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HomeMy WebLinkAboutTRUSS�......- Lumber design values are in accordance with ANSUfPI 1 section 6.3 Rse truss designs rely on lumber values established by others. S CAK Icy MiTek � RE: 25591 - Esposito Residence Site Information: Customer Info: Mel-Ry Construction Lot/Block: Address: 208 Nettles Blvd. City: Port St. Lucie MiTek USA, Inc. 6904 Parke East Blvd. Project Name: Esposito Residence Model: Tampa, FL 336104115 Subdivision: Nettles Island 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: FBC20101TP12007 Design Program: MiTek 20/20 7.4 Wind Code: ASCE 7-10 [All Heighll Floor Load: N/A psf Roof Load: 55.0 psf Wind Speed: 170 mph This package includes 44 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. No. JSeaI# I Truss Name Date No. I Seal# Truss Name Date 1 IT4973033 IA01G 8/9/013 118 IT4973050 I -CJ1A 8/9/013 2 IT4973034 IA02 8191013 119 IT4973051 -CJ2 8/9/013 1 13 IT4973035 IA03 I8l9/013 I20 T4973052 819/013 14 IT4973036 I A04 18/9/013 121 I T4973053 I -CJ2D 18/9/013 I5 IT4973037 IA05 18/9/013 122 1T4973054 I-CJ3B 18/9/013 1 16 I T4973638 I A06 18/9/013 123 I T4973055 I -EJ2 18/9/013 1 17 I T4973039 I A07 18/9/013 124 I T4973056 I -EJ2A 18/9/013 1 18 I T4973040 I A08 18/9/013 125 I T4973057 I -EJ2B 18/9/013 I 9 IT4973041 I A09 _ 18/9/013 126 I T4973058 I -EJ2C 18/9/013 1 110 IT4973042 IA10 18/9/013 127 I T4973059 I -EJ3 18/9/013 J I11 IT4973043 All 18/9/013 128 IT4973060 I-EJ3A 18/9/013 I 112 I T4973044 I Al2 18/9/013 129 I T4973061 I -EJ3C 18/9/013 113 IT4973045 IA13G 18/9/013 130 IT4973062 I -EA 18/9/013 I 14 IT4973046 IA14G 819/013 31 T4973063 I -EJ4A 8/9/013 115 IT4973047 B01G 819/013 32 IT4973064 I -EAB 18/9/013 116 I T4973048 I B02 18/9/013 133 I T4973065 I -EJ5 18/9/013 117 I T4973049 I B03 18/9/013 134 I T4973066 I -EJ5A 18/9/013 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: Albani, Thomas 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. T uitability of truss designs for any particular building is the sponsibility of the building designer, not the Truss Engineer, j r ANSI/TPI-1, Chapter 2. $ 1111111.1'r$I }S*►ip �h i PIS ,�� 41 No 39380 :-0 ' ir= STA OF .�4U4 '+4'I0NA10�. FL Cert. 6634 August 9,2013 Albani, Thomas 1 of 2 0 4 RE: 25591 - Esposito Residence Site Information: Customer Info: Mel-Ry Construction Project Name: Esposito Residence Model: Lot/Block: Subdivision: Nettles Island Address: 208 Nettles Blvd. City: Port St. Lucie State: Florida No. I Seal# JTruss Name Date , 35 IT4973067 -EJ5B 8/9/013 136 IT4973068 I -EJ6 18/9/013 37 IT4973069 -HJ5 8/9/013 38 IT4973070 -HJ7 8/9/013 39 IT4973071 IM1 8/9/013 140 IT4973072 I M2 18/9/013 141 IT4973073 I M3 18/9/013 142 IT4973074 I M4 18/9/013 143 IT4973075 I M5 18/9/013 144 IT4973076 I V2 18/9/013 2 of 2 Job Truss Truss Type City Ply Esposito Residence T4973033 25591 A01G Roof Special Girder 1 1 Job Beee o a East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 M7ek Industries, Inc. Fri Aug 09 11:11:03 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDype1 q-dx61QMRY1 FjFYgzwoVi75BIPSo9pnjeQalk2eiypcX aa14 7 a 0 10-10-8 13-4-0 18-8-8 22.6-0 4t,l 3-3.2 3-6-8 2-5-8 5-4-8 3-9-8 Scale = 1:39.0 4x4 = 4.00 12 3 1x4 '` 4x8 = 1x4 II 48 = 2 4 5 2122 23 6 1 N 7 n Iip ar d 3.4 = s � e r 11 d 8 12 10 9 24 25 3x8 II 3x4 = 3x4 3x4 = 4x8 = 1x4 II 3x4 = 1-0-01 4- 6-1- 10-10-8 13-4-0 18-8-8 22-6-0 1-0-00-4- 4-9-4 4-9-4 2-5-8 5.4-8 3-9-8 Plate Offsets KY): : 1:0-0-4 Ed a 1:0-2-14 0-0-2 4:0-5-4 0-2-0 6:0-5-4 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.10 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.44 Vert(TL) 0.09 8-9 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 99lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-15 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 Installation guide, REACTIONS (lb/size) 7=424/0-8-0 (min. 0-1-8), 1=578/0-8-0 (min. 0-1-8), 9=1165/0-8-0 (min. 0-1-8) Max Horz 1=79(LC 7) Max Uplift7=-582(LC 8), 1=-302(LC 8), 9=-1029(LC 8) Max Grav 7=450(LC 20), 1=642(LC 13), 9=1224(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=912/459, 2-3=-773/357, 34=-573/121, 4-5=-188/424, 5-6=-146/403, 6-7=803/1139 BOT CHORD 1-12=-355/868, 11-12=-162/600, 9-11=0/536, 8-9=-1064/765, 7-8=-1018/736 WEBS 3-12=-72/275, 3-11=273/229, 6-8=-419/258, 5-9=380/345, 6-9=-1132/1338, 4-9=-1106/293 NOTES1) Unbalanced roof live considereds have been s design. 2) Wind: ASCE 7-10; Vult=170mph (3-secondgust) Vasd=1132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11, %%�,�PS • e Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip • �� Q • • G E N �� 3) Provide adequate drainage to prevent water ponding. 4) As 39380 requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the Z /J4-6 :__�12 • 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) • �.-,, �= r•:r� 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 r;� �.. fit between the bottom chord and any other members, with BCDL = 10.0psf. .0- '✓ ATE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=582, 0� O� • A 1=302, 9=1029. "Semi 0i, •• 9) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 Ili down and 109 lb up at l� • • `� ��I� S�Q •�` ���` 14-7-12, and 42 lb down and 109 lb up at 16-7-12, and 42 lb down and 109 lb up at 18-8-8 on top chord, and 14 lb down and 33 lb up at 14-7-12, and 14 lb down and 33 lb up at 16-7-12, and 107 lb down and 231 lb up at 18-7-12 on bottom chord. The sign/selection of such connection device(s) is the responsibility of others. the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FL Celt. 6634 August o' 6L WARNMG - Ve» fij design parameters amd READ NOTES O 27iIS AND 1ATLUDED 19TEFf REPERds'ItICB PAGE MI-74M BEFORE USE, Design valid for use only with MRek connectors. This design 8 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 fabrication. quality ditiona neral guidance regarding control, storaganent recdelivery, a ec}bn and braing, conof the overall structure Is the sult ibiliAN51/iP 1 Qualitty of the y Criteria, DSBr. r 9aand BCSI Building Component MiTek' ffS.Information avoi able from Truss Plate Institute, 781 N. Lee Sheet Suite 312, Alexandria, VA 2g2314. 6904 Parke East IiSouthern Pine tSF�.lumher isspecified, tharle_i=n vsfue;are thane efiective06,/01,/2013 t1yAL-C Tampa, FL 33611 Special Girder Esposito Residence T4973033 East Coast Truss, Fort LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-4=-70, 4-6=-70, 6-7=-70, 13-16=-20 Concentrated Loads (lb) Vert: 6=-2(F) 5=-107(F) 21=-2(F) 23=-2(F) 24=-14(F) 25=-14(F) 7.430 s Jul 25 2013 MTek Industries, ID:tdKkbPsyVOXSEAgfbFw3VDypel q-dx6lQMRY1 A►►q�,��. .� <e �. E' N S .'9�ii rP 9380 yt Mir Z ATE .%% nnn� FL Cert. 6634 August 9,201 2MNG - VeHfij design paranwf, s cmd REAP) NOTES ON THIS AND INCLUDED 1ifITEKREFEREHCE PAGE M 7473 BEFORE USE. valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. ���• sbilty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �eral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblfity of the R p'Tek• Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � V! tion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, nformation available from. Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33810.4115 .hernp.ineJ5P lumberisspecified,thedesignvaluesarethoseefPectilre06 01j'2013byAL5C Job Truss Truss Type Qty Ply Esposito Residence I'T4973034 25591 A02 Roof Special 1 1 ob e e East Coast Truss, Fort Plaice, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 11:11:04 2013 Page 1 * ID:tdKkbPsyVOXSEAgfbFw3VDypel q-57g7diRAoYs6A—Y6MCDMeP[bwBUzWCVaoPUbABypcX 7-4-0 13-4-0 16.8.8 i 22-6-0 7.4-0 1-6-8 4-5.8 3-4-8 5-9.8 Scale = 1:39.0 r 4x4 = 4.00 12 2 1x4 II 4x8 = 4x8 = 3 4 19 5 oN5 1 6 N N LEI T,a Ia! • • d 3x4 = • : • • • d 10 • 7 • • 9 8 USII 3x4 3x4 = 3x8 = 1x4 II 3x4 = -0.0 4- 8-10-8 13-4.0 0.8-8 22-6-0 1-0.00-4- 7-6-8 4-5-8 3-0-8 5-9.8 Plate Offsets X Y : 1':0-0-4 Ed a 1:0-2-14 0-0-2 3:0-5-4 0-2-0 5:0-5-4 0-2-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.09 7-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.23 10-18 >687 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 93 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-0 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 Installation guide, REACTIONS (lb/size) 6=387/0-8-0 (min. 0-1-8), 1=609/0-8-0 (min. 0-1-8), 8=102910-8-0 (min. 0-1-8) Max Horz 1=-79(LC 6) Max Uplift6=-460(LC 8), 1=-326(LC 8), 8=-812(LC 8) Max Grav 6=413(LC 2), 1=681(LC 13), 8=1078(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-777/396, 2-3=-871/434, 5-6=-863/981 BOT CHORD 1-10=-249/733, 8-10=-258/874, 7-8=358/351, 6-7=-1091/960 WEBS 2-10=-29/273, 5-7=-254/200, 4-8=-317/244, 3-8=1045/513, 5-8=-617/660 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 • • • • • e �� 3) Provide adequate drainage to prevent water ponding. �� Q\� •' 4) Plates checked for a plus or minus 0 degree rotation about its center. ' �,� Ci E N S'•,Q2j A��; •3 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.lit • a -- 6) This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will : D 39380�r fit between the bottom chord and any other members, with BCDL = 10.Opsf. * t' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Ut=lb) 6=460, .f•.- 1=326, 8=812. 8 "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �• _ - �, � �, 0, •� ATE Cif • LOAD CASE(S) Standard �' SS110 llnn► FL Cert. 6634 August 9,201 9RdVfiVG - Verify design paranidem and READ 1107WS ON 7HPS AND Ih`CLUDED Iff=REPERENCE PAGE 01-7473 BEFORE USE ign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.�e licability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown r lateral support of individual web members any. Additional temporary bracing to Insure stability during construction is the responsibility of the ctor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , V/ MiTek' rication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component ' 6904 Parke East Blvd. et y Information vai able from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 2314. authern.P ne SPlumtaecisspecified,- the deeia value3aretha3eefiective96 0112013byALSC Tampa, FL 33610-4115 Job Truss City Ply Esposito Residence s jTrussType T4973035 25591 A03 Hip 1 1 e ce o 'o I East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MITek Industries, Inc. Fri Aug 0911:11:04 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypelq-57g7diRAoYs6A Y6MCDMePDOCBNeWFXaoPUbASyp 7-9-8 14-8-8 20.10-0 22-6-0 7-9-8 6-11-0 6-1-8 1-8-0 Scale = 1:38.4 44 = 4xB = 4.00 12 3 4 US II 3x8 II N 2 5 N ��TT1 6 o o N iL Ib d s 10 9 8 7 11 US 3x4 = 3x4 = 1x4 II 3x8 = 1-0.0 - 7-9.8 14-8-8 20. 0-0 22.6.0 1-0-0 6-5-8 6-11-0 6-1-8 1-8-0 Plate Offsets X Y: 2:0-4-8 0-1-8 4:0-5-4 0-2-0 5:0-4-4 0-1-8 6:0-8-6 0-0-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.19 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.39 8-10 >650 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 86 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins. 3-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 I be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=981/0-8-0 (min. 0-1-8), 11=1044/0-8-0 (min. 0-1-8) Max Horz 11=84(LC 7) Max Uplift6=-538(LC 8), 11=-656(LC 8) Max Grav 6=1063(LC 14), 11=1120(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1729/838, 2-3=-19281960, 3-4=-17741960, 4-5=-2072/1043, 5-6=-2110/1157 BOT CHORD 1 -11 =-I 024/1757, 10-11=-770/1775, 8-10=-857/1924, 7-8=-858/1908, 6-7=-126012293 WEBS 3-10=0/265, 4-10=-272/96, 4-8=0/297, 2-11=764/665, 5-7=-298/379 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; 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 S responsibility of the fabricator to increase plate sizes to account for these factors. `0 �'� E N ,, 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. �" -� ► ri0 3938 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, with BCDL = I O.Opsf. + * ;• �... 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=538, = '` 11=656. �. r 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ATE LOAD CASE(S) Standard 00i��,(�,�`� O R ON hnn� FL Cert. 6634 August 9,201 Ri�Veto designparaneefem andREAD M0TdS ON THISAND INCLUDED ZffTEKREPEREKCEPAGEMI1-7473 for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component.y of design parameters and proper incorporation of component is responsblity of building designer- truss designer. Bracing not shown support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of thei�iTek' V ditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component ation all able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314.Tampa, 6904 Parke East Blvd. FL 338t0-4115 nP" ne�5 lurnber isspetified, the �deslanvslues are those effective05 101f 2053 byALSC r Job Truss Truss Type City Ply Esposito Residence T4973038 25591 A04 Hip 1 1 Reference East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 11:11:05 2013 Page 1 I D:tdKkbPsyVOXSEAgfbFw3VDypel q-ZKEVr2SoZs_zo871wwkbAcglZbjaFiLj 13D9iaypcX i 5-3-10 i 9-9-8 12-8-8 r 17-2-6 , 22-6-0 10 4-514 2-11-0 4-514 5-3.10 Scale = 1:38.4 4xB = 4x4 = 4.00 12 3 4 1x4 1x4 2 5 N r ci 'al 6 N d I6 r r r 9 8 7 • r 3x8 = 4x8 II 3x4 = 4x4 = axe II 3x8 = 3x8 = 1-0.0 1 - 9-9-8 12-8-8 -6-0 1-0.0 0-4- 8-Sit 2-11-0 9.9.8 Plate Offsets X 1:0-0-4 Ed a 1:0-1-10 0-0-4 3:0-5-4 0-2-0 6:0-8-2 0-0-4 6:0-0-4 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.17 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.46 7-17 >584 180 BCLL 10.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 101 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purfins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 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, Right: 2x4 SP No.3 Installation au*de. REACTIONS (Ib/size) 1=1047/0-8-0 (min. 0-1-8), 6=978/0-8-0 (min. 0-1-8) Max Horz 1=106(LC 7) Max Uplift 1 =-577(LC 8), 6=-536(LC 8) Max Grav 1=1122(LC 15), 6=1051(LC 15) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2046/1144, 2-3=-17441938, 3-4=-1684/966, 4-5=1810/970, 5-6=2302/1297 BOT CHORD 1-9=-975/1912, 7-9=698/1629, 6-7=1145/2183 WEBS 2-9=340/296, 3-9=-37/251, 4-7=106/356, 5-7=-595/449 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. Ili; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 S A �I,� 3) Provide adequate drainage to prevent water ponding. ♦��� ♦ q ,♦ .•• �e II 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the •,.... E N responsibility of the fabricator to increase plate sizes to account for these factors. S'.".9if! 5) Plates checked for a plus or minus 0 degree rotation about its center. `���?,•'�,� 39380-� 6) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. N O 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 1=577, = 6=536. "Semi AT E 9) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ; O LOAD CASE(S) Standard ���•'c< R 10''sS�� .... E�1�♦♦♦ � FL Cert. 6634 August 9,201 TERM-11 } • Verify design paramders and REBD NOTES ON THIS AND INCLUDED h}IT`EKREFE ZF_y1XE PAGE Iffl-7473 BEFORE USE. n valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.• licablity of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown ,',lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the cior. Additional bracing the is the the MiTek• permanent of overall structure responsibility of building designer. For general guidance regarding rication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. ty Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA y2314. nuihernFinl �5p�lumberis;pecified,thede_i-an values erethoaeefi=_ctiveOfilQ1f2013hyALSC Tampa, FL 33610-0115 I Job, Truss Truss Type Qty Ply Fiiposllo Resldence T4973002 25591 •EJ4 Jack -open 3 t ljgb Refetenza (optional) _ Eest Coast Truss, Fort Pierce, FL. 34946 ,q� 7.430 s Jul 25 2013 Mrrek Industries, Inc. Fri Aug 09 11:11:18 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3V Dypel q-hgWQZVcyVsc7sBco9TeCLt3jrL7nf5eOatLgKypcX 3-9.8_ 3-9-8 r _ Cale = 1:10.9 2 4.00 ,2 N n N � N 1 2x4 = 3 A" 0" Q^ 3x6 II i 1-0-0 i 1-4-0 3-9-8 1-0-0 0-4-0 2-5-8 Plate Offsets X Y : 1:0-2-14 0-0-10 1:0-1-4 1-3-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.26 TC OA3 Vert(LL) 0.01 3-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.01 3-8 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc puriins. 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 guide. REACTIONS (lb/size) 2=72/Mechanical, 3=34/Mechanical, 1=229/0-8-0 (min. 0-1-8) Max Harz 1=91(LC 8) Max Uplift2=-77(LC 8), 3=-65(LC 8). 1=239(LC 8) Max Grav 2=72(LC 1), 3=47(LC 2). 1=242(LC 2) 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=15ft; 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 1 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. checked3) Plates plus or minus0 degree rotation about its t 4) This trl shas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦���,PS A. 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 ♦ �e �I fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. ♦♦� • Ci E�N •' •. ,�I �N,, s •9�i N. 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 joints) 2, 3 except Qt=lb) '. • PJo -39380 --: �- 1=239. "Semi * "� ' 8) -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. _Z : .,_ - ^" LOAD CASE(S) Standard] YAT E • �/ " 00 s/0 N AL E�♦♦♦o nnn► FL Cert. 6634 August 9,201 WGRN1NG - Verify design parameters and READ NOTES OAF TWIS PAID INCLUDED D97EK REFERENCE PAGE D9f-7473 BEFORE USE, Design valid for use only with Mnek 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 g eyl���• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Cf V� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 2314- If Southern Pine{SP.lumber isspecified, the -designuatuesare these effectiveQ6, Q1f2O43hyALSC Tampa, FL 33610-0115 Jobs Truss Truss Type Qty Ply Esposito Residence T4973073 25591 M3 Monopftch 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MTek Industries, Inc. FriAug 09 l l:11:23 2013 Pagel ID:tdKkbPsyVOXSEAgfbFw3VDypel q-1 nKldCg5KOFPyvVmzi3pvPasasTpSvKNAsa6LXypc 7-1-2 712 3x4 I I Scale = 1:17.6 2 4.00 12 ul 2x4 = US II 3 3x4 I I i 1-0.0 A-44 i 7-1-5 1-0.0 0.4.0 5-9-5 Plate Offsets X Y : 1:0-0-6 Ede 1:0-1-f 1-3-4 LOADING (psf) SPACING 2-0-0 CS] DEFL In (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.08 3-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.13 3-8 >638 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 26lb FT=O% 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 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 -guide. REACTIONS (lb/size) 3=260/1-0-11 (min. 0-1-8), 1=365/0-8-0 (min. 0-1-8) Max Horz 1=213(LC 7) Max Uplift3=-149(LC 8), 1=-195(LC 8) Max Grav3=302(LC 13), 1=401(LC 13) 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load non concurrent with any other live loads. ,,�It r r rlllll • 4) 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 ,*- CJ A. fit between the bottom chord and any other members, with BCDL = 10.Opsf. ♦% P 5) Provide truss to bearing 100 lb 3=149, '� E N '•, �j� mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except Qt=1b) Ci S -9 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - ` • Nio 39380:--.r * LOAD CASE(S) Standard ; y,, -4 ;rf ATE (7f : iO� R �'DJ. +0 .Ss,ON AXJ�?.�`. lrnn► FL Cert. 6634 • August 9,201 r WARlYIRRr , Ver7, fJ design parameters and REED .r�t'Z& ON THIS ARID INCLUDED ESf?1;KREFEfiENCE FIGE ICI-74?3 BEFORE [ISE. ' 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 siobirity 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 MiT2 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/T?ll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. 1fi5outherrrP"ine�SP lumber isspecified',the.desionvalues are those effective016101/2013byALSC Tampa, FL 33610-4115 Jotj Truss Truss Type Qty Ply Esposito Residence T4973074 25591 M4 Monopitch 1 1 b Reee a t'o a East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 11:11:23 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypel q-1 nKldCg5KOFPyvVmzi3pvPaybs4MSvKNAsa6LXyp 3-7-9 379 Scale = 1:10.6 2 24 4.00 12 1 2x4 = �• Q US li 2x4 li 3 1-4-0 3-8-1 1-0-0 0-4-0 2-4-1 Plate Offsets X Y : 1:0-2-14 0-0-10 1:0-1-4 1-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) 0.01 3-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 3-8 >999 180 BCLL 10.0 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: 14 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puriins, 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. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=94/1-0-11 (min. 0-1-8), 1=220/0-8-0 (min. 0-1-8) Max Horz 1=85(LC 8) Max Uplift3=-127(LC 8), 1=-229(LC 8) Max Grav 3=99(LC 2), 1=232(LC 2) 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 4) 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, with BCDL = I O.Opsf. /�I� �!•.. • • A`� fie, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=127, `�� G ENS ' •, '9 ��i 1=229. ,�% ,••� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '. 9 9380- LOAD CASE(S) Standard ATE ":•4Cl00 FL Cert. 6634 August 9,201 ® LYAWMr, - Verify designparamef. aid READ NOTES 0N7N1S AND LNCL.UDED LIf=REFERENCE PBGE F@LL-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' Applicability of design 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 �IliT2, 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 IfSauthernPne�2314. SP lumber isspecified,-thede-i-onvsluesare thoseefTettivea6�01/2013,byALO Tampa, FL 33810.4115 ' Job, Truss Truss Type Qty Ply Esposito Residence T4973075 1 25591 M5 Roof Special Girder 1 1 Job Reference 8 East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 11:1124 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypel q-VuhgYhj5iNGa34yXPa2Rc71aFLWBMaWPWKfty 6.8-2 6-8-2 li 34 I I Scale = 1:15.4 NAILED 2 10 3,46 12 NAILED 9 1 2x4 = 11 NAILED US II 3 3x3 I I i 1-1-10 -6-4 i 6-8-2 1_, 1-1-10 0-4-to 5-1-14 Plate Offsets X 1:0-3-9 0-0-10 1:0-1-3 1-5 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.11 3-8 >725 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.09 3-8 >888 180 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 24 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 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. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS (lb/size) 3=276/1-2-0 (min. 0-1-8), 1=364/0-9-4 (min. 0-1-8) Max Horz 1=139(LC 8) Max Uplift3=-360(LC 8), 1=-399(LC 8) Max Grav 3=290(LC 2), 1=385(LC 2) 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=15ft; 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. �11 IIJ 1f 111 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. �`� �� tj ��� ,�� \`1' •... 5) • This truss has been designed for live bottom in 0 E �i a load of 20.Opsf on the chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� •' G IV S�'��A �i fit between the bottom chord and any other members, with BCDL = 10.Opsf. ���� •'� �.r 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=360, 1=399. = Fdo 39380_ * 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : ✓ �+ 8) "NAILED" indicates 2-12d (0.148"x3.25") toe -nails. For more details refer to MITek's ST-TOENAIL Detail. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).Mir Z ATE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 .n• ,A1 Q ; Uniform Loads (plf) ✓� '•: () R �.•• N Vert: 1-2=70, 3-4=-20 ��/ iS "• • `� % Concentrated Loads aB) lb NA 45(F) 11=-12(B) �'S�O; FL Cert. 6634 August 9,201 GV9RM--G - V.Vy design Parameters and READ 1,107ES ON THIS AND INCLWF-D 1STFKREFMM= PAGE NIII-747:3 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design 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 MiTek' 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA y2314.. ; 1f 5outhern.P'ineISPJ lumber isspecified, the design values are thane effective 061Q1f 2013 byAL-C Tempa, FL 33610-0115 Jolt' Truss Truss Type Qty Ply Esposito Residence T4973078 25591 V2 Valley 1 1 e a i East Coast Truss, Fort Pierce, FL. 34946 7.430 is Jul 25 2013 MiTek Industries, Inc. Fri Aug 0911:11:24 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypelgA uhgYhj5iNGa34yXPa2Rc761FQXBMaWPWKftyp 1-8-8 i 1-8-8 r Scale = 1:5.6 2 4.00 12 sn 1 c� N d r 1-8-8 i 1-8-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 1 >999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.00 1-2 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC201 OfTP12007 (Matrix) Weight: 3 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-8-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing FinM[�ek installed during truss erection, in accordance with Stabilizer tallation guide. REACTIONS (Ib/size) 1=57/0-8-0 (min. 0-4-10), 2=57/0-1-0 (min. 0-1-8) Max Harz 2=40(LC 8) Max Uplift l=-52(LC 8), 2=-39(LC 8) 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=15ft; 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) ' This truss has been designed for a five 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. 3) Bearing at joint(s) 1 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. Provide (by others) fb 100 lb uplift at joint(s) 1, 2. urfacewith truss 111111�,,I Beveled plate or shim required to provide fullion 6) bearing chordpable t joint(withstanding) P q P 9 joint(s) 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,,��t11 ,� P,5 A, 4 I� n I� %% .0�1 ,.,.E NS�C79?- LOADCASE(S) Standard Fto 39 3 8 0 Mir ATE lo lo 810 N A� �� ;•%% FL Cert. 6634 August 9,201 A WARN7Pia - Verify design parameters and READ NOTES OPd 7WS AIVD INCLUDED Ibt7TEFf REFERENCE PAGE 101-7473 BEFORE USE, Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an Individual building component. 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 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/TPII Quality CrDefia, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314., 1fSoutharnRine�SR�.lumberisspecified,thedesignvaluesarethoseefi=_[Live05 01f21013byALSC Tampa, FL 33810.4115 PLATE LOCATION AND ORIENTATION 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. 1�16 " - -I- 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 MiTek 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. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, i Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. NumberingSystem AGeneral safety Notes 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TnP r'HnRr)C C1-2 C23 cz4 4 WEBS O u 3 �� 3 O Q a- U O ~ ci-s cs 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 Failure to Follow Could Cause Property Damage or Personal Injury l . 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 p bracing should be considered. Oz 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. O_ 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5 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. © 2012 MiTek® All Rights Reserved I ONE ,gyp 1 -1 21- 1 Mil"Tek" MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013 8. 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. 2 Job Truss Truss Type Ply Esposito Residence i �Qty T4973037 25591 A05 Common 1 1 0 East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 li Industries, Inc. Fri Aug 09 11:11:06 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypel q-1 Wot2OTRKA6gPIYUdFgjgNvk748_9jtGjziF1 ypcX _6-0-6 11-3-0 16-5-10 22-6-0 6-0-6 5-2-10 5-2-10 6-0-6 Scale = 1:37.7 r 4x4 = 3 4.00 12 1x4 Q _ 1x4 2 4 1 5 d T Id . • e 3x8 =• e 8 7 6 • e 3x4 = 3x4 = 3x4 = 4x8 I I 48 I I 3x8 = -0-2 1 8- -7 1 10.13 22-6-0 1-o-o 0-4- 6-9-7 6-9-7 7-7-3 Plate Offsets X 1:0-0-14 0-0-4 1:0-0-4 Ed a 5:0-0-14 0-0-2 5:0-0-4 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/de0 Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.19 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.36 6-8 >752 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 94 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-6 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, Right: 2x4 SP No.3 Installation guide, REACTIONS (lb/size) 1=1047/0-8-0 (min. 0-1-8), 5=978/0-8-0 (min. 0-1-8) Max Horz 1=-121(LC 6) Max Uplift 1 =-576(LC 8), 5=-537(LC 8) Max Grav 1=1124(LC 15), 5=1049(LC 15) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2080/1130, 2-3=-1875/1010, 3-4=-2107/1146, 4-5=-2309/1244 BOT CHORD 1-8=960/1919, 6-8=621/1427, 5-6=1084/2172 WEBS 2-8=-330/304, 3-8=-178/517. 3-6=-344/786, 4-6=-410/350 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=15111t; B=45ft; L=24ft; eave=4ft; Cat. II; jJ11 111 1 111►►►►1 lcantilever erightft and exposed ; Lumber DOL=1.60 plate o , ' A• ���, 3) Asrequested, ates have ons. It is the en been designedto provide forplaceme ttolerances or rough haandling anderec erection conditions. ,���, �;S q / I responsibility of the fabricator to increase plate sizes to account for these factors. ,�� Q •' Ci E N ���,•• S�`••, 9/j�!� 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will N 0 39380:.� - fit between the bottom chord and any other members, with BCDL = 10.Opsf. %E ��✓ ''� '• � 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=576, — . _ 5=537./ "Semi ��- 8 -rigid itchbreaks includingheels" Member end fixity model was used in the analysis and design of this truss.TA E LOADCASE(S) Standard �0��• .,���•_,� 0 R gyp• ,��``� �,�SSI�NAl-E % ►nnu FL Cert. 6634 August 9,201 WARNING - Ver & deslgn parooneters cmd READ I:07ES ON 77HS AND 1AELUDED Z frEKREFERENCE PAGE ill-747a BEFORE USE. Design valid for use only with MiTek 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 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 f1�iTek' 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 vailabie from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1f5cuthernloine�SPjlumberisspecified,thede-ignvaluesarethoseeffective06,01t2013 byALSC Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply Esposito Residence T4973038 25591 A06 Roof Special 2 1 Job R East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 Mi rek Industries, Inc. Fri Aug 09 11:11:06 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypelq-1 Wot2OTRKA6gPliVUdFgjqNvi?60_5PIGjziFlypcXp 6-11-0 11-3-0 16-4-10 22-6.0 6-11-0 4-4-0 5-1-10 6-1-6 Scale = 1:38.2 4x4 = 3 4.00 12 4x4 % 3x4 2 4 7 c� 1 m 5x8 = 6 5 d �j I = 1x4 d •e r d 3x4 = • s 2.00 12 e 9 US II US II 3x4 = 1-0-01 - 6-6-8 s 11 11-9-0 s-7-10 22-6-0 1-6-6 0-4- 5-2-8 0 44-10-0 4-10-10 5.10-6 Plate Offsets X 1:0-2-14 0-0-2 1:0-0-4 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.19 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.30 6 >624 180 BCLL 10.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 92 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-11-15 oc bracing. 2-9: 2x4 SP No.3 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 REACTIONS (lb/size) 5=666/0-8-0 (min. 0-1-8), 9=1121/04-8 (min. 0-1-8), 1=23810-8-0 (min. 0-1-8) Max Horz 1=-121(LC 6) Max Uplift5=-384(LC 8), 9=-696(LC 8), 1=-391(LC 8) Max Grav 5=727(LC 14), 9=1178(LC 2), 1=290(LC 19) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=0/342, 2-3=10771631, 3-4=-1187/665, 4-5=-2483/1343 BOT CHORD 1-9=-304/0, 8-9=-1103/552, 2-8=-938/552, 7-8=479177, 6-7=-1197/2352, 5-6=-1197/2354 WEBS 2-7=435/1361, 3-7=176/446, 4-7=-1319/781 NOTES ,1ti11���111I1 , 1) Unbalanced roof live loads have been considered for this design. ` �� S A. �I ,��j 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.OpsF, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; ♦♦ P q� Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;porch left exposed; Lumber DOL=1.60 plate grip ♦♦ %Q C E N,9 •, e'9 �� 3) Plates checked for a plus or minus 0 degree rotation about its center. �� __" .• y 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N-O 3938 6 Q.. — <--•,�. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �•(. " ��* ^ram 6) Bearing atjoint(s) 5 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity �~ �' of bearing surface. - Z E: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 5=384, 0 OAT (1 ; 9=696, 1=391. i • .C< Q;• 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Rti, O • \ ••., yid+ • ,C? �• i���os;� LOAD CASE(S) Standard N A� �,',♦♦♦` FL Cert. 6634 August 9,201 11 VAT - Verifij design parameters aad READ ROTI,s ON THIS AM INCLUDED 15=R8FEREt1NCE PAGE MI-7473 BEFORE USE. -- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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/TPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If SouthernPinetSP lumber isspecified, the design velues are those eiiective06,103%2023byALSC Tampa, FL 33810-0115 Job Truss Truss Type Qty Ply Esposito Residence T4973039 25591 A07 Roof Special 1 1 b Reference East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 l l:11:07 2013 Pagel ID:tdKkbPsyVOXSEAgibFw3VDypel q-ViMFGkU35TEgl SHhl Lm3F1w4SPSFYeDUNiGnTypcX 6-11-0 11-3-0 16-4-10 22.6-0 6-11-0 4-4-0 5-1-10 6-1-6 • Scale = 1:38.2 4x4 = 3 4.00 12 4x4 3x4 2 4 7 5xe = 6 ,a1 5 gQnL a V 1x4 d ♦ 3x4 = • e 2.00 12 r d 9 US II 3x6 II 3x4 = i 1-0-0 6-11-0 11.9.0 16-7-10 22-6-0 1-0-0 5-11-0 4-10-0 4-10-10 5-10-6 Plate Offsets X Y : 1:0-2-14 0-0-2 1:0-0-4 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.19 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.30 6 >624 180 BCLL 10.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 92 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 3-11-15 oc bracing. 2-9: 2x4 SP No.3 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 REACTIONS (lb/size) 5=666/0-8-0 (min. 0-1-8), 9=1121/0-4-8 (min. 0-1-8), 1=238/0-8-0 (min. 0-1-8) Max Horz 1=121(LC 7) Max Uplift5=-384(LC 8), 9=-696(LC 8), 1=-391(LC 8) Max Grav 5=727(LC 14), 9=1178(LC 2), 1=290(LC 19) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=0/342, 2-3=1077/631, 3-4=-1187/665, 4-5=-2483/1343 BOT CHORD 1-9=-304/0, 8-9=-1103/552, 2-8=-938/552, 7-8=-479/77, 6-7= 1119712352, 5-6=1119712354 WEBS 2-7=435/1361, 3-7=176/446, 4-7=-1319/781 NOTES 1) Unbalanced roof live considered1s design.,.A li%J111111111 S A �����j 2) Wind:ASCE 7-10; Vulta170mph (3 secondgust) Vasd= 132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; ' q ,,��,J. Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=11.60 ,1 Q' Ci E ly v .i S�•.gil_ I� 3) Plates checked for a plus or minus 0 degree rotation about its center.. 4) This truss has been designed for 10.0 bottom live load live loads. (" — 393 a psf chord nonconcurrent with any other * 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 X n fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity =.fit•: of bearing surface. r l ATE (7` " .• 7 Provide mechanical connection (by others of truss to bearing late capable of withstanding 100 lb uplift at'oint s except t—Ib 5=384, r 9=696, 1=391. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��•iP< p R LOAD CASE(S) Standard FL Cert. 6634 _ August 9,201 W&WMG - Verify design pararnefers a-rd READ NOTES ON 2WIS AM Ih7:LUDED ,i 7EKREFEWICE PAGE Affl-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component., Applicability of design 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 MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. If (southern Pine tSPI lumber isspecified, thedeion value are those efi.ctive06101f2013 byALSG Tampa, FL 33810-4115 Job Truss Truss Type Qty Ply Esposito Residence • 4973040 25591 A08 Scissor 8 1 Job eceo 'oa East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 252013 MTek Industries, Inc. Fri Aug 09 l l:11:08 2013 Pagel ID:tdKkbPsyVOXSEAgfbFw3VDypelq-zvweT4UhsnMXfbrtb2HIoFSD7pknS?6AjlSpJvypcXr 1-8-0 6-5-8 11-3-0 16-4-10 22-6-0 1-8-0 4-9-8 4-9.8 5-1-10 6-1-6 Scale = 1:38.2 4x4 = 4 4.00 12 3x4 % 3x4 3 5 8 2 5x8 = 6 cb 1 7 sal x4 I I 1 x4 d re •r d r • • r 10 2.00 12 4x4 = 7x8 = 3x8 = r 1-0.0 A 6-5-8 i 11-9-0 16-7-10 22-6-0 1-0 0 0-8-0 4-9-8 5-3-8 4-10-10 5-10-6 Plate Offsets MY): : 1:0-2-6 Ede 10:0-4-4 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.52 8-9 >478 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.91 8-9 >273 180 BCLL 10.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.36 6 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight: 90 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 8-10: 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 REACTIONS (lb/size) 6=959/0-8-0 (min. 0-1-8), 10=1066/0-8-0 (min. 0-1-8) Max Horz 10=121(LC 7) Max Uplift6=-524(LC 8), 10=678(LC 8) Max Grav 6=1031(LC 15), 10=1144(LC 16) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2833/1327, 2-3=-2881/1392, 3-4=-2708/1349, 4-5=-3083/1504, 5-6=4080/2044 BOT CHORD 1-10=-1404/2910, 9-10=1192/2658, 8-9=1209/2689, 7-8=-1869/3886, 6-7=1864/3875 WEBS 2-10=-1102/715, 4-8=-609/1456, 5-8=1047/640 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=15ft; 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. is to be the line 8. E N ' '4# 4) The solid section of the plate required placed over splice at joint(s) , •' Ci S ,� .'9 5) Plate(s) at joint(s) 1, 4, 6, 10, 3, 9, 5 and 7 checked for a plus or minus 0 degree rotation about its center. `� ,` ; ` �. F� • ��%ir 6) Plate(s) at joint(s) 8 checked for a plus or minus 3 degree rotation about its center. N 0 3938 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 live load 20.Opsf the bottom in areas 3-6-0 tall by 2-0-0 *�'1 a of on chord all where a rectangle wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. —•{% 9) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 'MATE 141 Z �•• 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 6=524, O ((� 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Sj LOAD CASE(S) Standard 5,� N A11 "it,�` FL Cert. 6634� _ August 9,201 rLt9ARMIU • Ver:, jij design parameters and READ NOTES ON MS AND INCLUDED 141EK REFEMNCE P.9GE flIIf-7473 BEFORE USE. Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an Individual building component. ff 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/11`I7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ifScuthernPineISPJlumberis_pecified,thede_ignvatue3arethasee$ective06 0112013 by ALSC Tampa, FL 33610-0115 P Job Truss Truss Type city Ply Esposito Residence • T4973041 25591 A09 Roof Special 1 1 Job R eee e o 'o a East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 11:11:08 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypel q-zvweT4UhsnMXfbrtb2H IoFS BkpIASwJAjl SpJvypcXr i 1-8-0 8-7-13 i 12-1-6 i 16-9-13 22.6-0 1-8.0 6-11-13 3-5-9 4-8.7 5-8-3 • Scale = 1:38.9 2.00 12 44 4x4 = 4 4.00 12 3 2x4 = 5 2 7 yy 1 8 5x6 = 6 Q 5x8 = I 5 d 3x4 = • 1.00 12 • • d 9 8x8 % 2.00 12 3x8 8- 0-7 12-8-8 22-6-0 1-0-0 8-0 7-2-7 3-10-2 9-9-8 Plate Offsets X Y : 8:0-3-14 0-149:0-2-0 0-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.38 7 >659 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.81 7-15 >309 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.26 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 97 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-7: 2x4 SP No.t WEBS 1 Row at midpt 2-8 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 6=929/0-8-0 (min. 0-1-8), 9=1096/0-8-0 (min. 0-1-8) Max Horz 9=-109(LC 6) Max Uplift6=-507(LC 8), 9=-694(LC 8) Max Grav 6=1007(LC 14), 9=1175(LC 16) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-515/198, 2-3=-2874/1385, 3-4=-2726/1409, 4-5=-3109/1480, 5-6=-3907/2104 BOT CHORD 1-9=275/579, 8-9=-159/537, 7-8=-1082/2588, 6-7=-1932/3742 WEBS 2-9=-1182/894,2-8=-1007/2269,4-8=-108/260,4-7=-424/1129, 5-7=-870/702 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=1511; B=45ft; L=24ft; eave=4ft; Cat. ll; ,���11111111III Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 7. • • n �/� `� . • �,. 4) Plate(s) 1, 3, 4, 6, 9, 8 5 for 0 degree its E •. c79 �' at joint(s) and checked a plus or minus rotation about center. ,,� �O •.•` C S • j 5) Plate(s) at joint(s) 7 checked for a plus or minus 3 degree rotation about its center. �. ..!%i i 6) This truss has been designed fora 10.0 psf bottom chord live load non concurrent with any other live loads. �3 O 39380 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 *...r'" fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 8) Bearing at joint(s) 6 considers parallel to grain value using ANSIlrP1 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 atjolnt(s) except Qt=1b) 6=507, � �••�, TAT E _'-``' � •(/� 9=694. Q 10) "Semi including heels" Member fixity in the design -rigid pitchbreaks end model was used analysis and of this truss. LOAD CASE(S) Standard N AL ��`%�,, ����111111/1�,, �FL Cert. 6634 l August 9,201 WARBPfNG - Verify dzsign parameters and READ NOTES ON THIS AND INCLUDED Xf7EK REFEPFNCE PAGE I17II-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.• Applicability of design 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 �ii�Tek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSIBuilding Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA y2314. ifSauthernRne Sp.lumberisspecified, the desie�nvalues are thoseeffective46F4112433byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Esposito Residence T4973042 2559} A10 Roof Speclal 1 1 0 0 io a East Coast Truss, Fort Pierce, FL. 34948 7.430 s Jul 25 2013 MTek Industries, Inc. Fri Aug 09 11:11:09 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypel q-R5UOgQVJd5UOGIQ49moXLS?UUC6YBVYJyhBMsLypcX 5-1-4 9-2-12 12-5-8 5-1-4 4-1.8 3-2-12 2.o0 12 Scale = 1:21.9 • 5x5 = 3 3x6 4 4.00 12 2x4 = M 0 2 7�q 6 I� +d 5x8 = 5 3 1 1.00 k2_ 5x5 I C 2.00 12 3x4 i 8-7-10 12-5-8 8-7-10 3-9-14 Plate Offsets X Y : 1:0-4-2 0-0-8 1:0-0-2 0-0-0 3:0-2-8 0-0-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.12 6-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.35 6-10 >419 180 BCLL 10.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 57 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-4-8 oc bracing. 4-7: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS (lb/size) 1=552/0-8-0 (min. 0-1-8), 7=549/0-7-8 (min. 0-1-8) Max Harz 1=190(LC 8) Max Uplift 1 =-281 (LC 8), 7=-324(LC 8) Max Grav 1=616(LC 13), 7=607(LC 13) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1979/1115, 2-3=-1110/527, 3-4=-954/526, 5-7=-607/324, 4-5=-560/329 BOT CHORD 1-6=1188/1926 WEBS 2-6=869/662, 3-6=-30/272, 4-6=508/947 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=15ft 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 ,,♦� PS /� q �I, 3) Plates checked for a plus or minus 0 degree rotation about its center. ♦ �i 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. 0 E N • • 8.9 ,�j� psf ,•• G S ,♦� 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 ♦ V F��� �%i, i fit between the bottom chord and any other members, with BCDL = 10.0psf. o +O 3938 6 Bearing at'oint s 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=281, 7=324. rlj _ "` •!� + 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C _", .�(u: O-�ATE LOADCASE(S) Standard i ��• �� Q ,• FL Cert. 6634 August 9,201 WARN79U^v • Verify design Parameters and READ NOTES ON 2WIS AND INCLUDED Pr13 TEKREFERENCE PAGE 1dI7•T47a BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 (MTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality CrBerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria , VA 2314. If Southern Pine SF�lumber laspecified, the des-ionvatuesare thoseeffective06101/"2013byALSC Tampa, FL 33810-4115 Job Truss Truss Type Qty Ply Esposito Residence a T4973043 25591 All Roof Special 1 1 Job R East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 0911:11:09 2013 Page 1 q-R5UOgQVJd5UOGIQ49moXLS?VbC88BUoJyhBMsLypcXrr 4-6-6 i 8-0.14 -- --- ' -- _ _-- 12-5-8 ' 4.6.8 3-6-9 4-4-10 Scale = 1:21.6 • 5x5 zZ 2.00112 3 4.00 12 3x6 4 2x4 = 2 6 A I$ j 5x8 = 5 3 — r��l�rrr 5x5 I E 1.0oh C 7 2.00 12 3x4 i 7-5-12 i 12-5-8 7-5-12 4-11-12 Plate Offsets X Y: 1:0-4-2 0-0-8 1:0-0-2 0-0-0 3:0-2-8 0-0-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.10 6-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.25 6-10 >593 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC201 OfTP12007 (Matrix-M) Weight: 56 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except. BOT CHORD Rigid ceiling directly applied or 5-5-6 oc bracing. 4-7: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation u de. REACTIONS (lb/size) 1=552/0-8-0 (min. 0-1-8), 7=549/0-7-8 (min. 0-1-8) Max Horz 1=147(LC 8) Max Uplift 1 =-289(LC 8), 7=-316(LC 8) Max Grav 1=615(LC 13), 7=603(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2046/1135, 2-3=-13961689, 3-4=-1192/651, 5-7=603/316, 4-5=-526/329 BOT CHORD 1-6=1170/1981 WEBS 2-6=-653/508, 3-6=-94/390, 4-6=-573/1077 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=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; `11111111111111� Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. wA^ ,S � • • .. ��j'I! 4) This truss has been designed for 10.0 bottom live load live loads. 0`v E N �j� a psf chord nonconcurrent with any other ,� ,•'� G cui'� '9 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 ♦ A' fit between the bottom chord and any other members, with BCDL = 10.Opsf. rr$ O 39 380 6) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify ;—; capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 1=289, - 7=316. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • j • + E LOAD CASE(S) Standard R , P,4/,� (D ';I N AC I , FL Cert. 6634� August 9,201 WARIONG • Peri, jg design pcwametem and READ ATOMS ON THIS RAID INCLUDED ISTZKi2EFERENCE RAGE tI 17473 BEFORE USE, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component.' Applicability of design 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 MiTek 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If SouthernPine(SPJlumberisspecifiedrthedesignvaluesaretho_�eeffectiveiS6 ?1/2013hyALsC Tampa, FL 33610-0115 Job TruSS Truss Type Qty Ply Esposito Residence a T4973044 25591 Al2 Roof Special 1 1 ob Reference(optional) East Coast Truss, Fort Pierce, FL. 34948 7.430 s Jul 25 2013 MITek Industries, Inc. Fri Aug 09 11:11:10 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypel q-wH1 Oum WXOOCFuv?GjTKmtgYaScUUwx7SBLxwOoyp 12-5-8 6-11-1 5-6-7 Scale = 1:21.2 5X5 = 2.00112 2 10 4.o0 12 4x6 3 rZ � N 5 � 11 '!d 1 5x8 = 4 s� 3 = 1.00 Lv- it 6 2.00 12 E x 34 6-3.15 r _ 12-5-8 6-3-15 6-1-9 Plate Offsets X 2:0-2-8 0-0-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.16 5-9 >941 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.25 5-9 >596 180 BCLL 10.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 51 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-3 oc bracing. 3-6: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 1=55310-8-0 (min. 0-1-8), 6=548/0-7-8 (min. 0-1-8) Max Horz 1=105(LC 8) Max Uplift 1 =-297(LC 8), 6=-308(LC 8) Max Grav 1=615(LC 13), 6=598(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1730/842, 2-3=14711808, 4-6=598/308, 3-4=-508/335 BOT CHORD 1-5=809/1637 WEBS 2-5=-84/434, 3-5=-677/1242 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 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) Plates checked for a plus or minus 0 degree rotation about its center. ♦�� Pg q q •• ♦ �e �� 4) This truss has been designed fora 10.0 bottom live load live loads. <o E ' psf chord nonconcurrent with any other 5) • This truss has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 ,, � ,•'� ii Iv s • -9 �� •fie, a of on chord all areas where a rectangle wide will `� ,` _E` ,! fit between the bottom chord and any other members, with BCDL = 10.Opsf. .-r^ZO 39380^-�-'� 6 Bearing at'oint s 1, 6 considers parallel to rain value using ANSIlfPI 1 angle to rain formula. Building designer should - 9 1 O P 9 9 9 9 9 9 verify capacity of bearing surface. * ' •• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 1=297. e 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �' J •• - TAT E LOAD CASE(S) Standard i0',0"...OR OR , O Q;`_%� N A FL Cert. 6634 August 9,201 >uaMMG - verify design parameters and READ Noyes Ortr IWIS AM IATLUDRD rffrExREFEReNCE p.AaE DUI-7473 BEFORE USE. -!- Design valid for use onty 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. Brocing 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 MiTek 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 available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. I,Southern Pine (5111 lumber isspecified, the design values ere those effective061,0112013 byALSO Tampa, FL 33510-4115 Job Truss Truss Type Qty Ply Esposito Residence + T4973045 25591 A13G Roof Special Girder 1 1 Job Reference o io East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 11:11:10 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypel q-wH1 OumWxOOcFuv?GjTKmtgYdHcVXwwQSBlxwOoypcX i 5-9-3 i _ 8-11-3 12-5-8 5-9-3 3-2-0 3-6.5 Scale = 1:21.2 4x4 2.00112 2 4.00 12 12 1x4 3 44 4 �nI 1 d b 5x5 = 13 d s+il US= 6 NAILED 8 S � I• 2.00 12 1.0o L- 5 3x4 3x6 i 5-2-1 i 8-11-3 i 12-5-8 5-2-1 3-9-2 3-6-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.10 7-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.17 7-11 >847 180 BCLL 10.0 ' Rep Stress Incr NO WB 0.49 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 51 Ito FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purtins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-7 oc bracing. 4-8: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 1=552/0-8-0 (min. 0-1-8), 8=546/0-6-8 (min. 0-1-8) Max Harz 1=62(LC 8) Max Upliftl=-301(LC 8), 8=-305(LC 8) Max Grav 1=609(LC 13), 8=583(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1908/949, 2-3=-1469/788, 3-4=-1527/802, 5-8=-583/305, 4-5=-523/308 BOT CHORD 1-7=884/1809, 6-7=762/1494 WEBS 2-7=246/647, 4-6=-677/1323 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=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 11I111 ,`111111111 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the `,� PS A. 11� responsibility of the fabricator to increase plate sizes to account for these factors. � I� O�1• • .........n Plates for 0 degree its • E N �i, 4) checked a plus or minus rotation about center. ,� .• C • "9 S F�'.•!%ir-! 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 }3 O 39 380 = fit between the bottom chord and any other members, with BCDL = 10.Opsf. /� r} * :• 7) Bearing at joint(s) 1, 8 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=3011, : 8=305. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •. 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. �� T •• Q _ �� 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �j • : 0 RLOA•� \ �� �11'IrS�� Dad CASE(S) N A- RoofLive(balanced): Lumber Increase=1.25, Plate Increase=1.25 1) DeRo Uniform Loads (plf) Vert: 1-2=-70, 2-4=-70, 7-9=-20, 5-7=-20 FL Cert. 6634 August 9,201 ontinued on Dade 2 con WARArArfRrC3 - Verify design parameters oral READ ISOTES ON 2WIS AND INCLUDED lrfl'TEKRP.PERENCE P.&GE wrI 7473 BEFORE mE. Design valid for use only with Mnek connectors. This design a 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 MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vof oble from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA yy2314. 1f5outhernPine bP lumber isspecified, the desianv3luesare these eBective06(Q1/2413byAL5C Tampa. FL 33610.4115 Jab Truss Type Qty Ply Esposito Residence i ]Truss T4973046 25591 A14G Roof Special Girder 1 1 ob Reee e o a East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MTek Industries. Inc. Fri Aug 09 11:11:11 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypelq-OUbm56XZ9ik6W3aSGBftQt4miOoGfNJcP7gTwEypcX i 4-7-5 i 7-5-15 11-3-4 4-7-5 2-10-10 3-9-4 Scale = 1:18.8 5x5 = I 2.00 LV- 4.00 12 2 1x4 II 3 4 3x4 5 1 7 19 = 16 d Sx5 4x4 = 17 6 3x6 2.00 12 1.00 I l2 3x8 4-0-3 7-5-15 11-3-4 4-0.3 3-5-12 3.9-4 Plate Offsets X Y : 1:0-3-2 Ede 5:0-5-7 Ede 7:0-2-8 0-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.26 6-7 >515 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.30 6-7 >452 180 BCLL 10.0 ' Rep Stress Incr NO WB 0.45 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 44 Ito FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc puriins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-9-14 oc bracing. 5-7: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer SLIDER Right 2x4 SP No.3 2-0-0 Installation guwde- REACTIONS (lb/size) 1=741/0-8-0 (min. 0-1-8), 5=655/0-6-10 (min. 0-1-8) Max Horz 1=40(LC 7) Max Upliftl=-585(LC 8), 5=-501(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2887/2492, 2-3=-2039/1691, 3-5=-2072/1689 BOT CHORD 1-7=-2340/2731, 6-7=-1799/2130. 5-6=-1606/2007 WEBS 2-7= 109211186, 2-6=-250/347 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.Dpsf; BCDL=3.Opsf; h=15ft; 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 i 1111 ji�� ,, `,111 3) Plates checked for a plus or minus 0 degree rotation about its center. ♦ A. t , 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P+ 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 ,�� Q\ .`•' G E N •' `e !�� S�`. ••�/1� �� fit between the bottom chord and any other members, with BCDL = 10.Opsf. ��•�N,, 6) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify „� _--- capacity of bearing surface. d0 39380_m z 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=585, 5=501. 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 device(s) shall be provided sufficient to support concentrated load(s) 399 lb down and 530 lb up at 4-7-5, :.4.�­AA�TE. and 15lb up at 6-10-2, and 28 lb up at 9-1-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �s��O't� �� • R , 9LOAGP`�• 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). %,,` Standard ,S�I�O N A 1) Dead Ro RoofLive(balanced): Lumber Increase=1.25, Plate Increase=1.25 �► i l i 1 Uniform Loads (plf) Vert: 1-2=70, 2-5=-70, 7-8=-20, 7-11=-20 Concentrated Loads (Ib) FL Cert. 6634 Vert: 15=-399(F) 16=3(F) 17=14(F) August 9,20, iWARN7M • Ver%f design paf%unetem and READ NOTES OM THIS AND INCLUDED riRTEK REFERENCE PAGE IYIII-7473 BEFORE USE, �� Design valid for use only with Mirek 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 responsibllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• 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 available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 2314.. IfSvuthernPine(SPlumber is pecified,thedesignvaluesarethoseeffective05/01j2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Esposito Residence • T4973047 25591 B01G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MTek Industries, Inc. Fri Aug 09 11:11:12 2013 Pagel ID:tdKkbPsyVOXSEAgfbFw3VDypel q-sg98JRXBwOsz7D9fquMEy5d_JQgnOvEleeQOSgypc 3-11-12 6-8-14 1-11-2 10-8-4 14-8-0 3-11-12 2-9.2 1-2-5 2-9.2 3-11-12 Scale = 1:25.7 NAILED 1.97 F12 NAILED NAILED 4x8 = 5x5 = NAILED NAILED NAILED 4x10 = 22 3 23 4 24 4x10 = 4.00 12 NAILED 5 2 � N rZ , 6 1 6- Ci g B � d A 3x4 = C 11 25 10 26 9 27 8 7 E lx4 Ili NAILED 3x4 =NAILED 3x8 = NAILED 3x4 =lx4 it 3x4 = 3x8 3x8 NAILED NAILED NAILED NAILED 3- - 2 6-6-14 7-11-2 10.8-4 13-4-0 1 8 48-0 2-7-12 2-9-2 1-2-5 2-9-2 2-7-12 1-0.0 Plate Offsets X Y : 1:0-0-4 Ed a 1:0-2-14 Edge], 4:0-2-8 0-3-1 6:0-2-14 Ed a 6:0-0-4 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.09 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.13 10-11 >999 180 BCLL 10.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 66 Ito FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-8 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, Right: 2x4 SP No.3 Installation aulde. REACTIONS (lb/size) 1=908/0-8-0 (min. 0-1-8), 6=908/0-8-0 (min. 0-1-8) Max Horz 1=-43(LC 6) Max Uplift 1 =-599(LC 8), 6=-599(LC 8) Max Grav 1=958(LC 2), 6=958(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1608/1077, 2-3=-1826/1255, 34=-179311254. 4-5=-182711254, 5-6=-1608/1078, 6-6=524/344 BOT CHORD 1 -11 =-930/1477, 10-11=-922/1475, 9-10=1124/1792, 7-9=-923/1475, 6-7=-930/1477, 6-17=-300/459 WEBS 2-10=-389/400, 5-9=391/380 NOTES t1jJ111111111 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.Dpsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=4ft; Cat. II; ` �� S A. If , IS Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide drainage to ��� 0 ;•• G E j�j e �i� S(•`�!,92 �i adequate 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. e • •• T-4 0 39 380 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed fora 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 will1 fit between the bottom chord and any other members, with BCDL = 10.Opsf.T E ICJ Z. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=lb) 1=599, .� O ; 6=599. .0 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ;,, 10) iindicates l2 5") toe -nails. For e details r to l , '�IlSS�Q 111) In he LOADCASE(S)section, loadsapplied to the face off the truss are noted front ( ) or back (B)tail. N A, LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) FL Ced. 6634 Vert: 1-2=-70, 2-3=-70, 34=-70, 4-5=-70, 5-6=-70, 12-17=-20 August 9,201 Continued on page 2 WARWiVG - Vertfg design parameters and READ NOTES OAT THIS AND IIiCLUDED b17TEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.• 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 2314. If Southernpine�fip It; beris_pecified,thedesionvsluesEretnaseeffective06 01J2013byALSC Tampa, FL 33810-0115 Job Truss Truss Type Oty Ply Esposito Residence ' T4973048 25591 802 Common 1 1 e c Ca East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industdes, Inc. Fri Aug 09 l l:11:13 2013 Pagel ID:tdKkbpSYVOXSEAgfbFw3VDypelq-KsjXWnYqhJ_qlNkrObtTV198yqaN6NNvtl9a?7ypcX i 7-4-0 _ _ _ 14-8-0 _ 7-4-0 7-4-0 Scale = 1:24.3 4x4 = 2 4.o0 12 i 1 3 = 3x4 s e 4 s 1 x4 I I 3x4 = 3x8 I I 3x8 I I -0 13.4-0 1 -8- 1 8-0 1-0-0 -4-0 6-0.o 6-0-0 Plate Offsets X Y : 1:0-2-14 0-0-2 1:0-0-4 Ed a 3:0-2-14 0-0-2 3:0-0-4 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.05 4-14 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.10 4-14 >999 180 BCLL 10.0 ' Rep. Stress Incr YES WB 0.10 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FBC2010/TPl2007 (Matrix-M) Weight: 51 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-5 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, Right: 2x4 SP No.3 Installation guide. REACTIONS (lb/size) 1=660/0-8-0 (min. 0-1-8), 3=660/0-8-0 (min. 0-1-8) Max Horz 1=79(LC 7) Max Uplift 1 =-363(LC 8), 3=-363(LC 8) Max Grav 1=708(LC 15), 3=708(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-958/512, 2-3=-958/512, 3-3=-289/102 BOT CHORD 1-4=358/854, 3-4=-358/854, 3-10=-1711302 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.Dpsf; BCDL=3.Opsf; h=15ft; 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 ►���I�I 3) As requested, platesnot been designed to provide for ment or rough handling and erection conditions. It is the ,,,��►►� ^ S A the fabrie responsibility of cator to increase plate sizes to account for thesefactors. ,`% I^ e 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. E S� •.q2 i� �`,•• psf • ♦♦ �� •'. 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 j; �30 39380,,... -- fit between the bottom chord and any other members, with BCDL = 10.Opsf. � . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=363, %t ;• r — fS 3=363. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard SATE 44/ ORXV .,�SS`O N AL E����• tnon► FL Cert. 6634 August 9,201 AWARNIM - Verfq design parametzm c,.d READ NOTES ONTHIS AIM IACLUDED MrM=KREPERENCE PBGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component.' 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 responsibilrity of the Additional bracing the is the the building designer. For iViiTek' erector. permanent of overall stricture responsibility of 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 vat able from Tres Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. if 5o uth a rn p ine�SP .lumber is specified, the design.vs Iues are those efie dive 06, ,01 f 2033-by ALSC Tampa, FL 33810-0115 Job Truss Truss Type Qty Ply Esposito Residence ' T4973049 25591 803 Common 1 1 Job e e ence do a East Coast Truss„ Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 11:11:13 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypel q-KsjXWnYgh4_glNkrObtTV198jgar6NRvtl9a?7ypcX 7-4-0 13-8.0 7-4-0 6-4-0 Scale = 1:22.5 44 = 2 4.00 12 3 3x4 4 I 3x4 = 5 E C U4 I I 3x8 Il US II 0-0 -4- -4-0 3-8-0 1--0No A-0 I6-4-0 Plate Offsets X Y : 1:0-0-4 Ed a 1:0-2-14 0-0-2 4:0-2-12 0-3-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/clef! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.05 5-16 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.11 5-16 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 49 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-4-8 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 Installation guide. SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS (lb/size) 4=582/0-8-0 (min. 0-1-8), 1=648/0-8-0 (min. 0-1-8) Max Horz 1=76(LC 7) Max Uplift4=-320(LC 8), 1=-356(LC 8) Max Grav 4=624(LC 15), 1=696(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=914/488, 2-4=-909/491, 4-4=-299/0 BOT CHORD 1-5=360/812, 4-5=-360/812, 4-6=-360/812 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever !eft and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,��� S A1.4 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the •••., i responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a or minus 0 degree rotation about its ce .•••E ,9 inter. ���; •�,� i% plus , �••, `. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 393 $Q_. 6) This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1N-0 fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 4=320, � 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. TAT E C7'Pt"".: LOAD CASE(S) Standard ��[/, i O .• ���,� •,.�`� O Q O R 1 ��_,�• FL Cert. 6634 August 9,201 WARMNG - Feszfr,/ cfwign parameters and READ DOTE& ON THIS ARID 11VCLUDED 1R7TEKREFPJZ9ME PAGE B91.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component., Applicability of design 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 MiTek' 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 vat able from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 314. IfSouthern.Pine�SPlumberisspecified, thedesienvaluesarethaneeffectisre0fiA 01j2043byALSC Tama FL 33610-4115 p Job Truss Truss Type Qty Ply Esposito Residence . T4973050 25591 -CJ1A Jack -Open 1 1 Job Reference (optional East Coast Truss„ Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 0911:11:14 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypel q-o3Hvk7ZSSd6hNWJ1 yJOi2ViQaDOxrr525yv7XZypcXt 1-0-14 1-0-14 Refer to MiTek "TOE -NAIL" Detall for connection to supporting carrier truss (typ all applicable Jacks on thi$l&12 Scale = 1:6.3 2 1 d N d 4 3 >< 2x4 = 1-0.1 i 1.0.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.01 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 5 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 3 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-14 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 Installation guide. REACTIONS (lb/size) 1=47/0-8-0 (min. 0-1-8), 2=18/Mechanical, 4=33/Mechanical Max Horz 1=26(LC 8) Max Uplift 1=-19(LC 8), 2=-14(LC 8), 4=19(LC 8) Max Grav 1=52(LC 13), 2=20(LC 13), 4=40(LC 13) 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its Center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . 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, with BCDL = I O.Opsf. Refer truss to truss ttof ► r rr,,��I 6) Provide mlechanicalrconnection b others truss to bearing late Capable of withstanding 100 lb uplift at'oint s 1, 2, 4. (Y ) 9P P 9 P 1 () 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ����,►►►►' ........ `,� 0 -e EN �G SF.'q�,,�i LOAD CASE(S) Standard �*A�.'�� y _ °so 39380 i O • ATE : �1,4/ rhr►r►r►►►► FL Cert. 6634 • August 9,201 WARKIJ'7Cr - Verify design p-efem nad READ NOTES ON THIS END 1AICLUDED =EKREPEREPiCE PAGB ti4t1.7473 BEFORE USE. �� Design valid for use only with Mnek connectors. This design a 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 vai able from Truss Plate Institute. 781 N. Lee.Street, Suite 312, Alexandria, VA 2314. 1fSDuthernPine$SP Iumberis5pecified,thedesignvalueserathase-effestiveQ6 0112013byALSC Tampa, FL 33810-4115 Job Truss Truss Type Oty Ply Esposito Residence ' T4973051 25691 -CJ2 Jack -Open 1 1 Job Reference (optional) East Coast Truss,, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 Mrrek Industries, Inc. Fri Aug 09 11:11:14 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypel q-o3Hvk7ZSSd6hN WJ1 yJOi2ViPRD—xrgH25yv7XZypcX 1-9-6 1-9-6 3x6 I I Scale = 1:7.5 4.00 12 2 8 3 1 2x4 =>< 4 1-8 0 1 9 1-8-10 0- 2 Plate Offsets KY): : 2:0-1-11 0-0-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.00 7 n/r 120 BCLL 10.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-9-6 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=-271/Mechanical, 4=434/0-8-10 (min. 0-1-8), 4=43410-8-10 (min. 0-1-8) Max Horz 4=48(LC 8) Max Uplift2=-299(LC 16), 4=-430(LC 8) Max Grav 2=253(LC 8), 4=467(LC 16), 4=434(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 24=436/390 NOTES 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 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. ,���f 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 `� �`•.. 'q� n �/� fit between the bottom BCDL = 1 O.Opsf. ,�� E N ' �j, chord and any other members, with ,•'`G • S 6) Refer to girder(s) for truss to truss connections. ,�Q •'9 ♦ : • F !1•i i 7 Provide mechanical connection (by others of truss to bearing late capable of withstanding 100 lb uplift at'olnl s except t-Ib 2=299, 3, J30 39380.a 4=430. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. f LOAD CASE(S) Standard S . T • ATE lo 00 ♦� ,.0Rt•O,. 0NA1��`%` nnni FL Cert. 6634 August 9,201 WARNnVG - Verify design perrarnet. =d READ l.RDTB'S ON THIS AND tA'CLUDED 1S=RRFEREVCE PAGE M!1-7473 BEi ORE USE.iiiiiiIi Design valid for use only with MRek connectors. This design is based only upon parameters shown, and Is for an individual building component. !F � 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 responsibllty of the n%�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 SCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If5vuthernPine SP.lumberis.specified,theofesianvaluesare 1hoseer,'=_cUseO6 01t2413byALSC Tampa, FL 33810-0115 Job Truss Truss Type Qty Ply Esposito Residence r T4973052 25591 -CJ2A Jack -Open 1 1 .j Job Referenre (optional East Coast Truss,, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 11:11:14 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypelq-o3Hvk7ZSSd6hNWJ1yJOi2ViQ7DONT525yv7XZypcX 1-9-6 1-9-6 Scale = 1:7.5 4.00 12 2 3 i it v 1 r i Qo 5 Qo Q°o Qo 4 2x4 = 1-9-6 1-9-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.04 Vert(LL) 0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 8 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-9-6 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=79/0-6-0 (min. 0-1-8), 2=47/Mechanical, 5=31/Mechanical Max Horz 1=44(LC 8) Max Uplift 1 =-80(LC 8), 2=-54(LC 8). 5=40(LC 8) Max Grav 1=83(LC 2), 2=47(LC 1), 5=40(LC 2) 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=15ft; 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' 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, with BCDL = 1 O.Opsf. 5) Refer to girder(s) for truss to truss connections. nS A. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 2, 5. ' ,�� 7) "Semi including heels" Member fixity in the design this truss. %�� G E S -rigid pitchbreaks end model was used analysis and of ,•'� ['.�•v.9,}��� LOAD CASE(S) Standard i O 3 380 -10 Al FL Cert. 6634 August 9,201 WARf1rRIG - Verify design paramefem and READ HOTES ON THIS APID INCLUDED I9}TEKREFERENCE PAGE WI-7473 BEFORE USE. �l�. 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek` fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Informaff n vailable from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. lftiouthsrnPIne 5Pflumberisapecified,the desio values urethose efiective06,P0112013byAL5C Tampa, FL33610-4115 Job Truss Truss Type Qty Ply Esposito Residence T4973053 25591 -CJ2D Jack -Open 1 1 Job R e e ce o al East Coast Truss., Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 11:11:15 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypelq-GFrHxTa4CxEY guDVOvxajFY?dLYaILCKceh3?ypcX 2-2-12 2-2-12 Scale = 1:6.3 2 4.00 12 N d 1 3 d 4 ro I66 0° Q° 2x4 1�0 2.00 12 3x3 'i 1-8-8 2-2-12 i 1-8.8 0-6-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.01 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 4 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-12 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=98/0-8-0 (min. 0-1-8), 2=92/Mechanical, 3=5/Mechanical Max Horz 1=53(LC 8) Max Uplift 1 =-42(LC 8), 2=67(1_C 8) Max Grav 1=110(LC 13), 2=102(LC 13), 3=9(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 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 %11111111 111111� �I* fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. ,�� S A. �� -\vn'P • • • • 7 Beariri 1 to ANSI/TPI 1 to formula. Building designer fY tY �� f �i at'oint s considers parallel rain value using angle rain should verify capacity 9 1 O P 9 9 9 9 9 9 P bearing ,� �•\,ENS• •• 9 �i '•� F of surface. "• _ ,,%- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 1, 2. 39380 - 9 "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard —M r i iz Z r O.•'TAT E 00.�',�� J*sS,o 1nnn� FL Cert. 6634 August 9,201 WARNING - Verify design parameters and READ filOTES ON THIS A10IMCLUDED AffM REPERERICE PAGE A47I-7473 BEFORE USE. Design valid for use only with MTTek 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 MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 604 Parke East Blvd. Safety Information voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA yy2314. If Sauth ern P"ne��Plumber.isspetified, the design value, are tha>e EffEctive 06101/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Esposito Residence T4973054 25591 -CJ3B Jack -Open 1 1 Job Reference East Coast Truss„ Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 11:11:15 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypelq-GFrHxTa4CxEY guDVOvxajFSXdHWaILCKceh37ypcX 3-4-10 3-4-10 Scale = 1:10.2 2 4.00 12 w o 3 1 4 Id d 2x4 = �• 1.00 12 2.00 12 3x4 = i 2-10-6 i 3-4-10 i 2-10.6 0-8-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.07 4 >597 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.15 4 >266 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 3 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 11 III, FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=152/0-8-0 (min. 0-1-8), 2=142/Mechanical, 3=5/Mechanical Max Horz 1=81(LC 8) Max Upliftl=-67(LC 8), 2=-99(LC 8) Max Grav 1=170(LC 13), 2=158(LC 13), 3=9(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-283/122 BOT CHORD 1-4=160/281 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 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 ♦♦ -n F q<e �. BCDL E �i fit between the bottom chord and any other members, with = 10.Opsf. ♦♦ G N UnF�'9�%i 6) Refer to girder(s) for truss to truss connections.♦��.� '•K 7) Bearing at joints) 1 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity ` ✓ NO 39380_. - of bearing surface. : �,;r + * 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = ,� LOAD CASE(S) Standard . E �'�i,SoO N ALE.♦♦♦ rnnl► FL Cert. 6634 August 9,201 WARNfiYCr. vaify design parameters and READ NOTES ON THIS AM fATCLUDEi7 IYfITEKREAEREINCB PAGE Isf-7473 EEPORE USE, Design valid for use only with Mnek 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 responsibilfity of the MB erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding le'�• fabrication, quality control. storage, delivery, erection and bracing, consult ANSIJTPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information val able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSauthem.Pine�SP�Jumber isspecified, the design values are those effective06�01/2013 byALSC Tampa, FL 33870-4715 Job Truss Truss Type Oty Ply s to Residence Esp'Reference • T4973055 25591 -EJ2 Jack -Open 1 1 o e e c o ti al East Coast Truss, , Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 11:11:15 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypel q-GFrHxTa4CxEYguDVOvxajFZxdJtalLCKceh3?ypcX 1-7-3 1-7-3 Scale = 1:7.2 4.00 12 2 rn 1 N d d d 3 2x4 = Provide bearing connection(s) to resist horizontal reactlon(s) shown. 1-7-3 1-7-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lld PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.17 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.01 6 n/r 120 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n1a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 5 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-7-3 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 Installation guide. REACTIONS Ib/size 3=66/Mechanical, 2=76/Mechanical Max Horz 2=39 LC 8 Max Uplift3=-88(LC 8), 2=-74(LC 8) Max Grav 3=75(LC 16), 2=78(LC 16) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3231295 BOT CHORD 1-3=339/386 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • 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 %111111111f,11 fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) Refer to girder(s) for truss to truss connections. ,� CJ A I� . • • • • . 44 , 100 lb 3, 2. `fit J. E N ' �i� 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding uplift at joint(s) ,1l�0 .•'� G S • -Q 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,` V ._F,•�•, 2 :� N 39380 LOAD CASE(S) Standard • j j, ATE Q� Al ��n„nv1 FL Cert. 6634 • August 9,201 il WARNING - Vei ( design parameters aad READ VOTES ON THIS AND INCLQDED W IEKREPERE1trCE PAGE Mf1.7478 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component., Applicability of design 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/TPII Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information val able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. il5authernPine�SP lumber is specified, thedeM0valuesarethoseeffEctive06 01/2423hyAL5C Tampa, FL 33810-4115 Job Truss Truss Type Qty Ply Esposito Residence T4973056 25591 -EJ2A Jack -Open 1 1 Reference o i al East Coast Truss,. Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 11:11:16 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypel q-kRPf8pbizEMPcgTQ3kRA7wnitl gFJIbLZGOEbRypcX 3-6-11 3-6-11 Scale = 1:10.6 � 2 3 4.00 12 N ,M,AA T 1 2x4 0' 3x6 II 4 -106 1-4-0 3-4-10 1 1•0-0 0-4-0 2-0-10 -z-1 Plate Offsets X Y : 1:0-2-14 0-0-10 1:0-1-4 1-3-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) 0.01 5-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.00 5-10 >999 180 BCLL 10.0 t Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 12 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-11 oc puffins. 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 allatio guide. REACTIONS (lb/size) 1=21610-8-0 (min. 0-1-8), 2=66/Mechanical, 5=32/Mechanical Max Horz 1=86(LC 8) Max Uplift I =-223(LC 8), 2=-74(LC 8), 5=55(LC 8) Max Grav 1=228(LC 2), 2=66(LC 1), 5=45(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=15ft; 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 �� F fit between bottom BCDL = 1 O.0 % 0� ' �i� the chord and an other members, with sf. v p ��. GENg'.•-9 '� 6) Refer to girder(s) for truss to truss connections. �� �.� F _ .•!%._♦ ~ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2, 5 except at=lb) — •. Aso 39380 1=223. —_ 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,.•�" �f� �14/ i ,%% rnllll FL Cert. 6634 • August 9,201 WARNWG - Vero des/gnparameters aria RR4 n /hOTRS o%7WrS AWv 1AVLUDED MTEKREFERENCE PAGE PHI-747.3 BEPOREP USE. Design valid for use only with Mnek 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 MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criferla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314- IiSnuthern.P ne (SPI lumber isspetlfied, the design values arethose efiective06.01/2013 byALSC Tampa, FL 33810.4115 Job Truss Truss Type Qly Ply Esposito Residence T4973057 25591 -EJ2B Roof Special 1 1 b eceo 'oa East Coast Truss, Fart Pierce, FL. 34946 7.430 s Jul 252013 MiTek Industries, Inc. FriAug 09 l l:l l:16 2013 Pagel ID:tdKkbPsyVOXSEAgfbFw3VDypel q-kRPf8pbizEMPcgTQ3kRA7wnk61 h_JkOLZGOEbRypcX i 1-8-0 1.8.0 0.7-10 Scale = 1:8.4 3 4.00 12 2 1 v d 4 Id = �a 2x4 Qo Qo 2.00 12 Qo 5 7x6 -0-0 -&0 0 1-0-0 0-a 0-6-14 0- 3 Plate Offsets KY): : 5:0-3-0 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 5 >999 180 BCLL 10.0 • Rep Stress Incr YES WE 0.08 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 8lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-10 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 3=-71/Mechanical, 5=267/0-8-0 (min. 0-1-8), 4=6/Mechanical Max Horz 5=55(LC 8) Max Uplift3=-80(LC 16), 5=-273(LC 8) Max Grav 3=73(LC 8), 5=286(LC 16), 4=12(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=269/260 NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpl=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. ,,,�11 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 � n S A. q I� • • • �e ,,� ,O� • •. ENS •• �i� fit between the bottom chord and any other members, with BCDL = 10.0psf. .•'� G 9 6) Refer to girder(s) for truss to truss connections. ,% V ._ �r �•? 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) `" '. EiO 39380- 5=273. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES Standard y WE @' • Ott • N M-E� FL Cert. 6634 • August 9,201 WAPNIM - Verify design parraneters and READ NOTES ON MIS AM INMUDE,O MTE.K REFERENCE P30E IQfi-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based onlyupon 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 iT��• MiTek' 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/TPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. ,,Southern pine (SPI lumber issspecified, thedeaien.valu.es are those effective 0610112013 byALSC Tampa, FL 33610-0115 Job , Truss Truss Type City, Ply Esposito Residence T4973058 25591 -EJ2C Roof Special , 1 o 'o a East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 11:11:17 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypelq-Cey1M9bKkYUGE_1cdRyPf8KvoR1C2BWUow7n6uypcX i 1-8-0 2-1-14 1-8-0 0-5-14 � Scale = 1:8.1 3 4.00 12 2 1 m d a Id = �° 2xa 0' 2.o0 ,2 5 7x6 r 1-0-0 1-6-0 2 — ll! o-,- 1-D-o aa-o Plate Offsets KY): : 5:0-3-0 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 5 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 3=-104/Mechanical, 5=288/0-8-0 (min. 0-1-8), 4=4/Mechanical Max Horz 5=51(LC 8) Max Uplift3=-115(LC 16), 5=-300(LC 8) Max Grav 3=107(LC 8), 5=309(LC 16), 4=9(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-296/288 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 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 ��O�P•. • • • A4e E •• �i� fit between the bottom chord and any other members, with BCDL = IO.Opsf.,•'\G N S 'Q F•�•. �%i 6) Refer to girder(s) for truss to truss connections. ♦ A' V i 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 3=115, 5=300. ^iO 39380. �--� r• 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard �[I�;i; --- f'c -(T E FL Cert. 6634 • August 9,201 WARI!M411.9er( design parameters and READ ROTES ON THIS AM IAqMUDED E4ITEK REFEREMCE PAGB Ifff 74n BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 CrIterla, DSB-89 and BCSI Building Component 69D4 Parke East Bled. Safety IntarmaHan available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. if 5authzm.Pine (SF lumber is_pec ified, the de-ian values are those effective 46 0112013 byALSG Tampa, FL 33610-0115 p Job Truss Truss Type city Ply Esposito Residence T4973059 25591 -EJ3 Jack -Open 2 1 Job Re e e ce o 'o East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MTek Industries, Inc. Fri Aug 09 11:11:17 2013 Page 1 ID:tdKkbPsyVOXSEAgfbFw3VDypelq-Cey1M9bKkYUGE_1cdRyPf8KwiROh2CrUow7n8uypcX 3-2-11 3-2-11 Scale = 1:9.9 • 2 3.94 12 0 1 2x4 = 3 3x6 I I 1-0-0 1-4 0 3-2-11 1-0-6 5-4-D 1-10-11 Plate Offsets X Y : 1:0-2-15 0-0-10 1:0-141-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 8 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc puffins. 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 be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 I Installation guide, REACTIONS (lb/size) 2=52/Mechanical, 3=24/Mechanical, 1=208/0-8-0 (min. 0-1-8) Max Harz 1=76(LC 8) Max Uplift2=-50(LC 8), 3=-11(LC 8), 1=-95(LC 8) Max Grav2=52(LC 13), 3=35(LC 13), 1=231(LC 13) 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=15ft; 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 fit between the bottom chord and anylve load of 20.Osf on the othe rmembersPwith BCDL bottom10.Opsfa In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will n S A q4 1,,�� 6) Refer to for truss to truss • E �i� girder(s) connections. Z. •' G N S • �.9 7) Provide mechanical truss to bearing 100 '��.� F connection (by others) of plate capable of withstanding Ib uplift at joint(s) 2, 3, 1. ��� •.�!%i i 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • Fro'3 9380.�— ' _ ;} * LOAD CASE(S) Standard ; '/� o r, fill FL Cert. 6634 August 9,201 WARNING - Verify design parameters and READ NOTES ON THIS Ah-D INMUDED 1,ff=REFERENCE PAGE 1117I-7473 BEFORE USE, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 MTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1fSautharnPine SF�lumberisspec!tied,thede_ianvaluezarethoseeffective06l41f20I3byALSC Tampa, FL 33610-4115 p Job Truss Truss Type City Ply Esposito Residence i T4973060 25591 -EJ3A Roof Special 2 1 ere ce o t' East Coast Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MTek Industries, Inc. Fd Aug 09 11:11:17 2013 Pagel ID:tdKkbPsyVOXSEAgfbFw3VDypelq-Cey1M9bKkYUGE_lcdRyPf8KvOR1J2BgUow7n8uypeX 1-8-0 3-5-8 r r 1-8.0 1-9-8 Scale = 1:10.3 3 4.00 12 2 c� N N 4 1 2x4 Q• 2.00 12 0 5 7x6 3-3- 5 5- 1-7 Plate Offsets X Y : 5:0-3-0 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 4-5 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 11 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 3=30/Mechanical, 5=258/0-8-0 (min. 0-1-8), 4=17/Mechanical Max Horz 5=83(LC 8) Max Uplift3=-29(LC 5), 5=-233(LC 8) Max Grav 3=37(LC 13), 5=276(LC 16), 4=35(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=15ft; B=45ft; L=24ft; eave=oft; 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. ��� fit., • 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-130 tall by 2-0-0 wide will A fit between the bottom chord and any other members, with BCDL = I O.Opsf. P....... `�%� Refer for 0, • •• E ,�j 6) to girder(s) truss to truss connections. • Ci S ."9 F• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) `��� V` .•�?!� 8 "Semi -rigid itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �3 O 393 $0 9 P 9 tY Y 9 LOAD CASE(S) Standard _ a 1 ATE (Tt �� 0 <[/ 0 R , O %�• FL Cert. 6634 August 9,201 WARNING • Perlfg design parameters and READ NO9BS Old THIS AND INCLUDED 141 EKREPEP&WE PAGE Iff7-7473 BEFORE USE, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design 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 fabricaiion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If Southern Pine 15P' .lumber is_pec ified, thede:ipn values are those effective 0fi101f2013 byALSC Tame FL 33610-4115 p Job Truss Truss Type Qty Ply Esposito Residence T4973081 25591 -EJ3C Roof Special i 1 Job Ie e t'o a East Ccest Truss, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Aug 09 l l:11:18 2013 Pagel ID:tdKkbPsyVOXSEAgfbFw3VDypelq-hgWQZVcyVsc7s8coB9TeCLt4nrNXne4eOatLgKypcX 1-8-0 3-3.11 r 1-8-0 1-7-11 Scale = 1:10.1 3 4.00 12 2 a 1 0 2x4 Q. 2.00 12 Qo 5 7x6 = i 1-0-0 i 1-8-0 3-3.11 i 1-0.0 0-8.0 1-7-11 Plate Offsets X Y : 5:0-4-0 0-0-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 5 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 3=22/Mechanical, 5=254/0-8-0 (min. 0-1-8). 4=16/Mechanical Max Horz 5=80(LC 8) Max Uplift3=-26(LC 5), 5=-233(LC 8) Max Grav 3=30(LC 13), 5=272(LC 16), 4=32(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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=15ft; 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. • ,,�r,�1 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, with BCDL = 10.Opsf. ,N p,S A. q I� .. • .�e �I♦♦ •,.• E 6) Refer to girder(s) for truss to truss connections. • Ci %1(., SF •••q7i ♦= 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except Qt=lb) ,r\�� �\ `��, 5=233. ,� .�0 39380.. ,- . 8) "Semi Including heels" Member end fixity model was used in the analysis and design of this truss. -rigid pitchbreaks „ LOAD CASE(S) Standard ••T E s�0 •,�S'S�� A N � n1n FL Cert. 6634 August 9,201 ® WARIM41 - • Vet-0 design parameters a.7d READ NOTES' ON THIS AND INCLUDED Pf'TEK REFEIR13 6 P-4GE lfTII-7473 BEFORE USE. Design valid for use only with Mirek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design 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 responsiblility of the erector. Additional permanent bracing of the overall structure is the responsibirity, of the building designer. For general guidance regarding iVliTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrNeria, DSB-89 and BCSI Building Component 8904 Parke East Blvd. Safety Information vailable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. If Southern P'ine�SP)lumberisspecified,thede;ienvaluesarethaseeff=_ttive66 Q1J2013byAL5C Tampa, FL 33610-0115