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11-0613 (AR) Truss Calcsa S -ELECT BUILDING MATERIALS .& CONSTRUCTION SERVICES 11 D.B.A Boulder West Components . 45491 Golf Center Pa Telephone: Fax: Qfi l� CT F LC.I—=a CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR NSTRUCTION DATE;�U_ << BY * I L- �>111) BMC SELECT CLARK RESIDENCE 09-2g-2011 • Y NOTE: OPEN END JACKS LESS THAN 8'-0" REQUIRE (3) 12d TOE -NAIL @ T.C. & B.C. SEE STANDARD JACK DETAIL LESS THE 5' SETBACK CG's= SUR/1_24' GREATER THAN 5' LESS THAN T= LTHJ 8' SETBACK CG's= THJA26 SHEET 1 OF 1 ''Nzy Building Materials and Construction Services D.B.A. Boulders West Components 45-491 Golf Center Parkway, Indio, CA Building Materials and (760) 347-3332 Fax: (760) 347-0202 tr Consuction Services a CUSTOMER: BMC SELECT JOB NAME: CLARK RESIDENCE OPTIONS. _ PLA.N#: _ ELEV: JOB#: SCALE: DRA;VNBY.• TOM SIBLEY DATE: 09/22/2011 SYMBOLS `ioN,a�• rnF'ien`O�`w.aa oue ro.nrman eos.�w raacou LI,GrND: iimi-mouo«rPNwmo,00xmNucuwuournxax. +I,.N•Nliauio uwpO.—t00ieem NOTES: °va°o"en �rvnoveo exoixiFnwoaeeFwan wArwrtNart oy POWER TO PERFORM. MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Re: Clark Res Fax 9161676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Boulders West Components LLC. Pages or sheets covered by this seal: 833662974 thru R33662985 My license renewal date for the state of California is December 31, 2011. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. . �— September 22;2011 Ong, Choo Soon 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 ANSUTPI 1. Job Truss Truss Type Oty Ply OADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud -PLATES GRIP 833662974 CLARK RES A01 MONO TRUSS 3. 1 TCDL 14.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.16 6-7 >999 180 Job Reference (optional) Select8ulla UlStrlDutlon, mato, L.A-aLLV3 0 5.8 It 8 mKPY?9eDzJ9ge-L `k4B Lw36kj KFBZrTkO N7pTA05D3gj3Es K29xaybOnP ID:5gJy2FXVaY�Cp t4-a1b I 15-0-0 s-,oa aria Salk - 1:7B,8 3x4 = 18 4x6 II 4i4 = - 7- -, 14-0-10 f ,580 6-10-9 0.11-6 Plate Offsets Y :0-3-8-0-2-81 OADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud -PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.05 7 >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.16 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2009rrP12007 (Matrix) Weight: 66 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD . Structural wood sheathing directly applied or 5-6-13 oc puffins, except BOT CHORD 2 X 4 SPF 1650F 1.5E end verticals. WEBS 2 X 4 OF Stud/Std 'Except' BOT CHORD Rigid ceiling directly applied or10,0-0 oc bracing. 8-9,5-10,1-7: 2 X 4 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be installed duritlg truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 8=647/0-3-8 (min. 0-1-8), 5=647/0-3-8 (min. 0-1-8) Max Horz8=254(LC 4) Max Uplift8=-65(LC 3), 5=-28(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-565/105,1-2=-1442/194, 2-3=-413/140, 4-5=-114/270 BOT CHORD 7-8=-254/286, 6-7=-84/1436, 5-6=-25/408 WEBS 1-7=-203/1251, 2-6=-1065/61, 3-6=0/530, 3-5=-1058/89 NOTES 1) Unbalanced roof live loads have been considered for this design. 10 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. If; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. . LOAD CASE(S) Standard ®WARNING -Vero design par cue and READ NOTES ON THIS AND INCLEMED DSITEKRBFERENCE PAGEMI 7473 r . I0-'08 BEPORE USE. Design valid for use only with Mgek 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 temporary bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding °r• fabrication, quality control storage. delivery, erection and brocin , consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Sufte 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type pry Ply 833662975 CLARK -RES B01 MONO TRUSS 7 1 Plates Increase 1.25 TC 0.43 Vert(LL) -0.10 6-7 >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 Job Reference op 'o I oeleaouiio ufsmDuvon, mato, i,A - tfzzus 7.ZW S Hug nzUl1 MI I eK Inaustnes, Inc. I nu sep 22 14:3b:32 2011 Page 1 ID:5gJy2FXVaYQCpBmKPY?9eDzJ9ge-L k4BLw36kjKFBZrTkON7pTA 5BIgljEsK29xaybOnP 7-2-1 I 14.0-10 1 18-11- 6-169 _ 4-10-14 El 8.8 = Suit a 1:31.5 3.4 = 10 5.611 ax4 = 7-z-1 1410 tett- I• I 7-2-1 s.to-s 4-10-14 1 Plate Qffsets 1�0-4-9 Ed a [7-0-3-8.0-1-81 OADING (psf) SPACING 2-6.0 CSI DEFL in (loc) I/defl Ud PLATES, GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.10 6-7 >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.32 6-7 >706 180 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(rL) 0.05 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 79 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc puffins, except BOT CHORD 2 X 4 SPF 1650F 1.5E end verticals. WEBS 2 X 4 OF Stud/Std 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-9,5-10.1-7: 2 X 4 SPF 165OF 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 8=821/0-3-8 (min.0-1-8), 5=821/0.3-8 (min. 0-1-8). Max Horz8=253(LC 4) Max Uplift8=-64(LC 3), 5=-35(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-738/103, 1-2=-2099/219, 2-3=-1587/188 BOT CHORD 7-8=-252/282, 6-7=-113/2094, 5-6=-77/1582 WEBS 1-7=-196/1918, 2-7=-330/134, 2-6=-531/69, 3-6=0/349, 3-5=-1646/83 NOTES f 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 18 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • LOAD CASE(S) Standard r OQ'?'OFESS/ONS' SOpiy Gc 74486 M EX ?j31-11 _ ., TgTFOFCAUFO�� � • ' ,Sept 011 ®WARNING-9eVy design jot dcrs and READ NOTES ON THIS AND INCLUDED 811TEKREFERENCE PAGE JWI 7473 r-10-'08 BEPORS USB. ° - Design valid for use only with MTek connectors. This design is based any 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 tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding ,o fabrication, quality control. storage, delivery. erection and bracing,consult ANSI/TPII Quality Criteria, DS8-89 and BCSI Bul ling Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. lee Street, Suite 312. Alexandria. VA 22314. 7777CitruHeights, CA, Lane, Su Job Truss Truss Type pry Ply 20.11) WEBS 2 X 4 OF Stud/Std 'Except' BOT CHORD 27-9-12 31-0-0 1 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 OF Stud/Std 833662976 CLARK RES C01 GABLE 1 1 I '+1+� Plate Offsets (X.Y): [3:0 -2 -4.0 -3 -41.[13:0 -2 -4.0 -3 -01.[20 0 -2-0.0-0-01.[20:0-2-4.0-3-01.[41,0-1-8.0-1-0).149,0-1-8.0-1-01 Job Reference ootiona oeiecsauno uisulounon, inuio, t.rt - a"su /.ZDu s "'Met- Zul l mi I ex industries, Inc, i mu Sep Z2 14:3b:3b 2011 Page 1 I D:5gJy2FXVaYQ CpBm KPY?9eDzJ9ge-IZQ CpNyx Pf5u6fH Q8sx41S5h2J IutH IhYI HpYvybOnM 7-z-1 I 1a-010 I 2611a I 27x12 i 3140 7-z-1 s 10 s e los slog 3c a s S®le -1:52.6 24 5x6 II 0.25 FT 'an 21 20 19 16 17 16 15 14 1312 11 10 9 6 7 314 II 5.6 = 3.4 = 5.6 = 3x4 = 3.4 = 25 LUMBER BRACING 7-2-1 I 14-0.10 BOT CHORD 2 X 4 SPF 1650F 1.5E 20.11) WEBS 2 X 4 OF Stud/Std 'Except' BOT CHORD 27-9-12 31-0-0 1 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 OF Stud/Std 7-2-1 610.9 I 6.10-g I 6-10-9 I '+1+� Plate Offsets (X.Y): [3:0 -2 -4.0 -3 -41.[13:0 -2 -4.0 -3 -01.[20 0 -2-0.0-0-01.[20:0-2-4.0-3-01.[41,0-1-8.0-1-0).149,0-1-8.0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(rL) -0.01 7 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 166 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E end verticals. WEBS 2 X 4 OF Stud/Std 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 23-24,7-25,1-20,4-9.5-7: 2 X 4 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 OF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS All bearings 31-4-0. (lb) - Max Horz23=247(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 23, 7, 20, 17, 13, 9, 22, 16, 12 except 19=-131(LC 2) Max Grav All reactions 250 Ib or less at joint(s) 7, 22, 21, 18, 15, 14, 11, 10, 8 except 23=280(LC 1), 20=616(LC 1), 17=582(LC 1), 13=573(LC 1), 9=453(LC 1) 1 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 22-23=-276/245, 21-22=-276/245, 20-21=-276/245 WEBS 2-20=-481/116,3-17=-455/110,4-13=-476/109,5-9=-389/117 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load noncoricurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. ' RoF ESS/6 10) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. �OQ /t/A LOADCASE(S) Standard �(�� OD SOONCO O F� c 74486 m rn 1 EX X31-11 _ y TqT CIViC FOF CAS 11 ®WARNING - Ver, design parmnatera and READ NOTES ON T711S AND INCL UDED MITEKREFERENCE PAGE MIF 7473 - 10'08 BEPORE USB. ' Design valid for use only with Wei, connectors. This des'ign's based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek, 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, OSB -89 and BCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) ' I/defl Ud PLATES GRIP ' 833662977 CLARK_RES CO2 MONO TRUSS 4 1 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -1.06 b Reference (optional) SelectBuild Distribution, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Sep 22 14:35:36 2011 Page 1 ID:5gJy2FXVaYQCpBmKPY?9eDzJ9ge-Dm blizZAzDljpsciaSJffdpmjXacZBgnyON4LybOnL 1 7-2-1 I 1410 I 20.11 I 27312 I 31-0-0 1 7-2-1 610.9 6109 610.9 3S4 S.I. - 1:53.4 WO MT20H = 0.25 F 2 5x6 II 6.8 = 4.4 = . @112M120H= 3.6 = 3.3 = 7-2-1 I 14b10 I 7-2-/ 610.9 - 20.11) 610-9 I 27-9-12 I 31-0d f 610.9 3b-0 Plate Offsets (X.Y): 11:0-6-9.0-3-01. 13:0.3-0.0-3-41. 14:0-3-8.0-1-81. [8:0.3-8.0-1-8j. 111:0.3-12.Edne1 OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) ' I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.38 10 >991 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -1.06 9-10 >351 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.15 7 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 127 lb FT = 20% LUMBER BRACING 1 TOP CHORD 2 X 4 SPF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-0.13 oc puffins, except BOT CHORD 2 X 4 SPF 240OF 2.0E end verticals. WEBS 2 X 4 DF Stud/Std 'Except' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 12-13,7-14,1-11.4-8,5-7: 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 4-8 recommends that Stabilizers and required cross bracing FMi,Tek installed during truss erection, in accordance with Stabilizer tallation guide. REACTIONS (Ib/size) 12=1366/0-3-8 (min. 0-1-8),7=1366/0-3-8 (min. 0-1-8) Max Harz 12=247(LC 4) Max Upliftl2=-72(LC 3), 7=-56(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD ' 1-12=-1269/112,1-2=-41201301. 2-3=-5355/333, 3-4=-4503/291, 4-5=-1924/182 BOT CHORD 11-12=-240/285, 10-11=-207/4114, 9-10=-240/5362, 8.9=-187/4497, 7-8=-74/1918 WEBS 1-11=-225/3941, 2-11=-825/140,2-10=-122/1279, 3-9=-903/55, 4-9=0/475, 4-8=-2701/119, 5-8=0/921, 5-7=-2293/107 •NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIfrP1 1. LOAD CASE(S) Standard A W6RA4NG - 9er V'y datgn par .t- and READ NOTES ON THIS Alm fNCLf/DED WTEK REFERENCE PAGE M/f 7473 - 10.108 BEPORE USE. ° Design valid for use only with MiTek connectors. This design is based only upon Parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the respomibillity, of the MiTek' 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. consuh ANSI/TPII Quality CrBeria, DSB-89 and SCSI Building Component - 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss TypeQty TCLL 20.0 Ply TC 0.63 TCDL 14.0 Lumber Increase 1.25 BC 0.53 BCLL 0.0 Rep Stress Incr NO 833662978 Lb CLARK -RES CO3P MONO TRUSS 7 1 TOP CHORD 2 X 4 SPF 240OF 2.0E BOT CHORD 2 X 4 SPF 240OF 2.OE *Except* 6-15: 2 X 6 SPF 1650F 1.5E Reference(optional) SelectBuild Distribution, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Sep 22 14:35:38 2011 Page 1 ID:5gJy2FXVaYQCpBmKPY?9eDzJ9ge-A86LSO?phaTTz60?p?VnN4j9LWD54QD7EGVT9EybOnJ 1 7-2-1 1 14418 I 201 1) I 27-9 31-0-0-12 1 1 7-2-1 5109 6-10-9 N—. 3G4 sale - 1:9.8 WO MT20H = 0.25 12 5x611 ®'8= 4x4= Br12MT20M= Wo 31411 LOADING (pso SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.63 TCDL 14.0 Lumber Increase 1.25 BC 0.53 BCLL 0.0 Rep Stress Incr NO WB 0.91 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 240OF 2.0E BOT CHORD 2 X 4 SPF 240OF 2.OE *Except* 6-15: 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 OF Stud/Std *Except* 1314,1-12,4-9,6-8: 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 13=1362/0-3-8 (min. 0-1-8),15=1345/0-3-8 (min. 0-1-8) Max Horz 13=169(LC 4) Max Upliftl3=-64(LC 3), 15=-62(LC 5) R 15 q 4 DEFL in (loc) I/deb Ud PLATES GRIP Vert(LL) -0.37 11 >995 240 MT20 197/144 Vert(TL) -1.05 10-11 >353 180 MT20H 148/108 Horz(TL) 0.02 15 n/a n/a Weight: 126 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1266/104, 1-2=-4106/271, 2-3=-5329/277, 3.4=-4465/215, 4-5=-1886/86, 5-6=-1886/89 BOT CHORD 6-15=-1221/56, 12-13=-185/285, 11-12=-288/4100, 10-11=-295/5337, 9-10=-222/4460 WEBS 1-12=-197/3927, 2-12=-822/133, 2-11=-97/1267, 3-10=-915/76, 4-10=0/478, 4-9=-2701/140, 5-9=-462/93, 6.9=-106/2242 •NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard OFESS/pN\ E?������ "SOON o�F� U 0744.86 c m * P. 12731 *" 22,2011 ® WARNING - 9erV�y dolga p —cfa asrd REED NOTM ON THIS AND INCLUDED MTEK REFERENCE PAGE,161 7473 — I0 -V8 8EPORE 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 responsibility of the MiTek' 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 brocin . consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply TCLL 20.0 Plates Increase 1.25 TC 0.92 • 14-15 >999 240 MT20 197/144 833662979 Lb CLARK—RES D01 - MONO TRUSS 2 1 BCLL 0.0 Rep Stress Incr NO WB 0.62 HOrz(TL) 0.09 12 n/a n/a Reference oa Selecibuild Distribution, Indio, GA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Sep 22 14:35:39 2011 Page 1 ID:5gJy2FXVaYQCpBmKPY?9eDzJ9ge-eLgj&?SSubKaGbBNi00wIFFYwZ?py?GTwFlhgyb0nl 7-24 I 14-0-10 I 2o-11-3 I z791z 1 3s1s 1 4z -4-1s I so -o-0 I ' 7-2-1 8-1x9 610-9 8-10-9 739 7-39 7-7-1 Scale - 1:87.8 Ono M720H = 17 axlz MROH = 18 sx6 II 3x10 = 60 = 3x6 = W = 5.8 = &6= 3x8 = 1-24 I 164 60) 2A0 IJ*2 42-497-2-1 1.12 35 73s I 50-0-0 i Plate Offsets (X,Y): [1:0-69,0.3-01, [2:0-3-0,0-3-0], [4:0-2-4,0-3-4], [5:0-3-8,0-2-8], [8:0-8-8,Edge], (10:0-3-0,Edge], [11:0.3-8,0-2-8], [12:0-2-12,Edge], (14:0-30,Edge), [15:0-3-8 0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.23 14-15 >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.68 14-15 >491 . 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.62 HOrz(TL) 0.09 12 n/a n/a BCDL 10.0 Code IBC2009xrP12007 (Matrix) Weight: 200 Ib ' FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, BOT CHORD 2 X 4 SPF 165OF 1.5E except end verticals. WEBS 2 X 4 OF Stud/Std 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1617,9-18,1-15,4-12,5-11: 2 X 4 SPF 1650F 1.5E 4-2-9 oc bracing: 11-12. WEBS 1 Row at midpt 3-13, 4-12, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 16=981/0-3-8 (min. 0-1-9), 9=674/0-3-8 (min. 0-1-8),12=271910-3-8 (req. 0-4-4) Max Horz 16=238(LC 4) Max Upliftl6=-57(LC 3), 9=-27(LC 3), 12=-122(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-894/98.1-2=-2668/214, 2-3=-2724/186, 3-4=-772x78, 4-5=-80/2635, 5-6=-281/87, 67=-1144/123 BOT CHORD 15-16=-238/256,14-15=-145/2698,13-14=-105/2718,12-13=-8f721, 11-12=-2630/168, 10-11=-7/321,9-10=-31/1138 AWE BS 1-15=-166/2477, 2-15=-470/125, 3-14=0/272, 313=-2032/117, 4-13=0x700, 4-12=-3517/172,5-12=-1482/154,5-11=-134/3044, 611=-780/128,6-10=-45/864, 7-9=-1062/49 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) WARNING: Required bearing size at joint(s) 12 greater than input bearing size. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANS1rrPI 1. LOAD CASE(S) Standard ®WARNING - Vero dalgn pa eta and READ NOTES ON T711S AND INCLUDED rNITERREF'ERENCE PAGE bIII 7473 r 10 -VS EEPORE USE Deign valid for use only with Mlrek 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 tons 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 ANSIRI'll Quality Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria. VA 22314. OQ?tOFESS/ON/ SOON 0 2 G,) U 0744.86 c rn * P. 12731�r *. "�OFCAI� Seotemb4r 22,2011 _MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. R33662980 CLARK RES D02S MONO TRUSS 10 1 Lb MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 16=1004/0-3-8 (min. 0-1-9), 9=403/0.3-8 (min. 0-1-8),12=252810-3-8 (req. 0-3-15) Reee ce (optional) SelectBuild Distribution, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Sep 2214:35:40 2011 Page 1 ID:5gJy2FXVaYQCpBmKPY?9eDzJ9ge-6XD5s404DCjBCQAOxPXFSVoRIKv7YPMOia_aD6ybOnH 20, ra-t 6-10-9 8-10-9 6 -los -3-s 7-3s �- zo-o sail° -1:77.5 0.25 rl2 6x10M H = 6x6 II 3.10 = 6x6 = 4x4 = 6x6 = 3x10 = 3x6 = 2x4 II OADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009rrP12007 CSI TC 0.85 BC 0.57 WB 0.61 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.24 14-15 >999 240 Vert(TL) -0.70 14-15 >472 180 Horz(rL) 0.09 , -12 n/a n/a PLATES GRIP MT20 197/144 MT20H '148/1108 Weight: 183 Ib . FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 OF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-17,9-18,1-15,4-12,5-11: 2 X 4 SPF 1650F 1.5E 4-5-11 oc bracing: 11-12 6-0-0 oc bracing: 9-10. WEBS 1 Row at midpt 3-13,4-112 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 16=1004/0-3-8 (min. 0-1-9), 9=403/0.3-8 (min. 0-1-8),12=252810-3-8 (req. 0-3-15) Max Harz 16=241 (LC 4) Max Upl'Iftl6=-59(LC 3), 9=-16(LC 3), 12=-117(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-916/99.1-2=-2752/218, 2-3=-2878/193, 3-4=-990/88, 4-5=-68/2376, 6-7=-381/96, 7-8=-380/99, 8-9=-432/2 BOT CHORD 15-16=-241/258,14-15=-1 45/2784, 13-14=-108/2872,12-13=-1/940,11-12=-2370/161 WEBS 1-15=-171/2561, 2-15=-490/127, 3.14=0/257, 313=-1965/114, 4-13=0/688, • 4-12=-3474/170, 512=-1307/147.5-11=-120/2530,6-11=:619/130,7-10=-468/108. 8-10=-32/653, 6-10=-28/309 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide �pFESS/0 will fit between the bottom chord and any other members. Q N 7) WARNING: Required bearing size at joint(s) 12 greater than input bearing size. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.CO ��Q O SOOAr !v 2C OyC V�O 2 LOAD CASE(S) Standard LU 074486 rn EXP. 12,1-11 I * * OF 22,2011 ® WARNING - Ver>Vi design parundt and READ NOTES ON THISAND INCLUDED WTSKREPERENCE PAGE Z111 7473 raw. 10-'08 SEPORE USE. ° Design valid for use only with Mitek connectors. This design's based only upon parameters shown, and is for an indvidual building component. Applicability of design pardmenters and proper incorporation of component is responsibility of buildng 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 MiTek' 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 BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute- 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply ' R33662981 CLARK_RES 002SC MONO TRUSS 1 1 Job e ceo a aerotzouuo ursuiuuuon, Inulu, t. m - u4zua r.2au s Aug LS Zul l MI I eK Industnes, Inc. T hu Sep 22 14:35:41 2011 Page 1 ID:5gJy2FXVaYQCpBmKPY?9eDzJ9ge-ajnT4Q t i_V2galaU72U?jLcCkFBHseZwEk8IZybOnG 12 1 I tdoln I zo-1tR I z7 -ata I - ial-s I 4z4 -1s I 45+x/1 r 7-2-1 610-9 6-10-9 6-10-9 7-}8 739 zan Sarre =1:77.5 9t IOM H = 17 o.25 12 4x6 = 18 5.611 9X10 = - 916 = - 4x4 = 916 = 3x10 = 3.11 = 214 II 7-2-1 1d-0-10 20-11-3 27-8-0 27- 12 351 424-15 •' 4 d5-0-0 7-2-1 610.9 610.° eA13 0.1-1 7-3-9 - 7 .7 2 ^ Plate Offsets (X.Y): [1:0-6-9.0-3-01. [2:0.3-0.0.3-01. WO -3-0.0-3-01. [5:0.3-8.0-1-81. f6:0-4-O.Edael. 111:0-3-8.0-1-81. [12:0.2-12.Edael. [14:0-30.Edge] . [1570-38.0-1-81 OADING (psf) SPACING 2-0-0 CSI DEFL in (roc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.24 14-15 >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.71 14-15 >469 180 MT20H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 183 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E d TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E end verticals. WEBS 2 X 4 OF Stud/Std 'Except' BOT CHORD Rigid ceiling directly applied or 4-6-6 oc bracing. 16-17,9-18,1-15,4-12.5-11: 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 3-13.4-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 16=1008/0-3-8 (min.0-1-9), 12=2461/0-3-8 (req. 0-3-14), 10=465/0-3-8 (min. 0-1-8) Max Horz 16=241 (LC 4) Max Uplift16=-59(LC 3), 12=-115(LC 5), 10=-19(LC 3) ` \ FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-921/99,1-2=-2769/219, 2-3=-2908/196, 3-4=-1034/92, 4-5=-63/2322 BOT CHORD 115-16=-241/258,114-15=-11462801, 1314=-110/2903.12-13=.5/984,11-12=-2317/156 ' WEBS 1-15=-172/2578,2-15=-494/127,3-14=0/254, 313=-1952/113,4-13=0/685, 4-12=-3465/169, 5-12=-1243/146, 5-11=-114/2334.6-11=-561/129,7-10=-478/109 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) WARNING: Required bearing size at joint(s) 12 greater than input bearing size. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 LOAD CASE(S) Standard , ® WARNING • Vcr)(J)/ ddsrgn po ct and READ NOTES ON MIS AND INCLUDED AUTEK REFERENCE PAGE JCI -7473 rev. IO -'OB BEPORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of bulding 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 resporsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding,. ,e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component - ` 7777 Greenback Lane, suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type - Qty Ply MT20 197/144 BC 0.40 Vert(TL) -0.22 10-11 - >932 180 WB 0.70 Horz(TL) 0.01 9 n/a n/a R33662982 CLARK RES D03 GABLE 1 1' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. lob Reference (optional) 0V1­omu vrsu Iuuuun, Ir—U, UA - 7ccuO - 1.ZDU S Aug ZD 2011 MI I e1( Inaustnes, Inc. I nu Sep 22 14:3b:432011 Pagel ID:5gJy2FXVaYQCpBmKPY?9eDzJ9ge-MvEV63yW76m3uuycY4y48Q1 RXyLIIIsOYDEgRybOnE 1-2-1 6-10-9 6-10.9 510-9 7.15 7.3.9 7- 2-0-0 Stale =1:75.8 2019 18 17 16 15 5x8 = 3x4 3x8 = 3,10 = 5x4 11 3x6 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2 X 4 SPFA 650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 DF Stud/Std *Except* 20-21,9-22,1-17,4-12,5-11: 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 DF Stud/Std CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.54 Vert(LL) -0.07 10-11 >999 240 MT20 197/144 BC 0.40 Vert(TL) -0.22 10-11 - >932 180 WB 0.70 Horz(TL) 0.01 9 n/a n/a (Matrix) Weight: 197 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-9-8 except Qt=length) 9=0-3-8, 12=0-3-8. (Ib)- Max Horz20=241(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 20, 9, 14, 17, 12, 19, 16 Max Grav All reactions 250 Ib or less at joint(s) 19, 18, 15 except 20=274(LC 1), 9=647(LC 1), 14=882(LC 1), 17=564(LC 1),12=1532(LC 1) - FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-519/66, 4-5=0/586, 5-6=-1023/103, 6-7=-570/103.7-8=-569/106, 8-9=-674!7. BOT CHORD 19.20=-271/229, 18-19=-271/229, 17-18=-271/229, 12-13=-20/519, 11-12=-581!70, 10-11=-14/1038 WEBS 2-17=-421/112, 3-14=-690/116,3-13=-27!727,4-12=-1155/54,5-12=-1025/133, ; 5-11=-77/1675, 6-11=-359/117, 7-10=-468/108, 6-10=-497/13, 8-10=-37/962 •NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 'l. LOAD CASE(S) Standard - ®WARNING-Var%dwign pa>cunct— and READ NOTES ON THIS AND INCLUDED WT73RREFERENCE PAGEI61-7473 rix,. 10-b8 BEFORE fAE.- Design valid for use only with Mirek connectors. This design is based any 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 Werol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the respomblity of the building designer. Far general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI/71`11 Quality Criteria. DSB-89 and BCSI Bulding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CSI LL 20.0 Plates Increase 1.25 TC 0.54 TCDL 14.0 R33662983 CLARK RES D04 GABLE 1 1 WB 0.15 BCDL 10.0 Code IBC2009/rP12007 (Matrix) LUMBER Job eee ce (optional) ug <o <u r i vu r ert uwusures, mc, r nu oep <t lv: la:gq <ui i rage T - ID:5gJy2FXVaYQCpBmKPY?9eDzJ9ge-_ITciR3aHQEdh1T9AFcBdLzCBxOvUKfOcCyoMuybOnD Tae 73B � 7 6 5 4 3 3.4 = Plate Offsets (X.Y): f2:0-3-13.Edgej, f1170-2-0 0-1-0). f13�0-2-0.0-1-01 WTCLOADING (psf) SPACING 2-0-0 CSI LL 20.0 Plates Increase 1.25 TC 0.54 TCDL 14.0 Lumber Increase 1.25 BC 0.06 BCLL 0.0 Rep Stress Incr NO WB 0.15 BCDL 10.0 Code IBC2009/rP12007 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF 165OF 1.5E `Except 1-3: 2 X 4 OF Stud/Std OTHERS 2 X 4 DF Stud/Std F 6.10 Manx = DEFL in. (loc) I/deb Ud PLATES GRIP Vert(LL) - n/a n/a 999 MT20 197/144 Vert(TL) n/a n/a 999 MT20H 148/108 Horz(TL) .0.00 3 n/a n/a BRACING TOP CHORD BOT CHORD REACTIONS All bearings 7-3-8. (lb) - Max Horz7=157(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 7, 3 Max Grav All reactions 250 Ib or less at joint(s) 7, 6, 5, 4 except 3=264(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-278/62 sa,b -1:26.2 Weight: 47 Ib FT = 20% - Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right •exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. - 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 11) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 LOAD CASE(S) Standard OQ�OFESS/ONS SOON 07 4862 * XP. 1 , 31 11 *, OF GAL ® WARNING - Verify dealgn parmneters and READ NOTES ON THIS AND INCLUDED 8II7SKREFERBNCE PAGEJCl".7473 rev. 10-V8 BEPORE USE. ° Design varid for we only with M7ek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of binding designer- not truss designer. Bracing shown mi is for lateral support of individual web members only. Additional temporary broking to insure stability during construction is the respomibillity of the i" MiTek' 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 Qualify Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss TypeQty TCLL 20.0 Ply TC 0.64 TCDL 14.0 Lumber Increase 1.25 BC 0.54 BCLL 0.0 Rep Stress Incr NO 833662984 Lb CLARK—RES E01 MONO TRUSS 12 1 TOP CHORD 2 X 4 SPF 2400E 2.0E BOT CHORD 2 X 4 SPF 240OF 2.0E WEBS 2 X 4 OF Stud/Std *Except* Referencea beleaauim UISUIDlltion, Into, GA - OSZZU3 /.ZSU s Aug ZS ZU11 MI I eK Inauslnes, Inc. I nu Sep zz 14:M:4b ZU11 rage 1 ID:SgJy2FXVaYQCpBmKPY?geDzJ9ge-SU1 wn4C2kMT1B2Ljz7Q9YVMMLcdDdj9rsiLuKybOnC 'r 7-2-1 I 14-0-10 1 20.11) I 27572 t 316-0 i 7-2-1 6-10-9 - 610-9 8-10-9 36-0 Ssle = 1:54:1 &'OM H= 0.25 F2 7X4= 14 4x12 WMH II 8.10 = 4.4 = St12MT20H = 3x8 = 3<8 = LOADING (psi) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.64 TCDL 14.0 Lumber Increase 1.25 BC 0.54 BCLL 0.0 Rep Stress Incr NO WB 0.80 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 2400E 2.0E BOT CHORD 2 X 4 SPF 240OF 2.0E WEBS 2 X 4 OF Stud/Std *Except* 12-13,7-14,1-11,4-8,5-7: 2 X 4 SPF 1650F 1.5E DEFL in (loc) I/deft Ud Vert(LL) -0.38 10 >980 240 Vert(TL) -1.08 9-10 >347 180 Horz(TL) 0.15 7 n/a n/a BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 12=1373/0-3-8 (min. 0-1-8),7=1373/0-3-8 (min. 0-1-8) Max Horz 12=247(LC 4) Max Uplift12=-72(LC 3), 7=-57(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1277/112.1-2=-4147/302.2-3=-5405/335, 3-4=-4574/294, 4-5=-2011/185 BOT CHORD 11-12=-240/286, 10-11=-208/4141, 9-10=-24215413,8-9=-190/4568,7-8=-77/2005 WEBS 1-11=-225/3968, 2-11=-832/140, 2-10=-122/1303, 3-9=-882/54, 4-9=0/470, 4-8=-2684/118.5-8=0/916,5-7=-2358/110 PLATES GRIP MT20 197/144 MT20H 148/108 Weight: 128 Ib FT = 20% Structural wood sheathing directly applied or 3-0-7 oc purlins, except end verticals: Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-8 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. • NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ®WARNING -9c 0design par cfn and READ NOTES ON THIS AND INCLUDED W7SKREFERENCE PAGEMII.7473 rev. 10-'08 EEPORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for on individual building component. Applicability of design paromenten and proper incorporation of component is responsibility, of bulding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the MiTek' 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 brocin . consu8 ANSI/TPII OuafOy Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Plates Increase 1.25 TCDL 14.0Lumber Increase 1.25 833662985 CLARK—RES E02 GABLE 1 1 Code IBC2009/TPI2007 Job Reference a JeleCtauna ulstrlDutlon, mato, uA - `JZZu3 I.ZbO s Aug Lb 2011 MI I ex Industries, Inc. 7 hu Sep 22 14:35:48 2011 Page 1 I D:5gJy2FXVaYQ CpB mKPY?9eDzJ9ge-13i7Yp65Lfk29fnwP5g7nB7wbYkWQ9WbXgw?VfybOn9 7-z-7 I 76.0-1D I 2o -11J I 27 .12 I 3180 7-2-1 510-9 510-9 5708 384 .Sail° • 1:529 24 0.25 23 22 21 20 19 18 17 to is 14 1312 11 10 9 8 7 3.4 11 5.6 = 3x4 = Sz8 = 3X4 = 3.4 7-z- 316-01 I 14810 I 20-11 I 273-72 I 7-2-1 5103 510-9 510-0 3Ad Plate Offsets (X.Y): r3:0-30.0-3-01. rl3:0-30.0-3-01. [2070-3-0.0.3-01. [4170-1-8.0-1-01. [49:0.1-8.0-1-01 LOA(psf) SPACING - 2-0-0 TCLLDING 20.0 Plates Increase 1.25 TCDL 14.0Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2 X 4 SPF 240OF 2.0E BOT CHORD 2 X 4 SPF 240OF 2.0E WEBS 2 X 4 OF Stud/Std 'Except' 2324,7-25,1-20,4-9,5-7: 2.X 4 SPF 1650F 1.5E OTHERS 2 X 4 OF Stud/Std CSI DEFL in (loc) "I/deft L/d TC 0.32 Vert(LL) n/a n/a 999 BC 0.08 Vert(ri-) n/a n/a 999 WB 0.09 Horz(rL) -0.01 7 n/a n/a (Matrix) BRACING TOP CHORD BOT CHORD PLATES GRIP MT20 197/144 Weight: 166 Its FT = 20% 25 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 31-6-0. (lb) - Max Harz 23=247(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 23, 7, 20, 17, 13, 9, 22, 16, 12 except 19=-131(LC 2) Max Grav All reactions 250 Ib or less atjoint(s) 7, 22, 21, 18, 15, 14, 11, 10, 8 except 23=285(LC 1), 20=615(LC 1), 17=581(LC 1), 13=573(LC 1), 9=454(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 22-23=-274/244, 21-22=-274/244, 20-21=-274/244 WEBS 2-20=-484/116, 317=-454/112, 4-13=-476/110, 5-9=-391/116 NOTES f •1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. LOAD CASE(S) Standard ® WARNING - VcrtW dasrgn parmndc7s and READ NOTES ON THIS BID DJCLUDED BIITSRREFERENCE PAGEMI 7473 acv. I0-108 BEFORE USE. ° Design valid for use only with M7ek connectors. This design B based only upon parameters shown, and is for an individuat building component. - Appliicabirity of design poromenters and proper incorporation of component is responsibility of bulding designer - not huss designer. Bracing shown is for lateral support of individual web members only. Addillonal temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and brocing� consult ANSI/TPI) Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 11 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property. 3/a Center plate on joint'unless•x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracirig, is always required. See BCSI. O _7/1 6, 2. Truss bracing must be designed by an engineer. For 1 2 3 TOP CHORDS C 1-2 C2-3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, 1, or Eliminator bracing should be considered. WEBS c3V 4 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. o 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U pb = designer, erection supervisor, property owner and plates 0-'Al' from outside a- s' U all other interested parties. edge of truss. 0CL 5. Cut members to bear tightly against each other. cr-a c6-7 cs6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. `Plate location details available In MITek 20/20 SOttWarE Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication.. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension Is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561spacing indicated on design, if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. � and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek- is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. MW mw Buildings /Materials and Construction Services D.B.A. BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 CONTENTS PI (GTI) STAMP - SEE PAGE 1 ......•.•......• .............•••-•2 EXPLANATION OF ENGINEERED DRAWING ............... • .. • .... • . • . • . • ....3 DETAIL FOR COMMON AND END JACKS - 16 PSF ..................................4 DETAIL FOR COMMON AND END JACKS - 20 PSF ........................... • . • ....5 SUPPORT OF B C (PRESSURE BLOCS STANDARD OPEN END JACK..................................6 INTERIOR BEARING OFFSET DETAIL ..................................7 BEARING BLOCK DETAIL 3 `/Z" BEARING ................. • • • • . • • • . • • • • • • •.8 BEARING BLOCK DETAIL 5 '/Z" BEARING ................ • • • . • • • • • . • • • • • • • •9 IIPLIFT TOE -NAIL DETAIL .................................10 LATERAL TOE -NAIL DETAIL .................................11 WEB BRACING RECOMMENDATIONS .................................12 T -BRACE AND L-BRACE ..................................13 VALLEY TRUSS DETAIL ..................................14 .VALLEY TRUSS DETAIL (CONT D) .................................15 mUl PIIRLIN GABLE DETAIL (CONT'D) •................................17 PIIRLIN GABLE DETAIL (CONT'D) .................................18 PIIRLIN GABLE DETAIL (CONT'D) .................................19 STANDARD GABLE END DETAIL ..................................20 STANDARD GABLE END DETAIL (CONT'D.) .................................:21 STD. REPAIR - MISSING STUD ON GABLE TRUSS .................................... 22 STD. REPAIR - BROKEN STUD ON GABLE TRUSS .................................23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRUSS .................................24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS .................................25 STD. REPAIR = NOTCH 2X4 TOP CHORD ON GABLE TRUSS .................................26 STANDARD REPAIR DETAIL - 25% .....................................27 FALSE BOTTOM CHORD FILLER DETAIL ..................................28 OVERHANG REMOVAL DETAIL .................................29 SCAB APPLIED OVERHANGS .................................30 PLEASE CONTACT BMC; FOR MORE INFORIKATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 TBNSER I DUCTS INSPECTRON March 21, 2006 To Whom It May Concern: This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber..Yroducts Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by • the International Accreditation Service (IAS) with the assigned number of AA -664. TP and the GTI quality assurance marks have been recognized in the west by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third parry audits at the Boulder West Components of Indio, CA. This facility is currently in good standing in the. TP Truss Quality Auditing Program. Boulder West Components personnel - are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSI/TPI standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/GTI program, please • contact Pepper Browne at (360) 449-3840 ext. 11. Sincerely, Brian Hensley Truss Manager — Western Division 105 SE 124th Avenue ^ Vancouver, Washington 98684 ^ 360/449-3840 • FAX: 360/449-3953 P.O. Box 919 - 1641 Sigman Road o Conyers, Georgia 30012 • 770/922-8000 - FAX: 770/922-1290 0 • a MANUFACTURED FOR SELECTBUILD DISTRIBUTION. BOULDER WEST COMPONENTS INDIO. CA QUALIir A0011E1) BY TIMBER PRODUCTS INSPECTION, INC DESIGN CRITERIA TC LL pst TC DL . psf RC. OL pst TOTALLOAD psf mmommummmmmm DUR. F ACTOR SPACING D a e# DISPLAY IROOF 1 (COMMON 1 11 b.000 a reD o cvvo Ah .19.9-13 24.7-11 30-0-0 32-0.0 f 1 2 0.0 .5 4-5 10.2-3 150-0 49-13 5-4-5 2-0.0 B5-0-5 4913 4913 4913 2-0.0 4x4 = 6 sxo — 3x8 = 3x6 = oxo — 'A10-2-3 19-9-13 30-0.0 G B 10-2-3 9-7-11 10.2-3 Plate Offsets (X,Y): [2:0-30,0-1-4], [10:0-3-0,0-1-4)H LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 2X4SYP No3 DEFL in floc) I/deft I P PLATES GRIP Vert(LL) -0.09 14 >999 M1120 249/190 Vert(TL) -0.39 12-14 >907 HOR(TL) 0.07 10 n/a Wei ht: 1581b 1 st LC LL Min I/defl = 240 9 BRACING U TOP CHORD Sheathed or 4-2-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing WEBS R S REACTIONS (Ib/size) 2=1317/0-3-8, 10=1317/0-3-8 TMax Hoa 2--175(load case 5) Max Uplift2=-341(load case 4), 10=-341(load case 5) ` FORCES (lb) - First Load Case Only V TOP CHORD 1-2=26, 2-3=-2024, 3-4=-1722, 4-5=-1722, 5-6=-1722, 6-7=-1722, 7-8=-1722, 8-9=-1722, 9-10=-2024, 10-11 =26 BOT CHORD 2-14-1794, 13-14= 11140, 12-1 3=1 140, 10-12-1794 WEBS 5-14=-294, 7-12=-294, 3-14=-288, 6-14=742, 6-12=742, 9-12=-288 ��% NOTES v v 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per BOCA/ANSI95; 90mph; h=25ft; TCDL=5.Opsf; BCDL-5.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable and zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL -1 .33 plate grip DOL=1'.33. at joint 2 end 341 I 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift uplift at joint 10. A Cumulative Dimensions M TC, BC, and Web Maximum Combined Stress Indies R penal Length (feet - inches - sixteenths) N Deflections (inches) and Span to Deflection Ratio LOAD CASE(S) Standard X C Slope D Plate Size and Orientation E Overall Height F Bearing Location G Truss Span (feet - inches - sixteenths) H Plate Offsets I Design Loading (PSF) J Spacing O.C. ,feet - inches - sixteenths) •K Duration of Load for Plate and Lumber Design L Code 0 Input Span to Deflection Ratio P MiTek Plate Allowables ;PSI) 0 Lumber Requirements R Reaction (pounds) S Minimum Bearing Required (inches) T Maximum Uplift andfor Horizontal Reaction if Applicable U Required Member Bracing V Member Axial Forces for Load Case 1 W Notes X Additional Loads/Load Cases LOADING (psf) SPACING 2-0-0 1.15 J M CSI TC 0.29 TCLL 20.0 Plates Increase 1.15 {{// K BC 0.83 TCDL 10.0 Lumber Increase YES WB 0.36 BCLL 0.0 Rep Stress Incr BCDL 10.0 Code BOCA/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 2X4SYP No3 DEFL in floc) I/deft I P PLATES GRIP Vert(LL) -0.09 14 >999 M1120 249/190 Vert(TL) -0.39 12-14 >907 HOR(TL) 0.07 10 n/a Wei ht: 1581b 1 st LC LL Min I/defl = 240 9 BRACING U TOP CHORD Sheathed or 4-2-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing WEBS R S REACTIONS (Ib/size) 2=1317/0-3-8, 10=1317/0-3-8 TMax Hoa 2--175(load case 5) Max Uplift2=-341(load case 4), 10=-341(load case 5) ` FORCES (lb) - First Load Case Only V TOP CHORD 1-2=26, 2-3=-2024, 3-4=-1722, 4-5=-1722, 5-6=-1722, 6-7=-1722, 7-8=-1722, 8-9=-1722, 9-10=-2024, 10-11 =26 BOT CHORD 2-14-1794, 13-14= 11140, 12-1 3=1 140, 10-12-1794 WEBS 5-14=-294, 7-12=-294, 3-14=-288, 6-14=742, 6-12=742, 9-12=-288 ��% NOTES v v 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per BOCA/ANSI95; 90mph; h=25ft; TCDL=5.Opsf; BCDL-5.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable and zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL -1 .33 plate grip DOL=1'.33. at joint 2 end 341 I 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift uplift at joint 10. A Cumulative Dimensions M TC, BC, and Web Maximum Combined Stress Indies R penal Length (feet - inches - sixteenths) N Deflections (inches) and Span to Deflection Ratio LOAD CASE(S) Standard X C Slope D Plate Size and Orientation E Overall Height F Bearing Location G Truss Span (feet - inches - sixteenths) H Plate Offsets I Design Loading (PSF) J Spacing O.C. ,feet - inches - sixteenths) •K Duration of Load for Plate and Lumber Design L Code 0 Input Span to Deflection Ratio P MiTek Plate Allowables ;PSI) 0 Lumber Requirements R Reaction (pounds) S Minimum Bearing Required (inches) T Maximum Uplift andfor Horizontal Reaction if Applicable U Required Member Bracing V Member Axial Forces for Load Case 1 W Notes X Additional Loads/Load Cases DETAIL FOR COMM -ON AND EN® JACKS MIUSAC e 6-16PS_F 3/30/2004 PAGE 1 MAXLOADING (psq ' SPPACING 2-0 0 BRACING M(Tek Industries, Inc. O TCLL 16.D Plates Increase . 1.25 Western Division zimBILL 14:0 Re Strberess cre YES BOT CHORD ROP CHORD igidceilingdirect) applied. BOLL 00 P 9 9 Y PP BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE _ �' `.• TOP CHORD 2 X 4 SPF, HF, DF -L N0.2 LENGTH OF EXTENSION µ BOT CHORD 2 X 4 SPF, HF, DF -L No.2 AS DESIGN REQ'D 20'-0" MAX SPLICE CAN -EITHER BE 3X6 MT20 PLATES OR 22". LONG 2X4.SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE / W/ (.131"X3.0" MIN) NAILS Q 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 4/128/12 BOTTOM CHORD PITCH: 0/12--4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 3x4 = SUPPORT -AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162'DIA. X 3.51 LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS CONN. W216d COMMON WIRE X 3.5" LGT) TOENAILS 6-0-0 B•0-0 1 EXT. --' — 2-0-0 40.0 2-D-0 EXT. EXT. EXT. 2 0 0 • CONN. W/316d COMMON WIRE (D.162"DVl X 3.5" LGT) TOENAILS ter":• N BOTTOM CHORD LENGTH MAY BE 2'-0" 3X4 = OR A BEARING BLOCK 2-0.0 e-0.0 CONN. W12 16d COMMON WIRE(0.162"DIA X 3.5") LGT TOE NAILS OR SEE DETAIL MIIISAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # 4 JUL 21 13' 201T WARMNO • IIerlfy deatgn parameters and READ NOTES ON TJUSAND rNCLODED rXT.7X REFERENCE PAGE.) n -M3 BEFORE USS. Suite 109WV4- ,. Design valid for use only vdlh Wfek conneclors. This design Is based only upon parameters shown, and Is for an Individual building component. Citrus Heights, CA, Applicability of design paramenters arid proper Incorporation of component s responslbinly of building designer- hot Irms designer. Bracing shown Is for Ioteral support of Individual web members only. Addlllonal temporary bracing to fissure stability during construction Is the responsiblmly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For.generdl guidance regarding fabrication, qua0ly control storage, deMery, erecllon and bracing, consul) ANSI/TPI1 Qualify Criteria, DSB.69 and BCSII Building Component s.,r,.r., rnrormation available Irom Truss Plate Inilfiuie, 583 D'Onofdo Drive, Madison, WI 53719. . DETAIL FOR COMMON AND END JACKS MIVSAC - 8 -20PSF8/31/2005 PAGE 1 MAX LOADING .(psfl S ACI G 2-00 ek Industries, Inc. PP NN Wtes TOLL 20.0. Plates`Increase t1s BRACING. 16,0 Lurnberliicrease 1.15 TOP CHORD Sheathed. tern Division i BOLL 0.0 Rep Stress' Incr YES BOT CHORD Rigid Ceiling directly applied. BCDL 10.0 . I 00" "' MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF -L No.1 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF -L No.2 AS DESIGN REWD 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W1(.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3/12—B/12BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNECT/BYOTHERS.OR 2-16d COMMON WIRE (0.162"DIA. X 3.5') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS CONN. W/21Sd COMMON WIRE (6'16T'DI?. X 3.4' LGT) TOE NAILS 8-0-0 I•ssij . EXT t+i 2-0-0 4-0-0 2-0-0 EXT: EXT. 2-0-0 _ EXT. 2.0-0 2-0.0 • r ' CONN. W13 16d COMMON WIRE (0.162'DLA X 3.6" LGT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 2-0" �' 3X4 OR A BEARING BLOCK CONN. W2 16d COMMON L MIVS .162"DI R X 3.5) LGT TOE NAILS OR SEE DETAIL MIUSAG7 FOR 200 PRESSUREBLOCIONG INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. ® Ip UTrp • per(fy design Parmnetara anQ ILF.%iD NOTES ON T7IfS AIJD INCLUDED MITER REFEWNCE PAGE�AM-7473 BEFORE USE: _ swig 106-..-V-. _ Dasign valid for use only with Milek connectors. This deslgri is based only upon peramelers shown: and is loi an indlAdual building component. Citrus Hetghls, CA, AppOcabiAly, of design pparamaniers and proper.incorperollon of component is_responslb6ly of buildingg designer - not truss designer. Bracing shown is for laletai support of Individual web members only Addilicnal temporary bracing to Insure stablflly_dvring construelion Is the responilbMly of the erector. Additional per=ni;nI bracing of lhwoveroll structure Is the respoh6illy of the bullding designer. For general guidance regarding fabrication, qualily control, sterage, de0very, erecllon and'brbcing, consull ANSI/TPII Quality Criteria, OSB -119 and BCSII Building'Coinporient Solely IntonnaBon ovngoble from Truss Plate Institute, 5B3 D'Onofdo Drive, Madison. WI 53719. Is .• B. C. OF STANDARD OPEN•END I Il 111SAC - 7 'RESSUA-E B OCKS 3a O Loading (PSF): BCDL 10.0 PSF MAX CAL HIF sue GIRDEF CAL HIP GIRDER 2x4 bot. chord �rrier tru�� of jack p`2- (.131"X3.0" MIN) ® NXICS (typ) (- �b 2x4 block J jack 'between Jackstruss nailed to carrier b (typ) w/13 Wl(.13.1"X30 MIN) nails spaced at 3" D.C. D PARTIAL FRAMING`PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 3/30/2004 I PAGE 1 MITek Industries, Inc. Western Division 17 6-0.0 4 2C TYP ®\ 2-(.131"X3.0" MIN) NAILS (typ) BOTTOM CHORD OF OPEN END JACKF� S. T/ G 2x4 block between Jacks, nailed to carrier BC ° w/ 6-(.131"X3.0" MIN) NAILS @ 3" D.C. 3 f EXP. 3-3I CIVIC.. SOF CAIN Page # 6 AUL 9 8 2091 . 77an 77 G badiLane temoo Var(ry design pararneLera and READ NOTES ON ME AND INCLUDED WTZJ! REFERENCE PEGS ltTir-7479 BEFORE USB. sulte .109 use Only,wllh Wak connectors. This dedgnls based any upon poiamelen shown, and Is ioi on Individual building component. citrus Heights, CA. 8561=,'�',Iw- ieslgnpparamenters and proper Incorporation o1 component is responslblity of binding designer - not trussdesigner. Bracing shown loci o1 IndMdual web members Doty. Addil'rorwi leirpwary.bracing to Insure slablity during consirucilon is the respohslbilgly of the indt permanenl bracing of ltie.overall siructureds the re' * onsibilly of the bullding designer. For general guidonce'�regardlrig MY control storage, delivery, erection and bradng^consult ANSIAPI1 Quaey eril.do, DS5.89 and BCSII Building Component ';f � ® INTERfOR."BEAR.ING OFFSET DETAIL • MIIISAC - 6 NOTE:: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7'112" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT ° 0 WAPMENG • Ver DeAgIn vaod for use Appocabdly.ol ded b lar lateral su�pori erector. Add111pnol fabllcollon; qud TRIPLE WEB JOINT 313012004 PAGE 1 Mitek Industries, Inc. Westem Division meters and AFAD NoftS ON 7=AND IM V'DED MnTKREFmwNCEP conneclors. This design Is ba{ed only upon paramelers shown, gnd Is for an and proper Incorperdllgn of componenl is responslblity of bull&. ' deslgne b members only. Addlllbnal lernp&gry braeing 10 Insure A.dbISIV.. �urtng oc icing of the ovelag.slruclureIs'lhe'teiponslbl.0iy of the bulldlna.deMbrair. For rec , deovery, elion and brodng; consuo AN51/TPII Gtuollty CrlVeda; DSB-84 r E PIM.Indllule. 583 D'Onoldo Drive, Modison, M 53717. tb 0046433 EXP. 3-31-1, OF C�.�-��® Page # 7 JUL 2 8 2011 7473 EEFD8IC bs—i 7777"Gibihbadc Lane;" Supe 109 Ivlduol Buliding component. nol truss dedgner Arming shown ucllon h the resporuibllnly of the ClliusMelgfits. C/` 95871 serol guidance regarding "BC511 BLAding Component tb I BEARING BLOCK -DETAIL 3 1/2" BEADING I MIS/SAC - 3A 13/25/2004. J.PAGE 1 Mitek Industries Inc Western Division i REFER TO INDIVIDUAL TRUSS DESIGN - I FOR PLATE SIZES AND LUMBER GRADES' �4> IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE ...._ ._ ..__.._ - --- ALLOWABLE I BEARING BLOCK 6 WOOD BEA -RING ALLOWABLE LOADS BOTTOM CHORD SIZELUMBER I REACTION 1 6 APING BLOCK AN 1) GRADE (lb) ALLOWABLE LOADS i ALLOWABLE LOAD (lb) !TOTAL EQUIVALENT BEARING LENGTH NAILING PATTERN i NOTE 1 1 (NOTE 4,5) NOTE 4 NOTE 4 0-4-9 2966 929 3895 sYP _ 2r.4 BOTTOM CHORD DF 3281 855 4136 — --- --0 0-4-6 ............. Js @ 3" O.C. TAL NAILS) 2862 I HF � 2126 736 _ 4-11 I SPF 2231 726 2957 __0-4 --- . -10 __....___ .. _. _ ...... _.... ...... - -- ' sYP 2966 1393 I 4359 _.------ � ---...._._. __. ._.._.._._....... 0--2 , . . — 3281 1282 I 4563 �_... 4-13 2-6 BOTTOM CHORD :. -- -- --- _.._.......__0 2126 1104 3230 1 0' 's Roca? 3^ o.c. HF _ (2 TOTAL NAILS) — -- 2231 1089 3320 0-5-3 _._._.._ .. _ ._ .... SPF 2966 1858 4824 0-5-11 sYe —1---- — 4991 I 3281 1710-----.._.—..__. 0-5-5 3 BOTTOM CHORD DF >C' 4 ROWS @ 3" O.C. I HF 2126 1472 3598 -- 0-5-14 (16 TOTAL NAILS)! ! 2231 1452 3683 0-5-12' ------ SPF ----- --- FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. FOR MINIMUM L HEIGHT i � 22 1/2" 6 J BRG BLOCK TO BE SAME SIZE, GRADE, d SPECIES AS EXISTING BOTTOM CHORD. APPLY -TO ONE FACE OF TRUSS. ggoli; � e c C04t-133 EXP. 3-31-1 ,jr JUL 29 NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NILS DESIGNATED ARE (.131" DIAM. x 3'j MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE THAT THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRU8S DE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN ASSPECIFIED IAND 2- E /2 A307 BOLTS TO CONNECT ALL 4 PG IES TOGETH OF THE BLOCK 18 T-0" LONMIN. ANDOR ICS ARE ATTACH[ LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES Page # 8 GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. WARMNG - Y<r(fy design parameters and READ, NOTES ON THIS AND INCLUDED MITER REFERENCE PAQE MU -7473 BEFORE USE. guile 109- V�- Design valid for use only wilh l ATek connectors. This design is based only upon parometers shown, andis for an individual building component. i Citrus Heights. CA, 9561 8611 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown is for laidrol support of individual web members only. Addilional temporary brocing to insure stdbilify during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the iesponslbiiify of the building designer. For general guidance regarding w ,� Idbricofion, quality control. storage, delivery, erection and bracing, consutl AN51/TF11 Quality Criferld, DSS -B9 and BCS11 Bullding Component 61 i�.Q'k .. i..d�r,dA SN3 D'Onbfrio Drive. Madison, WI 53719. 6699 AA as . B8ARI G BLOCK DETAIL 51/2" BEARING Mfl/SAC _ 4A 3/25/2004 PAGER MiTek Industries. Inc. ., O. Western Division REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O:L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS .. _ ..— — _.....--'------• ALLOWABLE BEARING BLOCK BEARING BLOCK. L WOOD BEARING ALLOWABLE BOTTOM CHORD SIZE I LUMBER I REACTION ALLOWABLE LOADS --'— -LOADS AND GRADE ! (lb) ALLOWABLE LOAD (lb) TOTAL EQUIVALENT B�aRIIJG LENGTH sA:LING PATTERN (NOTE 1) J (NOTE 4,5) I (NOTE 4) (NOTE 4) i---_—_—______._ ._.. - _.... .. . . SYP I —r-- 1 t' 929 . -L. 5590 ----------- _ 0 6-9 ::x4 BOTTOM CHORD r— DF - ---- �— 5156 855 6011 ) --- - 0-6-6 ---....._..—.._..... . kOWS @ 3" O.C. TOTAL NAILS) HF 3341 736— 4077 �— -- -- 0-6-11 — sPF 3506 726 I 4232 -- — ----6-10 _ ...-- - — 4661 1393 6054 0-7-2 sYp �— 5156 1282 I 6438 0-6-13 DF _ - — - 2x6 BOTTOM CHORD 3 Rows @ 3^ O.C. ; HF 3341 1104 4445 —__�---._.._--_--0-7=5._ .... ... (1^ TOTAL NAILS) ----- 3506 1089 4595 0-7-3— 1 SYP4661 1858 6519 —_--- - 0-7-11 2,:8 BOTTOMCHORD { De 5156 1710 6866 0-7-5 4 ROWS @ 3" O.C. �— HF i 3341 1472 4813- 116 TOTAL !JAILS) ! 3506 1452 4958 I 0-7-12.'_.._.._. SPF ---- -- FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM T HEIGHT - 22 1/2" �C_ASE 1 -j BRG BLOCK TO BE 'SAME SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS 12" BLOCK S. � e 0046433� EXP. 3-3 1� ;! OF NOTES: 1. USE 2.THE END WER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL OBE SUCH AF TRUSS S TOO AVOID p g UNUSUAL SPLITTING OF THE WOOD. ��y� � y 3. NAILS DESIGNATED ARE (.131" DIAM. x 3'� MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page # 9 - 17717 Greenback Lane F� WARMNG - Verify design pwamet.- and READ NOTES ON THIS AND INCLUDED MITEE REFERENCE PAGE lGff-7473 BEPt7RC USE- Suite 109 Design valid for use only with MiTek conneclOrs. This design's based only upon parameters shown, and is for an individual building component. ; Citrus Heights, CA. 9561 Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ISfor lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsiblllily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regoiding a,,,,liiv rantrol. slorooe. delivery, erecfio0 and bracing. consult ANSI/TPII 0upllly Cdfeda, DSB•89 and BCSII Building Comp6nent UPLIFT TOE -NAIL DETAIL MII/SAC - 24 111/18/2004 1 PAGE 1 MITek Industries, Inc. Q NOTES: Western Division r 1. TOE=NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WiTH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL.FROM THE MEMBER END AS SHOWN. i 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH r u ; AS TO AVOID. UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SIDE VIEW NEARSIDE SIDE TO] OF END VIEW VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY VALUES SHOWN ARE. CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE:. (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X.36.8.(Ib/nail) X 1.33 (DOL for wind)=146.81b Maximum Allowable. Uplift Reaction Due To Wind For Wind, DOL of 1.60: 3 (nails) X 36.8 (Ib/nall) X 1.60 (DOL for wind)=176.61b Maximum Allowable Uplift Reaction Due To Wind If the. uplift reaction specified on the Truss Design Drawing is more than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. USE (3) TOE -NAILS ON 2x4. BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL Page # 10 r1fy design parumefam and READ NOTES ON 7R.TS AND INCLUDED tdT=REF j.?F6 E TAGS ==.7473 BRF p.ss uss, only vA1h*M7ek conneclars. This deslgn:is based only upon parameters shown, and is for on Individual building component. 1gn pWmenlert and proper Incorporation ai component is responsibility of building designer - not truss designer. Bracing shown f of mdrviduolweb rnernbers only. Additional Temporary" bracing to Insure stability durlrig'conslruction Is the responsibiNly of the it pemipnenl "ting ol'lhe overall structure is the respgnsibility of the bullding designer. For general guidance regardng control, storage, delivery• erecllon and bracing, consull ANSI/fPll Quality Crllorla, OSB -89 anm d BCSII Building Coponeni ovallobie from Truss Plate Institute, 583 D'Onofdo Drive, Madlsson. Wl 53719. JUL 2 8 2071 Suite 109 Citrus Heights. CA, 9561 dD TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ib/nail) DIAM. SW DF HF SPF SPF -S .131 58.5 46.1 31.6 29.8 20'.3 Z p ..135 .60.3 .47.5 326 30.7 29.9 J 72.3 57.0 39.1 36.8 25.1 s+i C7 Z .128 53.1 41.8 1 28.7.' 27.0 18.4 .131 54.3 42.8 29.3 27.7 18.8 N .148 61.4 48.3 33.2 31.3 21.3 Cf) (7 .120 45.9 36.2 24.8 23.4 15.9 .128 49.0 38.6 26.5 25.0 17.0 c .131 56.1 39.5 27.1 25.6 17.4 ,148 56.6. 44.6 30.6 28.9 19.6 VALUES SHOWN ARE. CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE:. (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X.36.8.(Ib/nail) X 1.33 (DOL for wind)=146.81b Maximum Allowable. Uplift Reaction Due To Wind For Wind, DOL of 1.60: 3 (nails) X 36.8 (Ib/nall) X 1.60 (DOL for wind)=176.61b Maximum Allowable Uplift Reaction Due To Wind If the. uplift reaction specified on the Truss Design Drawing is more than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. USE (3) TOE -NAILS ON 2x4. BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL Page # 10 r1fy design parumefam and READ NOTES ON 7R.TS AND INCLUDED tdT=REF j.?F6 E TAGS ==.7473 BRF p.ss uss, only vA1h*M7ek conneclars. This deslgn:is based only upon parameters shown, and is for on Individual building component. 1gn pWmenlert and proper Incorporation ai component is responsibility of building designer - not truss designer. Bracing shown f of mdrviduolweb rnernbers only. Additional Temporary" bracing to Insure stability durlrig'conslruction Is the responsibiNly of the it pemipnenl "ting ol'lhe overall structure is the respgnsibility of the bullding designer. For general guidance regardng control, storage, delivery• erecllon and bracing, consull ANSI/fPll Quality Crllorla, OSB -89 anm d BCSII Building Coponeni ovallobie from Truss Plate Institute, 583 D'Onofdo Drive, Madlsson. Wl 53719. JUL 2 8 2071 Suite 109 Citrus Heights. CA, 9561 dD LATERALTOE-NAIL DETAIL MII/SAC a 25 11/18/2004 PAGE 1 NOTES: MiTek Industries, Inc. •,,.._.,.;:�,: Q 1'. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF'30 DEGREES WITH THE MEMBER NUestern Division AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5') WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity • UZ S. I 0046433 Ev. 3-31-13 C10. OFC JUL 2 8 2011 SQUARE CUT � SIDE VIEW SIDE VIEW (2x4, 2x6) (24) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE - -1 FAR SIDE NEAR SIDE - I FAR SIDE 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3, 2x4) 2 NAILS NEAR SIDE NEAR SIDE 45.00° ' SIDE VIEW 3 2x6 NAILS NEAR SIDE / NEAR SIDE NEAR SIDE Page# 11 ® WARNING • IF-Ify de.1ga parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MU.7473 BEFORE USE. Design valid for use only with Mflek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the erector. Addiliondl permanent brocind of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety Information available from Truss Plate Institute, 5B3 D'Onolno Drive, Madison. WI 53719. 7777 Greenback Lane Suite 109 Citrus Heights. CA 9561 MiTek® TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. I SYP DF HF SPF SPF -S .131 8B.1 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J .162 118.3 108.3 93.9 91.9 80.2 Z z .128 84.1 76.9 66.7 65.3 57.0 .131 86.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 ri .120 73.9 67.6 58.7 57.4 50.1 Z O .128 84.1 76.9 66.7 65.3 57.0 c .131 88.1 80.6 69.9- 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5') WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity • UZ S. I 0046433 Ev. 3-31-13 C10. OFC JUL 2 8 2011 SQUARE CUT � SIDE VIEW SIDE VIEW (2x4, 2x6) (24) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE - -1 FAR SIDE NEAR SIDE - I FAR SIDE 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3, 2x4) 2 NAILS NEAR SIDE NEAR SIDE 45.00° ' SIDE VIEW 3 2x6 NAILS NEAR SIDE / NEAR SIDE NEAR SIDE Page# 11 ® WARNING • IF-Ify de.1ga parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MU.7473 BEFORE USE. Design valid for use only with Mflek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the erector. Addiliondl permanent brocind of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety Information available from Truss Plate Institute, 5B3 D'Onolno Drive, Madison. WI 53719. 7777 Greenback Lane Suite 109 Citrus Heights. CA 9561 MiTek® MARCH 12, 2009 O CSO o� MiTek Industries, Inc. WEB BRACING RECOMMENDATIONS ST-WEBBRACE MTek Industries, Chesterfield, MO Page 1 of 1 "Bav size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE 24"O.C. 48"O.C. 72" O.C. . BAYSIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE 2 THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OFTHE WEB FORCE A B C D A B C D C D 1 X 4 #2 SRB (OF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NALED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2 -ed (0.131-)Q57 TOR 10 BRACES, 2-10d (0.131•x 3) FOR 2x3 ard 20 BRACES, AND 3-10d (6.131 °x3' FOR 2x6 BRACES. -• '''^'•'�•` _ •� _�;;.'' 10'-0° 1610 1886 1886 2829 '� i t:;;ip::=:'' 3143 3143 4715 .�.; _ 1572 1572 2358 4715 7074 12'-0' 1342 F2X6 #3 OR BE17ER (SPF, OF, HF, OR SYP) 6 #3OR BETTER (SPF, OF, HF, OR SYP) ��'. ���4,, '::.J.:`: _'ti`F y:i.:_ '� � �s;: v'ii �;:?::- .•+'; \•: � �.1..`'•:-t=�..�f :d1{-,4"�': ±yam_' : •' _ _ :moi••: 14'-0' 1150 1347 1347 2021 ,}<i+.. r,,• ,y �,.:,;.-.;�' y;;=i.;...; r, ' 2358 2358 3536 i, 1006 1179 1179 1768 16'-0" 5r' 71 1048 st=`` ;?"` •'�i� ;r'�=t';+'='� 3143 4715 894 1048 1572�"'? _ 1886 2829 20'-0" 805 943 943 14141886 "Bav size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. QTLY, MITEK STABL12EW TRUSS BRACING SYSTEIAS CAN BE W SUBSTITUTED FOR TE A, B, C AI4D D BRACING MATERIAL. DIAGONAL BRACING FOR STABIL IZERS ARE TO BE PRO`. MED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED iT PIT ala raiatKasifa47 Luno I GUIDE AND PRODUCT SSPPECffI� TION. SEE'STABILIZER' TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall rool system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-1 Dd NAILS (SEE NOTE 4) Page # 12 GENERAL NOTES TYPE BRACING MATERIALS 1, DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2 THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OFTHE WEB FORCE 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE A -OR- MATERIAL, AND SHALL BE INSTALLED N SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (OF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NALED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2 -ed (0.131-)Q57 TOR 10 BRACES, 2-10d (0.131•x 3) FOR 2x3 ard 20 BRACES, AND 3-10d (6.131 °x3' FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.13172.51 NAILS FOR 1x4 LATERAL BRACES, 2-10d (0.131')Ci') MALS FOR 2x3"2x4 LATERAL BRACES, AND 3.1 Od IDA 31-)37 FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, OF, HF, OR SYP) S. LATERAL BRACE SHOULD BE CONTNUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDmCNAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 C 2 X 4 #3, STD, CONST SPF, OF, HF, OR SYP ( ) GUIDE TO GOOD PRACTICE FOR HANDLNG, NSTALLNG & BRACING OF METAL PLATE CONNECTED WOOD TRUSGES,JONTLY PRODUCED BY WOOD TRUSS COUNCIL. OF AMERICA and TRUSS PLATE INSTITUTE. w xbci du&Yz m and w AP*=LO:g 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE D F2X6 #3 OR BE17ER (SPF, OF, HF, OR SYP) 6 #3OR BETTER (SPF, OF, HF, OR SYP) S. TABULATED VALUES ARE BASED ON A DOL. - 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. QTLY, MITEK STABL12EW TRUSS BRACING SYSTEIAS CAN BE W SUBSTITUTED FOR TE A, B, C AI4D D BRACING MATERIAL. DIAGONAL BRACING FOR STABIL IZERS ARE TO BE PRO`. MED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED iT PIT ala raiatKasifa47 Luno I GUIDE AND PRODUCT SSPPECffI� TION. SEE'STABILIZER' TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall rool system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-1 Dd NAILS (SEE NOTE 4) Page # 12 T=BRACE AND L=BRAC E Nailing :Pattern L -Brace .size , Nail Size Nall Spacing 1x4 or 6 10d (0.148X3' B" O.C. 2x4, 6, or 8 16d(0',162X3 1/2") 6° O.C. Note: Nall along entire length of L -Brace orT-Brace (on Two -Piles Nall -to Both Plies) WEB Nails j SPACING JUL 2 8 2011 MII/SAC - 23 6/27/2004 I PAGE,1 MITsk Industries, Inc. Western Division L -Brace or T -brace Size for One -Ply Truss Specified Continuous Rows. of Lateral Bracing Web Size ' 1 . ^ 2 2x3 or 2x4 1x4 2x4 2x6 1x6 2x6 2x8 2x8 DIRECT SUBSTITUTION NOT APUCABLE. Section Detail Nails Nails ~• Web Web .L -Brace T -Brace L -BRACE or T -BRACE Nails / 10d (0.148X3') @ 9" o.c. Web I -Brace Nails Section Detail Note: 1. L -Bracing or T -Bracing to be used when. continuous lateral bracing is impractical. L -brace must cover 90% of web length. 2. L -Brace or T -Brace must be same species grade (or better) .as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc. can replace the. bracing members. Please refer to engineering document provided by MiTek Ind. Inc. jPage # 13 on Inc cl CA, T -Brace or I-BraPe Size for Two -Ply Truss Specifled Continuous Rows of Lateral Bracing Web Size 1 2.(.f -Brace) 24 or 2x4 2x4 "2x4 2x6 2x6 2x6 2xB 2x8 2x8 Nails / 10d (0.148X3') @ 9" o.c. Web I -Brace Nails Section Detail Note: 1. L -Bracing or T -Bracing to be used when. continuous lateral bracing is impractical. L -brace must cover 90% of web length. 2. L -Brace or T -Brace must be same species grade (or better) .as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc. can replace the. bracing members. Please refer to engineering document provided by MiTek Ind. Inc. jPage # 13 on Inc cl CA, 0 VALLEY TRUSS DETAIL,. MII!'SAC - 19 4/26/2-004 PAGE 1 OF 2 `f GABLE END, COMMON TRUSS 'OR GIRDER TRIUSS k LIVE LOAD = 60 PSF (MAX) DEAD LOAD = 16 PSF (MAX) D.O.L. INC = 1.15 Bb MFH WIND SPEED. 3 SECOND GUST Ivy I eK Inausmgzs:, Inc. Western Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 46" O.C. SPACING GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 BEVEL VALLEY .RUBS TOE - NAIL VALLEY TO BASE TRUSS W/ MIN) TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) I.2 TOE -NAIL VALLEY TO BASE TRUSS W/ ('2) (.131''X3.0" MIN) TOENAILS, 14 VALLEY TRUSS RESTS ON 2A.. iE 10 ATTACH 2x6 CONTINOUS NO2 SPF TO THE FACE OF TF (.131"X3.0" MIN) NAI TRUSS BELOW DETAIL B (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINO.US N0.2 SPF TO THE FACE OF THE ROOF W/ TWO (.13 "X3 U" MIN) NAILS INTO \ EACH TRUSS BELOW ®_ ATTACH' VALLEY TO. BEVELER 2x41N/ 2,). (.131"X3.0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS W/ LESS THAN 6/12' PITCH) (2.) (.131"X.3.0" MIN) TOE NAILS y}. Verify dcsiyn pciarnet&x n for use only wi1H Mitek connect web NOTES: 'JUL 2 8 Qlj 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30' ' MAX AND•PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING ( BY OTHERS) 3.MAX WEB LENGTH WITHOUT BRACE (6'-3") WITH BRACE (IT -6") 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REQUIRED. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. sown, an09 d is.lor an individucl buA¢ng component. I Sure He of bulldjng deslgrier Wss detlgher. Brbcing shown citrus Heights. C.A. slabt6l'y during conslru64' 1 Is the tespbrulbldly of the 1 II I, 11 11 II 11 II 11 1 —,._ 1 11 11 II II II 11 11 11 I 1 11 11 II 11 11 11 II 11 1 �1 11 jl II 11 11 11 11 I, I 11 I 11 1 II 11 u 1 ,I 1 'I II ii ii ii i 1 11 1 II 1 4 ;I BA; VALLEY TRUSS TYPICAL , TY I ( 24" O.C. VALLEY TRUSS TYPICAL s (24' O -C. I Ivy I eK Inausmgzs:, Inc. Western Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 46" O.C. SPACING GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 BEVEL VALLEY .RUBS TOE - NAIL VALLEY TO BASE TRUSS W/ MIN) TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) I.2 TOE -NAIL VALLEY TO BASE TRUSS W/ ('2) (.131''X3.0" MIN) TOENAILS, 14 VALLEY TRUSS RESTS ON 2A.. iE 10 ATTACH 2x6 CONTINOUS NO2 SPF TO THE FACE OF TF (.131"X3.0" MIN) NAI TRUSS BELOW DETAIL B (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINO.US N0.2 SPF TO THE FACE OF THE ROOF W/ TWO (.13 "X3 U" MIN) NAILS INTO \ EACH TRUSS BELOW ®_ ATTACH' VALLEY TO. BEVELER 2x41N/ 2,). (.131"X3.0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS W/ LESS THAN 6/12' PITCH) (2.) (.131"X.3.0" MIN) TOE NAILS y}. Verify dcsiyn pciarnet&x n for use only wi1H Mitek connect web NOTES: 'JUL 2 8 Qlj 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30' ' MAX AND•PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING ( BY OTHERS) 3.MAX WEB LENGTH WITHOUT BRACE (6'-3") WITH BRACE (IT -6") 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REQUIRED. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. sown, an09 d is.lor an individucl buA¢ng component. I Sure He of bulldjng deslgrier Wss detlgher. Brbcing shown citrus Heights. C.A. slabt6l'y during conslru64' 1 Is the tespbrulbldly of the VALLEY TRUSS DETAIL M111SAC - 19 4/26/2004 PAGE 2 OF 2 W. estew C;ivision BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2)l6dTOENAILS BEVEL VALLEY TRUSS x SECURE VALLEY TRUSS W/ LISP RT7 OR EQUIVALENT DETAIL D DETAIL E (NO SHEATHING) (NO SHEATHING) NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL. BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THAN TH E'S PACING *OF*VALLEY TRUSSES (24" O. -C. MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2'. LATERAL FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER. TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. Page # 15] Varqdesign parameters and READ NOTES FXFMMVC9 PAGE MU 7473. BEFORE USE Dezlgn valid for use only bMI, .1 b-1 V 0_,Mly 1 the "n. d. 'I d. h n.-.lh� -d -t upon p- lp errtianenl bradng o[ the f idMd I members . 'd 11 temporary 'p� b zp during conslruclwn h the responsiblBy of the .1p �.l A a JUL 2 8 2011 7777 Clmiiribiick Line Chris Helghts, CA. 9551 PURLIN GABLE DETAIL THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE Q " • TRUSSES BELOW. SEE DETAIL #2 _ SEE DETAIL JACKS \\ I I II= II= II = SEE SHEET 2 OF 2 FOR ALL DETAILS MII/SAC m 12 7/15/2005 I PAGE 1 OF 4 miTek Industries, Inc. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR' EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 5x5 Z -V 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 cew EXP. 0 - Page # 16 JUL 2 (13 -7011 0 .. � .. .. - 7777 Greenback Lane'-' and REdD NOTES DN T`mt SAND INCLUDED X77EK EEFERENCE PAGE 6'lff _7473 BEFORE USE. Suite 109 Design valid for use only wlII Mitek connedors. Thls design is basad onN upon paramelers shown, and fs for an Individual building oomponent. CIWs Heights, CA, 858Is AppOcablAly of design paramenters and proper Incorparollori of component k responslbiAty of building des goer- not trusi designer. Bradnd shown Is for lateral support of Individual web members only. Additional lemporary brodng to insure dab@ly during'consfrucllon h the responsibBAly of the erector. Additional permanent brodng of the ov l erucl1we s Ihe�resppnslblAly of the bullding designer. For general guidance regarding �s fabrication, quality. control. storage, deAveiy, erection and bracing, coruull ANsipmI Quality Criteria. OSB -89 and BCSiI Bu8dIn0 Componanl gam.: �� . ,_�.,_.___m__ ., n ae r......r.,,R Plate Indltule. 593 D'Ondhio Drive, Madison, WI 53719. ev.■ 9 PURLIN. GABLE DETAIL MIIISAC o 12 7/15/2005 PAGE 2 OF 4 • 16d NAILS 6" O.C. �OOG� ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x T) SPACED 9" O.C. HIP GIRDER �v DETAIL #2 THE PURLIN GABLE.DOES ALIGN WITH THE END OF THE FLAT TOP CHORD SECTION. o \ "PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 �OQ0 0�O DETAIL ##1 APEX Ge' DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER �ER S. Page # II 0 ® [VAINlNINO•Verlfji dcaignparameters and READ NO TES ON 77M AND INCLUDED W= REFERENCE PAGE IM -7473 DEMp_-OSE. naan onat iemporary oring l 1n�ure stru ure'fs the responS, Be�yy of I�e bulli and bracing. consul) ANSf/TPI1 Qualit 563 D'Onc610 Drive, Madison, WI 53719. z 0 0 U Cn F- W_ LL C0464 3 EXP. 3-31' CIVI OF CAl1 JUL 2 3 ton 77777 GreenbackLane 01rus Halghts. CA, 9561 l MITek Industries, Inc. Western Division 16d SINKER OR 1 S BOX O.C. SPACING BY OTHERS THE TOP OF:THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES.. THE BOTTOM EDGE OF THE PURLIN GABLE ALIGNS WITH T% LEFT FACE OF THIS TRUSS QJPg�� V AND BEARS ON TOP. rE DETAIL ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x T) SPACED 9" O.C. HIP GIRDER �v DETAIL #2 THE PURLIN GABLE.DOES ALIGN WITH THE END OF THE FLAT TOP CHORD SECTION. o \ "PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 �OQ0 0�O DETAIL ##1 APEX Ge' DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER �ER S. Page # II 0 ® [VAINlNINO•Verlfji dcaignparameters and READ NO TES ON 77M AND INCLUDED W= REFERENCE PAGE IM -7473 DEMp_-OSE. naan onat iemporary oring l 1n�ure stru ure'fs the responS, Be�yy of I�e bulli and bracing. consul) ANSf/TPI1 Qualit 563 D'Onc610 Drive, Madison, WI 53719. z 0 0 U Cn F- W_ LL C0464 3 EXP. 3-31' CIVI OF CAl1 JUL 2 3 ton 77777 GreenbackLane 01rus Halghts. CA, 9561 l PURLI.N. GABLE DETAIL Mll/SAC =12. 7/15/2005 PAGE 3 OF 4 JA BY • 0 MITex maustrles, Inc. Western Divislon PURLIN GABLE =R OR 16d BOX DING BY OTHERS U-'- t- I -AIL T..-9 .. Z5U 1-0...P L a DETAIL #2 SUPPLa Page # 18 ® WAipaNv - —Ify design parameters and READ NUTES dM TRIS AND INCLUDED W=. RSFFMMNW PAGE IRI --7473 BEFORE, USE. M-1— —9,4 1-- —, , uAh 64lrok coanaalara. This deslon Is based only upon oaromelers shown. and Is for an IndMdudl bulldlno comoone id BOX OTHERS JUL 2 J 20fl 7777 Greenback Lane Sure 10B CIWs Halghls,CA, 951 I7 I URL,IN GABLEDETAIL MII/S-AC m 12 7/15/2005 PAGE 4 OF 4 16d SINKER OR 16d BOX TYPICAL PURLIN GABA LAST H ""I 1 eK.Inuu5crle5, IOG. Wdsitern Division 4"X. \� RIDGE BLOCKING FIRST COMMON 2X BLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS "'- 2-0-0 MAX DETAIL #3 SUPPL. 12 ' TIGHTLY SET JOIN PURLIN GABLE IF i \ HIP SET TRU S ROOF SHEATHING BY OTHERS DETAIL ##4 SUPPLe ° HIP SET TRUSS ROOF SHEATHING AND DIAPHRAGM 0-0-2 �� . NAILING BY OTHERS\ PULIN GABLE HIP DETAIL #4A S TPage.# 19 .'JUL '0�� ® I7ARA7N6 • Ver((y design parmnefris and REED NOTES ON TAIS AND DVCLODEO MITE({ REFERENCE PAGE MII.7473 BEFORE USE. 77T�/7 Greenback Lane ' �O Sulle 108 Dedgn vaAd for se ony. w.1lh;MtleI connectors,1�s design Is baseki ony upo pargme a shown a . d ts.(of an individual bullding component. Cllnrs Heights, CA, 8561 qpp cpblU�y of reslg00 pbrumerrl1leis and proper intorporal bn 000��� txmpone I�s resporul6l�ly of 'ng designer=not Irvss designer. Brod�g shown Is lorlaferb'fsu pdrf of Ptlhldu�lweb mertrbers ony. Addi��ona mpo[cryocing 1pp InsUrg'Flabl�ly'tluring rulrucllon hdhe respdnsfb Isty of the erector Aadlllanaf peRnurian brodngg olthe overall slruc ure. the responsl 10 of Ihe'bu Itlingg designer. geneal pput price regard�ngm, labrieallon, quoBly eontro� slordge,-delNary, eredlon and bra g, consult ANS /iPil Quality Crlleila DSB•89 and BCSI18ulidlnp Component �np Solely Iritor.a. a'valloble 6omTrus�Pldle.Ins111u1e. 583 D'Onofdo Drlva, Modkon, WI 53719. ®� iT a STANDARD GABLE END DETAIL MII/SAC e 20 4/27/2004 PAGE 1 OF 2 ®Js .. - N-11 4x4 = *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 POR —ALTERNATE BRACING DETAIL — 1X4 OR 2X3 (TYP) VARIES TO COM. 12 TRUSS 'ONTO. BR l 9PAN TO MATCH COMMON TRUSS LOADINopsfl TCLL 50.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 TOP CHORD BOT CHORD O6ERS RTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC/IRC 2 X 4 DFUSPF/HF - No.2 2 X 4 DFL/SPF/HF - STUD/STD 2 X 4 DFUSPF/HF - STUD/STD SHEATHING (BY OTHERS 3 1/2" �1 1 /2" NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL 3x5 = 24" MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW END WALL MITek Industries, Inc. Western Division 24'0.C. _TYP �IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT: HEIGHT # OF NAILS AT END UP TO7'-011 2 - 16d 6J-0 13-2-0 1-0-0 16. INCH O.C. OVER 8'-611 4 - 16d NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST, EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-B". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE#2 LUMBER AFTER -NOTCHING. Page, # 20 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 C046433 EXP. 3-31.13 cim OFC JUL 2 8 2011 ® WARNING . VerVy design p—amefers and READ NOTES ON TRIS AND INCLUDED X=K REFGRENCE PAGE WT -74,73 BEFORE USE. 7777 Greenback Lane 09 Design valid for use only wlih M1ek connectors. This design Is based only upon poranieters shown, and Is for an individual building component. Surge He A licabNl of design pworisenters and proper incorporation of component Is res onsibl0l or building designer nor truss designer. Brocrn shown Citrus Heights, CA, 95 PP Y P e rTW.. P Y. 9 9 g B Is for lateral support of Individual web members only. Additional lemporary bracing to Insurestablilty during construction Is the responsiblllily o1 the erector. Additional permanenl bracing of the overall alruclure Is the responslbmly of the bul1ding dedgner. For general guidance regarding. fabrication, quality confrot sioroge, delivery, erection and bracing, consul) ANSI/rPll Quality Criteria, DSB-89 and BCSII Bulidtne Component Safety Information available from TrusvPiale Instilule, 583 D'Onotrto Drive, Madison, WI 53719. MAXIMUM VERTICAL STUD HEIGHT ` SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L- BRA 12 INCH O.C. 6J-0 13-2-0 1-0-0 16. INCH O.C. .5-8-n -4-0 -6-0 24 INCH O.C. NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST, EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-B". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE#2 LUMBER AFTER -NOTCHING. Page, # 20 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 C046433 EXP. 3-31.13 cim OFC JUL 2 8 2011 ® WARNING . VerVy design p—amefers and READ NOTES ON TRIS AND INCLUDED X=K REFGRENCE PAGE WT -74,73 BEFORE USE. 7777 Greenback Lane 09 Design valid for use only wlih M1ek connectors. This design Is based only upon poranieters shown, and Is for an individual building component. Surge He A licabNl of design pworisenters and proper incorporation of component Is res onsibl0l or building designer nor truss designer. Brocrn shown Citrus Heights, CA, 95 PP Y P e rTW.. P Y. 9 9 g B Is for lateral support of Individual web members only. Additional lemporary bracing to Insurestablilty during construction Is the responsiblllily o1 the erector. Additional permanenl bracing of the overall alruclure Is the responslbmly of the bul1ding dedgner. For general guidance regarding. fabrication, quality confrot sioroge, delivery, erection and bracing, consul) ANSI/rPll Quality Criteria, DSB-89 and BCSII Bulidtne Component Safety Information available from TrusvPiale Instilule, 583 D'Onotrto Drive, Madison, WI 53719. STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 10d (TYP) A i _ ® 2X4 BLOCK SIMPSON A34 — OR EQUIVALENT LEDGER • 2X4 No. 2 OR BTR GABLE END 45e STRONGBACK 2X4 No. 2 OR BTR 2X4 S D OR BTR SPACED @ 5-0" O.C. SHALL E PROVIDED AT EACH END OF BRACE. EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHO S W/ 4- 10d NAILS. MAX. NGTH = T-0" 6'4" MAX To STANDARD TRUSSES BEARING WALL SPACED @ 24" O.C. ALl'ERNATE BRACING DETAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. JUL�09� •2)2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Pag=e#=2 ® IVARNINO. 4er{jg design parcmettrs and 1tEA!) NOTE9 ON ?RIS AND INCLUDED ld77'F.K RE• rr.nWcZ PAGE MU 7473. BEFORE USE. Sutle 1 og� Design vaAd for use any wllh M1ek connecl,ors. This design h based any upon parameters shown, and h for an Indlviclual building componenl. Glrus Halghls, CA. AppGcabiAly o1 design paramenlers and proper Ineoiporallon of componenl h responzlbl6ly of building designer - not Irvss designer. ".an' shown h for lot'eraI support cf Individual web members any. Addlllpnal lempwory In" lo'Insure stabllly.during construcllon is the responsibllfily of the erector. Addillonol pennaneril brdring of the overall slruclure h the responsiblllly of the building designer. For general guidance regarding fabrlcallon, quaYly coniroL sloioge, deflvery, wecllon and brddng, consult A", 11 �uallty Crlleda, DS6•89 and BCSII Building Component Safety InformoNon avatloble IromTruss Plate Inslllule, Sfi3 D'Onofdo Drive, Madison, WI 53719. Rg.p-L-A-:C.,E., . A.MSSING STU I QON A.GABLE TRUSS l Mlll-SAC - 2.7 1, THIS. IS A SPECIFIC REPAJRDETAIL 2 1 -MEM". 8' .-BE ALI' '..-.".BER MUST:BE REI .. ­ MEMBERS' APPLY.-lNGAE i - ENI' 3 THE DISTANCE EpGEt SUCH0AVQII wbtfl'h A 4.Wk -'NXbSTNG§' OR TDAY . OID LOOSENING O."Pt-l- 5.THIS -REPAIR i§tbBtUSEb NLY FOR ITS ORIGINAL .'HE. REMANING. POR. ON '�S'SHALCBE INSPECTED CTED TO WHEN E REQUIRED. LL BE CAPABLE 6#.* SU'PPOF 11/18./2004 :PAGE I PA Ffek- I ndustnes, Inc. WeSterh Division iElft ORIGiN4L- POSITIONS . BEFORE 'AR. JIRINO. APPLICATION OF .'kjE.P. I b.SP . ACI . NG OF NAILS SHALLBE )OD.. . USE OF A BACKUP. WEIGHT IS RECOMMENDED PLATES -s At THE JOINTS OR, SPLICES. , PLY TRUSSES IN THE 2X- ORIENTATION ONLY. REPLACE MISSING -WEB WITH A NEW MEMBER OF THE SAME ATTACH 8" X 12"X 7/16" 03-B. OR.. PLYWOOD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE FACE OF TRUSS WITH FIVE 6d NAIL9(.1 13' X 2.0-) INTO EACH MEMBER (TOTAL 1*0 NAILS PER GUSSET) • THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16' O.S.13 OR PLYWOOD. SEE MITEK STANDARD GABLE END. DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS. CRITERIA LOADING: 40-10-0-10 (MAX) LOAD DURATION FACTOR:1.15 SPACING "' 24'" 6. C. (MAX) fo'O bHbRb: 2X 4 OR 2X 6 (NO 2 MIN) PITCH -. Wl 2 -1.2/12 BEARING IN * G -.CONTINUOUS ST.LJD,8PACING,:241, O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN I FOR PLATE SIZES AND LUMBER GRADES Page #=2 2] xnneclors. Tlilpdeslgn b based Doty upon parameters shown; and b for on morvwuar ougamg and proper iniorpordtlon of componenl'a responslblGly bl building da5lgner - nol Buis design b d.W COMMON JUL 22 8 2011 7117 Gre6hbhd Lh7ne, Suite tog nl. shown Citrus Heights. CA, 9561 of the REPAIR A BROKEN STUD ON A GABLE TRUSS M M11/SAC e 28 1 11/18/2004 1 PAGE 1 MITek Industries, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS. UNDAMAGED. THE ENTIRE TRUSS. SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE.DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO'AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO a ROWS OF 10d NAILS (.120" MIN X 3") SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS • THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR :1.15 SPACING: 24" TOP CHORD -. 2X 4 OR 2X 6 (NO 2 MIN) PITCH :.3112 -12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) FF EFER TO INDIVIDUAL TRUSS DESIGN OR PLATE SIZES AND LUMBER GRADES page # 23 ®IVARMNG • Var Lfg drsign Pan:mdars mrd READ NOTES on TJM AND INCLUDED MPfEB REFERENCE PAGE' ?M-74,7:!. SEP'GRE IIS& Design valid for use only wilh MRek conneclors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicablilly of design paromenters and properincorporallon of component Is responsibility of building designer- not truss designer. Bracing shown k'for lateral support of Individual web. members any. Additional temporary bracing to Insure sjobilily during construction Is the responsib@Ily of the erector. Addlllonal pemwneni.brodng of.ihe overa0 slruclure h the responslb101y of the bullding'designer. For.general guidance regarding labricallon, quality control, storage, d'e6very, erection and bracing, consuls ANSI/TPII Quollty Criteria, DSB-B9 and BCSIi Building Component Sofely Information available IromTruss Plate insillule. 583 D'Onoirlo Drive, Madison, VJI 53719. 24" MAX COMMON p090, SER 5. EXP. 3-31-i 3 CNA. Q' OF JUL 2.8 2011 TM, Weenbadr Lane sL® Suite 109 Cu GWs Heights, CA, 9561 RTO REMOVE CENT ON A GABLE TRUSS 0 jai'/$AIC - 29 I 11/18/2004 I PAGE 1 MITek Industries., Inc. Western Division, 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION VOtIHFY-THAT NO FURTHER PAIRS ARE REQUIRED. ED. THE ENTIRE TRUSS WHL BE INSPECTED O WHEN THE REQUIRED E REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4, LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5: THIS REPAIR IS TO BE USED FOR SINGLE. PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. *MAXIMUM STUD SPACING= 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED: •NO REPAIR NEEDED. COMMON SEE M TEK STANDARD GAB E END DETAILS FOR WIND BRAOUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/CING REQUIREMENTSLOOD. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24° o.c. maximum; having pitches between 3112 and 12112, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA Q OFI� LOADING: 40-10-0-10 (MAX) FACTOR: 1.15 0 R S. �} DURATION SPACING -.24°MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) �! PITCH : 3/12 -12/12 BEARING: CONTINUOUS C046433 EXP 3-31_13 STUD SPACING :24" O.C. (MAX) 6.�ItPf�- REFER TO INDIVIDUAL TRUSS DESIGN 'JUL 2 8 2011 OF C - FOR PLATE SIZES AND LUMBER GRADES Page 24 . - ..I 7777 Greenback ® WARMNO • IIer(jy dcvlgn pa[ameln's and READ NOTES ON = AND INCLUDE ldl?ElC REFERENCE PAGE IM -7473 BLrPY1RE USB. Salle 1 D9 Design vdOd for use antywith W4ek conneclbrs. This design h based only upon parameters shown. and Is for an Individual building component. Citrus Heights, CA, Appocablilly of design paramenters and proper tncorporalion of component Is: responslbIRIV of building designer - not truss, designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary.biocing to Insure slab@ty during construction h the responslbBBly of the ereelor. Addllidnal permanent bracing_ol the overall slrudure Is the responsibNly of the building designer. For general guidance regarding fabrication, qua0iy control, storage, delivery. erection and Smdng,�vnnsu AciNsSal�Pwlli u719N Criteria, DSB-84 and BCSIt Building Component REPAIR TO NOTCH 2X6 TOR MII/SAC - 30 11/18/2004 'PAGE 1 CHORD ON A GABLE TRUSS MITek Industries, Inc. 0 # 1. THIS IS A SPECIFIC -REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY. THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO' FURTHER REPAIRS -ARE. REQUIRED. WHEN THE REQUIRED . M.6 REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE.DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING.OF NAILS SHALL BE SUCH A$ TO AVOID SPLITTING.OF THE.WOOD.. 4. LUMBER. MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS.REPAI.R IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 1/2" X 1 1/2" NOTCH IN TOP CHORD 24" O.C. AS SHOWN *MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. REE E OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WI (MIN) 7/16" O.S.B OR PLYWOOD. MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf'and maximum Wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually, TRUSS CRITERIA LOADING: 40-1070-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X.6 (NO 2 MIN) PITCH: 3/12 -12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MA)O REFER TO INDIVIDUAL TRUSS DESIGN page # 25 FOR PLATE SIZES AND LUMBER GRADES WARNDN • tre ft design parameters and READ NOTBS ON TRIS AND D=UDED AV=REFERENCE -PA AIIT 7474 BEFURE USE. Design valid for use only with Mrf ek connectors. This design Is based only upon parameters shown, and h for n r - not truss bugling component. App6coblQty of design paramenters and proper Incorpoi illon of compdnent h respondbNly of bulk ling designei -not truss designer. finacing shown is for lateral support of ndrvidubt web members only. Addllional lemporary bracing to Insure sl, during eonslruellon h the resporisibAfity o1 the erector. Additional perrtiariehl brocing of the overall structure is l.he reMonsiblity of the bulk* g designer. For general guidance regarding Safety fabrication. quality a o bola boon Truss delivery. le. ereInslO&le, 563 and bOoarb cansUll ANSI/,PWl 53719ll ty Crlledo, 058-69 and 11CS11-8611ding Component ° �R S. Ts C046433 EXP. 3-31-13 OF CA0 JUL 2 8 2091 7777 Gnienback Lane Sulle 169 Of Heights, CA, 95611 REPAIR' TO. NOTCH 2X4 TOP M111SAC @ 31 11/18/2004 PAGE 1 CHORD ON A GABLE TRUSS IYII I OA Ia, 1" . 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED, THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. .LUMBER TO BE CUT CLEANLY AND ACCURATELY, `� MAXIMUM STUD SPACING = 24" O.C. NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 1 O (3" X 0.131") NAILS SPACED 6" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. '*E MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. PORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12112, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) ¢ QK"" DURATION' FACTOR :1.15 �R S. T� SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3/12 -12/12 . BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) E 046M .REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES®F��� Page # 26 JUL 2 8 2011 ® WARRING . V.fry deetgn pa =.fc, andJEEA V NOTES ON TRIS AND INCLUDED MITER REIFEREMW PAGE I�•7473 AP"RE USE. Design valid for use only wltli Mifek connectors. This design Is based only upon parameters shown, and Is for. an Individual building component. Applicability of design poramenlers and proper Incorporation of component Is responslblIlly of building designer - not truss designer. Bracing shown k for lateral support of Individual web members only. Additional lemp6.nuy bracing to Insure slablp(y during construction g b the resregardingifily of the ereclor,. Additional permanent bracing of the overall sirueluie Is the responsibility of the bullding designer. For general guidance regmding nn ivellon. oualfly control storage, delivery, erection and brocing, aonsull ANSI/TPII the, Crlieita, DSB-89 and BCSII Building Component TTT7Greenba&Lana eav® suite tog citrus Heights. CA. 9581 2.1. T ..,e.:. � ,...11 M4.k STANDARD REPAIR DETAIL 25% MIUSAC - 21A 5/3/2004 PAGE 1 f j toS. �c CA46433 EXP. 3.31-13 MiTek Industries, Inc. Western Division OTALNUMBER Of MAXIMUM FORCE (Ibs) 25% LOAD DURATION --- NAILS EACH SIDE SYP DF SPF HF OF BREAK' INCHES 2x4 ; 2x6 2x4 I 2x6 2x4 2x6 2x4 JI 2x6 2Y4 1 2x6 I 14 21 24"2240 3360 2065 3097 1750 2625 1785 I 2677 18 27 30" 2880 4320 2655 3982 2250 3375 j 2295 3442 22 33 36" 3520 5280 3245 4867 2750 4125 2805 1 4207 ` 1 26 30 ; -- -- -- 39 1 45 ---- 42" 48" - —�-- 4160 1 4800 1 6240 7200 ---- t 3835 4425 5752 6637 – 3250 3750 487-5-- —33-15 1 4972 ; 5625 1 3825' 5737 1-- --_ L= DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"DC STAGGERED AS SHOWN.(.148"dia. x 3") THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C .1162, CtVOF C 6��Q JUL 28 201 00 BREAK •. k x �ypl x k 10d NAILS NEAR SIDE +10d NAILS FAR SIDE Page # 27 TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6" MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS'INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. Qj, 1liARNTNG • Verify dceign painrnat— and READ NOTES OR' TILS AND INCLUDED MTTEK RF,FERENCE PAGE MIT. 7473 BEFORE U.M. Design valid for use only with M1ek connectors. this design 6 based only upon parameters shown, and is for an individual building componenl. Applicability of design paromenlers and proper Incorporation of component 4 responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during conslruction u the responsbillily of the ereclor. Additional peronenl brocing of the overall siructuie is The responsibility of the building designer. For general guidance regarding lobricolim on, qualify control, storage, delivery, erection and brocing, consult ANSVTPII Quality Criteria. DSB-89 and BCS11 Building Component Safety Information available from truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Suite 1D9 Citrus Heights. CA. FALSE 136TTOM CHORD FILLER, DETAIL I MIIISAC -1 � 3/10/2004 1PAGE 1 MiTek Industries, Inc. Westem Division VI TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICATION MAX 3-0-0 EXTENSION ATE OR ' ALT. BEARING � / CONNECT W/ 2S Od COMMONS(TYP) ALTERNATE FILLER BOTTOM CHORD i 2X4 NO2 OR BETTER LUM ER' FILLER VERTICAL.STUD. j 2X4 STD OR BETTER LUMBER FILLER BC MAY BE SPLICED WITH 3x4 M20 PLATES OR WITH 2X4 NO2 2'-0" LONG 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W1(.131 X3.0" MIN•) NAILS @ 4" O.C., 2 ROWS. OOTES: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: = 10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4112 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS: THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Page # 28 0 JUL- 2 70111 WARMNO - 9erljg da"4jn j)ara uta and READ No7-EE oNTBIB AND INCLUDED MITEE REFERENCE Pd OE MU --7473 BEFORE UBE. Daslgn vo®d for use only with MRek connectors., This design Is based only upon parameters shown, and h for an Individual building component. AppkabNly of design paramenters and proper Incorporallon of component Is resPonstbllIty of building designer- not truss designer. Bracing shown !s lar lalerdl support of Inrlvldual web'members any. Additional lempordry 6mdng'lo Insure stability during conslrucllon Is the respons bflilly of the erector. Addl lonat permanent bradng of the overall structure Is the responsibility of the bullding deslgner. For general guiddnce ragarding fabnmfloh quality control sloioge, deMery, erecfton and bradng_cansu11 ANSI/TP11 Quality Criteria, 0S0-89 and BCS11 Building Component 1010v S o s. r. c e . 0046433 EXP. 3-31-1 7777 GresnhadrLane �atffi Sults el Citrus HHeights, CA, 9567 Make OVERHANG REMOVAL DETAIL MIUSAC v 5C 12/6/2005 PAGE 1 MITek Industries, Inc. O Westem Division TRUSS ORITERIA: - LOADING: 25-1.6-0-10 (MAX) DURATION FACTOR: 1.15/1.25 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE.ALLOWED • 0 12 212 JUL 2 8 2011 tpo'fi W9or(�y doalgn Paramdacs and RS.AD NOTET-S ANDSalle 100 n ve oih Mlfek connedars, This dbcsed Doty upCIWs Heights, CAceblgly of design pdrementers and properinCorpoiallori of cempohenl If ceppdnil6)01y of btiildlisg designer= viol truss designer. Brac]ng shown h for lot b au poi/ of pdMdupl web ir+embess dnM• Addlllonal lempotary bradnB to Insure s1oUl4iy during consirudllon h the re;pdnslb.B01y of the erector. Addie owl Pe Mr (areae daavery ec 1 on and bracing, consult A SI/TR11 GuoIIW CrlladaBOSB 84 and BCSIg BuBding Comp noril th a SCAB APPLIED OVERHANGS MIUSAC e 5 3/25/2004 PAGE 1 MiTek Industries, Inc. O Western Division TRUSS CRITERIA; LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. ATTACH 2x. SCAB SAME LUMBER SIZE AND.GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0:131"X3") NAILS SPACED @'6" O.C. 3. THE END DISTANCE, EDGE. DISTANCE, AND SPACING OF NAILS SHALL BE SUCH �AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. • 12 212 WARNINO - Var(/j dealgn par wtars and REED NOTES ON TWS AND gn ve0d for use only with M114 eonneclors. Thts design 1,based only up' Idablilly of design pbromenters and proper Incorporallon of componen • laleral support of Individual web members only. Addilional lempomr/ I :tor. Addlllonai pemwnenf brodng of the overall structure Is the respon J 10E PAGE" MU -74 73 BEFORE USE. or an Individual buiidhlg component. signer-'no1 truss designer. Brodng shown 1b construction Is the resporislbMly or the r. For general gutdonce teg6rdlne a-0.9 and HC41 Bundle. Comrionent JULY 7777 Greenback La suite roe Citrus Heights, CA,