Loading...
HomeMy WebLinkAboutTRUSS® Lumber design values are in, accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. I EGA � MiTek® R_ . �. RE: 26978 - Tonkin Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. am a, FL 33610.4115 Customer Info: Mel-Ry Construction Project Name: Tonkin Residence Model: Gus, or>�' Lot/Block: 98 Subdivision: Nettles Island Address: Lot 98 Nettles Island City: PortSt. Lucie State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building., Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 [All HeighH Wind Speed: 170 mph Roof Load: 47.0 psf Floor Load: 55.0 psf This package includes 47 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. lNo. I Seal# I Truss Name I Date I No. I Seal# Truss Name I Date 1 IT6356221 IA01G 6/10/014 118 IT6356238 I -CJ3B 6/10/014 12 I T6356222 I A02 16/10/014 119 I T6356239 I -CJ3C 16/10/014 13 I T6356223 I A03 16/10/014 120 I T6356240 I -CJ5 16/10/014 14 I T6356224 I A04 16/10/014 121 I T6356241 I -CJ5A 16/10/014 15 I T6356225 I A05 16/10/014 122 I T6356242 I -CJ5B 16/10/014 16 I T6356226 I A06 16/1'0/014 123 I T6356243 I -CJ5C 16/10/014 1 17 I T6356227 I A07 16/10/014 124 I T6356244 I -EJ7 16/10/014 1 18 I T6356228 I A08 16/10/014 125 I T6356245 I -EHA 16/10/014 1 19 I T6356229 I A09 16/10/014 126 I T6356246 I FG01 16/10/014 110 I T6356230 1 A10 16/10/014 127 I T6356247 I FG02 16/10/014 1 111 I T6356231 ' I Al l 16/10/014 128 I T6356248 I FG03 16/10/014 I 112 I T6356232 I Al2G 16/10/014 129 I T6356249 1 FL01 16/10/014 113 I T6356233 I -CJ1 16/10/014 130 I T6356250 I FL02 16/10/014 I 114 I T6356234 I -CJ 1 B 16/10/014 131 I T6356251 1 FL03 16/10/014 1 115 I T6356235 I -CJ2 16/10/014 132 I T6356252 I FL04 16/10/014 1 116 I T6356236 I -CJ3 16/10/014 133 I T6356253 I FL05 16/10/014 1 117 I T6356237 I -CJ3A 16/10/014 134 I T6366254 I FL06 16/101014 1 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Magid, Michael My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, no the Truss Engineer, per ANSI/TPI-1, Chapter 2.Lu 2 ,�G • BENS • �9G,i �'� No 5368 = • • Ir z � �. STATE OF :�� R FL Cert. 6634 June 10,2014 Magid, Michael 1 of 2 RE: 26978 -Tonkin Residence Site Information: Customer Info: Mel-Ry Construction Lot/Block: 98 Address: Lot 98 Nettles Island City: Port St. Lucie Project Name: Tonkin Residence Model: Custom Subdivision: Nettles Island No. Seal# Truss Name Date 35 IT6356255 JFL07 6/10/014 136 IT6356256 I FL08 I6/10/014 I 37 IT6356257 J FL09 16/10/014 I38 IT6356258 I FL10 1 6/10/014 39 IT6356259 I FL11 16/10/014 I 40 T6356260 IFL12 6/10/014 I41 T6356261 FL13 16/10/014 142 IT6356262 I FL14 16110/014 143 IT6356263 I FL15 16/10/014 144 I T6356264 I -HJ7 16/10/014J 145 IT6356265 I-HRA 16/10/014 146 IT6356266 I -HJ7B 16/10/014 I 147 IT6356267 I-HJ7C 16/10/014I State: Florida 2 of 2 Job Truss Truss Type Qty Ply Tonkin Residence T8356221 26978 A01G Hip Girder 1 1 job Reference(optional) n �1•�A•S1 �n1d Dnnw 1 East Goa S1 TruSS, Fon Fierce, t-L. J4a4b • •"" "'�' ""'-"' -" ""'-"'--""" ' -- -- -- - - ID:7pgQY3lEoPSVhRFcdN1 WdHz7ktA-?BBwi3LywKXmtYFgw_EP7yARXRtvayWDNz63Qsz7jCl 7.0-0 10-9-0 14-6-0 21.6-0 7.0-0 3-9-0 3-9-0 7-0-0 Scale = 1:35.7 3.00 12 5x5 = Us = 5x5 = 3x10 = 3x4 = 4x8 M18SHS = 3x4 = 300 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.35 8-9 >729 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.81 8-9 >317 180 M18SHS 244/190 BCLL 0.0 • Rep Stress Incr NO WB 0.45 Horz(TL) 0.17 5 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 86 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc purlins. 2-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-7-14 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer WEDGE Installation guide, Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS, (lb/size) 1=1997/0-8-0, 5=187310-8-0 Max Horz 1=-49(LC 23) Max Upliftl=-606(LC 4), 5=-564(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=2133/655, 1-2=-5540/1728, 2-18=-5390/1711, 3-18=-5390/1711, 3-19=-5871/1838, 4-19=-5871/1838,4-5=-6003/1854 BOT CHORD 1 -1 0=-607/1969, 1-9=-1611/5307, 9-20=-1933/6497, 8-20=-193316497, 7-8=-1933/6497, 7-21 =-1 933/6497, 6-21=-1933/6497, 5-6=1730/5790 WEBS 2-9=-278/1041, 3-9=13571364, 3-8=71/347, 3-6=-861/339, 4-6=-268/1024 NOTES- ,,�41f11111/��I, 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. ll; ,�� �P Mq � Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 � NG,,.*G E N 0, , 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ; N0 53681 responsibility of the fabricator to increase plate sizes to account for these factors. * p 5) All plates are MT20 plates unless otherwise indicated. a: 6) Plates checked for a plus or minus 0 degree rotation about its center. 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 2-0-0 wide will 0 •u t� fit between the bottom chord and any other members. �0..� STATE F40 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=606, 1I T A, 5=564, ,j� 0 R �� • �G this truss. 10) "Semi -rigid ) Hanger7-0-0. 1(37lbidoher connection wn and 116lbtchbreaks iup at 9-0-ng heels" 12, 137 b downbe dand 116 lbupatport 10-9-0 candrated 137lb down andember end fixity model was used in the analysis and design f116 lb down upat 12-5 4, 116 lb and 137 ���!I;0NAi E��o`� lb down and 116 lb up at 14-6-0 on top chord, and 533 lb down and 226 lb up at 7-0-0, 73 Ib down and 27 lb up at 9-0-12, 73 lb down and 27 lb up at 10-9-0, and 73 lb down and 27 lb up at 12-5-4, and 566 lb down and 220 lb up at 14-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. FL Cert. 6634 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). June 10,2014 AWARNIfIJ •Verify d647, p.—memo ,sari REM AWESWROSAM INCLUDED MITEKRt'FERFNIF PACE MIr•MI3 — I/24/201481TOREWE 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 parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avoilIable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Ale andria, VA 2314 It southern Pine iSPP lumber issoecified, the design values are those of ective 06 01/J013 byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356221 26978 A01 G Hip Girder 1 1 Job ere ce o lional n 1n 11.1d•51 on1d Pwnw 9 tasl uoasl 1 russ, 1-on vierce, M. J4e40 ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-78Bwi3LywKXmtYFgw_EP7yARXRtvayWDNz63Qsz7jCl LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-74, 2-4=-74, 4-5=-74, 10-15=-20 Concentrated Loads (lb) Vert: 2=-109(B) 4=-109(B) 9=-533(B) 8=-68(B) 6=-566(B) 3=-109(B) 18=-109(B) 19=-109(B) 20=-68(B) 21=-68(B) ®WARNIM3 • Vedfr desiyr parame tern aad READ MITES OM TWSAND IM2UDED MITEXREPEREACE PAGE MII-MB re r. 1/2912014BUOREME Design valid for use only with Walk connectors. This design Is based only.upon parameters shown, and Is for an Individual building component. �r Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown ■ Is for lateral support of individual web members only. Additional temporarybracing to Insure stability during construction Is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlorma11lon va oble from Truss Pla)e Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. If Southern Frine�fiP� Iumber isspeclfied, the design values are those effective 06 10112013 by ALSC Tampa, FL 33610A115 Job Truss Truss Type Qty Ply Tonkin Residence T6356222 26978 A02 Hip 1 1 -Lob I Re e e ce (optional �n1A Done1 East coast Truss, t-on Pierce, rL. s4v4b ,....-1.-,..._,-._.....___...__,..._..____..._......-___. ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-ULIIvPLahefdViglUhmef9jixrGWJRZNcdsdyJz7jCH 5-0.8 9-D-0 12.6.1 16.5.8 21-6-0 5.0.8 3.11-8 3." 3-11-8 5-0.8 Scale = 1:36.7 4x8 = 4x4 = 3.00 F12 3x8 = 3x8 11 3x4 = 5x10 = 3x8 = LOADING (psi) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201 O/TP12007 CSI. TC 0.44 BC 0.81 WB 0.27 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1046/0-8-0, 6=975/0-8-0 Max Horz 1=64(LC 7) Max Uplift 1=-247(LC 4), 6=-230(LC 5) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.13 7 >999 240 MT20 244/190 Vert(TL) -0.44 7-16 >590 180 Horz(TL) 0.09 6 n/a n/a Weight: 93 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=922/209, 1-2=-2430/588, 2-3=-2115/460, 3-4=-2111/480, 4-5=-2162/473, 5-6=-2788/683 BOT CHORD 1-9=-199/854, 1-8=-526/2317, 7-8=-365/2035, 6-7=-616/2704 WEBS 2-8=-343/168, 4-7=-28/296, 5-7=-683/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=247, 6=230. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ,,,,�rj111111f1'rij* • No 53681 .� :�,.. STATE JOF .�jjj� s/O N A1- IIe►I n l 1+�� FL Cert. 6634::] June 10,2014 ®WARNIA,G •Vent y desLyn'pammbRn sari Rfi1D OWES GM 7HTS AM Iht1UD£D MITEXREFERE&M A4G£ Nri-1473 Pea I/d9/2014NtI0NEM 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 parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty 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, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlorma Ion vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1f5outhern ine�SPlumberisspeiified,thedesignvalues are thuseeffectiveQfi 0112013hyAtSC Job Truss Truss Type Qty Ply Tonkin Residence T6356223 26978 A03 Common 1 1 ob efere ce o do al A•R7 �n1A Dane 1 East Coast Truss, Fon Pierce, I-L. MV46 I..rr...,-1.— ­_... _.....___...__I .. _. .----.. .-.... .._---._ ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-ULIIvPLahefdVigtUhmef9jgNrHXJRTNcdsdyJz7jCH 5.11-0 10-9-0 15.7.0 21.6.0 5-11-0 4-10-0 4-10-0 5-11.0 44 = 3.00 12 Scale=1:35.7 3x8 11 3x4 = 3x4 = 3x4 = 3x8 = 34 = Plate Offsets (X Y)-- r1:0-3-8 0-0-21 r1:0-0-0 1-8-131 r5:0-3-8 0-0-21 r5:0-0-0,1-8-131 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.54 TCDL 17.0 Lumber Increase 1.25 BC 0.74 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No,3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1046/0-8-0, 5=975/0-8-0 Max Harz 1=-76(LC 6) Max Uplift 1 =-270(LC 4), 5=-252(LC 5) DEFL. in (loc) I/defl Ud Vert(LL) 0.15 6-8 >999 240 Vert(TL) -0.42 6-8 >613 180 Horz(TL) 0.08 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 87 Ito FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-3-1 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sg1jallgo guide - FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-924/239, 1-2=-2462/660, 2-3=-2195/572, 3-4=-2430/642, 4-5=-2738/735 BOT CHORD 1-9= 224/857, 1-8=-596/2348, 7-8=-391/1771, 6-7=-391/1771, 5-6=-661/2645 WEBS 2-8=-362/174, 3-8=-88/471, 3-6=-166/720, 4-6=-464/202 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=0ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 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 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=270, 5=252. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. llll���,' ,•` �G O E N S •.Ci �. �• • NO 53681c ••'�y rr . Q STATE �OF •:�j .� FL Cert. 6634 ::] June 10,2014 ® WAR WPG •Venfgdesdga panmerers,rnd READ M/TESGMMNAM1 INGLEOED MtTFKREFERE.t10EPAGEMfI-M73 mn Ijt9fZDI4affGAElAE Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an Individual building component. ��• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the ITe1Il�• Welk' � V� 1 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/11`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informs Ion gvailIoble from Truss Plgte Institute, 781 N. Lee Siree}, Suite 312, Alexandria, VA 2314 11Sou+SPy lumber is specified, the design values are those efieGtive 06 101J0013 by AL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356224 26978 A04 Roof Special 2 1 ob efe nce (optional 4 T k I d tri Inc Tue Jun 1011.14.532014 Page 1 East Coast Truss, Fort Pierce, FL. 34946 7,520 s Apr— 201 Mi e n us es, n . ID:7pgQY3IEoPSVhRFcdN1 WdHz7ktA-yXJh71MDSxnU6sO32PHtCNG19FdC2nzwrHbAVlz7jCG 1-8-0 8.6.0 10-9-0 15.7-0 21-6-0 1.8-0 3.6.0 3.4.0 2-3.0 4-10-0 5-11-0 Scale = 1:30.4 5x8 = 3.00 F12 3x8 _ 15 12 3x4 = 3x4 = 3x4 = 3x4 = 3x4 l 1 50 12 2x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 17.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 1-13: 2x4 SP 285OF 1.8E, 4-11: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=96010-8-0, 15=1068/0-8-0 Max Horz 15=76(LC 7) Max Uplift7=-248(LC 5), 15=-357(LC 4) CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TC 0.92 Vert(LL) 0.2613-14 >906 240 MT20 244/190 BC 0.72 Vert(TL)-0.6913-14 >348 180 WB 0.67 Horz(TL) 0.18 7 n/a n/a (Matrix-M) Weight: 93 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-7-9 oc bracing: 8-21. 10-0-0 oc bracing: 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2311/517, 2-3=-2442/575, 3-4=-3283/785, 4-5=-3033/756, 5-6=-2323/634, 6-7=-2533/674 BOT CHORD 1-15=-510/2326, 14-15=-487/2278, 13-14=-497/2321, 9-10=-340/1664, 8-9=-340/1664, 7-8=-601 /2415 WEBS 2-15=-609/229, 5-8=-195/698, 6-8=-381/180, 3-14=-277/119, 3,-13=-203/905, 5-10=-5901144, 10-13=-316/1588, 5-13=-400/1756 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 7=248, 15=357. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,,1111111111///I,, S. NQ 53681 •': �j STATE /F'�� FL Cert. 6634 June 10,2014 ®WARRUG• e.fifpde.sign paratnewn and RF,AP MUSGMR175 AM iM20DO MITEKREFEREACUFAGEM714413 mv. r/dA/201daFF6AF1155 � 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 parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ggvoppable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ItSouthemPinet3pjlumber isspecified, thedesignvalues are those effective0b 01/2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356225 26978 A05 Scissor 7 1 Job Reference factional ,.o o nee �� East Coast Truss, Fort Pierce, FL. 34946 ,.a<v anp, as cv,+,.,,,..�,,,_�..,,,- ,____.. ._....-.._. __..._,_. ID:7pgQY31EoPSVhRFcdN1WdHz7ktA-Qjt3K4NrDFvLk?zFc6o6kao?XeyfnHgg4xLj1Bz7jCF 1.8.0 0.2.8 10-9-0 15.4-8 21.6-0 1.8 0 4-6-8 4-6-8 4-7.6 6.1-10 Scale = 1:36.0 4x4 = 3.00 12 3x8 = 10 3x8 3x4 I I 1.50 12 = LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.63 BC 0.83 WB 0.45 (Matrix-M) LUMBER - TOP CHORD 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP 285OF 1.8E `Except` 6-8: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 6=941/0-8-0, 10=1080/0-8-0 Max Horz 10=76(LC 7) Max Uplift6=-245(LC 5), 10=-362(LC 4) DEFL, in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.40 8-9 >607 240 MT20 244/190 Vert(TL) ' -1.05 8-9 >229 180 M18SHS 244/190 Horz(TL), 0.33 6 n/a nla Weight: 87 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 1-2=-2676/600, 2-3=-2823/667, 3-4=-3089/760, 4-5=-3485/8391, 5-6=-4416/1127 BOT CHORD 1 -1 0=-595/2695, 9-10=-582/2656, 8-9=-592/2690, 7-8=-104714283, 6-7=-1045/4273 WEBS 2-10=-673/260, 3-8=-50/476, 4-8=-245/1194, 5-8=-10231337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 6, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=245, 10=362. 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. �`G?Pi' SM'j'�''�. No 53681 .'' S TAT E �O F �jAIt Inll FL Cert. 6634 June 10,2014 ®W,iAh?lIG Verifq desgn pa�amoners and BEAD tATES GN 7rtrS,:ND 1A1117DE0 MtTFKREEEREhCSbfAGE Mft-7473 ma Yjd4/20IQSff08Et/5E Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. IMF of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Inlormoti n va able from Truss Plate In fifufe. 781 N. Lee Street, Suite 312, Alexandria, VA /2314. IfSouthernPQa1e7fiP LumberisWecifie,thedesignvaluesarethaneeffective46)r11j2A33byALSC Tama FL 33610.4115 p' Job Truss Truss Type Qly Ply Tonkin Residence T6356226 26978 A06 Roof Special 1 1 Job Beference (optional) East Coast Truss, Fort Flerce, FL. 34`J4ti •�•" ° ^r •� "•'•"' -" """'•"""-""^ ID:7pgQY3IEoPSVhRFcdN1WdHz7ktA-Qjt3K4NrDFvLk7zFc6o6kao JexAnH9g4xLj1Bz7jCF 0-9-6 5-11-5 11-1-4 156-8 21-6-0 0-9-6 5-1-15 5-1-15 4-:14 5-11-8 Scale=1:36.0 4x6 2.79 F12 3.00 3x8 = 10 3x8 1.40 12 1.50 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC20101TP12007 CSI. TC 0.64 BC 0.86 WB 0.45 (Matrix-M) LUMBER - TOP CHORD 2x4 SP 2850F 1.8E *Except* 4-6: 2x4 SP No.2 BOT CHORD 2x4 SP 2850F 1.8E *Except* 6-8: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 6=942/0-8-0, 10=1079/0-8-3 Max Horz 10=67(LC 7) Max Uplift6=-238(LC 5). 10=-384(LC 4) DEFL. In (loc) Vdefl L/d PLATES GRIP Vert(LL) 0.45 8-9 >537 240 MT20 244/190 Vert(TL) -1.16 8-9 >208 180 M18SHS 244/190 Horz(TL) 0.34 6 n/a n/a Weight: 87 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-2-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installgliga guide FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2791/662, 2-3=-2925/736,3-4=-3200/804,4-5=-3606/892, 5-6=-4427/1090 BOT CHORD 1-10=-659/2808, 9-10=-672/2769, 8-9=-675/2792, 7-8=-1012/4296, 6-7=-1010/4284 WEBS 3-8=-69/495, 4-8=-237/1194, 5-8=-933/318, 2-10=-656/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=0ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) All plates are MT20 plates unless otherwise Indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 6, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=238, 10=384. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNIM •Verityde.s7a panmeM.-t READ Ra7ESGfy7IfT6AND IrKlUDFD MITEKREFEREAKX PAGE Mrl.7473 ma I1191201,189MEll3E Design valid for use onlywith MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component B responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inlormattton qva able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 1/ If Southe m P ine tSP� lumber is specii'led, the design values are Lhase etfective 46 01/2U33 by AL3C \.\GCE 1VS'�•.�/ :• No 53681 a. STATE /JOF �w • i A. 5.0 FL Cert. 6634 :] June 10,2014 IMF MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Tonkin Residence T6358227 26978 A07 Roof Special 1 1 Job Reference Ionia net Inn T„a L,n 1n i1.1d•55 9n1d Pann7 Last uoasl I russ, ton YIerce, r•L. a9e4o • ---- -' T' — --' '-- ID:7pgQY3lEoPSVhRFcdN1 WdHz7ktA-uwQRXQ0T_Z1 CM9YR9gJLHoL9a213WIkplb4HZdz7iCE 1-&14 5-3-0 10-9-1 15.0-1 2D-9.5 1.8-14 4.6.2 4-6-2 4-3-0 5.9.4 Scale = 1:34.7 4x6 2.79 12 4 3.00 12 3x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 17.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP 2850F 1.8E *Except* 4-6: 2x4 SP No.2 BOT CHORD 2x4 SP 285OF 1.8E *Except* 6-8: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 6=90310-8-0, 10=105010-8-5 Max Horz 10=64(LC 7) Max Uplift6=-228(LC 5), 10=-381(LC 4) 1.40 112 1.50 L12 CSI. DEFL. in (loc) Well L/d PLATES GRIP TC 0.61 Vert(LL) 0.41 8-9 >566 240 MT20 244/190 BC 0.82 Vert(TL) -1.04 8-9 >221 180 WB 0.43 Horz(TL) 0.31 6 n/a n/a (Matrix-M) Weight: 84 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-4-14 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2615/602, 2-3=-2750/680, 3-4=-3019/755, 4-5=-3422/841, 5-6=-419211033 BOT CHORD 1-10=-600/2634, 9-10=-615/2599, 8-9=-618/2620, 7-8=-958/4068, 6-7=-956/4056 WEBS 2-10=-660/273, 3-8=-69/476, 4-8=-227/1135, 5-8=-874/299 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 8. 5) Plate(s) at joint(s) 1, 4, 6, 10, 3, 5, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 8 checked for a plus or minus 3 degree rotation about Its center. 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 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 6, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=228, 10=381. 11) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. id! d ,,{{111111/1��,,, %'.��`P c•ENJj �, F • i No 53681 STATE /OF : �1JJ Z FL Cert. 6634 7 June 10,2014 ®WARNIAG•yedtydesign pa.m,ewa and READ 1,,07TSGNMISAND lKa.00 M1TFKRFFEREM,FPv166M1144?3 m. SId.?/T.91d&TaHF.Ii,3F. 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 parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Welk'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qutality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Ifr5vuthemPinejSP lumfberisspelclfied,itheedeisgnvalueesaretheseelf#eiilve4S�01/20135yALSC Tampa, FL33610-0115 Job Truss Truss Type Qty Ply Tonkin Residence T6356228 26978 A08 Roof Special 1 1 o e e nce o do al East Coast Truss, Fort Pierce, FL. 34941i•����^r�••••��"••^^-^^---•^•••••••-••----•••-•••-----�-- ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-M6_IImO5ls93zJ7ejXgaq?tL3SewFCLyXFgg54z7jCD 1-8.14 8-0-9 10-4-4 145-0i 19.11-15 1.8-14 4-3-11 4-3.11 4-0.12 5-6.15 Scale = 1:33.4 4x8 2.79 12 3.00 112 3x8 = 10 3x8 = 3x4 11 1.40 F12 1.50 L12 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201 OfTP12007 CSI. TC 0.56 BC 0.78 WB 0.41 (Matrix-M) LUMBER - TOP CHORD 2x4 SP 285OF 1.8E *Except* 4-6: 2x4 SP No.2 BOT CHORD 2x4 SP 285OF 1.8E *Except* 6.8: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 6=866/0-8-0, 10=1014/0-8-5 Max Horz 10=62(LC 7) Max Uplift6=-219(LC 5), 10=-371(LC 4) DEFL. in (too) Vdefl Lid PLATES GRIP Vert(LL) 0.36 8-9 >612 240 MT20 244/190 Vert(TL) -0.93 8-9 >238 180 Horz(TL) 0.28 6 n/a n/a Weight: 81 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s 'o e FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2424/550,2-3=-2552/625, 3-4=-2866/715,4-5=-3260/799; 5-6=-3969/979 BOT CHORD 1-10=-547/2442, 9-10=-562/2408, B-9=-565/2428, 7-8=-907/3851, 6-7=-905/3840 WEBS 2-10=-634/262, 3-8=-79/494, 4-8=-213/1076, 5-8=-810/279 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 8. 5) Plate(s) at joint(s) 1, 4, 6, 10, 3, 5, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 8 checked for a plus or minus degree rotation about its center. 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 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 6, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 6t=1b) 6=219, 10=371. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNItX; •Yori1y d°srin pnwur°[ers,ond RFi1D M17ESGNTNIS.iND IhC1alYED MtTFXR[FER.:hCE PsiGC Nf!-M73 ,ea 11291201118FiOMME Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information qva able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandrla, Vqq 2314 If5outhe mPlttelSP�lumber isspecified,the design values are those effect1" 01/1013byAtSC i No 53681 r STATE �OF i i M-e�� 1111111 FL Cert. 6634 June 10,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356229 26978 A09 Roof Special 1 1 Job a ere ce o tional East Coast Truss, Fort Pierce, FL. 3494b ..��� �..p, �..�,+.. , I—. .-- __..._ ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-M6_pImO5ls93zJ7ejXgaq7tFMSfZFCfyXFgg54z7jCD 1-8-14 5-10-2 9-11-6 13.9-14 19-2-9 1.8-14 4.1.4 4-1-4 3-10.8 5-4-11 Scale: 3/8"=1' 4X6 2.79 12 3.00 12 M Ic ¢ 3X6 = 10 3x8 3x4 II 1.40 12 1.50 L12 1.1'- 1-8-14 5-10-2 10-5-5 11-9-19-2.9 1.0-7 0-8-7 4-1-4 4-7-3 3.49 5-4-11 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.33 B-9 >638 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.85 8-9 >248 180 SCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.25 6 n/a n/a BCDL 10.0 Code FBC2010/TPl2007 (Matrix-M) Weight: 74 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-7 oc bracing. BOT CHORD 2x4 SP No.1 'Except` MiTek recommends that Stabilizers and required cross bracing 1-8: 2x4 SP 285OF 1.8E be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 s o REACTIONS. (lb/size) 10=977/0-8-5, 6=829/0-8-0 Max Horz 10=60(LC 7) Max Uplift 10=-361(LC 4), 6=-21O(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2240/500, 2-3=-2358/570, 3-4=-2712/675, 4-5=-30971756, 5-6=-3745/925 BOT CHORD 1-10=-497/2257, 9-10=-510/2221, 8-9=-513/2241, 7-8=-856/3634, 6-7=-854/3623 WEBS 2-10=-587/244, 3-8=-87/507, 4-8=-201/1022, 5-8=-748/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 8. 5) Plate(s) at joint(s) 1, 4, 10, 3, 5, 9, 7 and 6 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 8 checked for a plus or minus 3 degree rotation about its center. 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 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 10=361, 6=210. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in'the analysis and design of this truss. i No 53681 �j '. S TAT E fO F . I/ id A,f ��� N Al n FL Cert. 6634 June 10,2014 ®W.iRNIR(i •Verity Arsgn panme--tarn.nJliFAe Ml7GsaN 7lRSANA lhC1.UDElY MtTFKl{FfZREhCE Mit+f: M(l-T473 nQa .rfd.4fP.0iQAa"QREUSE � 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 parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individualweb members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information e7SPplumheaisspePlate ii#ieJlithedeisignvaluesare1:1 elffeitivea6I01f2013byAi$C Tampa, FL33610.4115 Job Truss Truss Type City Ply Tonkin Residence T6356230 26978 A10 Roof Special 1 1 Job Reference Io 'ona •4-1 �r1�A Done 1 Last uoasl truss, Yon coerce, PL. 44a40 ,.'-.....__-..._-,..._..____.. ._....-._.___. ID:7pg0Y31EoPSVhRFcdN1 WdHz7ktz7ktA-gIYBIYBy6PjWAHwbTigHFLpMDOOjswi_gc6mvZ0eWz7jCC 1-8.14 5-7-0 9-9-14 13-4-6 18-5-3 1114 3-10-2 4.2-14 3-6-9 5-0-12 CS 2.41 12 5x5 = 3.00112 Scale = 1:31.3 3x8 = 10 US 3x4 II 1.40 12 1.50 L12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.95 TCDL 17.0 Lumber Increase 1.25 BC 1.00 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 1-8: 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=792/0-8-0, 10=941/0-8-5 Max Horz 10=51(LC 7) Max Uplift6=-192(LC 5), 10=-364(LC 4) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.34 8.9 >599 240 MT20 2441190 Vert(TL) -0.83 8-9 >242 180 Horz(TL) 0.25 6 n/a n/a Weight: 70 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2147/514, 2-3=-2243/580, 3-4=-2760/739, 4-5=-2953/785, 5.6=-3521/880 BOT CHORD 1-10=-510/2158, 9-10=-523/2115, 8-9=-535/2152, 7-8=-815/3415, 6-7=-816/3406 WEBS 2-10=-490/226, 3-8=-122/603, 5-8=-678/244, 4-8=-187/904 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 6, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=192, 10=364. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. No 53681 — J STATE �OF .:��� 00 � O R i P, ' N, Q nO N AU FL Cert. 6634 June 10,2014 AWARNT70, Veriyyde.siynparrma:ausandR&4DAC7ESCNMIS AM]M:1.UMDMITi.KRFFERFAC PAOEMIl•74.7.TrbaI/29/2014BITf1AEUSL Design valid for use only with MRek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the respansibillity of the M �Tek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informat1ion vappable from Truss Plate In titute, 781 N. Lee Street, Suite 312, AI xandria, VA 2314. ItSauthernR'ine7SPJlumberisspesified,thedusigrivalutsairethoSee�ffectiv406 OS/2013byAL5C Tampa, FL 33610-4115 Job Truss Truss Type City Ply Tonkin Residence T6356231 26978 All Roof Special 1 1 Job Reference (optional Tio li,n in 11.1d-479n1d Pann1 hastcoast truss, hart vierce, M. J4e4e- ID:7pgQY3lEoPSVhRFcdN1 WdHz7ktA-gIYBy6PjWAHwbTigHFLpMDQQ3sxk_gX6mvZOeWz7jCC 1-2-2 5.5.4 9.8-0 17-7-13 1-2-2 4-3-2 4-3-2 7-11-7 Scale = 1:29.5 �a 46 2.41 12 3.00 I v 3x8 II Jxo - 1.40 12 1.50 a 1-0.9 1-&14 5-5-4 9.7-9 17-7-13 4_aa d-9.5 8-0.3_ I I6 d Plate Offsets (X Y) f1 0 2 6 3 0 101 f1.0 3 1 Edael f1:0 10 3 0 2 31 f3:0 3 0 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.24 5-6 >896 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.61 5-14 >344 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.19 4 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 67 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* MiTek recommends that Stabilizers and required cross bracing 4-5: 2x4 SP No.1 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3[installatione WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=873/0-8-5, 4=786/0-8-0 Max Horz 1=-43(LC 6) Max Uplift 1=-279(LC 4), 4=-200(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when, shown. TOP CHORD 1-1=-1463/466, 1-2=-3210/1012, 2-3=-3125/884, 3-4=-3139/878 BOT CHORD 1-7=435/1363, 1-6=-962/3133, 5-6=964/3148, 4-5=-795/3026' WEBS 2-5=-359/247, 3-5=-207/916 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind:.ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=279, 4=200. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,, till 1111111r, �% EL S.4ff Cj /•; NO 53681 :53': STATE �OF :�U/Z i • ... G `% ALI��`� 1nn11 FL Cert. 6634 June 10,2014 AWAR,NIN3-Vayde.tign pa .mmn,.ad RFi1D M17LSGNVINAND HaUDED MtTEKREFERENCE PAGE Nrl-7473 rea 1129120IdRUCNEUSE 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 parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown . is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek* fabrication, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety I formation �vaq ble from Truss Plgte Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 ItSvut�TcrnPine SP�umberisspecified,thedesignvauesarethosee ecstive06 0112013byALSC Job Truss Truss Type Qty Ply Tonkin Residence T6356232 26978 Al2G Roof Special Girder 1 1 job e e ence o t'o a eI test coast i russ, ron Tierce, M. a9e40 ,.__......,.. ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-IV6aASQLHUPnDdHOrys2vQzg1 GHDj8MF_ZJxAyz7jCB 4-4.3 8-8-6 10.0-1 13-5.1 17-0-1 4.4-3 4-4-3 1.3 10 3 6 0 3-6-0 Scale = 1:28.6 6I This truss is NOT symmetric. Proper orientation is essential. 4x4 = 4xB = '? e1 F9 3.00 12 1x4 II 4x8 = 44 = 1x4 II 3x4 = LOADING (psf) TCLL 20.0 TCDL 17.0 SCLL 0.0 ' BCDL 10.0 SPACING'2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TC 0.59 BC 0.92 WB 0.31 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) 0.20 10-11 >967 240 Vert(TL) -0.42 10-11 >462 180 Horz(TL) 0.09 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 74 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 allatioD guide, REACTIONS. (lb/size) 6=888/0-8-0, 1=866/0-8-0 Max Horz 1=-39(LC 23) Max Uplift6=-289(LC 4), 1=-318(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3059/1141, 2-3=-23371919, 3-4=-2277/916, 4-5=-2269/884, 5-6=-2647/906 BOT CHORD 1-1 1=-1 103/2960, 10-1 1=-1 103/2960, 9-10=-791/2190, 8-9=-845/2521, 7-8=-845/2521, 6-7=-845/2521 WEBS 2-10=-781/375, 5-9=488/222 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=2ft; Cat. II; ,1111I11111111 Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ,��� EL S. , v/�/�I�� plane Gable End Details as applicable, or consult qualified building designer as per ANSITTPI 1. ,�� ``P ....... � Ci S'�•.v/ 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the NG,•�� 7 N 0 53681 responsibility of the fabricator to increase plate sizes to account for these factors. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) Gable studs spaced at 2-0-0 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 3-6-0 tall by 2-0-0 wide will e� '. STATE F fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except Qt=lb) 6=289, �0 �.o� • A- / P •. ��� 1=318. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. load(s) 115 lb down and 144 Ib up at 0 1•�•.•�\,,� %� �I� �O N A� E 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated 8-8-6, and 115 lb down and 144 lb up at 10.0-1 on top chord. The design/selection of such connection device(s) is the responsibility �%% tiI1111�� of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FL Cert. 6634 LOAD CASE(S) Standard June 10,2014 Continued on..Me e 2 ®WARNTN33•Verifydesign yui=wb1;rsuad AM fX1T'F.S ON MIS AND IAIaUDF,b Mt Tk'XRFFFREKr FAGFNll-Ni73nrR I/d9f201d111YO MF. �• Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilllty, 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/11`I1 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. S fety Inlorma Ion gva' able hom Truss Plgte In titute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314. 1 5outhem Fine`5P Iumberisspeci a ,thedeMgnvaIue5aTethosel ffecGve06 01A013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356232 26878 Al2G Roof Special Girder 1 1 job efere ce olio al T„n I„ —a 11•1d•FR'Jn1d Pann 9 tact L:Oasl 1 russ, I'On VIOMB, tL. 44B90 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=74, 3-4=-74, 4-6=-74, 1-6=-20 Concentrated Loads (lb) Vert: 3=-109(F) 4=-109(F) ID:7pgQY3IEoPSVhRFcdN1 WdHz7ktA-IV6aASQLHUPnDdHOrys2vQzg1 GHDj6MF_ZJxAyz7jCB ®WARNIAG •Veufr detk7n pan.wMrs and nEAD WTrS ON7N7SAND I=UDED MITEKREEEREM.EFA6E MII-7413 — IIZ9120MBITMOSE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the iwiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Intorma Ion. gvalJable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 ifSotlthern llte 3P tumberlsspeciiedr the design valutlsare ttl2iSeiff@CIIV1 1}il Ql/243 yALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Tonkin Residence T6356233 26978 -CJ1 Jack -Open 6 JPly 1 b Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr "'v'" ""' °^ .1.U.M°'..11- " - """ '" 8204 Pa ve ' ID:JJk?MS7cm 1 Jisj2CF9Ax9kz7kzB-IV6aASQLHUPnDdHOrys2vQzpCGVYjCEF_ZJxAyz7jCB 0-11-10 1-10,0 0-11-10 02C26 3.00 12 I$ Scale =1:5.7 Refer to MiTek'TOE-NAIL" Detail for connection to supporting carrier truss (typ all applicable jacks on this job) 1.0-0 1.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl. Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.01 Ved(LL) -0.00 1 >999 240 TCDL 17.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.00 1 >999 180 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a Code FBC2010/TPI2007 (Matrix-M) Weight: 3 lb FT = O% LUMBER - TOP CHORD 2x6 SP No.2 REACTIONS. (lb/size) 1=36/Mechanical, 2=36/Mechanical Max Harz 2=12(LC 4) Max Uplift 1=-17(LC 4), 2=14(1-C 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 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) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. IIIIIIIIIII/��,', `� EL S. ��GyP CAE No 53681 STATE P F . 4/ • �: -fill4 IIIIIIIVII FL Cert. 6634 ::1 June 10,2014 AWARMIMCi yt&,rdtsgnp—,.D—cdAE4bA07ESCAFRUSANDIhl1NDEDMITEXREFEREMCEPAGEM11-2413M-2/29/201dE1F0ffLU 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 parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety I formotlon va' able from Truss Plate Institute, 78114. Lee Street. Suite 312, Alexandria, VA 2314. Ifsout�temllifte fumberisspeciiied,thedesignvalues are those effectiveQ6 40112033byAtSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356234 26978 -CJ1B Jack -Open 1 1 o e ere c o do a T„n I,in 1n 11.1 d•SP'Jn1d Panw 1 East Coast Truss, Fort Pierce, FL. 34946 1-. --F' �,.,� ,.,,, 0,. ,,._. . __ __... _ .... ..__ __ .. . ID:JJk?MS7cm1Jisj2CF9Ax9kz7kz8-mhgyNoRz2nXegnsDOfOHReV vfmSfUPDD2UiPz7jCA 1-2-5 2.41 12 Scale = 1:5.6 3 A 6 1-1-12 - 0 0-b LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.01 Vert(LL) -0.00 1 >999 240 TCDL 17.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.00 1 >999 180 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a Code FBC20101TP12007 (Matrix-M) Weight: 3 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 -TOP CHORD Structural wood sheathing directly applied or 1-2-5 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=43/Mechanical, 2=43/Mechanical Max Horz 2=13(LC 4) Max Uplift 1 =-24(LC 4), 2=21(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf;iBCD L=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 2. �� EL S. ' 4 •S NO 53681 *• STATE /OF :�IJJ �O N A- FL Cert. 6634 June 10,2014 ®WARNIMi•Vcrify desr.Tnpan.mamrs and READ MITES ON TNTSAND INCLUDED NITEKREFEREMX PAGE NII.7473 m-1129f201dHITU E115E. Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informo Ion gvopable from Truss Plate Institute, 7B1 N. Lee Street, Suite 312, AI xandria, VA 2314. If Southern inet5P}lumheraspec"hied,thedesignvakmsaretheseefectiveU6�0112013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356235 26878 -CJ2 Jack -Open 1 1 Job a ere ce o lio East coast Truss, ron Pierce, rL. 34s46 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.09 TCDL 17.0 Lumber Increase 1.25 BC 0.07 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER. TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=210/0-3-0, 2=47/Mechanical, 5=31/Mechanical Max Horz 1=38(LC 4) Max Uplift 1=-167(LC 4), 2=-34(LC 4), 5=-33(LC 4) Max Grav 1=21O(LC 1), 2=47(LC 1), 5=36(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3.1.12 ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-mhgyNoRz2nXegnsDOfOHReVzffgiSfUPDD2UiPz7jCA Scale =1:8.4 DEFL, in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.00 6 >999 240 MT20 244/190 - Vert(TL) -0.00 6 >999 180 Horz(TL) 0.00 1 n/a n/a Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins. BOT CHORD 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 Installationuide NOTES- 1) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9,Opsf;-BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11: Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5 except Qt=lb) 1=167. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING•Vdrrdesga pardm m. sad READ P47E5017NTSAND IRMUDED Hl a7CREFERENC£PAGE NII-2473— I124/20168MOUM 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 parametersand proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality criteria, DSB-89 and SCSI Building Component S fety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. I�Southe m Pine �SPI lumber issRecified, thedesign values are those effective Q6 10112013 by AtSC �,. PEJ_ S. M �. �•• •......... No 53681 - �'.• STATE �O F : �� iF .0R1 C'> nl FL Cert. 6634 June 10,2014 IMF MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356236 26978 -cJ3 Jack -Open 3 1 - Job efere ce o io a �r 4•nn bme oe or east coast I ress, 1-on Fierce, FL. 54V4b 3-0-0 ID:7pgQY31EoPSVhRFcdN1WdHz7ktA-FtEkb6Sco5fV-SwRPyNvW 2803AwB6kYSso2Frz7jC9 Scale = 1:8.2 1-40 0-4-0 1-8-0 Plate Offsets (X Y) 11.0 5 0 0 0 21 f1.0 0 4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl ' L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.00 6 >999 24Q MT20 244/190 TCDL 17.0 Lumber Increase 1.25 SC 0.07 Vert(TL) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 1=207/0-8-0, 2=43/Mechanical, 5=30/Mechanical Max Horz 1=37(LC 4) Max Uplift 1=-48(LC 4), 2=-20(LC 4), 5=-7(LC 4) Max Grav 1=207(LC 1). 2=43(LC 1), 5=33(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL=9.Opsf; BCDL=3,Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoirl 1, 2, 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� EL S. �G?P G•E ►V SM��'i *r No 53681 ;�:* �, / • Cr STATE t0F�:��/: 0o .• '�,���s IO N A, FL Cert. 6634 :] June 10,2014 ®WARNIAG-9edfrde.sgnpammedenv4JHEADfA7ESGN7NTSAtlD1M]IMEDMIT}7(HEFEHEN PAGE M114473M..1fd9120IMTOMME �®�� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component.®� Sol" Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the 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/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlorma1lon vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Ale andria, VA 2 14 If5outhemRirte7SP�lumber lsspecified, the design values are thaseefestive46 j�D13hyAL51W Tampa, FL 33610.4115 Job Truss Truss Type City Ply Tonkin Residence T6356237 26978 -CJ3A Jack -Open 2 1 Job e e ce o do al e i,—n ii•iF•nn one Panw 1 east coast i russ, ton tierce, rL. o.yao 3X3 = 3.0-0 ID:7pgQY31EoPSVhRFcdNIWdHz7ktA-FtEKb8Sco5fVSwRPyNvW r27a39aB6kYSso2Frz7jC9 Scale = 1:6.2 3.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 SC 0.16 Vert(TL) -0.01 5-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD 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. (lb/size) 1=149/0-8-0, 2=85/Mechanical, 5=46/Mechanical Max Horz 1=37(LC 4) Max Uplift 1 =-35(LC 4), 2=-36(LC 4), 5=-4(LC 4) Max Grav 1=149(LC 1), 2=85(LC 1), 5=57(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 2-0-0 wide will fit between the bottom chord and any other members, 6) Refer to girder(s) for truss to truss connections. S,��, C `P�L • S%• ,V,q^^,��I� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 5. `% NG •� G E 1V 5+ •• v� �� 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. �� ,�� •• V F•�•r 6_0 ��..� No 53681 '.� STATE F �✓� p �. AI FL Cert. 6634 June 10,2014 ®WARNIM•Verifydesign parameters and READ A07ESOMMISAND 1E1aUDED MfIEKREiEREAM PAGE M11-2423 ter. 1129120140 OMWE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S fety Intorma ion gvauable from Truss Plate Institute, 781 N. Lee Street, Suite 312, AI xandrla, VA 2314. I�Southem�ine 5P lumberisspecified>thedesignvatuesarethoseefectitre0b 01/2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356238 26978 •CJ3B Jack -Open 1 1 Job Reference o lio aI n �me once � tas[ coast i Fuss, ron rierce, r,. onnno 3-8-2 ID:7pgQY31EoPSVhRFcdNIWdHz7ktA-FtEKbBSco5fVSwRPyNvW 26j3AKB6kYSso2Frz7jC9 Scale = 1:8.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase . 1.25 BC 0.11 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD 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 allatioli guide.. REACTIONS. (lb/size) 1=265/0-3-12, 2=64/Mechanical, 3=1 1 /Mechanical Max Horz 1=41(LC 4) Max Uplift 1 =-236(LC 4), 2=-35(LC 4), 3=-39(LC 8) Max Grav 1=265(LC 1), 2=64(LC 1). 3=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except (jt=lb) 1=236. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. a, WARNrfl'•Ver,'fr design paiemamajnd AEAD A07ES ON MrS AND MaUDED MUMVEFEREMIF RAGE MI1-3473Fen Z1JV f4 LEFGMA15E Design valid for use only with MITek connectors. This design Is based only upon parameters shovm, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction Is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPT Quality Criteria, DSB-89 and SCSI Bullding Component S lety Informs Ion vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Ale andria, VA 2314 I�Southern''ine�5P1lumbarisspeci'tied,thedesignvaluesarethosetf eriJveQ6 IT1013byALSG No 53681 STATE /OF .:40/ . 0 . i�';s,/O N M- E.%G "11►11l1111" FL Cert. 6634 June 10,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Tonkin Residence T6356238 26978 -CJ3C Jack -Open 1 1 job Beference (optionale, East Coast Truss, Fort Pierce, FL. 34946 3-0-0 1. - ..Pi .... ID:7pgQY3IEoPSVhRFcdN1 WdHz7ktA-j4oioUSEZPnM44ObW4QIX3bJ8TW9w2_ihWXbnHz7jC8 Scale =1:8.2 1-0-0 -1.8 1.10.8 Plate Offsets (X Y) 11:0 5 0 0 0 21 11:0 0 4 Edael - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer saguide_ REACTIONS. (lb/size) 1=207/0-3-0, 2=43/Mechanical, 5=30/Mechanical Max Herz 1=37(LC 4) Max Uplift 1=-165(LC 4), 2=-32(LC 4), 5=-31(LC 4) Max Grav 1=207(LC 1), 2=43(LC 1), 5=33(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; save=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psi 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 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5 except Qt=lb) 1=165. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNL4ti •Verify design paramema and RE41) AV7r$ ON THIS AHD MaUDED MITEK1tEFE.RFMT PAGE NII.7473 ma 11291201d UMMEME 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 parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB.89 and BCSI Building Component So if Inlormotion vappable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. It Seuthern Pine SP lumber is specified, the design values are those ef#ectiue 06 101%2U13 by ALSC ®I11IIf1/jr,,/ PEL S. M f,, �,,�•• NO 53681c. •' STATE OF s T C? � ,O N A' FL Cert. 6634 June 10,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356240 26978 -CJ5 Jack -Open 3 1 o e ere ce o do a i,,., sn »•u•n� ome anima � East Coast Truss, Fort Pierce, FL. 34V46 5-0-0 ID:7pgQY3IEoPSVhRFcdN1 WdHz7ktA-j4oioUSEZPnM44ObW4QIX3bGmTTIwZ_ihWXbnHz7jC8 Scale = 1:10.7 Plate Offsets (X Y)r1:0 5 0 0 0 21 r1.0 0 4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.02 5-10 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.03 5-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc puffins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEDGE MITek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer sglIglign ouide REACTIONS. (lb/size) 1=288/0-8-0, 2=117/Mechanical, 5=62/Mechanical Max Horz 1=62(LC 4) Max Uplift 1 =-68(LC 4), 2=52(LC 4), 5=7(LC 4) Max Grav 1=288(LC 1), 2=117(LC 1), 5=77(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. ive loads. tuss has been degned for 1.0 psf bottom chord lve load nonconcurent wth any otherl TThisrtruss lie by �S �I���,,,, load of 20: psf onl the bottom chord in all aireas where ahis 5) has been designed fora rectangle 3-6-0 tall 2-0-0 wide will fit between the bottom chord and any other members. ,,`,,� ��� �P;. • • • • • •. M,q 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 5. ♦♦ NG • G E N S `�/ �i ♦♦ F��•. rP 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �r N 0 5 3681 i STATE OF : 1U� .,ass �� N A, ,` ON FL Cert. 6634 June 10,2014 IWARNIAG• Verify des,t7a pan,mewo and RFAD M rSCNMISAND MaUDED MITEKREFERENC=A4GEN11.7473.. 1/29/I01QDEOMWE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. �- Applicablllty of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown �. Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the 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 bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety I format1�ion gqvoppable from Jruss Plq)e In tltute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 Tampa, FL 33610.4115 If5out�lernF''ine15P1lumberisslxecifie,thedesignvalues are thoseeffe,rave06 01Jf013byrlltSC Job Truss Truss Type Qty Ply Tonkin Residence T6356241 26978 -CJ5A Jack -Open 2 1 Iob Reference (Optional n.a—•m orne 0nnw1 East Coast Truss, Fort Pierce, FL. 34946 5.0.0 ,.acv any, ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-BGL4OpTsKivChEao4ox 3G70ytoNfODrvAH9Jjz7jC7 Scale = 1:10.7 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.02 5-8 >999 240 MT20 2441190 TCDL 17.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.06 5-8 >956 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 15 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD 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 REACTIONS. (lb/size) 1=267/0-3-0, 2=140/Mechanical, 5=60/Mechanical Max Horz 1=62(LC 4) Max Uplift 1 =-65(LC 4). 2=-62(LC 4) Max Grav 1=267(LC 1), 2=140(LC 1). 5=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-600/174 BOT CHORD 1-5=-214/632 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chard 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 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,,,1111f1111/,�,,, \PG E N• • Mq�'ii'•, No 53681 d :�%r. STATE OF�' . / • (U�: FL Cert. 6634 June 10,2014 ®W.IRMIM•Vedtj design pa—M-and READ W7F9GNT1nr9AND INCLUDED MITEKRErEREKEPAGE M.11.7423 ma 2/79/201489C USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlorma Ion va' able from Truss Plate Institute, 781 jJ. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 IfSauthem ine7SP�lumberisspecified,thedesignvaluesarethoseeffectivr06/OS/2013rbyALSC Job Truss Truss Type Qty Ply Tonkin Residence T6356242 26978 -CJ58 Jack -Open 1 1 Job Reference (optional -A Onnn 1 fast coast I ruse, t-on vierce, M..M4e 6-1-15 ID:7pgQY31EoPSVhRFcdNIWdHz7ktA-BGL40pTsKivChEao4ox 3G7MxtoLfODrvAH9Jjz7jC7 Scale=1:11.8 LOADING (psf) SPACING- 2-6-0 CSI. DEFL. In (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.06 3-7 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.05 3-7 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 nla n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD 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 Installatione REACTIONS. (lb/size) 1=38610-3-12, 2=145/Mechanical, 3=43/Mechanical Max Horz 1=69(LC 4) Max Uplift 1=-344(LC 4), 2=-84(LC 4), 3=-94(LC 4) Max Grav 1=386(LC 1), 2=145(LC 1), 3=79(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed.; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except (jt=lb) 1=344. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,,,�11111111/��I,, �G G E IVg •''•�w5 No 53681 STATE )OF s1N A- �Ito �. //U/111111111 FL Cert. 6634 June 10,2014 ®WARNIM -Yenfr d.s01 parameners sari READ A07ESOM MISAN0 MaUDED MITFICREEEREASE PAGE Mr1.7473 re a I/e9120168EEGUME Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the �Tek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informa Ion va able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2p2314. Tampa, FL 33610-4115 If Soy �ine�5PY lumber isspecifiedrthe desiNgvl values are those effective0510112013 byALSC Job Truss Truss Type Qty Ply Tonkin Residence T6356243 26978 -CJ5C Jack -Open 1 1 Job Re erence o t' nal 1 G•!1�'1r11A Dnnn I East Coast Truss, Fort Pierce, FL. 3494ti 5.0-0 ..,.�..5 P �.., .____.. ._ .... _.____.. . ID:7pgQY31EoPSVhRFcdNIWdHz7ktA-BGL40pTsKivChEao4ox 3G7RWtpXfODrvAH9Jjz7jC7 Scale=1:10.7 1-0-0 -1- 3-10-8 Plate Offsets (X Y) I1:0 5 0 0 0 21 I1:0 0 4 Edael LOADING (psf) SPACING- ' 2-0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase .1.25 TC 0.31 Vert(LL) 0.03 5-10 >999 240 MT20 2441190 TCDL 17.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.03 5-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 1=288/0-3-0, 2=117/Mechanical, 5=62/Mechanical Max Horz 1=62(LC 4) Max Uplift 1 =-230(LC 4). 2=-73(LC 4). 5=-82(LC 4) Max Grav 1=288(LC 1). 2=117(LC 1), 5=77(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 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 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5 except Qt=lb) 1=230. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %0% 111111111114, .�PEL i No 53681 S W, r S TAT E /OF emu/ �i.0111ONA� � *0' FL Cert. 6634 June 10,2014 ®WARNIP13 •Veei3y dasign panmehrs -d READ FATES GN MIS AND IMIUDED MITWPE£ERE&M PAGC NII.7473 m w I1291201JUEt' MLIV 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 parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the A �Tek• M erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information gvalijoble from Truss Plate In titute, 781 N• Lee Street, Suite 312, Alexandria, VA 2314 If5authemRiaTe115P lumherisspecifie,the design values are those effertive06 01P013byAiSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356244 26978 -EJ7 Jack -Open 5 1 Job Reference (optional Noe i,. T„a.h,„ to 11•15•03A2014 Pane t East Coast Truss, Fort Pierce, FL. 34946 7.0-0 �1 ID:7pgQY3lEoPSVhRFcdN1 WdHz7ktA-fSvTD9UU5023JO9_dVSDcUgSsHO60TT_BgOirAz7jC6 Scale=1:13.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.09 3-8 >936 240 MT20 2441190 TCDL 17.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.21 3-8 >406 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 2 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 2=183/Mechanical, 3=88/Mechanical, 1=381/0-8-0 Max Horz 1=86(LC 4) Max Uplift2=-80(LC 4), 3=-7(LC 4), 1=-91(LC 4) Max Grav 2=183(LC 1), 3=113(LC 3), 1=381(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 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 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,,,,lillllif/���,, —. No 53681 1 STATE /OF :4t I1111111 FL Cert. 6634 June 10,2014 ,&WARNJM➢ "Varifq deafgn yaramewrs sari R&1D Aa7FSr GN MIS AHD JM2 VDr:D HITWIZEFERENCE PAGE K11.7473 m a I/29f20IQaffOAEH3E �� Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer, Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Inlormatlon �41vat able from Truss Plqte Institute, 781 1J. Lee Street, Suite 312, Alexandria, VA 2314. IfSauthemPilletSP�lumberlsspetified,thedesignvaluesarethoseeffestiue05 10112013byAt3C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356245 26978 •EJ7A Jack -Open 2 1 Job Reference factional) .�•�4•M ­1d P. w1 East Coast Truss, hon Pierce, I-L.:14e4b 7-ao ID:7pgQY31EoPSVhRFcdNIWdHz7ktA-fSvTD9UU5023J09 dVSDcUgSsHO60TT_8gOirAz7jC6 Scale = 1:13.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.20 3-8 >418 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.21 3-8 >406 180 BCLL 0.0 ' Rep Stress Incr YES WB . 0.00 Horz(TL) 0.03 2 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer sallation guide. REACTIONS. (lb/size) 2=183/Mechanical, 3=88/Mechanical, 1=381/0-3-0 Max Horz 1=86(LC 4) Max Uplift 2=-1 08(LC 4), 3=-131(LC 4). 1=-305(LC 4) Max Grav 2=183(LC 1), 3=113(LC 3). 1=381(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=108, 3=131, 1=305. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • Vwifr;tesi;Fa ya+;r+tartars ,r4rt READ tXiTF.'S GN 7H7S AND lAY7.DDCD M[TEKxF{IRFhG>: FAGS M,i(•M7.:i nix Yfd9JP.fll d 8l�'OW:{75F 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII. Quality Criteria, DSB-89 and SCSI Building Component Safety Informa Ion Oval able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, Vq 2314. 1fSouthempinetSRylumkretisspatiiti tficdesi rralu>sar tlia5e ffeitive�b�Q1/2013byAtSC �P My E Ng'-. QX' �. -.•"`� No 53681 STATE O F : �LIJ; FL Cert. 6634 June 10,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type City Ply Tonkin Residence T6356246 26978 FG01 Floor Girder 2 -Job. Refe a ce o tonal Ctlil liVtlJl IIY , �Yn riot , ram, .�v�vY 0.3.8 H 2-9.2 2-2-14� 12x14 M18SHS I 48 = 1 7x8 = 2 3 0 ID:7pgQY31EoPSVhRFcd 1WdHz7ktA-7fTrQ'W6sJAwxYkABDzS8hDizgKj7iT8NUmFOcz7jC5 I 2-0-0 1 2-9.2 1 3- S ale=1:32.8 This truss is NOT symmetric. Proper orientation is essential. 1x4 I 1x4 II 3x4 = 3x8 = 1x4 I W = 4 5 6 7 8 9 18 3x4 = 3x4 = 17 16 15 14 13 12 11 10 3x10 = 3x6 = 5x6 WB = 3x4 = 3x4 = 1x4 II 48 = 3x4 II 0- 8 3-4-6 5.10-12 8.6.14 10-8-14 3.3.0 15-9-6 19-0.4 19-1 12 0- -8 3.2.14 2-6.6 2-8-2 2-0-0 2-8-2 2-8.8 3-2-14 0- -8 Plate Offsets (X Y)-- 12'0-6-80-4-121 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.33 14-16 >681 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.51 14-16 >437 240 M18SHS 244/190 SCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 196 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 10-15: 2x4 SP 285OF 1.8E, 17-18: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 1-18,9-10: 2x6 SP No.2, 1-17: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 18=2664/Mechanical, 10=1084/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-2017/0, 9-10=-1023/0, 1-2=-6979/0, 2-3=-6979/0, 3-4=-6418/0, 4-5=-6418/0, 5-6=-6418/0, 6-7=-6418/0, 7-8=-2818/0, 8-9=-2818/0 BOT CHORD 17-18=0/729, 16-17=017677, 15-16=0/7620, 14-15=0/7620, 13-14=0/6418, 12-13=0/4625, 11-12=0/4625 WEBS 5-13=-408/0, 3-16=0/428, 3-14=1682/0, 7-13=0/2172, 7-11 =-1 954/0, 9-11=0/2810, 3-17=-757/0, 1-17=0/6470 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x311) nails as follows: 2x4 1 0-9-0 ,f 11111/I,., Top chords connected as follows: - row at cc. ,�% EL S. Bottom chords connected as follows: 2x4 -1 row at 0-3-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 4k% �P : �1,9 �o♦ n� G G E•N �i `S�`••.•%♦♦ 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply �� �N .• �,� connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. NO 53681 4) All plates are MT20 plates unless otherwise indicated. ��* ; 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Refer to girder(s) for truss to truss connections, -0 '� "Semi design this truss: • 7) -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and of 8) Recommend 2x6 at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to �,, STATE O F ' '4/ •• strongbacks, on edge, spaced ♦ 'i ••, be attached to walls at their outer ends or restrained by other means. 9) CAUTION, Do not erect truss backwards. T A, IO P •� �`��� ♦�j ••., 0 R 1 \ 10) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 2378 Ito down at 3-4-6 on bottom device(s) is the �j� lss • • �0 N ALE chard. The design/selection of such connection responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ��/I n 111110% LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 FL Cert. 6634 June 10,2014 ®[YAItNr1RA Yerirr rlesr;�r parmlalp!rs ,uaJ riFi1D 7'A7T:SGNTNTSAM3 rfXl.al7Ea MTTEKRf.'F'EREhCFA4Gf Mrr•7473 rea IJ�°7/7(13JNtfOREl13£ Design valid for use only with M71 ek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �� �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the iw iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the Building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. safe Informatrion vauuable from Truss Plate Institute, 781 N, Lee Street, Suite 312, Ale and6a, VA 2314. 1f 3authern Rtne�SPP lumb er is snecif i ed the desixn values are those �ef ectl 06 01%2013 by AtSC Tama FL 33610-4115 P Job Truss Truss Type Qty Ply Tonkin Residence T6366246 26978 FG01 Floor Girder 2 �f 2 Job Reference (ootionet) Last uoasl I runs, t-On VIOrae, t-L. J4y40 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 10-18=-7, 1-9=-67 Concentrated Loads (lb) Vert: 17=-2378(F) ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-7f rrQW6sJAwxYkABDzSBhDizgKj7lT8NUmFOcz7jC5 ®WARNIM -Ycnfy deskp, pmameto. and READ ROTES W IRITSAM McIAMED MITEKWERME PAGE M11.7423 m.. 112912014WOMM Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity, of the M iTek' 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 Criferla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety Information vatlIable from Jruss Plate In tltute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 ItSou thernPine�SPplumberisspecifie,the design values are those effective46O1)1013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356247 26978 FG02 FLOOR GIRDER 1 o efe ence o do al East Coast Truss, Fort Pierce, FL. 34946 r acv a Ay. 22 7.0.4 M­ ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-brlDerVkddlnYiJMlwVhhvlsZ4lMsC3Hb8Vpw2z7iC4 2-2-12 i 2-1-0 2-1-0 Scale = 1:17.4 1 3x12 = 11 12 10 3x4 II 9 3x12 = 13 LOADING (psf) SPACING- 1-4-0 CSI. TCLL 40.0 Plates Increase 1.00 TC 0.70 TCDL 10.0 Lumber Increase 1.00 BC 0.63 BCLL 0.0 Rep Stress Incr NO WB 0.76 BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 *Except* 1-10,5-6: 2x6 SP No.2, 1-9,5-7: 2x4 SP No.2 REACTIONS. (lb/size) 10=2382/Mechanical, 6=2788/Mechanical 3x8 = 14 3x12 = 7 DEFL, in (loc) I/defl L/d Vert(LL) -0.15 8 >803 360 Vert(TL) -0.23 8 >514 240 Horz(TL) 0.03 6 n/a n/a 3x12 = 15 3x4 11 PLATES GRIP MT20 244/190 Weight: 97 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-14 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-2203/0, 5-6=-2605/0, 1-11=-5663/0, 11-12=-566310, 2-12=-5663/0, 2-13=-5663/0, 3-13=-5663/0, 3-14=-5722/0, 4-14=-5722/0, 4-15=-5722/0, 5-15=-5722/0 BOT CHORD 9-10=0/595, 8-9=0/7628, 7-8=017628, 6-7=0/550 WEBS 2-9=-1089/0, 4-7=-1147/0, 1-9=0/5296, 3-9=-2071/0, 3-7=72009/0, 5-7=0/5405 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 555 lb down at 1-0-0, 555 lb down at 2-4-0. 555 lb down at 3-8-0, 555 lb down at 5-0-0, 555 lb down at 6-4-0, 555 lb down at 7-8-0, and 555 lb down at 9-0-0, and 555 lb down at 10-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 6-10=-7, 1-5=-67 Concentrated Loads (lb) Vert: 5=-555(F) 3=-555(F) 4=-555(F) 11=-555(F) 12=-555(F) 13=-555(F) 14=-555(F) 15=-555(F) i No 53681 •�: STATEf OF :•441 C? Ak- E �.♦``� FL Cert. 6634 ::] June 10,2014 AWARf7IN.'i• Verify desgn p.m ... mo aad READ f. USCN7NISAMI=00 NIIEKREEEUKE PAGE HII.7423 r"r. 1/24/201d&El"O USE R� Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. p Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity, of the iviiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. It Southern Rine�SP� lumber is sp ecif ied, the d eitgn values arehose teffective 06�01/201311y ALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356248 26978 FG03 Floor Girder 1 n L job Reference(ontionall ID:7pgQY3lEoPSVhRFcdN1 WdHz7ktA-brl DerVkddlnYiJMlwVhhvlxl4llslGHb8Vpw2z7jC4 0.3-8 H i 3-1-7 2-11-11 , 2-11-11 2x4 II THA422 THA422 1 12 13 0 11 4x8 = THA422 3x8 = THA422 THA422 1x4 II THA422 THA422 5x10 = 2 14 15 3 16 17 4 18 8 3x8 = Scale=1:23.4 THA422 THA422 3x4 II 19 20 5 0 6 08 = 3-8-1 6.11-14 10.3-1 13-11-12 3.8-11 3-3-3 3-3-3 3.8-11 Plate Offsets (X Y) - f4:0-3-0 0-3-01 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.11 8 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.18 8 >888 240 BCLL 0.0 BCDL 5.0 Rep Stress Incr NO Code FBC2010ITP12007 WB 0.37 (Matrix-M) Horz(TL) 0.04 6 n/a n/a Weight: 134 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. 1-11,5-6: 2x6 SP No.2 REACTIONS. (lb/size) 6=1202/Mechanical, 11=958/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-357/0, 2-14=-3737/0, 14-15=-3737/0, 3-15=-3737/0, 3-16=-3737/0, 16-17=-3737/0, 4-17=-3737/0 BOT CHORD 10-11=0/2628, 9-10=0/2628, 8-9=0/2628, 7-8=0/3097, 6-7=0/3085 WEBS 3-8=-534/0, 2-11=-2586/0, 2-8=0/1164, 4-8=0/678, 4-6=-2943/0 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. its ,,111111111111 3) Plates checked for a plus or minus 0 degree rotation about center. 4) Refer to girder(s) for truss to truss connections. "Semi in the design this truss. ,�� �P • ... . •/,9^I� �� �J . '� G E N • `SF�'.•%i 5) -rigid pitchbreaks including heels" Member end fixity model was used analysis and of �> �N� �,� 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to N 0 53681 •� be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Use Simpson Strong -Tie THA422 (6-16d Girder, 6-10d Truss) or equivalent spaced at 2-8-0 oc max. starting at 1-1-4 from the left end to 13-1-4 to connect truss(es) to front face of top chord. _ = 9) Fill all nail holes where hanger is in contact with lumber. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. STATE 0 F---- •, ' J • 41 A- LOAD CASE(S) Standard 1) DeadFloor Live (bal Lumber Increase=1.00, Plate Increase=1.00 �T�'< 0 R IV P •• \�,�� % ���I/S;O 1nced6: Uniform N A E� 111111 Concentrated Loads (lb) Vert:12=-22(F) 13=-98(F) 14=-150(F) 15=-150(F) 16=-150(F) 17=-150(F) 18=-150(F) 19=-150(F) 20=-150(F) FL Cent. 6634 June 10,2014 ®WARNIAG-Ve,itrdesgn Pa/ameft snd READ W7ESGHTIMSAND MaUDEDMITEKREFEREMF PAGE NII-7473 re a If1912014BEFOREb3E Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the p p'�e�° erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding � V fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information voiJable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314 Tampa, FL 33610.4115 1f5outhernPine7SP)lumberisspecdied,thedesio values are these effective06101nO13,byALSC Job Truss Truss Type Qty Ply Tonkin Residence T6356249 26978 FL01 Floor 13 1 Job Reference(ootionall tasr uoasr i was. ron rierce, r�. o9vgo 0-3-6 " ' 11�� ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-31bbrBWMOxQeAruZJdOwD614HU3tbkWRgoFMSVz7jC3 "i 2-0-0 T-&-9 or�:p cola=1:33.7 4x4 = 4x4 = 5x5 = 34 = 3x3 = 3x3 = 1x4 II 1x4 II 3x5 FP = 3x3 = 3x3 = 3x3 — 5x5 — 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x3 I I 3x4 = 3x6 FP = 3x3 = 4x4 = 4x4 = 3x3 = 3x3 = 3x4 = 3x3 I I 3x3 = 9.6-14 10-8-6 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (too) I/deft L/d TCLL 40.0 Plates increase 1.00 TC 0.45 Vert(LL) -0.19 18-19 >999 360 TCDL 10.0 Lumber increase 1.00 BC 0.74 Vert(TL) 0.29 18-19 >752 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) -0.05 13 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 1=672/0-2-14, 13=672/0-2-14 FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-695/0, 2-3=-692/0, 3-4=-1683/0, 4-5=-2290/0, 5-6=-2524/0, 6-7=-2524/0, 7-8=-2524/0, 8-9=-2290/0, 9-10=-2290/0, 10-11=-1683/0, 11-12=-692/0, 12-13=-695/0 BOT CHORD 22-23=0/1274, 21-22=0/2075, 20-21=0/2075, 19-20=0/2491, 18-19=0/2524, 17-18=0/2491, 16-17=0/2075, 15-16=0/1274 WEBS 6-19=-307/127, 7-18=-307/127, 1-23=0/901, 3-23=-809/0, 3-22=0/569, 4-22=-545/0, 4-20=0/299, 5-20=-322/0, 5-19=-1911411, 13-15=0/901, 11-15=-809/0, 11-16=0/569, 10-16=-545/0, 10-17=0/299, 8-17=-322/0, 8-18=-191/411 PLATES GRIP MT20 244/190 Weight: 102 lb FT = 0%F, 0%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1, 13. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �`� �P'EL • S. G No 53681 0 STATE OF ' ILA ;gyp'• �1 41 OR'li��iSS • ....•• % FL Cert. 6634 June 10,2014 ®WARNIM- Ve,nfr descln panmetan WREAD t.07ESGN771ISAMJ 1A MDE0 MITWVEFEREhCE FADE M11.7473 ma 11291201dWOMOSE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity, 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sale Informal on vai able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1t Southernne�SPj lumber issp es if ie , the design values are those effective 06 01/2013 by AL5C Tampa, FL 33610-4115 p ' Job Truss Truss Type Qly Ply Tonkin Residence T6356250 26978 FL02 Floor 1 1 Job Reference (optional tass coax i russ, run rierca, r . s9ago 0-3-10 " i 1-3-0� 5x5 = 3x3 = 1 2 3 I ID:7pgQY31EoPSVhRFcdN1WdFi 7ktA-31bbrBWM6x6WruiiiiwD6171U1gbjJRgoFMSVz7jC3 1-4-13 ,i 2-0-0�" 4x4 = 3x3 = 1x4 II 3x6 FP = 6 7 8 9 0 dl scale=1:33.4 3x3 = 3x3 = 3x3 = 5x5 = 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x3 I 44 = 3x6 FP = 3x3 = 1x4 I 44 = 3x3 = 3x3 = 3x4 = 3x3 II 3x3 = 10-6-7 17 4 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010lfP12007 CSI. TC 0.80 BC 0.87 WB 0.51 (Matrix) DEFL. In Vert(LL) -0.21 Vert(TL) -0.33 Horz(TL) -0.04 (loc) I/defl Ud 19 >999 360 19 >684 240 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 100 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, except 1-9: 2x4 SP No.l(flat) end verticals. BOT CHORD 20 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 1=678/0-2-7, 13=681/0-2-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-814/0, 3-4=-817/0, 4-5=-1861/0, 5-6=-2411/0, 6-7=-2598/0, 7-8=-2598/0, 8-9=-2335/0, 9-10=-2335/0, 10-11=-1712/0, 11-12=-702/0, 12-13=-705/0 BOT CHORD 22-23=0/1504, 21-22=0/2226, 20-21=012226. 19-20=0/2598, 18-19=0/2598, 17-18=0/2553, 16-17=0/2112, 15-16=0/1293 WEBS 7-18=-320/122, 2-23=0/1064, 4-23=-955/0, 4-22=0/497, 5-22=-493/0, 5-20=01328, 6-20=-399/0, 13-15=0/914, 11-15=-822/0, 11-16=0/582, 10-16=-556/0, 10-17=0/311, 8-17=-349/0, 8-18=-195/454 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide truss to bearing at joint(s) 1, 13. 1111111111'r I,♦ mechanical connection (by others) of plate 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Strongbacks to 5` ,�� M� •• �E ♦�� 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. be attached to walls at their outer ends or restrained by other means. �% G N �� \ �, F�'.•�Q�i �� ••• � t✓S 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required."—: � A No 53681 i •: STATE rOF ' N A` FL Cert. 6634 June 10,2014 AWARNII`I; •YentT design paramcoers and READ PATES GM 7Tt7SAlRi MaUDED MITEKREFERENCE PAGE K11.7473 mr. IIZ91201JWCREME Design valid for use only with Mfrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only, Additional temporary bracing to Insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. IfSvuthernPine7SP�lumberisspecified,thedesignvaluesarethoseetfectiveQfi Q1/2013byAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356251 26978 FLO3 Floor 1 1 job e e e ce o tional Cast coast I foss, .... flat.., . ...... 0-3-10 H i 1-3-0 5x5 = 3x3 = 1 2 3 I 3x3 = 4 ID:7pgQY31EoPSVhRFcdNIWdHz7ktA-XD9z3XX?9EYVo?TlsLX9mKrAsuOQKApa3S_v_xz7jC2 0-11-9 1 2-0-0 �"-1- 44 = 3x3 = 3x3 = 1x4 11 3x6 FP = 5 6 7 8 9 0 role = 1:32.5 3x3 = 3x3 = 3x3 = 5x5 = 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x3 I I 44 = 3x3 = 3x8 FP = 1x4 144 = 3x3 = 3x3 = 3x4 = 3x3 I I 3x3 = 10.0-3 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress ]nor YES Code FBC2010fTP12007 CSI. TC 0.78 BC 0.78 WB 0.49 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.18 18-19 >999 360 Vert(TL) -0.29 18-19 >757 240 Horz(TL) -0.04 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 98 lb FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-9: 2x4 SP No.1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 1=659/0-2-7, 13=662/0-2-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-788/0, 3-4=-791/0, 4-5=-1791/0, 5-6=-2302/0, 6-7=-2450/0, 7-8=-2450/0, 8-9=-2237/0, 9-10=-2237/0, 10-11=-1650/0, 11-12=-680/0, 12-13=-684/0 BOT CHORD 22-23=0/1457, 21-22=0/2109, 20-21=012109, 19-20=0/2450, 18-19=0/2450, 17-18=0/2427, 16-17=0/2031, 15-16=0/1 252 WEBS 7-18=-280/135, 2-23=0/1030, 4-23=-925/0, 4-22=0/465, 5-22=-442/0, 5-20=0/346, 6-20=-381/5, 13-15=0/886, 11-15=-795/0, 11-16=0/554, 10-16=-530/0, 10-17=0/286, 8-17=-314/0, 8-18=-216/393 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. `tjJ111111 /111�� 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 13, ,�� L S. IS 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� �,� `SF•'.��/1 �i 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. `� N 0 5 3681 } i STATE /OF 41�/� i Cj) •. O N Al- E %%%,. Inl FL Cert. 6634 June 10,2014 ® WAANIM7 ON INTSAND INl1UDED MITEK2EFrOfMFFAOE MII.7473 n! n 112912014 BI.F't' ULU.. 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 parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the NtiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. S fefy Information vappable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314 I�*southernPiale�SPplumizerisspesified,thedesignvaluesarethaseeffect1ve06 01/1013byAI:SC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Tonkin Residence T8356252 26978 FL04 Floor 1 1 ob efere ce o t'o a t.m coast i russ, rvn rrorcn, r�. o.eyo 0.3-10 1—I i 1-3-0 5x5 = 3x3 = 1 2 3 I 3x3 = 4 ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-OQjLGIYdwYgMQ92xQ220JXNM_Ikx3dlj16kTXNz7jC1 "5- 1 2-0-0 7-1 4x4 = 3x3 = 3x3 = 44 = 1x4 11 3x6 FP = 5 6 7 8 9 10 H3- aa e=1:31.5 3x3 3x3 = 5x5 = 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x3 II 04 = 3x3 = US FP = 1x4 II 4x4 = 3x3 = 3x3 = 3x4 = 3x3 II 4x4 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.76 BC 0.83 WB 0.47 (Matrix) DEFL. in Vert(LL) -0.17 Vert(TL) -0.26 Horz(TL) -0.03 (loc) I/defl L/d 18 >999 360 18 >798 240 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 96 lb FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-9: 2x4 SP No.1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 1=64010-2-7, 13=643/0-2-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-76310, 3-4=-766/0, 4-5=-1720/0, 5-6=-2215/0, 6-7=-2303/0, 7-8=-2303/0, 8-9=-2138/0, 9-10=-2138/0, 10-11=-1588/0, 11-12=-659/0, 12-13=-662/0 BOT CHORD 22-23=0/1410, 21-22=012014, 20-21=0/2014, 19-20=0/2303, 18-19=0/2303, 17-18=0/2301, 16-17=0/1951, 15-16=011211 WEBS 2-23=0/997, 4-23=-895/0, 4-22=0/432, 5-22=408/0, 5-20=0/374, 6-20=-413/41, 13-15=0/857, 11-15=-768/0, 11-16=0/526, 10-16=-504/0, 10-17=0/264, 8-17=-281/0, 8-18=-233/335 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. `,��►11 111�����, 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 13. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3") Strongbacks to ,�� y\ ........ rr 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X nails. be to walls at their outer ends or restrained by other means. �% G , G E N . `SF••��©_�i attached 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �� .; �� �• % �y No 53681 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. S TAT E F : � /O�� rr � 4 R >V P,.•N N A, �c����• iO 11, FL Cert. 6634 June 10,2014 ®WARNIN5. • Verifye,shpn pammew BREAD MOTES ON 7NISAND IMIMED MITEKR£FERMICEPAGEMII-2423 rea I124120MBETMUE Design valid for use only with MWek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the p'T®�• 1 WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. ItfSoutherntRiMSRrumhroeri sspelilied,ttiedeisigrieveulue5areith3as elffeetire45101%2013byAL5C Tampa, FL33610.4115 Job Truss Truss Type Qly Ply Tonkin Residence T6356253 26978 FL05 Floor 1 1 Job Beference factional east coast i russ, ton riarce, IL. —r 0-3-10 H '113-0 5x5 = 3x3 = 1 2 3 1 1i� ' 2-0-0 11` ID:7pgQY31EoPSVhRFedN1 WdHz7ktA-UcHkUDZFhsoD 1 Jd8_mZdrlwX4h49o4ntWmT03pz7jC0 014 cal ca e=1:30.6 4x4 = 3x3 = 3x3 = 1x4 II 1x4 II 3x3 = 3x6 FP = 3x3 = 30 = 5x5 — 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 3x3 I I 3x4 = 3x3 =3x6 FP = 3x3 = 44 = 3x3 = 3x3 = 3x4 = 3x3 II 7-10-3 LOADING (psf) SPACING- 1-4-0 CSI. DEFL, in floc) I/deft L/d TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.16 18 >999 360 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.25 18 >813 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) -0.03 13 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD 1-10: 2x4 SP No. 1(flat) BOT CHORD 2x4 SP No.2(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 1=621/0-2-7, 13=624/0-2-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-739/0, 3-4=-742/0, 4-5=-1646/0, 5-6=-2156/0, 6-7=-2156/0, 7-8=-2156/0, 8-9=-2040/0, 9-10=-1527/0, 10-11=-1527/0, 11-12=-637/0, 12-13=-640/0 BOT CHORD 21-22=0/1361, 20-21 =0/1 927, 19-20=0/1927, 18-19=0/2156, 17-18=0/2177, 16-17=0/1871, 15-16=0/1169 WEBS 2-22=0/965, 4-22=-861/0, 4-21=0/397, 5-21=-390/0, 5-19=01469, 13-15=0/829, 11-15=-741/0, 11-16=0/498, 9.16=-478/0, 8-18=-283/299 PLATES GRIP MT20 244/190 Weight: 93 lb FT = 0%F, 0%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 13. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNIMT •Yeti: y desi.7n paramo6srs Jnd RFi10 ffi7ES GN7N7S AM INaUDED MITFKREFEREACE PAGE MII.7473... I12912014MOMME Design valid for use onlywith Mirek connectors. This design Is based only upon parameters shown, and is for on Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component iafe Informa��Ion va'uuable from Truss Plate In titute, 7B1 . Lee Street, Suite 312, Alexandria, VA 2314. IfSouthernRine75P)lumberjssnecified,thed, l nvaluesaretheseeffective46 0112913byAiSC �` EL S • ��i No 53681 STATE F : '�J % It FL Cert. 6634 June 10,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356254 26978 FL06 Floor 1 1 job Reference o t'o a ra51 .oast, Fuss, run nmce, r�. wayo.........,.,.......-........-.....___...__, ..._. .____.. ._...._.____.. ID:7pgQY31EoPSVhRFcdNI WdHz7ktA-UCHkUDZFhsoD 1 Jd6_mZdrlwTEh3zo51 tWMT03pz7jC0 0-3.10 1-3.0 0.7-13 i 2-0-0 i 5- 3- I--I 0 PA I � Scale =1:29.7 9� 04 = 3x3 = 5x5 = 3x3 = 3x3 = 3x3 = 1x4 II 1x4 II 3x6 FP = 3x3 = 3x3 = 5x5 = 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 3x3 I I 3x4 = US FP = 3x3 = 44 = 3x3 = 3x3 = 3x4 = 3x3 I I 3x3 = 3 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.98 Vert(LL) -0.16 17-18 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.25 17-18 >783 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) -0.03 13 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 91 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 1=602/0-2-7, 13=605/0-2-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-713/0, 3-4=-716/0, 4-5=-1575/0, 5-6=-2013/0, 6-7=-2013/0, 7-8=-2013/0, 8-9=-1941/0, 9-10=-1466/0, 10-11 =-1 466/0, 11-12=-615/0, 12-13=-61810 BOT CHORD 21-22=0/1311, 20-21 =0/1 847, 19-20=0/1847, 18-19=0/2013, 17-18=0/2054, 16-17=0/1790, 15-16=0/1128 WEBS 6-19=-32310, 2-22=01932, 4-22=-827/0, 4-21=0/368, 5-21=-378/0, 5-19=01487, 13-15=0/800, 11-15=-71410, 11-16=0/470,9-16=-451/0,8-18=-300/244 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 13. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to ,,111111 I I rI/�� be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500in. % ,N �`........ •\ •. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,% NC.) •' G E N S (�1/ 10 0�* : No 53681 STATE �OF •.��/ ..o •• % rrrrn lllll��� FL Cert. 6634 June 10,2014 ®WMRMN3 - vmfy design parmemn aad n&ID /:a7ESGN 7NISAND ItK1.I1DED MITFKREI'EREhCE PAGE M77-7473 re a 112912010D FoaEME Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Surety Information vat able horn Truss Plate Institute, 781 N. Lee Street, Suite 312. Ale andria, VA 2314. IfSauthemPine(5Pllumberisspecified,thedesignvaluesaretheseef ecti.06 01/2013byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356255 26978 FL07 Floor 1 1 Job Reference (ootionall rasl ,oao I mus, run rlerce, rL. 04UW 0.3.10 1-3-0 1-0-10 1-3. 5 2 0.0 �1 4x4 = 5x5 = 3x3 = 3x3 = 3x6 = 1x4 II 1x4 II 2 3 4 5 6 7 8 ID:7pgQY31EoPSVhRFcdN1 Zl4z7ktA-yog6hZZtSew4f.rCKYT4s0yTfZ5PSXYWDIQDabGz7jC? 3x6 FP = 3x3 = 9 10 W.I. = 1:28.7 3x3 = 3x3 = 5x5 = 11 12 13 o 0 23 22 21 20 19 18 17 16 15 14 3x3 11 3x4 = 3x6 FP = 3x3 = 4x4 = 3x3 = 3x3 = 3x4 = 3x3 I I 3x6 = 0 - -- - - -- - -- - •- -- -- - 0-3.1 1-6-0 2-3.10 0- 1-5-7 0- -0 1-0-0 1-0-0 0- 1-B-0 2-6-0 2-8-0 1-6-0 0.3 Plate Offsets (X Y)-- f2:0-2-0 Edael f13:0-2-0 Edoel fl8.0-1-B Edoel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.16 17-18 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.25 17-18 >781 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) -0.03 13 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight: 90 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=58310-2-7, 13=586/0-2-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-689/0, 3-4=-692/0, 4-5=-147610, 5-6=-1868/0, 6-7=-1868/0, 7-8=-1868/0, B-9=-1842/0, 9-10=-1842/0, 10-11=-1404/0, 11-12=-593/0, 12-13=-596/0 BOT CHORD 21-22=0/1265, 20-21=0/1476, 19-20=0/1476, 18-19=0/1868, 17-18=011929, 16-17=0/1710, 15-16=0/1087 WEBS 2-22=0/900, 4-22=-797/0, 4-21=0/303, 5-19=0/594, 13-15=0/772, 11-15=-687/0, 11-16=0/442, 10-16=-425/0, 8-18=-3331199 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 13. 4) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to ,,,11111111111, be attached to walls at their outer ends or restrained by other means. E S- Ip 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ,�� �P` ......�v/,9 �I♦ 7) CAUTION, Do not erect truss backwards.IS ' • �� ♦i♦ 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. � �N .• �,� �•'.� No 53681 i #�,G STATE JOF .44/�: n FL Cert. 6634 June 10,2014 )6 WARNIM3• Verify design Aan.nsad;n 4d READ M M70N 7WYAND IMIUDED MITEKREFERE&WPAGE NII-7423m.Ijd9/201J81TW5WF Design valid for use any with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component., Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the 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/71`I1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informa Ion 44vappable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Ale andda, VA 2314. It Southern ine(SP} lumber issgetilied,tlledesignvalues are t:huseefxecti1re46 QW013byALSC Tampa, FL 33610-4115 Job Truss Truss Type city Ply Tonkin Residence T6356256 26978 FLOG Floor 1 1 Job Reference (optional) cast coast i russ, rvn tierce, r�. ovnro 0.3-10 I —I i 11r- 0 5x5 = 30 = 2 3 1-G-10 Oi 9-11 ,r 2-0-0 � �o 44 = 3x3 = 1x4 II 1x4 II 4 53 6 7 8 ID:7pgQY31EoPSVhRFCdN WdHz7ktA-Q?OUuuaVDT2xHdnW5Bb5wA?pmVkTG_OA 4y77iz7jC_ 3x3 = 3x6 FP = 9 10 H3- cal = 1:27.8 3x3 = 3x3 = 5x5 = 11 12 13 o 0 23 22 21 20 19 18 17 16 15 14 3x3 II 3x4 = 3x6 FP=3x3 = 4x4 = 34 = 3x3 = 34 = 3x3 II 3x6 = LOADING (psf) SPACING- 1-4-0 CSI. TCLL 40.0 Plates Increase 1.00 TC 0.91 TCDL 10.0 Lumber Increase 1.00 BC 0.84 BCLL 0.0 Rep Stress Incr YES WB 0.41 BCDL 5.0 Code FBC2010/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 1=564/0-2-7, 13=566/0-2-14 DEFL. in (loc) I/deft L/d Vert(LL) -0.15 17-18 >999 360 Vert(TL) -0.23 17-18 >792 240 Horz(TL) -0.03 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 88 lb FT = 0%F, 0%E BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-664/0, 3-4=-666/0, 4-5=-1402/0, 5-6=-1726/0, 6-7=-1726/0, 7-8=-1726/0, 8-9=-1743/0, 9-10=-1343/0, 10-11=-134310, 11-12=-571/0, 12-13=-574/0 BOT CHORD 21-22=0/1216, 20-21=0/1402, 19-20=0/1402, 18-19=0/1726, 17-18=0/1806, 16-17=0/1629, 15-16=0/1046 WEBS 6-19=-303/0, 5-21=-277/0, 2-22=0/867, 4-22=-766/0, 4-21=0/274, 5-19=01603, 13-15=0/743, 11-15=-660/0, 11-16=0/414, 9-16=-398/0,8-18=-353/151 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 13. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. i W,IRNIMI-Verityde3r. paramem.a dREAD MWONMUAND IM1eDED MITEKREFEREhCE PAGE MII-2473rcr. 1I191201dD9''MWE Design valid for use only with Wok connectors. This design Is based only upon parameters shown. and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety I forma Ion gvat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexondrla, Vq 2314 IfSnulgum�'inet5P lumber isspetified, the design values arethese effectivea9j01%f013byALSC 1111'r'll S, P.� , . V/ No 53681 .� tC/: STATE JOF :/v� Z i����s O N A\- E%%%% FL Cert. 6634 June 10,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356257 26978 FL09 Floor 1 1 Job Reference o lio al cast coast i russ, —, ne . — ...- 0-3.10 H -3-0 i 1.0-10 �34 i 2-0-0 i 5x6 = 4x4 = 5x5 = 3x3 = 3x3 = 1x4 II 1x4 II 2 3 4 5 6 7 8 , .----..,....� -_ ....... _.....___...__, ..._. ,. ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-uBys6Eb7_nAoumLjfu7KTNY7uv4x7RXJCkigf8z7jBz 3x3 = 3x6 FP = 9 10 OF 3 Scal = 1:28.9 3x3 = 3x3 = 5x5 = 11 12 13 0 o ,} 22 21 20 19 18 17 16 15 14 3x3 13x4 = 5x12 = 4x4 = 3x3 = 3x3 = 3x3 = 3x3 I I Us FP= 4-7-11 0 3-1 1-9-10 4-1.4 4- - 2 4- 5-9-3 6-9-3 6-1 11 81-11 11-0-11 13-6-11 15.0-11 1 -4- 0-3.1 1-6-0 2.3.10 0- -8 0- 1.0-0 1-0-0 0- 1-B-0 2-8-0 2-0-0 1.8-0 -3 0-4.15 Plate Offsets (X Y)— f2:0-2-0 Edoel r13:0-2-0 Edgel fl8:0-1-8 Edgel I20 0-5-9 Edgel LOADING (psi) SPACING- 1-4-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.14 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.22 17-18 >804 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) -0.02 13 n/a n/a BCDL 5.0 Code F8C2010/TPI2007 (Matrix) Weight: 86 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=545/0-2-7, 13=547/0-2-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-635/0, 3-4=-638/0, 4-5=-1352/0, 5-6=-1587/0, 6-7=-1587/0, 7-8=-158710, 8-9=-1644/0, 9-1 0=-1 282/0, 10-11=-1282/0, 11-12=-549/0, 12-13=-552/0 BOT CHORD 20-21 =0/1 169, 19-20=0/1332, 18-19=0/1587, 17-18=0/1683, 16-17=011549, 15-16=011004 WEBS 6-19=-465/0, 5-20=-420/0, 2-21=0/830, 4-21=-739/0, 4-20=0/304,,5-19=0/817, 13-15=0/714, 11-15=-634/0, 11-16=0/386, 9-16=-372/0, 8-18=-370/108 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center, 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1, 13. 4) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strong backs, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. ,�� �P ...... ✓/,9 �4*� N • •` C E N,3'• 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. F•'•. No 53681 -� ter- . � %;: STATE �OF •:��� FL Cert. 6634 June 10,2014 ®WARNIAr, .Vedfp design ParameU:rs nod READ AWES ON7MSAND INCLUDED MITEICR£FERF.MF RAGE MII.7473 rem I129120148ffQRE115E Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ��al• 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 AN51/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 5afety Information vat able from Truss Plate Institute, 761 N. Lee Street, Suite 312, Alexandria, VA 2314. If5outhernPine�SP�turnLorisspecified,thedesrgnvaluesarethoseeffetUve06 0112013by,AL5C Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Tonkln Residence T6356258 26978 FL10 Floor 1 1 Job e e e ce o do tasl coast i russ, ran rI.M., ". aaaco 0-2-13 H 1I 3-0 I ID:7pgQY3IEoPSVhRFcdNl WdHz7ktA-uBys6Eb7_nAoumLjfu7kTNY03v5l7SLJCkigf8z7jBz I 1-10-11 3 Scale=1:25.2 4x4 = 5x5 = 3x3 = 3x3 = 3x3 I I 1x4 11 Us FP = 3x3 = 3x3 = 3x3 = 5x5 = 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 3x3 11 3x3 = 3x6 = 44 = 3x3 = 3x3 = 3x3 = 3x3 II 3x6 FP= 3-9-15 0- -1 1-B•13 3-8-0 3- - 2 4-9-15 5-9-15 5- 1 7 7-7-7 10-1-7 12-7-7 14-1-7 1 -1 0- -1 1-8.0 1-11.7 0-1 1-0-0 1.0-0 0- 1-BA 2A-0 2SA 1-8-0 -3-0 0-0-3 Plate Offsets (X Y)f2:0 2 0 Edoel f12.0-2-0 Edoel fl7:0-1-8 Edoel LOADING (psf) SPACING- 1-4-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.15 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.23 16-17 >741 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) -0.02 12 n/a n/a BCDL 5.0 Code FBC2010/TPl2007 (Matrix) Weight: 80 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=511/0-1-6, 12=513/0-2-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-553/0, 3-4=-554/0, 4-5=-131810, 5-6=-1318/0, 6-7=-1318/0, 7-8=-1468/0, 8-9=-1468/0, 9-10=-1171/0, 10-11=-509/0, 11-12=-513/0 BOT CHORD 18-19=0/1072, 17-18=0/1318, 16-17=0/1459, 15-16=0/1405, 14-15=0/930 WEBS 6-17=-391315, 5-18=-319/0, 2-19=0/721, 4-19=-72010, 4-18=0/548, 12-14=0/663, 10-14=-585/0, 10-15=0/335, 9-15=-325/0, 7-17=-463/26 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1, 12. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to ,,,�111 111►/��,, be attached to walls at their outer ends or restrained by other means. S. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ,�� �P` ........ 7) CAUTION, Do not erect truss backwards. oo G . G E N 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ;o �� V� No 93681 '> STATE F Z /0 N Ate,%%`% FL Cert. 6634 June 10,2014 ® WARNIM Nwil y,*Sig. juuamegirs anARr.'AD A07ESGN M WAM IW..UDED Ml TEKRL'ft.RLMX PAGi.'Mrl-2473 rtra 1122120148170 M 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the 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, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information voi able from Truss Plate In titute, 781 N. Lea Street Suite 312, Alexandria, VA 2314 1154uthernP'ine�SP�lumberisspecifier,thedestgnvaluesaretheseeffertive05 01%$01317yAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356259 26978 FL11 Floor 7 1 Job Reference (optional) casr �oasr i russ, ran nnran, ram. avnvo 1-0-0� 5x5 = 3x3 = 3x3 = 1 2 3 0 f 1-2-8 i 2-0-0 t-21 44 = 3x3 = 1x4 II 4 5 6 ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-MNWEJaclk4lfV&mDceZob5DCJP2kvZTROREBbz7jBy W Scale=1:27.9 3x3 = 3x6 FP = 3x3 = 3x3 = 5x5 = 7 8 9 10 11 21 20 1918 17 16 15 14 13 12 3x3 I I 3x3 = 3x6 FP = 1x4 I I 4x4 = 3x3 = 3x3 = 3x3 = 3x3 I I 3x3 = 15-10-14 1-0-0 4-0-0 5-4-0 6-0-0 7-0-0 7- 9-1-8 11-7-8 14-1-8 15-7.8 15 9 1-6-0 2-0-0 1-0-0 1-0-0 1-0-0 0- - 140 2-6-0 2-6-0 1-0-0 0- LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.15 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.90 Vert(TL) -0.23 15-16 >781 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.03 1 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 86 lb FT = O%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No,3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=555/0-3-0, 11=555/0-2-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-467/0, 2-3=-464/0, 3-4=-1252/0, 4-5=-1631/0, 5-6=-1631/0, 6-7=-1683/0, 7-8=-1683/0, 8-9=-1305/0, 9-10=-557/0, 10-11=-560/0 BOT CHORD 19-20=0/928, 18-19=0/1631, 17-1 8=0/1 631, 16-17=0/1631, 15-16=0/1726, 14-15=011580, 13-14=0/1020 WEBS 1-20=0/662, 3-20=-645/0, 3-19=0/451, 4-19=-551/0, 11-13=0/725, 9-13=-644/0, 9-14=0/396, 8-14=-383/0, 6-16=-390/127 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,l� S 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. ,%� �P�„ tiff �_, 7) CAUTION, Do not erect truss backwards. �% G Ci E N , ',• 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. % %`� • �,� •. �� �_ No 53681 .0 STATE 0F�1JJ • C? O N Al oo FL Cert. 6634 June 10,2014 AWARNIM.Ven7y design pammenux.oad RUD tA7ES GN 7111SAND MUDED Aft rFKREF'ERENCE PAGE N114473 nr a I/Z9120IJW0'fS WE Design valid for use only with MRek connectors. This design 1s based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information 4valllable from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfsnuthenlPinell5P lumber isspecifieds, the design values are those effective46 0112013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356260 2697E FL12 Floor Supported Gable 2 1 Job Reference (optional Vai m ID:7pgQY31EoPSVhRFcdNIWdHz7ktA-MNWEJaclk4lfWwwvDceZOb5MDJdmk TTROREBbz7jBy W Scale=1:10.7 3x5 = 1x4 II U4 II 1x4 II 3x3 = 5-6.10 5.6-10 Plate Offsets (X Y)-- 111.0-1-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC201 OrrP12007 (Matrix) Weight: 25 lb . FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 5-6-10. (lb) - Max Grav All reactions 250 lb or less at joints) 10, 6, 9, 8, 7 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-6-10 cc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 cc. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. aIIrr����i �° E� S• ��i No 53681 .' y i= IV' STATE job .:4�� FL Cert. 6634 June 10,2014 ® WAANIM', Nerfly Resign y­=,aw d READ A07TS ON Mrs AM 7ACIIM£6I4fTf;XRE'rLREM1Fr'AGL ArI!•MTJ ,ua, 1fd9/IbIQ91TONr.1J3F.. Design valid for use only with Miiek connectors. This design is based any upon parameters shown, and Is for an Individual building component. �, Applicability of design parametersand proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shove is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbllllty 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/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vappable from Jruss Plate Institute, 781 N, Lee Street, Suite 312, Alexandria, VA 2314, Tampa, FL 33610.4115 ISSoutharnPinejSPjlumber isspecified, the design values are thoseeNective06 0112013byAiSC Job Truss Truss Type City Ply Tonkin Residence T6356261 26978 FL13 Floor 7 1 Job Reference footionaU 4 2014 P 1 East Coast Truss, Fort Pierce, FL. 34946 10 7.520 s Apr 22 2014 MiTek Industries, Inc. Tue Jun 10 11:15.1 age ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-ga4dXwcOVOQV84V5nJ9oYodUHiv8TPncg2Bnjlz7jBx o-1-e 1.4-8 i i 0.11-2 i 1-3-0 1 3x3 = 2 1x4 II 3 3x3 = Scale=1:10.7 3x6 = 1x4 = 1x4 II 3x3 = 8 7 6 5 3x3 = 3x3 = 1-7-8 4-0-10 __ 5-6.10 1-7-8 2-5.2 1-6-0 LOADING (psf) SPACING- 1-4.0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC20101TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) SOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (iblsize) 9=190/0-7-4, 5=194/Mechanical CSI. DEFL. in (loc) Vdefl Ud TC 0.32 Vert(LL) -0.01 6-7 >999 360 BC 0.27 Vert(TL) -0.02 6-7 >999 240 WB 0.16 Horz(TL) 0.00 5 n/a n/a (Matrix) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-297/0, 2-3=-29710 BOT CHORD 7-8=01297, 6-7=01297 WEBS 1-8=01327 3x3 11 PLATES GRIP MT20 2441190 Weight: 29 lb FT = 0%F, 0%E BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Warning: Additional permanent and stability bracing fortruss system (not part of this component design) is always required. S. lrr11'r11 I P GCE N �g�:•9�j/ ��i -. No 53681ir - .0? STATE OF 0. o R ; rrinnll FL Cert. 6634 June 10,2014 ®WARNIfICi-Ycdfr Jeskln pnnmatws aaJHF.i1D WVS ON 7705AM r7k7.Vr7Er1MI7FKRfrEgf.-AMMGENII-7473ma 2/d9/20NIRM IME Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown ■■p�MiTek��' Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iVl fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality CrIteda, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. S fety Informatfion va' able from Jruss Plgta In tltute, 781 N. Lee ggtreet, Suite 312. AI xandrla, VA 2314. Tampa, FL 33610-4115 I�SouthemR'ine{SP lumber isspecifie ,thedmignuatuesarethctseefectilre4fi O1j2913byALSC Job Truss Truss Type Qty Ply Tonkin Residence T6356262 26978 FL14 Floor 1 1 Job eference o do al East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MIl eK maustnes, Inc. we Jun lu 1l:1a:14 zu14 rage 1 ID:7pgQY31EoPSVhRFcdN1WdHz7ktA-ga4dXwcOVOQV84V5nigYgdXmiy8TQpcg2Bnjlz7jBx 0.1.8 PL-i 3x3 = 1-4-8 1x4 ill 0.9-0 3 i1x4 ill 1-3-0 4, Scale: 1.5"=1' 3x3 = 3x3 II LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 23 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc puriins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=138/0-9-13, 5=142/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,,$,jjlflII1jjfj,,, No 53681 .r v � :?©:f STATE �vF 41 FL Cert. 6634 June 10,2014 ® IYARMT!"i - Vedfy des� parameters quad READ MTESGN ITHMAND IMIUDED Mf TEKREUREM£FAGE N11.7473 mw 112912014@EFYI WE 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 parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA.9 2314 If Southern Pine�SP� lumber isspecified, the design values are thase£ffective 46 01/1013 byAL5C Tempo, FL 33610-4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356263 26978 FL15 Floor 1 1 Job efere ce o do al East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2u14 mi ex Industries, Ina. I ue Jun i0 11:l IXln 2uw Page! ID:7pgQY31EoPSVhRFcdN1 W&7ktA-ga4dXwcOVOQV84V5nJ9oYodVzizATRgcg2Bnj1 z7jBx 0-1.8 I 3x0-6-13 71 1-3-0 2 Scale = 1:7.9 3x3 = 3x3 = 3x3 II 0-9.13 2313 0.9.13 1-6-0 Plate Offsets (X Y)-- 16.0-1-8 0-0-81 LOADING (psfi SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 "'• 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight: 14 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SIP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SIP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=53/0-9-13, 3=66/Mechanical, 4=28/0-9-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotatlon about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,,,�if1111f1fill.# ��. © i ror No 53681 !:. STATE pF IJJ� 0ZZ 'e /0NAl-E 11r►111111 1 FL Cert. 6634 7] June 10,2014 ®WARNt7A •Vedfydesi0n pnrumeu!,y ,und RFitD tA7ESGN 7r?S.itlU f!X].UDED MITFKRfFIRF.NCE FAGS fdff-)473 m. t/Z9f20ldRFf'OA£115E 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 parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllity, of the M iTek• 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 Crlterlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S feiy Informsrlon 4 a able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 15outhem inet P lumber is spat ified, the designvalues anathose effettive05 U112013byALSC Job Truss Truss Type Qty Ply Tonkin Residence T6356264 26978 -HJ7 Diagonal Hip Girder 1 1 jgb Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 7.620 s Apf cc 2014 mi i cn ,fiwUSL 65, M. , Uo U,, . e- , 10:7pgQY31EoPSVhRFcdN1 WdHz7ktA-Ime7kGd6GiYMIE4HKOg15OAce6A9CrjlviwLFTz7jBw 5-6-5 9-10-1 5-6.5 4.3-12 Scale=1:18.4 3x3 11 3 4 1.4-101 0-5.10 1 3-8-1 4-3-8 048 Plate Offsets (X Y)— f1.0-9-13 0-0-71 f1.0-4-0 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.10 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD 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. (lb/size) 1=56710-11-5, 6=485/Mechanical Max Horz 1=104(LC 17) Max Uplift 1=-200(LC 4). 6=-178(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-832/291, 2-12=-795/259 BOT CHORD 1-11=-289/86, 1-8=-205/789, 1-14=-309/789, 7-14=-309/789, 7-15=-309/789, 6-15=-309/789 WEBS 2-6=-691/276 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; MWFRS left Lumber DOL=1.60 DOL=1.60 Exp D; Encl., GCpi=0.18; (directional); cantilever and right exposed ; plate grip 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ,,�►1�� responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. `%% �G . i �%�e N ,3 �• ,�� �� 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ,% �` ; V F� •, Q—✓ 5 • This truss has been designed for a live load of 20.0 sf on the bottom chord In all areas where a rectangle 3-6-0 tall b 2-0-0 wide will ) 9 P g y _ � No 53681 fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 1 and 178 lb uplift at joint 6. '0 : as ,X 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9 Hanger(s)or other connection devices shall be sufficient to support concentrated loads 73 lb down and 56 lb u at 4-1-14, . ((/ i�(" STATE F provided 73 lb down and 56 lb up at 4-1-14, and 122 lb down and 88 lb up at 6-11-13, and 122 lb down and 88 lb up at 6-11-13 on top chord, o.0 •. �� / P .' 18 lb down 27 lb 4-1-14, 18 lb down and 27 lb up at 4-1-14, and 45 lb down and 27 lb up at 6-11-13, and 45 lb down and Q �_`�� ��� ••.• 0 R and and up at Is the �, �j%,/S�jO 27 lb up at 6-11-13 on bottom chord. The design/selection of such connection device(s) responsibility of others. �` 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1#'` N A �/ `,,��� LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 June 10,2014 ®WARNIM3-Yeti: yessgn pa ,eben and RFAD WUS GN 7frrSAND HaUDED MITEKREFERENCE PAGE MU-7423 ma I12912014DErMWE 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 parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbllllty, 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, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. IiSauthemPine7SP�lumherisspecified, thedesign vafuesarethose effective46 01/2013�yRLii Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356264 26978 -HJ7 Diagonal Hip Girder 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34945 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-74, 3-4=-74, 5-8=-20 Concentrated Loads (Ib) Vert: 12=63(F=31,B=31)13=-87(F=-43, r.oa s Apr 22 cu i4 W. on mwaoice, um. ,�ow,,,..,,.w.w��,.,�n�- ID:7pgQY3lEoPSVhRFedN1 WdHz7ktA-Ime7kGdOGiYMIE4HKOg150Ace6A9CrjlviwLFTz7jBw i B=-43) 14=-19(F=-10, B=-10) 15=-83(F=-42, B=-42) �w,4xrFtu; •vorlrr clasi�a ra,a,;r�u�rs arnaFAn nvTrsrx nlrs,aln� rAva ur�rta xrvFxr;crraencaa>vlrrc Herr-74ra ran itasyznzscar7axr:trsf Design valid for use only with MRek connectors, This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iUiiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information Viable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 33610-4115 If5outhernt�rr �34��lumherisspettfied,thedesigrtvaluesarCthgse ##ectiuri 45iir1/.$U13byAtSC Job Truss Truss Type Qty Ply Tonkin Residence T6356265 26978 -HJ7A Diagonal Hip Girder 1 1 Job e e e ce o bona East Coast Truss, Fon Pierce, FL. 34946 aozu s „pr ec zu w mu an muusmes, mc. 1 uo 4—,u , u u au ,Y reec , ID:7pgQY3IEoPSVhRFcdN1 WdHz7ktA-nyCNycee17gDNOfUukBGdDimVWUPxHNv7Mguowz7jBv 5-&5 9-10-1 5-6-5 4-3-12 Scale = 1:18.4 3x3 II 3 4 1-4.4 1-9.14 5•6-5 9-9-11 9-1 -1 1.4-4 0-5-10 3-8-7 4.3-6 0- 6 Plate Offsets (X Y)-- (1:0-11-3 0-2-71 (1.0-4-0 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.11 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD 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. (lb/size) 1=629/0-11-5, 6=518/Mechanical Max Horz 1=104(LC 4) Max Uplift 1=-225(LC 4), 6=-173(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-946/290, 2-12=-912/255 BOT CHORD 1-11=-288/85, 1-8=-203/899, 1-14=-307/899, 7-14=-307/899, 7-15=-307/899, 6-15=-307/899 WEBS 2-6=-799/277 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; D; Encl., i=0.18; MWFRS left Lumber DOL=1.60 DOL=1.60 1j I I I I ill/,,�,I, ExpGC (directional); cantilever and right exposed ; plate grip 2) As have been designed to for tolerances or rough handling and erection conditions. It is the S, requested, plates not provide placement responsibility of the fabricator to increase plate sizes to account for these factors. �%�,,`EL 3) Plates checked for a plus or minus 0 degree rotation about its center. ,�� �G ,•�,•E NY*-. G� F �•, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� �� •' V ©.,110 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 2-0-0 wide will fit between the bottom chord and any other members. N 0 53681 =� •� * e 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 1 and 173 lb uplift at joint 6. 8) "Semi including heels" Member end fixity model was used in the analysis and design of this truss."', '0 -rigid pitchbreaks lb down 72 lb 4-1-14, !/ STATE OF 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 and up at 73 lb down and 56 lb up at 4-1-14, and 135 lb down and 98 lb up at 6-11-13, and 122 lb down and 88 lb up at 6-11-13 on top chord, a• T •. / Q .' �� ��j 16 lb down 341b up at 1-3-15, 32 lb down and 24lb up at 4-1-14, 18 lb down and 27 lb up at 4-1-14, and 47 Ito down and 3 lb �• 0 R �•'•\ \ and and up at 6-11-13, and 45 lb down and 27 Ib up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is thestS ' • "• ��I&/O responsibility of others. 10) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). N A� `� LOAD CASE(S) Standard FL Cert. 6634 June 10,2014 Continued on pane 2 ®WARNOVS,•VedfV dW9aparu;,emosad READ IA7ESGNTNTSANDIM'111DED MITEKREFERENM PAGE MII-M73 rea I/29f20148a0 um Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S lety Informs Ion vat able from Truss Plate Institute, 781 _N. Lee Street, Suite 312. Alexandria. Vqq 2314. I�SouthernPine�SP�Iumberisspecified,thedesignvaluesarethoseeffective06 0112013byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Tonkin Residence T6356265 26978 -HJ7A Diagonal Hip Girder 1 1 Job Re ere ce o lio al 1 <•1G �R1A Dann East coast Truss, ton tierce, rL. J4e46 ,.,,.,Y,.... .----..._ ...._..---.. . ID:7pgQY3IEoPSVhRFcdN1 WdHz7ktA-nyCNyceel7gDNOfUukBGdDimVWUPxHNv7Mguowz7jBv LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-74, 3-4=-74, 5-8=-20 Concentrated Loads (lb) Vert: 10=-16(B) 12=21(F=31, B=-11) 13=-109(F=-43, B=-66) 14=-35(F=-10, B=-26) 15=-82(F=-42, B=-40) IWARNJM:i vedfyl�.sh/n Nnr+emxrh�rx aaJ NFitF�tA'iT.S GN itJfS AfA 1rat7.UDfk Mt'rFKrtFFERflhC2; PAGE MI!-2973 tea 1/29/2014 tMUM Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an Individual building. component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown■��YY■ is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MtTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information Qvauable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 2314 Tampa, Fl- 33610.4115 JtSnuthernPratei5#6lumberisspesiPied,the designvaluesare ttfo5e ffecriire46 01/1013byAM Job Truss Truss Type Qty Ply Tonkin Residence T6358266 26978 -11J7B Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.6zu a Apr zz LV14 mu eK mousmes, inc. i us dun ry i i s io; io — r4 rage , ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-nyCNyceel7gDNOfUukBGdDinGWV9xG4v7Mguowz7jBv 5-5-15 9.9-5 _ 5-5-15 4-3-6 Scale = 1:18.3 3x3 II 4x4 = 1- -3 1 8- 5-5-15 9.8-15 9• -5 1-V 42- 3.11-10 4-3-0 0- 8 Plate Offsets (X Y)-- 11:0-11-3 0-1-81 11:0-4-0 Edoel LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) Well Lld PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.09 4-5 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.12 4-5 >983 180 BCLL 0.0 ` Rep Stress Incr NO WB 0.36 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide.. REACTIONS. (lb/size) 1=618/0-4-4, 4=509/0-5-13 Max Horz 1=102(LC 17) Max Uplift 1=-432(LC 4), 4=-391(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 0=-1 093/690, 2-1 0=-1 049/704 BOT CHORD 1-6=-644/1045, 1-12=-746/1045, 5-12=-746/1045, 5-13=-746/1045, 4-13=-746/1045 WEBS 2-4=-988/703 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 .%Ji it I I I f 1111', 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the �� , I S. III responsibility of the fabricator to Increase plate sizes to account for these factors. ��� �1P • ....... 3) Plates checked for a plus or minus 0 degree rotation about Its center. ,�� N G E N S • • y� �� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, v► �� •'�� F•'•, 5 ` This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall b 2-0-0 wide will ) 9 p 9 y 4 No 53681 •" fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 432 lb uplift at joint 1 and 391 lb uplift at v Y joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -p ;�.X 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 68 lb up at 4-1-14, �} .� S TAT E OF W 100 lbdown and 72 lb up at 4-1-14, and 106 Ib down and 109 lb up at 6-11-13, and 135 lb down and 98 lb up at 6-11-13 on top chord, y and 69 lb down and 3 lb up at 1-3-15, 53 lb down and 7 lb up at 4-1-14, 85 lb down at 4-1-14, and 42 lb down and 49 lb up at 6-11-13, �o ;x,\ A,/ Q• _��• and 99 lb down and 3 lb up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of 10�`` •• 0 (R �G•'•`�i�N % 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �0 N A; LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 June 10,2014 Continued on baae 2 ® WARNTM9 -Yedf f detgn pan. meters and RUD NAMMS MIYA R1 INCLUDED 14r1EKIZEFEREACE PAGE NU-7473 re K 1129/7015afl'MME 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 parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safe Informal) n va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 ItSouthernPlne�SPLlumberisspecified,thedesignvaluesaretboseeffective0b 0112O13byALSC p Job Truss Truss Type City Ply Tonkin Residence T6356268 26978 -HJ7B Roof Special Girder 1 1 o Refere ce o io al East Coast Truss, f-ort Fierce, FL. 44'J4b r.acua F."<w 14 n, on ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-nyCNyceel7gDNOfUukBGdDinGWV9xG4v7Mguowz7jBv LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-74, 4-6=-20 Concentrated Loads (lb) Vert: 8=-16(F) 10=21(F=-11, B=31) 11=-109(F=-66, B=-43) 12=-35(F=-26, B=-10) 13=-82(F=-40, B=42) ® WARN7Aa •Vcritr des47n p—j.ters and RFAD MUSGN MISAND I MIMED MITFKWERENCE PAGE MII-7473 ma IW20L18IFT1REL15E 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 parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shove Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the iTek� erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding p fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information 4vagable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314Tampa, Fl- 33610.4115 IiSouthernRinelSPllumberisspecified,thedesignvaluesarethoseeffective0b 01/1013byAL5C Job Truss Truss Type City Ply Tonkin Residence T6356267 26978 -HJ7C Roof Special Girder 1 1 Job Reference (optional East coast I russ, Tort coerce, rL. Lns40 ,.04v••w��"1""",_,,��•,,,��, ,,,�. , �_.,, ,�,,.,�.,,•-_. � . ID:7pgQY3IEoPSVhRFcdN1 WdHz7ktA-F9119yfGoJo4?YEgSRNARF?fwvGgmX2MOPRKMz7jBu 4-3.10 3-4-10 2x3 II 3 4x4 = Scale = 1:14.6 1-1-4 152-15 7-8-1 H-4 1-1-4 1 1-11 6-5-2 H-3 Plate Offsets (X Y) 11.0 5-12 0-0-21 11:0-0-4 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.07 4-9 >999 240 MT20 244/190 TCDL 17.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.06 4-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 33 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-2 oc bracing. WEDGE MITek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer installation uide. REACTIONS. (lb/size) 4=347/0-3-11, 1=422/0-3-6 Max Horz 1=90(LC 4) Max Uplift4=-328(LC 4), 1=-367(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-604/484, 2-10=-593/489 BOT CHORD 1-12=-549/594, 12-13=-549/594, 4-13=-549/594 WEBS 2-4=-562/511 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate 111111111 grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ,����0 responsibility of the fabricator to increase plate sizes to account for these factors. its [✓ E N 3) Plates checked for a plus or minus 0 degree rotation about center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦� N S` ♦ 4' Q! �' ,•• 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 2-0-0 wide will fit between the bottom chord and any other members. No 53681 , 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 4 and 367 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. device(s) be to support concentrated load(s) 73 lb down and 78 lb up at 3-3-15, f <L '0 : � 11 // 8) Hanger(s) or other connection shall provided sufficient 8 lb down 12 lb 3-3-15, STATE JO F P••• 0 0� and 61 lb down and 77 lb up at 3-4-10, and 115 lb down and 126 lb up at 5-6-13 on top chord, and and up at and 52 lb down and 4 lb up at 3-4-10, and 39 lb down and 61 lb up at 5-6-13 on bottom chord. The design/selection of such • �� T •. �� P• ' ; connection device(s) is the responsibility of others. �iO R Q • �_,♦♦ 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • • �I ss \ �% �., ���NA110,* LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin Vert: 1-3=-74, 4-5=-20 FL Cert. 6634 June 10,2014 Continued on a e 2 ®WARNIPr Yentr dnsa7n Parameters and RFi1DW7ESGN7N7SAN0 INSUDEDMI7EKREFEREMM PAGE MI7-7473me 11Z91201dSHOREM 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 parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the elk' Welk' 'Y1 Il 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 Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Informs on va abte from russ Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 2314. IfSouthem "ine�SP�lumber sspecitied,thedesignvaluesarethoseeffeetiv 06,�OSJ2913byAL5C Tampa, FL 33610.4115 Job Truss Truss Type City Ply Tonkin Residence T8356267 28978 -HJ7C Roof Special Girder 1 1 Job Reference (optional East coast 1 russ, hart MUCCI. M. annao LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=36(F=27, 131=10) 11=-71(B) 12=-3(F=-11, B=B) 13=-23(B) ID:7pgQY31EoPSVhRFcdN1 WdHz7ktA-F9119yfGoJo47YEgSRiVARF7fwvGgmX2MOPRKMz7jBu WARHIM•Veaydesign pa ­,eV_! and READ IWTES ON MIS ANDIM1UDr-DMrTFKRErERf..fK,FM6EMlr-M73 mx 1124/201481FOREM 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 parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Informs Ion gvogable from Truss Plate In titute, 781 N. Lee Street, Suite 312, 'Alexandda, VA z2314, Tampa, FL 33610.4115 IfSauthern�'ineifiR}lumberisspeci4ied,thedesig values arethvse;ef#ecriue05/01/1013byALSC c Symbols I Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. -'/16 For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x- 4 width measured perpendicular -to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS cr-2 c2a 4 o VWXEBSc'3 U a- O '— C7-8 C47 cS6 BOTTOM CHORDS 8 7 6 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 5 © 2012 MTek® All Rights Reserved ,g MiTek � MiTek Engineering Reference Sheet: MII-7473 rev. 01 /29/2013 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 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. 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. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.