=304/Mechanical FORCES (lb) - First Load Case Only TOP CHORD 1-2=-74, 2-3=56, 3-4=-7, 3-5=-246 BOT CHORD 1-5=0 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 0 U, LA May 3,2004 ® WARNING - 9eriJg design parcmete- and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MiTek connectors. This design is based only upon Suite 109 9 N Ig y p parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown Citrus Heights, CA, 95610 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 Mal fabrication, quarlly control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison; WI 53719. M O4I Job Truss Truss Type Qty Ply 64040277 SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 R12069951 B4040277 E04 COMMON 1 1 BC 0.75 Vert(TL) -0.34 1-5 >543 BCLL 0.0 Rep Stress Incr YES WB 0.17 Job Reference (optiona,) JIyIVVV-DI T U. J, VMI 111=[J 1L l I IT, IUu-LVLVODO RV[J�JIVIVV I RUJJ.I'VIVI J.vvv a cull a cvv.� rvu lc� uiuwu�ca, 0-0-0 8-1-4 15-0-0 8-1-0 7-2-12 ' Scale = 1:26.2 4x8 M1120 .2 D-0-0 8-14 8-1-4 4 4' 1 7 L 4 MIILu II 154-0 7-2-12 0-0-0 Plate Offsets (X,Y). [1.0-2-1 ,0-1-8),[ .0-3- ,0-3- ) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.11 1-5 >999 MII20 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.34 1-5 >543 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.03 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Wei3ht: 44 Ib • LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-9-5 oc purlins: BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied x 1070-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Right 2 X 4 HF Stud/Std -G 3-9-0 REACTIONS (Ib/size) 1=737/0-3-8, 4=737/0-3-8 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-1383, 2-3=1217, 3-4=-1371 BOT CHORD 1-5=1221, 4-5=1221 WEBS 2-5=218 NOTES 1) Unbalanced roof live loads have been considered for this design. • 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 • .r ® WARNING - Ver qy design parameters and READ NOTFS ON THIS AND INCLUDED hUTES REFERENCE PAGE DW -7473 BEFORE USE. Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an incliAdual.bulding component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component • Safety Information available From Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0. g Of C 919 Iv O C10- �P QFCAOF May 3,2004 7777 Greenback Lane suite 109 Citrus Heights, CA 95610 MOWS :m Job. TrussTruss Type Qty Ply B4040277 SPACING 2-0-6 CSI DEFL in (loc) I/defl PLATES TCLL 16.0 R12069952 84040277 E05 NO TRUSS 2 1 BC 0.44 Vert(TL) -0.22 1-5 >355 BCLL 0.0 Rep Stress Incr YES WB 0.00 Job Reference (optional) ..__., ' __ ___ _---....-, .., �..,.,� .-. �....., ,.n, cn nn.�au,co, nw. r„ n1Jl Jv rJ.44.JL LV V4 raye , 0-0-0 0-" 6-1 D-0 6-10-0 2c4 VIII. -.0 II Scale =1:17.3 4 6-10-0 6-10-0 —MUyllbMb kA, T J: I1:u- I-IL.0-3-31 -- LOADING (psf) SPACING 2-0-6 CSI DEFL in (loc) I/defl PLATES TCLL 16.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.11 1-5 >710 MI120 TCDL 22.5 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.22 1-5 >355 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n%a BCDL 10.0 Code UBC97/ANSl95 (Matrix) 1st LC LL Min Vdefl = 360 We-ght: 23 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 A4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-3-11 REACTIONS (Ib/size) 1=309/0-5-8, 5=345/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-80, 2-3=62, 3-4=-11, 3-5=-281 BOT CHORD 1-5=0 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) A plate rating reduction of 20%, has been applied for the green lumber members. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. LOAD CASE(S) Standard • 0 AL WARNING - Ver(Ig j design parameters and READ NOTES ON TffiS AND nvcL JDED mrTzK REFFuc.j%cE PAGE MN -7473 BEFORE USE. Design valid for use only with M,Tek connectors. This design is based only upon parameters shown, and is for onindividual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracingto insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wf 53719. /Q�OFESsl LV 1r' C 919 GRIP 185/148 %�W- May 3,2004 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 MW Job Truss Truss Type Qty Ply 64040277 7-11-15 4-" R12069953 B4040277 F01 ROOF TRUSS 1 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in' (loc) Well PLATES GRIP Job Reference (optional) JIVIVV 1 RUJJ, oA-0r1CURAL %,I'I T, RVD(�W_JIVIVV 1 R000A VIVI U.VUU b JUII U LVVJ IVII IUK II IUUbl11CJ, IIID. rll MP. JV IJ.YY.JJ cVV`� r O -0 4-M 7-11-15 4-0-0 3-11-15 - Scale = 1:15.7 All plates are 1.5x4 M20 unless otherwise indicated. 3za MI12o - 2x4 M1120 II Dt4 M1120 11 . 3 4 ME ®>4h4L11120 11 cp 44 N*&0 11 cs ME 0 0 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE mu. -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. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. May 3,2004 I, 7777 Greenback Lane �® suite 109 Cit Heights, C 95610 MiTek® ®>4h4L11120 11 44 N*&0 11 4-" ' 7-11-15 4-" 3-11-15 Plate Offsets (X,Y): [3:0-2-0,Edge], [4:0-0-0,0-0-0], [7:0-0-0,0-0-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in' (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.01 8 >999 Mill. -.0 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.03 7-8 ?999 BCLL 0.0 Rep Stress Incr. YES WB 0.02 Horz(TL) 0.00 6 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl = 360 We�ght: 30 Ib • LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlin-- 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 OTHERS 2 X 4 HF Stud/Std G ' • REACTIONS ..' (Ib/size) 9=374/0-5-8, 6=374/0-5-8 FORCES (lb) - First Load Case Only TOP'CHORD 1-2=-436, 2-3=-354, 3-4=-354, 4-5=436,1-9=296, 5-6=-296 BOT CHORD 8-9=361, 7-8=361, 6-7=361 j WEBS 2-8=-0, 4-7=-0 NOTES 1) Unbalanced roof live loads have been considered for this design. • 2) Gable studs spaced at 1-4-0 oc. 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 0 0 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE mu. -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. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. May 3,2004 I, 7777 Greenback Lane �® suite 109 Cit Heights, C 95610 MiTek® • Job Truss Truss'Type Qty Ply 64040277 7-11-15 • 4-0-0 R12069954 B4040277 F02 ROOF TRUSS 1 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLA—ES GRIP Job Reference (optional'I mnvV I r�Vo nGvrll"1L VII r, r VV-4VL-0UVV RVD�W_JIVIVV I M000.11VIVI o.VUV 5 Jun `J LUVS IVII I eK mausines, Inc. rn Apr 6U 1::44:34 ZUU4 vae 1 0-0-0 0- -0 4-0-0 7-11-15 • _ 4-0-0 3-11-15 . = Scale = 1:15.7 3x4 M1120 2x4 M1120 II 2x4 1011120 II 3 r— 4 LIN • L ® WARNING - 9'erjry design parameters and READ NOTES ON Tins AND INCLUDED MITES REFERENCE PAGE MD -7473 BEFORE USE. Design valid far use only with MITek connectors. This design is based only upon parameters shown: and is for an individual balding component. Applicability of design poromenters and proper incorporation of componerit 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 coruhuction is the responsibillity of the erector.. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage: delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, N 53719. //RpFESS/p l; ISV1. `l I lysI C]VI1. �P CAt•1�-�� May 3,2004 7777 Greenback Lane �® Suite 109 ' Citrus Heights. CA, 95610 MOO1 MiTek® . %qi9All20 II 3x4'K*&O 11 ' 4-0-0 7-11-15 • 4-0-0 3-11-15 Plate Offsets (X,Y): [3:0-2-0,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLA—ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.01 8 >999 M1120 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.03 8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 6 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 29 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 cr 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G ' REACTIONS (Ib/size) 9=374/0-5-8, 6=374/0-5-8 FORCES (lb)'- First Load Case Only TOP CHORD 1-2=447, 2-3=-369,3-4=-369, 4-5=-454,1-9=-320,5-6=-299 BOT CHORD 8-9=188, 7-8=378, 6-7=378 WEBS 2-8=-17, 4-7=3,1-8=195 NOTES 1) Unbalanced roof live loads have been considered for this design. 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 • L ® WARNING - 9'erjry design parameters and READ NOTES ON Tins AND INCLUDED MITES REFERENCE PAGE MD -7473 BEFORE USE. Design valid far use only with MITek connectors. This design is based only upon parameters shown: and is for an individual balding component. Applicability of design poromenters and proper incorporation of componerit 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 coruhuction is the responsibillity of the erector.. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage: delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, N 53719. //RpFESS/p l; ISV1. `l I lysI C]VI1. �P CAt•1�-�� May 3,2004 7777 Greenback Lane �® Suite 109 ' Citrus Heights. CA, 95610 MOO1 MiTek® i Job Truss Truss Type Qty Ply 64040277 0-M 0-0-0 6-11-8 12-9-0 R12069955 64040277 G01 ROOF TRUSS 1 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Job Reference (optiona_) . JIVIVV IMUOO,liHIMMUTVLlIIT, IUU-LULVoyVMVDkWJIVIVV1RVJ-WIVI—VVVa..��..�..,.,,,��,,,....�.,,��,,,,... ,„..r,....,•..r.....�.,•,��-0'•• 6-11-8 13-11-0 6-11-8 6-11-8 Scale: 12"=1' All plates are 1.5x4 M20 unless otherwise indicated. 3x8 M1120 c 2x4 M1120 II 4x4 M1120 4 5 4x5 M1120 11 2x4 M1120 11 5x6 M1120 c 2x4 M1120 I I 0-M 0-0-0 6-11-8 12-9-0 13-11-0 6-11-8 5-9-8 1-2-0 .Plate Offsets (X;Y): [1:0-2-0,0-2-7],[6:0-2-4 0-0-111 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) -0.04 1-9 >999 MII29 185/148 TCDL 22.5 ' Lumber Increase 1.25 BC 0.61 Vert(TL) -0.10 1-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weictht: 59 Ib • LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-8-11 oc purlins. BOT CHORD 2 X 4 HF 2400E 2.0E 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 34-4, Right 2 X 4 HF Stud/Std -G 1-8-12 REACTIONS ' (Ib/size) 1=621/0-5-8, 7=729/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1012, 2-3=-922, 3-4=-816, 4-5=-864, 5-6=-393 BOT CHORD 1-9=875, 8-9=875, 7-8=875, 6-7=278 WEBS 3-9=113, 5-8=35, 5-7=-657 • NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Gable studs spaced at 1-4-0 oc. 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. RQFESS/0 OQ LOAD CASE(S) Standard G0 Z L m LU C 919. r .� 3I T� CIV]l. �Q OFCAI \F��� May 3,2004 ® WARNING - Ver(N design parameter's and READ NOTES ON THIS AND DPCLUDED AUTEE REFERENCE PAGE AM -7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and 6 for an individual building component. . 7777 Greenback Lane Suite 109 Citrus Heights, CA, 9561iD App y g p p p rp p responsibility of building designer -not hvss designer. Bracing shown Applicability of design aramenters and proper incorporation of component is res is for lateral support of individual web members only. Additional temporary bracing to insure stability during 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, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component ® M ITe^4 • Safety Information available from Truss Plate Institute• 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 64040277 2x4 M1120 11 R12069956 64040277 ' G02 ROOF TRUSS 5 1 6-11-8 12-9-0 13-11-0 Job Reference (optional', jrvrvv r nv—, i nr=vr,ra� vi vat wavvaa i,vvL,m.�.. , ,... 0-M 6-11-8 • 6-11-8 • .... .. ...... .. _.. •-.-......-.-...___-..__. ._. ... r __ ._.. 0-0-0y 13-11-0 6-11-8 Scale: 12'=1' 3x8 M1120 = ' 2x4 M1120 II 4x4 M1120 4 5 WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-4-4, Right 2 X 4 HF Stud/Std -G 1-8-12 • REACTIONS (Ib/size) 1=621/0-5-8, 7=729/0-5-8 FORCES ' (lb) - First Load Case Only TOP CHORD 1-2=1012, 2-3=-922, 3-4=-816, 4-5=-864, 5-6=-393 BOT CHORD ' 1-9=875,8-9=875,7-8=875,6-7=278 WEBS 3-9=113, 5-8=35, 5-7-657 NOTES 1) Unbalanced roof live loads have been considered for this design. 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. LOAD CASE(S) Standard ® WARNING • Verify design parameters and READ NOTES oN THIS AND INCLUDED xrTER' REFERENCE PAGE AM -7473 BEFORE USE, 'Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component . Safety Information available from Truss Plate Institute, 5a3 D'Onofrio Drive, Madison. WI 53719. 9�0F EE-SSS//p� nKI, \� Ct-( C 19 . �tw- Way 3,2004' 7777 Greenback Lane ­® Suite 109 Citrus Heights, CA, 9561-18 5610 - ' MOW 4x5 M1120 I] 2x4 M1120 II 5x6 M1120 2x4 M1120 11 0-" 0-0-0 6-11-8 12-9-0 13-11-0 6-11-8 5-9.8 1-2-0 Plate Offsets (X Y): (1:0-2-0,0-2-7],[6:0-2-4,0-0-111 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) -0.04 1=9 >999 MII23 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.61 Vert(TL) . -0.10 1-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01. 7 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl = 360 Weight: 52 Ib • LUMBER BRACING ' TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-8-11 oc purlins. BOT CHORD 2 X 4 HF 240OF 2.0E BOT CHORD Rigid ceiling directly applied -)r 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-4-4, Right 2 X 4 HF Stud/Std -G 1-8-12 • REACTIONS (Ib/size) 1=621/0-5-8, 7=729/0-5-8 FORCES ' (lb) - First Load Case Only TOP CHORD 1-2=1012, 2-3=-922, 3-4=-816, 4-5=-864, 5-6=-393 BOT CHORD ' 1-9=875,8-9=875,7-8=875,6-7=278 WEBS 3-9=113, 5-8=35, 5-7-657 NOTES 1) Unbalanced roof live loads have been considered for this design. 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. LOAD CASE(S) Standard ® WARNING • Verify design parameters and READ NOTES oN THIS AND INCLUDED xrTER' REFERENCE PAGE AM -7473 BEFORE USE, 'Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component . Safety Information available from Truss Plate Institute, 5a3 D'Onofrio Drive, Madison. WI 53719. 9�0F EE-SSS//p� nKI, \� Ct-( C 19 . �tw- Way 3,2004' 7777 Greenback Lane ­® Suite 109 Citrus Heights, CA, 9561-18 5610 - ' MOW • JMVV I 0-0-0, UA I rItUKAL LA I Y, (bu-zuz-3bV9 KUr5(41JMv.V I KUSJ.L,0rvl a.uuu. S Jun 41 2003 IVII I eK Indusine5, Inc. Fri Apr Su .1::44:3 / 2004.0Y0.r .I 3.8-3 7-5-0 7-11-11 . 11-3-12 14-7-13 1r5-2 ✓} 18-11-5 22-7-8 3-8-3 3-8-13 0-6-11 3-4-1 3-4-1 0-6-11 3-8-13 3-8-3 Scale = 1:41.1 4x7 M1120 - 4.00 12 . 3x4 M1120 = 4x7 M1120 = r 1 L_j Ll L) u I1 0 3x8 M1120 = 3z10 M1120 0 3_5 M1120" = 6x7 M1120 = 0-0-0 0-0-0 7-5-0 Job Truss Truss Type Qty , Ply 64040277 6-3-0 1-2-0 Plate Offsets (X,1): [1:0-0-3,0-1-12], [8:0-3-13,0-1-8] LOADING (psf) R12069957 CSI - 84040277 G03 CAL HIP 1 1 TC 0.96 Vert(LL) -0.14 11-12 >999 M112C 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.86 Job Reference (optionafl • JMVV I 0-0-0, UA I rItUKAL LA I Y, (bu-zuz-3bV9 KUr5(41JMv.V I KUSJ.L,0rvl a.uuu. S Jun 41 2003 IVII I eK Indusine5, Inc. Fri Apr Su .1::44:3 / 2004.0Y0.r .I 3.8-3 7-5-0 7-11-11 . 11-3-12 14-7-13 1r5-2 ✓} 18-11-5 22-7-8 3-8-3 3-8-13 0-6-11 3-4-1 3-4-1 0-6-11 3-8-13 3-8-3 Scale = 1:41.1 4x7 M1120 - 4.00 12 . 3x4 M1120 = 4x7 M1120 = r 1 L_j Ll L) u I1 0 3x8 M1120 = 3z10 M1120 0 3_5 M1120" = 6x7 M1120 = 0-0-0 0-0-0 7-5-0 15-2-8 21-5-8 122-7-8 , 7-5-0 7-9-8 . 6-3-0 1-2-0 Plate Offsets (X,1): [1:0-0-3,0-1-12], [8:0-3-13,0-1-8] LOADING (psf) SPACING 1-0-0 CSI - DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.14 11-12 >999 M112C 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.47 11-12 >552 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.10 9 n/a - BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/defl = 360 Weig it: 88 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 1-4-4 oc purlins. BOT CHORD 2 X 4 HF No.2 `Except BOT CHORD Rigid ceiling directly applied o' 10-0-0 oc bracing. 1-10 2 X 4 HF 240OF 2.0E WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 1-10-1, Right 2 X 4 HF Stud/Std -G 1-7-13 REACTIONS (Ib/size) 1=1830/0-5-8, 9=2029/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-4091, 2-3=-4061,3-4=-4577, 4-5=-4378, 5-6=-4073, 6-7=-4269, 7-8=-378 BOTCHORD 1-12=3744,12-13=4635.13-14=4635,14-15=4635,11-15=4635, 10-11=2856,9-10=2856, 8-9=308 ,WEBS 3-12=690, 4-12=210,5-12=-314,5-11=-686,6-11=185, 7-11=1312,7-9=-3021 NOTES 1) Unbalanced roof live loads have been considered for this design. 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9. 6) Girder Carries hip end with 8-0-0 end setback 7) Special hanger(s) or connection(s) required to support.concentrated load(s) 667.31b down at 15-0-12, and 667.31b down at 7-6-12 on top 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 (plo Vert: 1-4=-38.5, 4-6=-145.2, 6-8=-38.5,1-8=-37.7 Continued on page 2 �. WARNING -'Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MH --7473 BEFORE USE- Design SE. Desi n valid for I g a d o use onywith MOek connectors. This design B based only upon parameters shown, and 'a for an individual building component. Applicabirity.of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/171`11 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Q�OFOESSIp Q -z6 1 / lei l • s C10. 1�P OFCAUI May 3,2004 :7777 Greenback Lane __® Suite 109 Citrus Heights, CA 95610 - MiTek Job Truss Truss Type Qty Ply 6404.0277 R12069957 84040277 G03 CAL HIP 1 1 • Job Reference (options.) JMW TRUSS, CATHEDRAL CITY, 760-202-3699 ROB@JMWTRUSS.COM 5.000 s Jun 9 2003 MiTek Industries, Inc. Fri Apr 30 1*:44:37 2004 Page 2 • LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-667.3 6=-667.3 Job Truss Truss Type Qty Ply 6404.0277 R12069957 84040277 G03 CAL HIP 1 1 • Job Reference (options.) 0 ® WARNING - Verj& design pamnreters and READ NOTES ON THIS AND DVCLVDED =EE REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback lane 'Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown _ Citrus Heights, CA, 95610M1 is for lateral support of individual Web members only. Additional temporary bracing to insure stability during construction is the respon'billity 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 ANSIITP11 Quality Criteria, DSB-89 and BCS11 Building Component M iTek� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison,.W 53719. Job Truss Truss Type Qty Ply - B4040277 PLATES M112a Weicht: 89 lb LUMBER BRACING' R12069958 B4040277 G04 ROOF TRUSS 1 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G Job Reference (optional) mviVv i a..ni nr=✓rw� �.� I , / UU-GVG-Jody RVD_JIVIVV I RUJJ.IiUM a.VUV 5 Jun V LVV3 IVII I eK mausme5, Inc. rn Apr 3U l 3:44:3a zuv4 0-Y0a e l 4-8-3 9-5-0 9-11-11 12-7-13 1, -2-✓} 17-11-5 22-7-8 • 4-8-3 4-8-13 0-6-11 2-8-2 0-6-11 4-8-13 4-8-3 Scale = 1:41.3 • Ll 0 4x5 M1120 6x8 M1120 A 4x'._.....__ — 3x8 M1120 . = 3x4 M1120 - - a(4 M1120 - 6x6 M1120 — 22-7-8 0-0-0. .9-5-0 13-2-8 21-2-12 2 1 9-5-0 3-9-8 8-0-4 0-2-12 1-2-0 0 0 ® WARNING -Verify design p—ters and READ NOTES ON THIS AND INCLUDED MITEg REFERENCE PAGE MQ -7473 BEFORE USE: , Design -valid for use only with M7ek connectors. This design is based only upon parameters shown,.and is for on individual building component. Applicability of design poramenters and proper' incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillityof the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. X 1, • • N 0 GRIP 185/148 0FCAL_*. � May 3,2004 7777 Greenback Lane Suite 109 Citrus Helghts,CA 95610�� MiTek® LOADING (psf) TCLL 16.0 TCDL 22.5 BCLL 0.0 BCDL 10.0 'SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0.35 BC 0.81 WB 0.53 (Matrix) DEFL in (loc) I/defl Vert(LL) -0.17 1-11 >999 Vert(TL) -0.40 1-11 >645 Horz(TL) 0.07 8 n/a 1st LC LL Min Vdefl = 360 PLATES M112a Weicht: 89 lb LUMBER BRACING' TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-7-12 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 SLIDER Left 2 X 4 HF Stud/Std'-G 2-4-6, Right 2 X 4 HF Stud/Std -G 1-8-4 REACTIONS (Ib/size) .1=1043/0-5-8.8=1152/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=2203, 2-3=-2135, 3-4=-1844,4-5=-1707, 576=-1765, 6-7=-374 BOT CHORD 1-11=1993, 10-11=1629, 9-10=1648, 8-9=1648, 7-8=283 WEBS 3-11=-297, 4-11=164, 5-11=107, 5-10=102,6-10=-15, 6-8=-1552 NOTES 1) Unbalanced roof live loads have been considered for this design. 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. Q(tOfEs$/( LOAD CASE(S) Standard 0 0 ® WARNING -Verify design p—ters and READ NOTES ON THIS AND INCLUDED MITEg REFERENCE PAGE MQ -7473 BEFORE USE: , Design -valid for use only with M7ek connectors. This design is based only upon parameters shown,.and is for on individual building component. Applicability of design poramenters and proper' incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillityof the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. X 1, • • N 0 GRIP 185/148 0FCAL_*. � May 3,2004 7777 Greenback Lane Suite 109 Citrus Helghts,CA 95610�� MiTek® a Job Truss Truss Type Qty Ply 84040277, Plates Increase 1.25 TC 0.41 Vert(LL) -0:08 9-10 >999 M112,) 185/148 TCDL 22.5 R12069959 B4040277 G05" ROOF TRUSS 6 1 WB 0.83 Horz(TL) 0.07 7' n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Job Reference (optional) Jrvrvv 0-0-0 a, ur I MMIJ wL i 1 r r, I RVJJ.-vi J.vvu a Jun a cu�J ivn r cn rnu�o.,�• ,.r.N, w - • " py0-0 5-9-10 11-3-12 16-9-14 __ 22-7-8 5.9-10 5-6-2 5-6-2 5-9-10 Scale = 1:39.7 1 4xo miizu 4x6 M1120 = 4 3x4 M1120 = 3x4 M1120 = 14-11-13 7-4-3 21-5-8 6-5-11 3x4 M1120 = 5x7 M1120 11 5x7 M1120 = 0-M 22-7-8 , t 1-2-0 L LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0:08 9-10 >999 M112,) 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.25 9-10 >999' BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.07 7' n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weicht: 85 Ib • LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-9-13 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied cr 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 2-11-15, Right 2 X 4 HF Stud/Std -G 1-8-10 •' REACTIONS (Ib/size) 1=1044/0-5-8, 7=1150/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2189, 2-3=2121, 3-4=-1922, 4-5=-1784, 5-6=-452 BbT CHORD 1-10=1984, 9-10=1401, 8-9=1748, 7-8=1748; 6-7=339 WEBS 3-10=-335,4-10=546,4-9=346,5-9=-178,5-7=-1565 NOTES • 1) Unbalanced roof live loads have been considered for this design. 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)_ Beveled plate. or shim required to provide full bearing surface with truss chord at joint(s) 7. LOAD CASE(S) Standard 0 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN -7473 BEFOEE USE. Design valid for use only with Malek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure' stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. QgaF� ESSS�Q �Af� N r� Cc C 419 �\��OFCCiv','_*&�"' May 3,2004 7777 Greenback Lane �® Suite 109 Citrus Heights, CA, 95610 M1 MiTek� Job Truss Truss Type Qty Ply B4040277 0-" 6-11-11 13-2-15 R12069960 84040277 G06 ROOF TRUSS 1 1 Plate Offsets (X,Y): [1:0-1-4,0-6-121 LOADING (psf) SPACING 2-0-0 Job Reference (optiona) 7 ' r U-4--aijuv r[VD1'W01v1VV 1 M000A Vivi o.vuv b jun a cuvo rvn 1 er, Inuustnes, inc. rn mpr ju 1 7:44:4u'LW4 rage 1 . - 5-1-5 10-1-5 15-1-5 18-6-15 511-0 c_ns I. c_In' 4x6 M1120 - 3 Scale = 1:33.4 20 II 1�7 A- WARNING - Verify design parameters and READ NOTES GN TBIS AND INCLUDED AUTER REFERENCE PAGE IM -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. Applicabifity of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the resporuiblity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 563 D'Onofrio Drive: Madison, WI 53719. \�FCAUF��� May 3,2004 7777 Greenback Lane' Suite 109 Citrus Heights, CA, 95610" MiTek® ' 3x4 M1120 - 3x4 M1120 = 4x4 M1120 0-M 0-" 6-11-11 13-2-15 -.8-6-15 . 6-11-11 6-3-4 5.4-0 Plate Offsets (X,Y): [1:0-1-4,0-6-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl ' PLA—ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.06 7-8 >999 MII20 185/148 TCOL 22.5 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.17 7-8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.03 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weicht: 87 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-11-10 oc pudirs, except end verticals. BOT CHORD 2 X 6 HF No.2 BOT CHORD Rigid ceiling directly applied cr 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 1-92 X4 HF No.2 REACTIONS (Ib/size) 9=1081/0-5-8, 6=1193/0-5-8 • FORCES (lb) - First Load Case Only TOP CHORD 1-2=-521, 2-3=-1886, 3-4=-1825, 4-5=-127, 1-9=-344, 5-6=-144 BOT CHORD 8-9=1833, 8-10=1437, 10-11=1437, 7-11=1437, 6-7=1512 WEBS 2-8=-148, 3-8=488, 3-7=396, 4-7=261, 2-9=1551, 4-6=-1760 NOTES 1) Unbalanced roof live loads have been considered for this design. 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) Special hanger(s) or. connection(s) required to support concentrated load(s) 250.Olb down at 10-1-5, and 250.01b down at 12-7-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. QROFESS/p� LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-77.0, 3-5=77.0, 6-9=-20.0 (� Concentrated Loads (lb) W m C 919 Vert: 10=250.0 11=-250.0 A- WARNING - Verify design parameters and READ NOTES GN TBIS AND INCLUDED AUTER REFERENCE PAGE IM -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. Applicabifity of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the resporuiblity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 563 D'Onofrio Drive: Madison, WI 53719. \�FCAUF��� May 3,2004 7777 Greenback Lane' Suite 109 Citrus Heights, CA, 95610" MiTek® • Job Truss Truss Type Qty Ply 64040277 (loc) I/deft PLATES GRIP TCLL' 16.0 Plates Increase R12069961 B4040277 G07 ROOF TRUSS 1 1 22.5 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.31 5-6 >305 Job Reference (optiona) JIVIVV I KUJJ, UAI Mr-LIKAL IL I I.T; /OL1-ZU-4O-3O'dU KUD((VJIVIVV 1 K000A VIVI J.uUU S Jull V GVVJ IVII I UK IIIuuJa1CJ, 111U. r 11 ^P1O V I J.`W.Yv.c � V. I 4-1-4 8-2-8 4-1-4 4-1.4 2x4 M1120 II z 4 8-2-8 8-2-8 fp Scale = 1:24.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL' 16.0 Plates Increase 1.25 TC 0.31- Vert(LL) -0.15 . 5-6 >609 M 112 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.31 5-6 >305 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 5 n/a 3) Refer to girder(s) for truss to truss connections. BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 36 Ib LUMBER BRACING �deROQQSS/O, 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 240OF 2.0E - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 3-52X4HFNo.2 REACTIONS - (Ib/size) 5=400/Mechanical, 6=376/0-5-8 ii C1 Iii- OFC OFC FORCES. (lb) -First Load Case Only May 3,2004 TOP CHORD 1-2=58, 2-3=28, 3-4=-7, 3-5=-141, 1-6=-110 7777 Greenback Lane �® ' Design valid for use only with MfTek connectors. This design 4 based only upon parameters shown, and is for on individual building component. - APP ty 9 P P P ty 9 9 9 n9 shown Applicability of design aramenters andproper inco ration of component is responsibility of building designer not truss designer. Bracing BOT CHORD 5-6=269 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 ' WEBS 2-5=-324, 2-6=-329 s iTekdD A Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. • 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard �deROQQSS/O, v m - ul . C 9.19 M ii C1 Iii- OFC OFC May 3,2004 ® WARNING = Ver jfg design parameters and READ NOTES ON TMS AND INCLUDED AUTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane �® ' Design valid for use only with MfTek connectors. This design 4 based only upon parameters shown, and is for on individual building component. - APP ty 9 P P P ty 9 9 9 n9 shown Applicability of design aramenters andproper inco ration of component is responsibility of building designer not truss designer. Bracing Suite 109 Citrus Heights, CA, 95610M1 is for lateral support of individual.web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component s iTekdD A Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • Job Truss Truss Type Qty Ply 64040277 ' Plate Offsets (X,Y): [2:0-0-14,0-3-01 LOADING (psf) R12069962 84040277 G08 ROOF TRUSS 1 1 Plates Increase 1.25 TC 0.69 Vert(LL) -0.07 3-4 >966 M1120 185/148 TCDL 22.5 Job Reference (optionFl) JIVIVV I MUJJ, 1..M1 rICURHL VI l T, raV-LVLD---0-0y RUD(VJIVIVV 1 RUJJ.VVIvI U.UVV J JUII J GVVJ IVII ICK II IUUJIIICJ, uw. 111'r Jv IJ.YY.Y 1 �wY rayc 1 6-2-8 • 6-2-8 6x6 M1120 Scale = 1:20.1 6-2-8 • 6-2-8 ' Plate Offsets (X,Y): [2:0-0-14,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP -TCLL 16.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.07 3-4 >966 M1120 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.14 3-4 >483 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code . UBC97/ANS195 (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 26 Ib • LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-2-8 oc purlins:- except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied it 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 2=222/Mechanical, 4=280/0-5-14, 3=58/Mechanical Max Grav 2=222(load case 1), 4=280(load case 1), 3=115(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=56, 1-4=-222 BOT CHORD 3-4=0 WEBS 2-3=0, 1-3=-0 NOTES c. 1) Unbalanced roof live, loads have been considered for this design. • 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 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. . 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard pM� �OQROFESS/rn LL C 919. X 3/ T� CIVIL, P OFC May 3,2004 ® WARNING - VerTy design parameters and READ NOTES ON TIIIS AND INCLUDED 11UTER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use on with M7ek connectors. This design is based o g ty g only upon parameters shown, and for an indvidual building component. 7777 Greenback Lane, Suite 109 . Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibilityCitrus of building designer- not truss designer. Bracing shown _ I 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 buildng designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. iTek JMVV I KUJS, UAI mtuKAL la I Y-, 1bU-ZUZ-31)99 KVt @jKAWI KUSS.I:VM LI b.000 s Jun 9 2003 MeK industries, Inc. Fri Apr 30 T-7:44;42 2004 .Page l 0-0-0 0-0-0 5-1-7 9-1-7 13-1-7 18-1-1 5-1-7 4-0-0 4-0-0 4-11-10 Scale: 3/8*=1' 4x4 M020 = All plates are 1.5x4 M20 unless otheilwise indicated. 3 0 n u 0 II 4x7 M1120 - 3x8 M1120 = 4x6 M1120 - 0-" 0-0-0 Job Truss Truss Type Qty Ply - 64040277 8-11-10 LOADING . (psf) SPACING 2-0-0 R12069953 DEFIL in B4040277 G09 ROOF TRUSS 1 1 TC 0.53 Vert(LL) -0.11 7-8 >999 M112J 185/148 TCDL 22.5 Lumber Increase 1.25 Job Reference (optiona:) JMVV I KUJS, UAI mtuKAL la I Y-, 1bU-ZUZ-31)99 KVt @jKAWI KUSS.I:VM LI b.000 s Jun 9 2003 MeK industries, Inc. Fri Apr 30 T-7:44;42 2004 .Page l 0-0-0 0-0-0 5-1-7 9-1-7 13-1-7 18-1-1 5-1-7 4-0-0 4-0-0 4-11-10 Scale: 3/8*=1' 4x4 M020 = All plates are 1.5x4 M20 unless otheilwise indicated. 3 0 n u 0 II 4x7 M1120 - 3x8 M1120 = 4x6 M1120 - 0-" 0-0-0 • REACTIONS (Ib/size) 8=863/0-5-8, 6=863/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-354, 2-3=-1100,'3-4=1100, 4-5=-323, 1-8=-289, 5-6=-273 BOT CHORD 7-8=1136, 6-7=1113 WEBS 2-7=-168, 3-7=342, 4-7=-140, 2-8=-985, 4-6=-998 NOTES 1) Unbalanced roof live loads have been considered for this design. • 2) Gable studs spaced at 1-4-0 oc. 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 0 7 ® WARNING - Ver{fy design parameters and READ NOTES ON THIS AND nVCLUDED MITER REFERENCE PAGE AM -17473 BEFORE USE. - Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Addtional temporary bracing to insure stability during construction is the responsibillity, of the erector. Addtional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. May 3,2004 6 7777 Greenback Lane ,..rW�® . Suite 109 Citrus Heights, CA, 95610 x MiTek® 9-1-7 18-1-1 i 9-1-7 8-11-10 LOADING . (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl PLATES GRIP TCLL 1 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.11 7-8 >999 M112J 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.59 Vert(TL). -0.23 7-8 >940 BCLL. 0.0 Rep Stress Incr YES' WS 0.65 Horz(TL). 0.04 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl = 360 Weic ht: 86 Ib LUMBER BRACING 5 TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5-4-4 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 X 4 HF Stud/Std G *Except* 1-82 X4 HF No.2, 5-6 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std G • REACTIONS (Ib/size) 8=863/0-5-8, 6=863/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-354, 2-3=-1100,'3-4=1100, 4-5=-323, 1-8=-289, 5-6=-273 BOT CHORD 7-8=1136, 6-7=1113 WEBS 2-7=-168, 3-7=342, 4-7=-140, 2-8=-985, 4-6=-998 NOTES 1) Unbalanced roof live loads have been considered for this design. • 2) Gable studs spaced at 1-4-0 oc. 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 0 7 ® WARNING - Ver{fy design parameters and READ NOTES ON THIS AND nVCLUDED MITER REFERENCE PAGE AM -17473 BEFORE USE. - Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Addtional temporary bracing to insure stability during construction is the responsibillity, of the erector. Addtional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. May 3,2004 6 7777 Greenback Lane ,..rW�® . Suite 109 Citrus Heights, CA, 95610 x MiTek® Job TFUSS Truss Type Qty Ply 84040277 SPACING 2-0-0 CSI DEFL in' (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 R12069964 Vert(LL) -0.00 4 >999 64040277 J01 ROOF TRUSS 2 1 p Job Reference (optional BCLL 0.0 JIVIVV I KUAJ, l.Hl r1CUK8L 1.11 T, 10y-LUL-3ayy KVDil:,VJIVIVV 1 muao.t..VIV] o.uuu 5 dun azuw rve 1 en ululuu '—d-1110­13'" ea nn.. d-10-13'nr nNr 0-0-0 1-11-11 2 2-Qr0 { 1-11-11 2-Q 0 r"s;.rHIN2B" 1-11=11 0-0-5 Scale = 1:7.7 . rlamyn5et5 kA, T1. LOADING (psf) SPACING 2-0-0 CSI DEFL in' (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 4 >999 M1124 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 3-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weicht: 5 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 c•r 10-0-0 oc bracing. 0 • WEBS 2 X 4 HF No.2 REACTIONS (Ib/size) 4=88/0-578, 2=64/Mechanical, 3=23/Mechanical Max Grav 4=88(load case 1), 2=64(load case 1), 3=37(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-4=-74,1-2=16 BOT CHORD 3-4=0 NOTES. 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard n 0 . WARNING - Verify design parn.met— and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE AM 7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 quality Criteria, DSB-89 and SC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719. May 3,2004 IrulMAINS" I1a^ 7777 Greenback Lane mm ,i® Suite 109 Citrus Heights,CA. 95610 MiTek® M • n U Job Truss Truss Type Qty Ply. B4040277 1-11-11 Plate Offsets (X,Y): [4:0-3-0,0-1-8] R12069965 84040277 J02 ROOF TRUSS 2 1 (loc) I/defl PLATES GRIP 0-0-0 Plates Increase. 1.25 TC 0.21 Job Reference (optional) & -0. r�V�VJIVIVV 1 fIV O. m J.VVV b Jun V GUVJ IVII I CK II IUUbil ICb, Inc. rrl r+pr J ; i i4�4:44 LVV4 rdye 1 - Scale= 1:10.5 v a • 0 ® WARNING - V—Vy design parcmetere ¢ad READ NOTES ON TRIS AND INCLUDED mTEE REFERENCE PAGE Mir -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members onty. ,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 andbracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, " 53719. May 3;2004 7777 Greenback Lane' Suite 109 Citrus Heights, CA, 95610 101 MiTek® Ixs Main It 2-0-0 3-11-11 • 2-0-0 1-11-11 Plate Offsets (X,Y): [4:0-3-0,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase. 1.25 TC 0.21 Vert(LL) 0.00 3-4 >999 M1120 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.00 3-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 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 2-0-0 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 No.2 REACTIONS (Ib/size) 4=140/0-5-8, 2=122/Mechanical, 3=57/0-3-8 Max Grav 4=140(lo6d case 1), 2=122(load case 1), 3=58(load case 2) FORCES (lb) - First Load Case Only TOPCHORD 1-4=-161;1-2=30 BOT CHORD 3-4=0 NOTES 1 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97: 2) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard • 0 ® WARNING - V—Vy design parcmetere ¢ad READ NOTES ON TRIS AND INCLUDED mTEE REFERENCE PAGE Mir -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members onty. ,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 andbracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, " 53719. May 3;2004 7777 Greenback Lane' Suite 109 Citrus Heights, CA, 95610 101 MiTek® 0 Job Truss Truss Type Qty Ply 64040277 TCLL 16.0 Plates Increase 1.25 TCDL R12069966 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr - BCDL 10.0 - TOP CHORD Job Reference (options:) 64040277 J03 ROOF TRUSS 2 1 JMW TRUSS, CATHEDRAL CITY, 760-202-36.99 ROB@JMWTRUSS.COM 5.000 s Jun 9 2003 MiTek Industries, Inc. Fri Apr 30 15:44:45 2004 Page 1 0-0-0 2-2-13 I 2-0-0 5-11-11 A 40 LM • Ig N N 13 3x8 M1120 11 2-0-0 5-11-11 1 2-" 3-11-11 Scale = 1:13.4 CSI DEFL in LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 22.5 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANS195 TOP CHORD Sheathed or 2-0-0 oc pudins, except end verticals.' LUMBER Rigid ceiling directly applied or 10-0-0 oc bracing. TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 6 HF No.2 Scale = 1:13.4 CSI DEFL in (loc) I/deft PLATES GRIP TC 0.47 Vert(LL) -0.00 3-4 >999 MII23 185/148 BC 0.47 Vert(TL) -0.01 34 >999 WB 0.00 Horz(TL) 0.02 2 n/a (Matrix) 1st LC LL Min Vdefl = 360 Weic:ht: 10 Ib BRACING TOP CHORD Sheathed or 2-0-0 oc pudins, except end verticals.' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS . (Ib/size) 4=145/0-5-8, 2=176/Mechanical, 3=145/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD 1-4=-255.1-2=42 BOT CHORD 3-4=0 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. / LOAD CASE(S) Standard 0 0 9• May 3,2004 ® WARNING -Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE NII -7473 BEFORE USE. 7777 Greenback Lane _ Design varrd for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610 APP ty r9 P p p rporation 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 ANSIITP11 Quality Criteria, DSB-89 and SCSII Building Component ' MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M Job Truss Truss Type Qty Ply 64040277 3x7 M1120 11 0-" R12069967 B4040277 J04 ROOF TRUSS 2 1 ' 1-11-11 6-0-5 Plate Offsets Offsets (X�: [4:0-3-8,0-0-8][4:0-3-8,0-0-8] Job Reference (optional mn JIVIVV I M000, li/11 1nCVr1r1L L.A l T, 10U-LVL-aQUU RVDLWJIVIVV 1 MUOO.Ii Ivl J.VV V J Jul[ J GVVJ Iv[I I on 111—til—, IIIV. Fit nPl VV 11-- w MV V I ayc 0-0-0 0-10-13 1-11-11 8-0-0 • 1-11-11 6-0-5 Scale = 1:13.1 1 4.00 12 2 la '?\"Or t% N/0. C7 LU C 919 c]vi"- �lP �. T�rFOlc uli- � May 3,2004 0 A. WARNING - Verify design parameters and READ NOTES ON TlqS AND INCLUDED DOTER REFERENCE PAGE MIT -7473 BEFORE USE. 7777 Greenback Lane Suite 109 Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TFII quality Criteria, DSB-89 and BCSII Building Component 'f� 1, Safety Information available from Truss Plate'Irutitute, 583 D'Onofrio Drive, Madison, WI 53719. M R 5 3 3x7 M1120 11 0-" 0-0-0 0-10.13 1-11-11 8-0-0 1-11-11 6-0-5 Plate Offsets Offsets (X�: [4:0-3-8,0-0-8][4:0-3-8,0-0-8] LOADING (psf) SPACING 2-0-0' CSI DEFL in (loc) I/defl PLA'ES GRIP TCLL 16.0 _ Plates Increase 1.25 TC' 0.28 Vert(LL) -0.01 3-4 >999 MII20 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.13 3-4 >705 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360. Weidlt: 12 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 1-11-11 oc purlirs, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied cr 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 4=93/0-5-8, 2=129/Mechanical, 3=62/Mechanical • = Max Grav 4=93(load case 1), 2=129(load case 1), 3=63(load case 2) FORCES (lb) - First Load Case Only TOP.CHORD 1-4=-3,1-2=37 BOT CHORD 4-5=0, 3-5=0 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. . 2) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard -----------� '?\"Or t% N/0. C7 LU C 919 c]vi"- �lP �. T�rFOlc uli- � May 3,2004 0 A. WARNING - Verify design parameters and READ NOTES ON TlqS AND INCLUDED DOTER REFERENCE PAGE MIT -7473 BEFORE USE. 7777 Greenback Lane Suite 109 Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TFII quality Criteria, DSB-89 and BCSII Building Component 'f� 1, Safety Information available from Truss Plate'Irutitute, 583 D'Onofrio Drive, Madison, WI 53719. M R Job Truss Truss Type • Qty Ply 64040277 1.25 TC 0.34 1 Lumber Increase 1.25 R12069968 64040277 J05 ROOF TRUSS 2 1 Code UBC97/ANSI95 (Matrix) • LUMBER TOP CHORD 2 X 4 HF No.2 Job Reference (optional .JIVIVV I MUJJ, U/Al nr-UKNL LA I T, /OV-LUL-JOyy KU6�C_VJIVIVV I K000A UIVI a.VGV b Jun 7 cVV0-Iv11 I CK IUuuJulub, IIIV. r1I MIDI JV I-- —ul rayc I 0-0-0 1-6-13 • 3-11-11 8-0-0 3-11-11 4-0-5 Scale = 1:13.1 I4.00 12 , 0 1 . CSI. TCLL 16.0 Plates Increase 1.25 TC 0.34 1 • �A 5 3 0-0-0 031120 II 1-6-13 3-11-11 3-11-11 4-0-5 LOADING (psf) SPACING 2-0-0 CSI. TCLL 16.0 Plates Increase 1.25 TC 0.34 TCDL 22.5 Lumber Increase 1.25 BC 0.35 BCLL 0.0 Rep Stress Incr YES WB 0.00 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 No.2 DEFL• in (loc) I/defl PLATES GRIP Vert(LL) -0.07 34 >999 MIM 185/148 Vert(TL) -0.23 34 >396 - Horz(TL) 0.03 2 n/a 1st LC LL Min Vdefl = 360 Weight: 14 Ib BRACING TOP CHORD Sheathed or 3-11-11 oc pudihs, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=212/0-5-8, 2=155/Mechanical, 3=71/Mechanical Max Grav 4=212(load case 1), 2=155(load case 1), 3=81 (load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-4=-128,1-2=40 BOT CHORD 4-5=-0, 3-5=-0 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. • LOAD CASE(S) Standard 7 r FESS// M c+ m C 919 I c�'j��C►V iL �\P gTF�FCALlFO� . May 3,2004 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane �® Design valid for use on with MITek connectors. This design 4 based on u Suite 109 . wJ N 9 N Pon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 ' ,Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M ITek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0 0 Em Job Truss Truss Type Qty Ply 84040277 R12069969 64040277 J06. ROOF TRUSS 2 1 Job Reference (optionaD a —I1 o 4— ivu i cn awvau iw, uw. nr mpt ov 1:•.YY.Y/ LVVY r"G9C 1 2-2-13 5-11-11 8-0-0 3x6 M1120 II - 2-2-13 • ' 5-11-11 8-0-0 2-0-5 = 1:14.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.10 34 >968 MI12C 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.30 Vert(TL) , -0.26 3-4 >355 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weig.it: 17 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5-11-11 oc puriirs, 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 2X4HFNo.2 REACTIONS (Ib/size) 4=300/0-5-8, 2=203/Mechanical, 3=89/Mechanical, 3=89/Mechanical Max Grav 4=300(load case 1), 2=203(load case 1), 3=118(load case 2), 3=89(load case 1)' • FORCES (lb) - First Load Case Only TOP CHORD 14=-235,1-2=50 BOT CHORD 4-5=-0, 3-5=-0 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per . Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. . LOAD CASE(S) Standard ® WARNING - Verify design pa—ters and READ NOTES ON TMS AND INCLUDED A17TEK REFERENCE PAGE Am 7473 BEFORE USE. . Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individualbuildingcomponent. 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 ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. May 3,2004 7777 Greenback Lane Suite 109 CiWs Heights, CA, 95610Iml MiTek® 0 U 0 0 0 Job Truss Truss Type Qty Ply B4040277. (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase R12069970 84040277 J07 ROOF TRUSS 2 1 22.5 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.36 3-4 >252 Job Reference (optional) JIVIVV I KUJb, l.A I r1tUFOiL V I I T, fou-/u4-iou'd KutS(cvJIVIVV I KUJb.UUIV1 o.uvu s Jun i1 Luu i IVII I eK mausines, mc. cn Apr 3u rO:•i4:4o zvu'+ Ya e 1 2-10-1 7-11-11 4-0 I 3x7 MII20 II 7-10-4'�Oj�3 7-10-4 0-1-7 0-0-5 Scale = 1:17.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.54 Veft(LL) -0.13 3-4 >714 M1120 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.36 3-4 >252 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 2 n/a BCDL . 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 20 Ib LUMBER BRACING TOP CHORD 2 X 4 HF.2400F 2.0E TOP CHORD Sheathed or 6-0-0 oc purlins: except end verticals. BOT CHORD 2 X 4 HF 1.650F 1.5E BOT CHORD Rigid ceiling directly applied it 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) ' 4=369/0-5r8, 2=272/Mechanical, 3=97/Mechanical, 3=97/Mechanical Max Grav 4=369(foad case 1), 2=272(load case 1), 3=150(load case 2), 3=97(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 11-4=314,1-2=67 BOT CHORD 3-4=0 NOTES 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table'No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard May 3,2004 ® WARNINO - VerVy design parameters and READ NOTES ON TRIS AND INCLUDED MITER: REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback lane �� Design vafid for use only with Mi Tek connectors. This design 6 based only upon parameters shown, and is for an individual building component. suite 109 Applicability of design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610n� PP y 9 P P P rP p responsibility building designer -not buss designee. Bracing shown is for lateral support of individual web members only., Additional temporary bracing to insure stability during 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, storage, delivery, erection and bracing, consult. ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component CID Safety Information available from Truss Plate Insfitute, 5113 D'Onofrio Drive, Madison, WI 53719. M ITeK 11 0 Job Truss Truss Type Qty Ply B4040277 SPACING 2-0-0 CSI DEFL in (loc) I/deft -R12069971 B4040277 J08 ROOF TRUSS 2 1 4-5 >856 M1120 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.37 Job Reference (optional) JIVIVV I MU -1 --r-L 111 T,'/UU-LVL-a Qz1z1 RVa�W_JIV1VV 1 r[UJJ.VVIVI 0-0-0 8-" ass U.UVU 5 Jun U LUUJ IVII I CK InOUsines, Inc. O jr JLL - o:44:4`to LUU4 Page -i 11 9-11-11 04Q70MI120 II -0-0-0 - -- 8-0-0 9-11-11 8-" 1-11-11 Scale = 1:20.3 mate, onsets (x,r): [5:0-3-11,0-2-0] LOADING (psf) ' SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.11 4-5 >856 M1120 185/148 TCDL 22.5 Lumber Increase 1.25 BC 0.37 Vert(TL) . -0.32 4-5 >282 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 3 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defi = 360 Weight: 22 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E 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 it 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 5=370/0-5-8, 3=76/Mechanical, 4=110/Mechanical, 2=336/Mechanical Max Grav 5=370(load case 1), 3=76(load case 1), 4=161(load case 2), 2=336(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-5=-328, 1-2=64, 2-3=19 BOT CHORD 4-5=0 NOTES 1) 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. 2) Refer to girder(s) for truss to truss connections. ' LOAD CASE(S) Standard ® WARNING - Ver jfg design parameters and READ NOTES ON Tms AND nvcLODED raTEK REFERENCE PAGE 5M.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. 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 resporuibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality, control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, N 53719. May 3,2004 7777 Greenback Lane �® Suite 109 Citrus Heights, CA, 956101 MiTek® �m Job Truss Truss Type Qty Ply 64040277 R12069972 64040277 J08A ROOF TRUSS 1 1. Job Reference (optional) jIwvv TRUSS, LA 11"ItUKAL la 17, IOu-ZUZ-3by9 KUb(tvJMW I KUSS.GUM b.uu0 s Jun 9 2003 MGfek-Indu9t31@941nc. Fn Apr 30 1.5~44.30 2004 Pagel ' 0-0-0 0-0.O 8-M 9-11-11 1 11-2-11 • 8-0-0 1-11-11 1-3-0 4 Scale = 1:22.2 a 8-0-0 . 8-0-0 Plate Offsets (X,Y): [6:0-3-11,0-2-0] LOADING. (psf) SPACING 2-0-0 CSI DEFL," in (loc) I/defl PLA—ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.11 5-6 >850 M1120 185/148 TCDL 22.5. Lumber Increase 1.25 BC 0.37 Vert(TL) -0.32 5-6 >282 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 3 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 24 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E 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 ar 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 6=370/0-5-8, 5=110/Mechanical, 2=298/Mechanical, 3=221/Mechanical • Max Grav 6=370(load case 1), 5=161 (load case 2), 2=298(load case 1), 3=221(I6ad case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-6=328, 1-2=64, 2-3=36, 3-4=-34 BOT CHORD 5-6=0 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Jr Table No. 16-B, UBC -97. . 2) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard • A& WARNING -Verify design parameters and REM NOTES ON TMS AND D9CLVDED MITES REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters' shown, and is for an individual building component. Applicabirdy of design paramenters and proper incorporation of component is responsibility of b6lding 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 responsibilliy, of the erector. Additional permanent bracing of the overall stnuctureis the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component • r Safety Information available from Truss Platelnstifute, 583 D'Onofrio Drive, Madison, WI 53719. Q�OFESS/p\ '� w1li ! CIVI �rFOFCAA_V � May 3,2004 . 7777 Greenback Lane �® Suite 109 . Citrus Heights, CA 95610 MiTek® Symbols • Numbering SystemA General Safety Notes PLATE LOCATION AND ORIENTATION 'Center plate on joint unless x, y 4 � Failure to Follow Could Cause Property • offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths Damage Injury u or Personal In Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g: and securely seat. diagonal or X -bracing, is always required. See BCSI1. 0.1/161,.2. Never exceed the design loading shown and never 1 2 3 stack materials on inadequately braced trusses.' TOP CHORDS . c, =z cz•s 3. Provide copies of this truss design to the building 4 designer, erection supervisor, property owner and oWEBS . ca, all other interested parties. 'For 4 x 2 orientation, locatecz y �'�1 } �b. O [L.7-. 4. Cut members to bear tightly against each other. plates 0- /,e from outside edge of truss. O " a 5. Place plates on each.face of truss at each joint and embed full Knots and wane at joint c cs-s O F— locations are regulated b ANSI/TPI1. 9 Y BOTTOM CHORDS S 'This symbol indicates the required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from g connector plates.. the environment in accord with ANSI/TPI1. *Plate location details available in MITek 20/20 7. Unless otherwise noted, moisture-content'of lumber software or upon request. - shall not exceed 19% at time of fabrication. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. The first dimension Is the width 4 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9: Camber is a non-structural consideration and is the X 4 perpendicular to slots. Second responsibility of truss fabricator. General practice is to dimension is the length parallel camber for dead load deflection. to slots. LATERALBRACING CONNECTOR PLATE CODE APPROVALS 10. Plate type, size, orientation and location dimensions shown indicate minimum plating'requirements. Indicated by symbol shown and/or by text in the bracing section of the BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that . specified. output. Use T, I or Eliminator bracing if indicated. ICBG 4922, 5243, 5363, 3907. 12. Top chords must be sheathed or purlins provided at BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A spacing shown on design. .13. Bottom chords require lateral bracing at 10 ft. spacing, 'or Indicates location where bearings less, if no ceiling is installed, unless otherwise noted. (supports) occur..icons vary but reaction -section indicates joint 14. Connections not shown are the responsibility of others. number where bearings occur. 15. Do not cut or alter truss member or plate'without prior approval of a professional engineer. ® Industry Standards: ® 16. Install and load vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal M Tek Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mil -7473 © 2004 MITek® �lAi F;j t0 0 T