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HomeMy WebLinkAboutTruss® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 26768 - Baxter Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Mel-Ry Construction Project Name: Baxter Residence Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: Venture Out Address: 10701 South Ocean Drive, #612 City: Jensen Beach State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 37 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. I Seal# I Truss Name I Date No. I Seal# JTruss Name I Date 1 IT6290186 I -CJ1 5/2/014 118 IT6290204 -EJ7C 5/2/014 12 I T6290187 I "CJ1A 15/2/014 119 I T6290205 I --ERD 15/2/014 J 13 I T6290188 I -CJ3 15/2/014 120 I T6290206 I -EJ7E 15/2/014 14 I T6290189 I -CJ3A 15/2/014 121 I T6290207 I -HJ7 15/2/014 15 I T6290190 I "CJ5 15/2/014 122 I T6290208 I A01 15/2/014 16 I T6290191 I -CJ5A 15/2/014 123 I T6290209 I A02 15/2/014 17 I T6290192 I -EJ2A 15/2/014 124 I T6290210 I A03 15/2/014 1 18 I T6290193 I -EJ26 15/2/014 125 I T6290211 I A04 15/2/014 1 19 I T6290194 I -EJ3 15/2/014 126 I T6290212 I A05 15/2/014 1 110 I T6290195 I -EJ3A 15/2/014 127 I T6290213 I A06 15/2/014 1 11 I T6290196 I -EJ36 15/2/014 128 I T6290214 I A07G 15/2/014 1 112 I T6290197 I -EJ3D 15/2/014 129 I T6290215 I B01 _ 15/2/014 1 113 I T6290198 I -EJ4A 15/2/014 130 I T6290216 I B02 15/2/014 1 114 I T6290199 I -EJ4C 15/2/014 131 I T6290217 I B03 15/2/014 1 115 I T6290201 I --EJ7 15/2/014 132 I T6290218 I B04 15/2/014 1 116 I T6290202 I -ERA 16/2/014 133 I T6290219 I B05 15/2/014 1 117 I T6290203 I -ERB 15/2/014 134 I T6290220 I B06 15/2/014 1 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin (old) My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. %%QU 1 N OP:•• 68182 10 � :. � STATE OF :� A� E�C? FL Cert. 6634 May 2,2014 t Velez, Joaquin (old) 1 of 2 RE: 26768 -Baxter Residence Site Information: Customer Info: Mel-Ry Construction Project Name: Baxter Residence Model: Lot/Block: Subdivision: Venture Out Address: 10701 South Ocean Drive, #612 City: Jensen Beach State: Florida No. Seal# Truss Name Date 35 IT6290221 IB07G 5/2/014 136 IT6290222 I C01 15/2/014 137 IT6290223 I CO2G 15/2/014 1 2 of 2 Job Truss russ Type city Ply Baxter ResidenceT6280186 11T 26768 -CJ1 ack-Open 1 1 o otion East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 20 2014 MiTek Industries, Inc. Fri May 02 11:57:05 2014 Page 1 I D:NKSGRtOQQPETFniUXdbXUSzKcxO-MfvzyTWeiPJJin5MLzgLMoUzJgIpLUIZIxukE7zKZEi 1-0-0 1-0-0 2x4 = Provide bearing connection(s) to resist horizontal reaction(s) shown. LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) I/defl L/d TCLL 30.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 6 n/r 120 TCDL 15.0 Lumber Increase 1.33 BC 0.10 Vert(TL) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=109/Mechanical, 3=0/Mechanical Max Horz 2=-292(LC 4), 3=340(LC 4) Max Uplift 2=-251(LC 4) Max Grav 2=116(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-358/169 BOT CHORD 1-3=-153/340 Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight: 3 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. 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. NOTES 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 251 lb uplift at Joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,•%` 00 IN 1 N 68182 / oo � ` % FL Cert. 6634 1 May 2,2014 ® WARNING-yedfydeslan pammemrs and READ 107ES OM 7NTS AM IMILIDED MITEKREFEREKE PAGE MII.7413 m. II2S/20i1 AFF6AEUL Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Mal, � 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Salaty Informs''IIon vo' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA zg2314. If SouthcrnPtne��SP' lumberisspettlied,thedesignvaluesareihase ifettive06/Q1J2013byAtiC Tampa, FL 33610-4116 Job Truss Truss Type Qty Ply Baxter Residence T6290187 26768 -CJ1A Jack -Open 1 1 ' ob Refere ce o do al East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Fri May 02 11:51:54 2014 Page 1 ID: NKSGRtOQQP ETFniUXdbXUSzKcxO.86eV5OJaxdWLotAlOBmO3D6rXJ9TzgJoE33npezKZJZ 0.11-4 1 0 6.11.4 0-0-1 Scale = 1:6.2 2x4 = 3x3 =8 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.03 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.07 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 3 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. 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 sallatigili ggide. REACTIONS. (lb/size) 1=-44/Mechanical, 1=-44/Mechanical, 3=13311-0-0 Max Uplift l=-51(LC 9), 1=-44(1_C 1), 3=142(LC 5) Max Grav 1=43(LC 4), 3=160(LC 10) 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; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 1 and 142 lb uplift at joint 3. 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. FL Cert. 6634 May 2,2014 AwARN-n 9edfldesi ;, nmeren and AEADWVS ON 7111S AND 1=11170 1411£KRFFrRr:MF. MieENII-T473,u. I1291201411HOWME Design valid for use only with M11ek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �, Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1f5outhernP"ine�51?�lumberisspe6 ed,thedesignvaluesarethasl:effoctive06 0112013.byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Baxter Residence T6290188 26768 -CJ3 Jack -Open 1 1 Job e e e ce o bona East Coast Truss, Fort Pierce, FL. 34946 3-0-0 3-0-0 f.b2U a Apr 22'4u14 MI I eK Inausir es, Inc. rri May uL 11:J1:o4 zu i4 rage i ID: NKSGRIOQQP ETFniUXdbXUSzKcxO-86eV5OJaxdWLotA108mO3D6oKJ5CzgJoE33npezKZJZ Scale = 1:9.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.00 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.34 Vert(TL) 0.00 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=70/Mechanical, 6=270/0-8-0, 5=-161Mechanical Max Horz 6=147(LC 5) Max Uplift2=-125(LC 5), 6=-490(LC 4), 5=-16(LC 9) Max Grav 2=100(LC 10), 6=294(LC 9), 5=66(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 2, 490 lb uplift at joint 6 and 16 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I N''V P. .......... �`�,, ,� • �' F ••�•� 00 i N 68182 :� T OF FL Cert. 6634 May 2,2014 AWARKM-Vedfpdesian pa umerers and READ M17ESCH7WISAND 1M11lDED MITEKREFEREACE PAGE M11-1473 re.. 112912014aEFDRE05E 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 responsibillify of the MOWerector, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. , Safety Information va able from Truss Plgte Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 if5authernPine�SP tumber lsspecified,thedesignvalues are thoseeffective 0112MbyAlSC Job Truss Truss Type Qty Ply Baxter Residence T6290189 26768 -CJ3A Jack -Open 1 1 Job efe a ce o do a East Coast Truss, Fort Pierce, FL. 34946 2x4 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 3-0-0 7.520 s Apr 22 2014-MTek Industries, Inc. Fri May 07 11:51:55 ZU14 Page 1 I D: NKSGRtOQQP ETFniUXdbXUSzKcxOcJCtIMKCixeBP 11yysHFbQfzdjTbiHZxSioLM4zKZJY m d Scale = 1:9.6 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TC 0.20 Vert(LL) 0.01 5-8 >999 240 MT20 244/190 BC 0.21 Vert(TL) -0.01 5-8 >999 ' 180 WB 0.00 Horz(TL) -0.00 1 n/a n/a (Matrix-M) Weight: 9 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=179/0-8-0, 2=1 01 /Mechanical, 5=45/Mechanical Max Harz 1=147(LC 5) Max Uplift1=-176(LC 4), 2=-168(LC 5), 5=-28(LC 4) Max Grav 1=213(LC 9), 2=136(LC 10), 5=55(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-283/262 BOT CHORD 1-5=-356/323 NOTES- 1) Wind: ASCE 7,10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 1, 168 lb uplift at joint 2 and 28 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 2,2014 A RAWMT1-Verfydesign pammet ..wd RFi1D A07FS C7F.7fff5 AhV 1=11DED MrTEKR£FEREACS PACE Mrf-7473 rea 112912014BEFOMM �,*�■■ 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 ��Y�• - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilllty of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormation vappable from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 2314. IfSnuthemP"ine�SP)lumberiss{recified,thedesignvaluesarethoseeffective06 0112013byALSC Tampa, FL 33610-4115 Jab Truss Truss Type Qty Ply Baxter Residence T6290190 26768 -CJ5 Jack -Open 1 1 ob Refere ce o lio al East coast Truss, Fort Pierce, FL. 34946 6I 7.520 s Apr 22 2014 MITek Industries, Inc. Fri May 02 11:51:55 2014 Page 1 ID: NKSGRtOQQPETFniUXdbXUSzKcxO-cJCtIMKCixeBP1 IyysHFbQfsQjMfiHZxSioLM4zKZJY 5-0-0 Scale = 1:12.9 1-0.0 1-40 5-0-0 LOADING (psf) SPACING- 2.0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.67 TCDL 15.0 Lumber Increase 1.33 BC 0.65 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=146/Mechanical, 6=373/0-8-0, 5=26/Mechanical Max Horz 6=228(LC 5) Max Uplift 2=-249(LC 5), 6=-542(LC 4) Max Grav 2=199(LC 10), 6=421(LC 9), 5=63(LC 3) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL.. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.01 5-6 >999 240 MT20 244/190 Vert(TL) -0.01 5-6 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 15 lb FT = 0% BRACING• TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterlor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-0-0; cantilever left and right exposed ; end vertical 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 lb uplift at joint 2 and 542 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 2,2014 ®WARN7Fr,-V dfy desgn p—amrnn and READ AVVS ON 714TSAND JN=100 MtTEKBEFERENC$Pr1OE Nrr- 7423 m. 11n1201JaFfW_fPE Design valid for use only with Wek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the {vi iTek' erector, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I forma Iqn va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 !fSout�1cr71 bne�SP Iumherisspecified,thedesignvaluesarethoseeffectiveCT6/01/1013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Baxter Residence T6290191 26768 -CJ5A Jack -Open 1 1 ob Re ere ce o do a East Coast Truss, Fort Pierce, FL. 34946 5-0-0 2x4 = 7.520 s Apr 22 2014 MITek Industries, Inc. Fn May 02 11:51:55 2014 Page 1 ID: N KSGRtOQQP ETFniUXdbXUSzKcxO-cJCtIMKCixeBPl lyysHFbQfsAjQwiHZxSioLM4zKZJY LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plates Increase 1,25 TC 0.68 Vert(LL) 0.06 5-8 >971 240 TCDL 15.0 Lumber Increase 1.33 BC 0.44 Vert(TL) -0.06 5-8 >985 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TPI: (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=317/0-8-0, 2=168/Mechanical, 5=59/Mechanical Max Horz 1=228(LC 5) Max Upliftl=-298(LC 4), 2=-274(LC 5), 5=-21(LC 5) Max Grav 1=379(LC 9), 2=224(LC 10), 5=85(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-886/798 BOT CHORD 1-5=-1050/1045 Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 15 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterlor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-0-0; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 298 lb uplift at joint 1, 274 lb uplift at joint 2 and 21 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LO 1 N rVF i N 68182 T F : 4/` %O • . ,� 44/ .*01 ..N Al -EEC? n111111n FL Cert. 6634 May 2,2014 AWARMMA VerifydnsgnrnnmetersandREAD M77ESDM7NTSAMDIM UDE0MITEKREFEREfaPAGEMIl•7473maI/29/2Q148FT FUSE Design valid for use any with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �' Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown ■■Ni 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 6904 Parke East Blvd. Safety Information vai able fromlruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314, Tampa, FL 33610.4115 1i5outhernPine�SP lumbarisspetif ed:thedes1gnvalues are those ffectitiFe06 01/1013byALSC Job Truss Truss Type Ply Baxter Residence ]0ty T6290192 26768 -EJ2A Jack -Open 1 1 Job Reference (optional East coast Truss, Fort Pierce, FL. 34945 1-11-12 7.520 5 Apr 22 2014 MITBK Industries, Inc. Fri May 02 11:b1:bb 2014 Page 1 ID:NKSGRtOQQPETFniUXdbXUSzKcxO4VmFWiKgTEm21 BKBWZoU8eB8i7h_Rkp5hMYuuXzKZJX Scale =1:7.8 2x4 = 1.8-0 , 1-11-12 1-0.0 0-N 0.3.12 Plate Offsets (X Y)-- f1:0-2-0 Edeel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lld PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 4 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.71 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 2 n/a nla BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-11-12 cc 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 Installatioli guidg. REACTIONS. (lb/size) 3=3/Mechanical, 2=58/Mechanical, 4=156/0-8-0 Max Horz 4=96(LC 4) Max Uplift2=-106(LC 4), 4=-356(LC 4) Max Grav 3=6(LC 3), 2=73(LC 9), 4=159(LC 9) FORCES. (lb) -Max. Comp./Max. Teri. -Ail forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8211412 BOT CHORD 1-4=-4701961 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpl=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 2 and 356 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. tit I I N i N 68182 r i�: T OF 00 N pt� E �%% FL Cert. 6634 May 2,2014 ®WARNIM -Verify design pnnmarers ,sad READ fofi7ES GN TriISAND 7NLL111If-D MITEX REEEREM.Ff34GE MII• M73 m a I/t9/IOIdBFfOBEiLiE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and Is loran 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 MOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlorma Ion vat able from Truss Plate In tltute, 781 N. Lee Street, Suite 312, Ale andrla, VA 2314. if3nuthern ine7fiP�lumberisspesifie,thedeagnvaluesarethaneeflxectire(?61G112013try-AILSC Tempe, FL 33610.4115 Job Truss Truss Type Qty Ply Baxter Residence T6290193 26768 -EJ2B Jack -Open 1 1 ob Re ere ce o io al East Coast Truss, Fort Pierce, FL. 34946 7.620 s Apr 22 2014 MI I eK InDusines, inc. t-ri May u2 11:o1:oo 2u14 cage 1 ID: N KSGRtOQQP ETFniUXdbXUSzKcxO.4VmWi FKgTEm21 BKBWZoU8eB7V7ePRkp5hMYuuXzKZJX 2-6-8 2• 15 2.6.8 0- 7 Scale = 1:8.9 2x4 = -0.0 -&0 2-8-8 15 1-0-0 0.8.0 0-10-8 0. 7 Plate Offsets (X Y)-- 11:0-2-0 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.94 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 2=49/Mechanical, 4=219/0-8-0, 3=8/Mechanical Max Horz 4=122(LC 4) Max Uplift2=-77(LC 4), 4=453(LC 4) Max Grav 2=70(LC 9), 4=231(LC 9), 3=17(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-772/408 BOT CHORD 1-4=-455/885 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpl=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical 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. Q F/ 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. bottom In 3-6-0 tall by 2-0-0 wide will %. �%% QP• • G N E ,,••�� SAC`'• �� 5)' This truss has been designed for a live load of 20.Opsf on the chord all areas where a rectangle ,� fit between the bottom chord and any other members. jy 68182 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 2 and 453 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '�� T OF : � w 10 . III lilt FL Cert. 6634 May 2,2014 ®WARNIM. -V dfy des47n Aanvnerers and READ VOTES aN 7IRS AND IMIUDED MITERREFERENCE PAGE M11-7473 rea 112.91201dMOV115F. Design valid for use only with MiTek 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 ■■■��YYY■ 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 ANS1/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. It Soulthem Ptne�SPI lumber isspelc lied, the design values arei ithose a#fetGve 061011/3A13 byALSC Tampa, FL 33610.4116 Jab Truss Truss Type Qly Ply Baxter Residence T629D194 26768 -EJ3 Jack -Open 7 1 Jab Reference (optional) East DoaSt Tn1SS, Fort Pierce, FL. 34946 1.520 S Apr 22 ZU14 MITeK Inausmes, Inc. FTI May UZ I I:bl:5ti ZU14 Page 1 I D: NKSGRIOQQP ETFniUXdbXUSzKcxO-4VmFWiKgTEm21 BKBWZoUBeB7h7nVRkp5hMYuuXzKZJX 3-0-0 3-0-0 Scale = 1:9.6 1-0.0 1-40 3-0-0 , 1-a0 0-40 1-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.25 ,Vert(LL) 0.00 3-4 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.35 Vert(TL) 0.00 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc 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) 2=67/Mechanical, 3=17/Mechanical, 4=273/0-8-0 Max Harz 4=143(LC 4) Max Uplift2=-107(LC 4), 3=-18(LC 9), 4=-490(LC 4) Max Grav 2=93(LC 9), 3=62(LC 4), 4=297(LC 9) 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; Cat. ll; Exp D; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical 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 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ♦�� �/� N VF fit between the bottom chord and any other members. 6) Refer to for truss to truss connections. QU �� ♦♦ j 4P•' • • F ��� girder(s) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 2, 18 lb uplift at Joint 3 ��♦ ' �, E N S�'• �� ,� ••' �\ and 490 lb uplift at joint 4. lo 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N 66182 r �O :• T F10 10 •: �W nnffn�� FL Cert. 6634 May 2,2014 ® WARNIM9 •Verif f design pan, mew. uad READ M77ES GIV 71MAND 7MSUDED MITEKREFEREACF PAGE Mff-M73 ma 2f29/20I4BiE08Ei1SE ■■� 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 NOBTek' 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 Crlierla, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. S fety Inlormatlon voI able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 1�Southern tne� MlumberisspeiC ied,t:hedesign ualuesart—thosueffecYive06 R11013byALSC Tampa, FL 33610.4115 Job Truss Truss Type City Ply Baxter Residence T6290195 26768 -EJ3A Jack -Open 2 1 Job Re ere ce o t'o al east coast truss, i-on Pierce, t-L. 34y4b 2.6.0 1 .0"a Apr Z ZU14 ml l eK Inu—n-. n.. r,,.-Y—,Lo,ar cuw r'ayo, I D: NKSGRIOQQP ETFniUXdbXUSzKcxO-YhKdj2LS EYuvfLvK3HKjgrkHcW4yAB3EwOHRQzzKZJ W n A d Scale = 1:8.8 1-8-10 1-8-10 Plate Offsets (X Y)— I1:0-2-12 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.30 . Vert(LL) 0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.53 Vert(TL) 0.00 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 2=44/Mechanical, 3=-45/Mechanical, 4=270/0-8-5 Max Harz 4=170(LC 4) Max Uplift2=-102(LC 4), 3=-48(LC 9), 4=-842(LC 4) Max Grav 2=63(LC 9), 3=177(LC 4), 4=288(LC 9) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-378/127 BOT CHORD 1-4=-1221411 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Comer(3); cantilever left and right exposed ; end vertical 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 ``t,111111►111, responsibility of the fabricator to increase plate sizes to account for these factors. v i ry 3) Plates checked for a plus or minus 0 degree rotation about its center. `, Q • ...VF 04 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��, �.• • C, E N 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 S�••;' fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. N 6 8182 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 2, 48 Ib,uplift at joint 3 and 842 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .0�0:• T F • ���� ��o N A�► ��%% FL Cert. 6634 May 2,2014 ®WARAUP4-Venfydesign pannew aadREAD 1'A7ES GM RIIS,IIlD INQ.DDED MITEKREEEREtRIF FACE MII4413-112912016MO ENSE 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 SCSI Building Component 6904 Parke East Blvd. Safety Information va'uoble from Truss Plate In tltute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ii5outh MPine�SPtlumberissoecitie ,thedesixnvalues are thoseef#etriv-e06 01/2013byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Baxter Residence T6290196 26768 -EJ3B Jack -Open 1 1 Job Ref re ce o tional test coast i russ, Fon vierce, hL. 3494b 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.56 TCDL 15.0 Lumber Increase 1.33 BC 0.59 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 'Except' 1-4: 2x4 SP 285OF 1.8E REACTIONS. (lb/size) 2=47/Mechanical, 4=280/0-10-3, 3=8/Mechanical Max Horz 4=155(LC 4) Max Uplift2=-88(LC 4), 4=-986(LC 4) Max Grav 2=67(LC 9), 4=296(LC 9), 3=16(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2402/746 BOT CHORD 1-4=-921/3007 f.ozu s Apr" zuw muex maustnm,i nu. rm may uz haler cuw rayo i I D: NKSGRIOQQP ETFniUXdbXUSzKcxO-YhKdj2LS EYuvfLvK3HKjgrkDaW3_AB3EwOHRQzzKZJ W Scale = 1:8.2 2X4 = DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) -0.00 4 >999 240 MT20 244/190 Vert(TL) -0.00 4 >999 180 Horz(TL) 0.13 2 n/a n/a Weight: 10 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gu NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp D; Encl_GCpl=0.18; C-C Comer(3); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 2 and 986 Ito uplift at joint 4. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 2,2014 A WARNIM -Vesfy design parsmete,s sad READ WES UN THIS AM I=UDED NIRW IZEFERENFFAGE NII.7423 m. I1291201doffaff 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 Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa Ion vai able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria , VA ag2314 it5outflern tlre�fiP�lumberisspecified, the design values art those. effectiveOb/01/1013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Baxter Residence T6290197 26768 -EJ30 Diagonal Hip Girder 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MTek Industries, Inc. Fri May 02 11:51:58 2014 Page 1 ID: NKSGRtOQQPETFniUXdbXUSzKcxO-Ouu?xOM4?sOm GVU Wd_ryD3HS6wSCveIN9g1?yPzKZJV 3-5-2 3.5-2 2x3 11 2 3 Scale = 1:9.5 Plate Offsets (X Y)— r1:0-2-13 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.40 Vert(TL) -0.01 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4'SP No.2 TOP CHORD BOT CHORD 2x4 SIP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=75/Mechanical, 6=302/0-9-4 Max Horz 6=203(LC 5) Max Uplifts=-94(LC 4), 6=918(1_C 4) Max Grav 5=116(LC 10), 6=346(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-494/163 BOT CHORD 1-6=-159/525 Structural wood sheathing directly applied or 3-5-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation oulde NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Comer(3); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 5 and 918 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %,�,`,aU IN 11111 VF ,,��I %% 0P;.E N• �F '� i N 68182 .oo:• T F :•w 1C/ ` FL Cert. 6634 May 2,2014 ®WARNING v.,trydesign penmerersaad nEAD W7E5GTl7fir9AMlAaUDED MTTEXRffEREM.&PAGEM11-M73,er, I101202d"rMUSE 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 q�Tel.• MY® 1 K erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. If Sou the mPina�SP�lumherisspecified, the designvalues are these effec[ive06 Qi/2O13byAiSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Baxter Residence T6290198 I 26768 -EJ4A Jack -Open 1 1 Job Reference (optional) test Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITBK Industnes, Inc. I-n May UZ I I:51:56 ZU14 Page 1 ID: NKSGRtOQQPETFniUXdbXUSzKcxO-Ouu?xOM4?sOmGVU Wd_ryD3HRhwPrvelN9g1?yPzKZJV i 1-8-0 i 3.1-10 1-8-0 1-5-10 Scale = 1:9.8 2x4 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/7PI2007 CSI. TC 0.34 BC 0.62 WB 0.00 (Matrix-M) DEFL. in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) 0.03 (loc) Vdefl Ud 4 >999 240 4 >999 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 10 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins. BOT CHORD 2x4 SP No.3 'Except* BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 1-4: 2x4 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) 2-65/Mechanical, 4=259/0-8-0, 3=14/Mechanical Max Horz 4=150(LC 4) Max Uplift 2=-103(LC 4), 4=-497(LC 4) Max Grav 2=92(LC 9), 4=279(LC 9). 3=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-717/393 BOT CHORD 1-4=-444/837 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical 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. 1„111, ,���I, 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed fora load live %%`,`' QU I N VF 10.0 psf bottom chord live nonconcurrent with any other loads. • `+� 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. `�� ��. • G N ',•.� s�`••; ��� 6) Refer to girder(s) for truss to truss connections. • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 2 and 497 lb uplift at : N 68182 Joint 4. _+1k. .* 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 0loo T F :�� + e .400 ' FL Cert. 6634 May 2,2014 ®WARNING•Verifydesign p.7 meW.rsand A£AD IAT£SONVIISAND 1haU0E0 MIT£KREFEREN:F PAGE MII4473re0. Ifd9f2014890AEFUSE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilllty of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Critetlo, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Inlorma Ion Iva' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 2314. i1Southern "ine{SP fumherisspecified,thedesignuaLuesare those effective0fi 01f2a013byAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Residence [axter T6290199 26768 -EJ40 Jack -Open Girder 1 1 Job Referenceo ' East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 20 2014 MiTek Industries, Inc. Fri May 02 11:59:14 2014 Page 1 ID:NKSGRtOQQPETFniUXdbXUSzKcxO-4TCk1a4ZK1ZOhcS8PYeb57KoWgCg3oEZPWe3GBzKZCh 2-10-8 1 1-0-3 Scale = 1:9.4 1-2-15 2-10-8 3-10-9 3-1t12 1-2-15 1-7-9 1-0-1 0 -3 Plate Offsets (X Y): (1:0-0-1 0-0-11, MLO-2-13.0-0-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.01 5-6 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.62 Vert(TL) 0.01 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins. BOT CHORD 2x4 SP No.2 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) 5=-149/0-1-8, 3=171/Mechanical, 6=329/0-9-4 Max Horz 6=206(LC 4) Max Uplift 5=-248(LC 12), 3=-818(LC 6), 6=-988(LC 4) Max Grav 5=866(LC 6), 3=250(LC 12), 6=329(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-398/195 BOT CHORD 1-6=-232/412 WEBS 3-5=-901/239 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; Cat. ll; Exp D; Encl., GCpi=0.18; C-C Corner(3) 0-0-0 to 2-10-8, Exterior(2) 2-10-8 to 3-10-9; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) S. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 lb uplift at joint 5, 818 lb uplift at joint 3 and 988 lb uplift at joint 6. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 184 lb up at 2-10-8 on top chord, and 62 lb up at 2-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �,%0 QU t N 1 VF • N 68182 • T F :• 44/ • 4• �` /llllllil� FL Cert. 6634 May 2,2014 ®WAXNIf,r-Yeufrdesi0a paraareron aad RFAD A07ES CN VITS AM Mal/0CD MITW REFEREAKX A40C M11-7473 — 2/29120UHHOMME 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314 Tampa, FL 33610.4115 Its authernP"ine�5pjlumber -&specified, the design values are thos>~efietttue46 01/1013byALLSC Job Truss Truss Type Qty Ply Baxter Residence T6290189 26768 -EJ4C Jack -Open Girder 1 1 e East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-10=-90, 4-7=-20 Concentrated Loads (lb) Vert: 2=46(B) 11 =34(B) 7.510 s Jan 20 2014 MITek Industries, Inc. Fn May 02 11:59:14 ZU14 gage Z I D:NKSGRtOQQPETFniUXdbXUSzKcxO-4TCkl a4ZK1 ZOhcSBPYeb57KoWgCg3oEZPWe3GBzKZCh �1111111/1j1 1 N E N sF••' �'�'' N 68182 � ry. r :Xz r •� /r, 1 T F 1/11111111/ FL Cert. 6634 May 2,2014 ®WARNIAC•Venfidesignpa,amaW,—WAD A07FSCN7117SAMIN UDEDNITWREFF.REMFPACENN-7473n,&I/29J201Q81TCWV5E Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 68D4 Parke East Blvd. Safety Inlormap'In qqva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA zg2314. ]fSoutharnR"ine1SP lumberisspecified,thedesignvaluesarethoseeffective05)01/2013byALSC Tampa, FL 33610.4115 Job Truss Truss Type City Ply Baxter Residence T6290201 26768 -EJ7 Jack -Open 1 1 Job a ere ce o 'anal East Coast Truss, Fort Pierce, FL. 34946 7-0-0 7.bzu s Apr zz zu14 ml l eK Inausines, mc. rn may uz l l:oe:uu zuin raga I I D: NKSGRtOQQP ETFniUXdbXUSzKcxO-zG7m L4NLXTGU WodvIPtQIUMgYkOrNYogc_W61 IzKZJT Scale: 3/4"0' 1-ao 1-4-0 7-0-0 1-0-0 o-4-a 5-ao Plate Offsets (X Y)— 11:0-0-10 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.77 TCDL 15.0 Lumber Increase 1.33 BC 0.84 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 0.0 10.0. Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=215/Mechanical, 3=46/Mechanical, 4=501/0-8-0 Max Horz 4=269(LC 5) Max Uplift2=-317(LC 5), 4=-579(LC 4) Max Grav 2=279(LC 9). 3=93(LC 3), 4=567(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-487/391 BOT CHORD 1-4=-531/626 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.04 3-4 >999 240 MT20 244/190 Vert(TL) -0.09 3-4 >718 180 Horz(TL) 0.01 2 n/a n/a Weight: 22 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-11-4; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 ib uplift at joint 2 and 579 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 2,2014 ®WARNIM,-Veritydesga pa. —be. aad RFAD MU GN7IRSAN0 IMIUDE0 MIUKR£FEREMZPAGEM7I.7473 ma I12912014DEFaaF.M Design valid for use only with MTek connectors. This design is based any upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the ITeI�• FYI 1 i� WOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality,control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gva able from truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 if5auttrernP'irle`SP lumber isspecIiied,the design values are those effective4fi/01/1A13byAL5C Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Baxter Residence T6290202 26768 -EJ7A Roof Special 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Fri May 02 11:52:00 2014 Page 1 ID: NKSGRtOQQPETFniUXdbXUSzKcxO-zG7mL4NLXTGU WodvIPIQIUMjek9tNWYgc_W61 IzKZJT 1-6.8 7-0.0 r 1.8-8 5-5-8 N n N US II 6 Scale = 1:17.7 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC201 OrrP12007 CSI. TC 0.63 BC 0.26 WB 0.14 (Matrix-M) DEFL. in Vert(LL) -0.03 Vert(TL) -0.07 Horz(TL) -0.01 (loc) I/deft Ud 4-5 >999 240 4-5 >926 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 22 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS. All bearings 1-8-0 except Qt=length) 3=Mechanical, 4=Mechanical. (lb) - Max Horz 6=256(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 6=-215(LC 10), 3=-298(LC 5), 5=-512(LC 5) Max Grav All reactions 250 lb or less at joint(s) 6, 4 except 3=277(LC 9), 5=778(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-327/223 WEBS 2-5=-612/485 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 1-6-8, interior(1) 1-6-8 to 6-11-4; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 ,,11111111►/ jI, � plate grip IN V j# �� 2) Provide adequate drainage to prevent water ponding. 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 other live loads.••' �� PQ • • • •• F �� ��� O • G EN �� S'�••? �� a psf chord nonconcurrent with any ' 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 68182 fit between the bottom chord and any other members. � * � � * � 6) Refer to girder(s) for truss to truss connections. e 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 6, 298 lb uplift at joint 3 and 512 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T F : •� ,*41lee s .,N ALG rlrinn�`` FL Cert. 6634 May 2,2014 ®WARMUn•VerifydesgnPammcrmrsaadREADWTSGN7NNANDInalUDEDMITEKREfERENEPAGEMII•MI3m� I1d912011dtILTMWE 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 M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. If f5auIthemaFr'tne7SF lumberi5speltfieditthedesgnvaluesareithoseelffe tiireO6J01%2013hyAESC Tampa, FL336104115 Job Truss Truss Type City Ply Baxter Residence T6290203 26768 -EJ78 Roof Special 1 1 Job Reference (ootional) East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITeK Inausines, me. hri May uz i i:5L:ul 2u14 1-age i ID:NKSGRtOQQPETFniUXdbXUSzKcxO-RTZ8ZQOzlnOL7yC5160frhvwoBP26 LgreFfZkzKZJS 2.10.14 6-4-8 I 2.10-14 3.5-8 3x4 = 3x3 11 I*Iwrw Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.30 4-5 >247 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) -0.31 4-5 >241 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 6=339/Mechanical, 3=195/Mechanical, 4=144/Mechanical Max Horz 6=270(LC 5) Max Uplift 6=-299(LC 4), 3=-270(LC 5), 4=-104(LC 5) Max Grav 6=380(LC 9), 3=252(LC 10), 4=172(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-313/229 WEBS 1-5=-276/366 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-10-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. il; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 2-10-14, Interior(1) 2-10-14 to 6-3-10; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 6, 270 lb uplift at joint 3 and 104 lb uplift at joint 4. 9) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. AWARNIAG-Verify design pan, mntcrs a dflrAD Af17E90N T4r9AN0 INCLUDED MITEKREFER&KEME MII.7413 ma I/19/2014RFFORF-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 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 S fety Information gvauuable from Truss Plate In tltute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 t�5outherrillinelSP lu berisspatified,thedesianvaluesarethosel=ifectfveQ6 Q1ffG13byALSC QuIN N 68182 ��� W ` rr • ..t` %%% ►►n11fi1� r FL Cert. 6634 May 2,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Baxter Residence T6290204 26768 -EJ7C Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 t.DZu s Apr Z ZU14 MI I art Inau5me5, mc. rn Mey — i i:oc:u, cu w ray. 1 ID: N KSGRtOQQP ETFniUXdbXUSzKcxO-RTZ8ZQOzlnOL7yC5160frhvwf8Tl6_dgreFfZkzKZJS 0.7-15 3-9-0 5.2-8 r0-7-11 3-1-0 1.5-8 ,., f— 4.00112 3x4 = 3x3 11 Scale=1:17.3 3-9-0 • 1-5.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.08 6-7 >718 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.41 Vert(TL) -0.08 6-7 >712 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) -0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=151/Mechanical, 7=275/Mechanical, 5=123/Mechanical Max Horz 7=261(LC 5) Max Uplift4=-195(LC 5), 7=-300(LC 4), 5=-126(LC 4) Max Grav 4=203(LC 10), 7=321(LC 9), 5=149(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 6-7=-257/227 WEBS 2-6=-272/307 Structural wood sheathing directly applied or 5-2-8 oc purlins, except end verticals. Rigid ceiling directly applied or 1 G-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-9-0, Interior(1) 3-9-0 to 5-1-12; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 4, 300 lb uplift at joint 7 and 126 Ib uplift at joint 5._ 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 2,2014 ®WARNIMi •Vedtyde.srga paramemrs aadRFAA A0TE5ON7N7SAMJ IMUDED HITWR£FER.:XEME: MM?473 ma I/29/20211fIFonmE 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 ■�Y is for lateral support of individual web members only. Additional temporary bracing to Insure stabllity 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. So lety InformsLlon gvauable from Truss Plate In{tifute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfaJUtbetn inelr3�f)Iumbi'risspeiifie t11edE!MgnvaIuesarethosei�tLC]Nia� 01/2013byAL'SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Baxter Residence T6290205 26768 -EJ7D Jack -Open 1 1 Job e e e ce o tional test coast i russ, ran Fierce, FL. a4u4b f.otu s Z ca - w nn i rn mausmes, 11- r„ ,.,<y — , ,.: 4— 4V ,+ r=u= 1 ID:NKSGRtOQQPETFniUXdbXUSzKcxO-RTZBZQOzlnOL7yC5160frhvrHBNc6PgreFfZkzKZJS i 2-11-11 4.0-10 i 2-11-11 1-0-15 - �ea57 1X4 II 0 T N Scale=1:17.4 3x4 = r 2-11-11 2-11-11 4.0.10 1-0.15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.10 5-6 >483 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.81 Vert(TL) 0.08 5-6 >555 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) -0.20 3 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Instillation REACTIONS. (lb/size) 6=211/Mechanical, 3=78/Mechanical, 4=133/Mechanical Max Horz 6=292(LC 5) Max Uplift6=-287(LC 4), 3=-109(LC 5), 4=-291(LC 4) Max Grav 6=260(LC 9), 3=99(LC 10), 4=195(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-173/356 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; Cat. II; Exp D; Encl., GCpi=0.18; C-C Comer(3) 0-1-12 to 2-11-11, Exterior(2) 2-11-11 to 3-11-14; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 `,►{{111111/11� 3) Provide adequate drainage to prevent water ponding. `�� v I N 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ,,� PQ ......... responsibility of the fabricator to increase plate sizes to account for these factors. �� 0.,• � c E N S • • 5) Plates checked for a plus or minus 0 degree rotation about its center. �� �, F ••.� �i� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, i 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 �• N 68182 fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 287 lb uplift at joint 6, 109 lb uplift at joint 3 and 291 lb uplift at joint 4. • ; T O F :• 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 0040 • 4%'sS O N 111n 111►►►�� FL Cert. 6634 May 2,2014 ®WARMNO Ycdtrdrsrt7nranmeoenandRFADAOTFSOAF 7NTSAND Iht1UDEDMITEKREFERE&CEPAGEMII.7473rewIJ24J201dBFFOREHSE r� 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. itf5oulthe aaixtewvumberisspPel6fieVithedelsgnualueessaSetFias2eAlweipveOfi/01J2013byATS7; Tampa, FL33610.4115 Job Truss Truss Type Qty Ply Baxter Residence T6290206 26768 -EJ7E Jack -Open 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITeK Industries, Inc, I-rl May U2 11:bZ:Oz 2u14 raga 1 I D: N KSGRIOQQP ETFniUXdbXUSzKcxO-vf7WmmPb34WCIGnlsgvuNvR7wXpWrSXz317C5BzKZJR 1.2-5 2-10-11 i 1-2-5 1-8-6 Scale = 1:14.8 51x4 II 6 3x3 I I i 1-2-5 ' 1-2-5 2-10-11 1-8-8 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.03 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.44 Vert(TL) -0.02 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.09 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 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 REACTIONS. (lb/size) 6=148/Mechanical, 3=93/Mechanical, 4=54/Mechanical Max Horz 6=217(LC 5) Max Upiift6=-216(LC 4). 3=-164(LC 5), 4=-96(LC 5) Max Grav 6=196(LC 9), 3=126(LC 10), 4=89(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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; Cat. II; Exp D; Encl., GCpl=0.18; C-C Comer(3) 0-1-12 to 1-2-5, Exterior(2) 1-2-5 to 2-9-15; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 lb uplift at joint 6, 164 lb uplift at joint 3 and 96 lb uplift at joint 4. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 2,2014 ,&WARNIAG •Verify design Aarsraeexa and RFAD W ESGN7N7SAND 1M.UDED MITEKREFEREAC£PAGE Mll-2473 ren I1791201dWOMUSE 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 responslblllity 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. IfSau111ernPine7SP}Iumberisspecified,thedesianvaluesarethoseeffective06 101/2013byAUC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Baxter Residence T6290207 26768 -HJ7 Diagonal Hip Girder 1 1 Job efere ce o do al East Coast Truss, Fart Pierce, FL. 34946 7.620 s Apr 22 2014 MiTek Intlustries, Inc. Fri May 02 11:52:02 2014 Page 1 I D: NKSGRIOQQP ETFniUXdbXUSzKcxO-vf7WmmPb34WC16nlsgvuNvROBXmnrNjz31?C5BzKZJR 7-7-1 9-10-1 7-7-1 2.10 Scale = 1:18.4 44 \\ 2.83 12 2 13 12 1 3x4 = 14 15 3xB II 2x4 11 3 4 5x5 = 5 1-44 1-9-14 9-9-11 9-1 -1 1-4-4 0-5-10 7-11-13 046 Plate Offsets (X Y)-- f1.0-0-5.Edoel, fl:0-4-11.0-0-11 f6:0-2-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.83 TCDL 15.0 Lumber Increase 1.33 BC 0.62 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) DEFL, in (loc) I/defl Lid PLATES GRIP Vert(LL) 0.19 6-11 >599 240 MT20 244/190 Vert(TL) -0.30 6-11 >380 180 Horz(TL) -0.01 6 n/a n/a Weight: 38 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 6=595/Mechanical, 1=665/0-11-5 Max Harz 1=421(LC 5) Max Uplift6=-766(LC 5), 1=-897(LC 4) Max Grav 6=757(LC 19), 1=837(LC 18) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-337/307, 1-12=-883/826, 12-13=-8581851, 2-13=766/783, 3-6=-232/260 BOT CHORD 1-7=-560/400, 1-14=-994/873, 14-15=-994/873, 6-15=-994/873 WEBS 2-6=-978/1202 Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. Rigid ceiling directly applied or 5-6-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Corner(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 9-10-1; 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 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 766 lb uplift at joint 6 and 897 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 281 lb down and 243 lb up at 4-1-14, 255 lb down and 200 lb up at 4-1-14, and 281 lb down and 349 lb up at 6-11-13, and 262 lb down and 324 lb up at 6-11-13 on top chord, and 39 lb down and 48 lb up at 4-1-14, 65 lb down and 38 lb up at 4-1-14, and 53 lb down and 41 lb up at 6-11-13, and 41 lb down and 12 lb up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=90, 3-4=-90, 5-7=-20 ®WARMIM •Verily design panmema snd READ W7E50N774TSAND IM.VDED MITEKREFEREACEPAGE Nrl-M73 m.a 1jd9/20[QHE}'aNEtfS£ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterlo, DSB-89 and BCSI Building Component Salety Inlormatlon va'UUable from Jruss PIaJe In titute, 781 0. Lee Street, Suite 312, Alexandria, VA zz2314 1f 5outhem Pine ISPV lumber issnecif el�, thedestzr1 values are those effective 06)01f1013 byALSC rr�r�J# UIN%V •, %•�oPQ .....•• F�4 * : N 68182 XZ 0:• T OF '•1 •� FL Cert. 6634 May 2,2014 MiTek° 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Barter Residence T6290207 26768 -HJ7 Diagonal Hip Girder 1 1 ob Refe a ce o tional East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITek Industries. Inc. Fri May 02 11:52:02 2014 Page 2 I D: NKSGRIOQQP ETFniUXdbXUSzKcxD-vf7WmmPb34WC16nlsgvuNvR08XmnrNjz317C5BzKZJR LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 12=10(F=-11, B=20) 13=-134(F=-78, B=-56) 14=-B(F=-25, 8=17) 15=-46(F=-39, B=-7) OP �G E N S ..�� #1b 82 lo 'Cl ��OF : 4 FL Cert. 6634 May 2,2014 ®WARNMU•VadPy design parxmam,s,ond READ AjV..SG!i 711SAND I=00 H1UW £rr.REAU PAGE M117473 ma 1/29/201daffOREN3E - 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 iw iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa ion va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. If Southern ine�SP 1um11erisspecified, the design values are those effective06 0112013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Baxter Residence. T6290208 26768 A01 Common 4 1 Job Reference o li al East Coast Truss, Fort Pierce, FL. 34946 7.520 S Apr 22 2014 MITeX Industries, Inc, Fri May 02 11:b2:U3 204 Page 1 ID:NKSGRIOQQPETFniUXdbXUSzKcxO-Nrhu 5QDgOe3NGMUQXQ7w6_9Ox2ianv7lykmedzKZJQ B-0-14 8-40 11-4-0 14-4-0 , 16-7-2 22-8-0 , 6-D-14 2-3-2 3-0.0 3-0.0 2-3-2 6-0.14 Scale = 1:37.9 4.00 12 3x4 = 3x8 = 24 3x8 = 25 3x4 = 3x10 M18SHS = 3x4 = fixe II 3x6 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr NO Code FBC201 O/TP12007 CSI, TC 0.95 BC 0.89 WB 0.55 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 `Except* 1-3,9-11: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1332/0-8-0, 11=1262/0-8-0 Max Horz 1=2(LC 5) Max Uplift 1=-693(LC 4), 11=-660(LC 5) Max Grav 1=1581(LC 9), 11=1496(LC 9) DEFL. In (loc) I/dell Ud PLATES GRIP Vert(LL) 0.3412-14 >810 240 MT20 244/190 Vert(TL) -0.6412-22 >426 180 M18SHS 244/190 Horz(TL) 0.09 11 n/a n/a Weight: 91 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-6-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-866/317, 1-23=-3054/1162, 2-23=-3023/1184, 2-3=-276111062, 3-4=-2719/1065, 4-5=-2569/1029, 5-24=-227/497, 6-24=-208/542, 6-25=-214/567, 7-25=-233/522, 7-8=-2545/1030, 8-9=-2786/1104, 9-10=-2834/1101, 10-26=-3282/1312, 11-26=-3346/1295 BOT CHORD 1-15=-335/883, 1-14=-99712775, 13-14=-786/2494, 12-13=-786/2494, 11-12=-1243/3081 WEBS 2-14=-489/284, 10-12=-788/446, 4-14=-145/457, 8-12=-265/747, 5-7=-3189/1311 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; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-4-0, Exterior(2) 11-4-0 to 14-5-12; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 3. 5) Plate(s) at joint(s) 3 checked for a plus or minus 5 degree rotation about its center. 6) Plate(s) at joints) 6, 9, 1, 1, 13, 14, 2, 12, 10, 11, 4, 8, 5 and 7 checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 2-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 693 lb uplift at joint 1 and 660 lb uplift at joint 11. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down at 10-4-0, and 50 lb down at 12-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard I6 FL Cert. 6634 May 2,2014 ®WARNlAJ3 •Yedfr design panmeurx •nd READ AA7ESQN7NrSAND lNaUDFD M1rE#RFFFRENCEPACr Mll-M23 m.w 1/191201JVEFOSE 15E 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, st ?dge, delivery,•erection and bracing, consult ANSI/TPI1 Quality Ctiterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. l�SoutheMPiale�fiP lulmlursse from spelcifieate d,ViediesignVuesareitthoseelffel OSexandria J�U1%41013:byALSC Tampa, FL33610.4115 Job Truss Truss Type Qty Ply Baxter Residence T6290208 26768 A01 Common 4 1 Job a ere ce o tional East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-90, 6-11=-90, 15-20=-20 Concentrated Loads (Ib) Vert: 24=-50(F) 25=-50(F) 7.520 s Apr 22 2014 MITek Industries, Inc. Fri May 02 11:52:03 2014 Page 2 ID:NKSGRtOQQPETFniUXdbXUSzKcxO-Nrhu_5QDgOe3NGMUQXQ7w6 9Ox2ianv7lykmedzKZJQ 00l N � OF 4*N 818••OF :�� ` C? e FL Cert. 6634 May 2,2014 WARNIM3 •Vent yde.snn panmcren -d R£4D WES ON THIS AM JAY20DE'D MTTEKRETE1a.'WT PAGE: M11-7473 tea IIlSJ1 Did SEEaREEJSE 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 responslbillity of the Welk' fabrication, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S lety Informs Ion vo' able from Truss Plate In tit_, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Baxter Residence T6290209 26768 A02 Roof Special 2 1 o e ere ce o do al East Coast Truss, Fort Pierce, FL. 34946 r.D2u s Apr z2 zu14 mu eK mausmes, inc. rn may uz n:oz:u4 zui4 rage I I0:NKSGRtOQQPETFniUXdbXUSzKcxO-r1FGBRRrbimw Qxg_FyMTKXLBLPhJB7GXcUJA3zKZJP 5-1-1 9-4-0 11-4-0 16-04 22.8-0 r 5.1-1 4.2-15 2.0.0 4-8.4 8-7.12 4.00 12 4x6 = Scale = 1:38.7 4x4 = 5x8 II 3x8 = 2x4 II 3x10 = -0.0 1 4 5-1-1 9-4-0 -10-0 16-9-2 22-8-0 0.4- 3-9-1 4-2-15 2-6.0 4-11-2 5-10-14 Plate Offsets (X Y)-- 11:0-0-4 Edoel 11:0-3-6 Edoel 15:0-2-12 0-1-81 111:0-2-0 0-3-01 113:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.46 9-10 >591 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.78 Vert(TL) -0.77 9-10 >352 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.32 8 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 104 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-1 oc purlins. BOT CHORD 2x4 SP No.1 'Except* BOT CHORD Rigid ceiling directly applied or 4-0-15 oc bracing. 4-12: 2x4 SP No.3, 10-11: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installationd Left: 2x4 SP No,3 REACTIONS. (lb/size) 1=1302/0-8-0, 8=1191/0-8-0 Max Uplift 1=-755(LC 4), 8=-694(LC 5) Max Grav 1=1456(LC 9), 8=1332(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-840/396, 1-22=-2672/1282, 2-22=-2641/1300, 2-3=-389511903, 3-23=-3846/1906, 4-23=-3828/1915, 4-5=-3944/2021, 5-24=-3872/1894, 6-24=-3891/1877, 6-7=-3931/1870, 7-25=-5181/2513,8-25=-5252/2493 BOT CHORD 1-14=-365/777, 1-13=-1117/2439, 4-11=-343/281, 10-11 =-1 376/3254, 9-10=-2279/4957, 8-9=-2279/4949 WEBS 11 -1 3=-1 076/2341, 2-11 =-514/1165, 5-1 0=-713/1663, 7-1 0=-1 301/731, 5-11 =-426/658, 2-13=-805/433 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; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-4-0, Exterior(2) 11-4-0 to 14-4-0; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 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 755 lb uplift at joint 1 and 694 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 2,2014 ®WARNIM•VedTydasgnFaramsrrsandREADMITES6N7111SAM)1ACINDEDMtTEKREFEREN7cFACEM114473maI/29/201JEM flEU3£ Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Informatfion gvaifoble from Jruss Plate Institute, 781 N. Lee ggfreet, Suite 312, Alexandria, VA 2314 it5outhernP'ine SP lumherisspecitled,thedesignuauuesarlthosttffectivsOfi Ol/iOl3byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Baxter Residence T6290210 26768 A03 Scissor 1 1 Job Reference(optional) East Coast Truss, Fort Pierce, FL. 34946 /.ozu a AprZZ Zu14 mi I eK Inum-i-, — rll ry y — i I.5Z.uu cv I+ ray. ID: NKSGRtOQQP ETFniUXdbXUSzKcxO-JEpfPnRTM7uncZWtXyTb7X3XtlmO2f6PmGDtiVzKZJO 1-8-0 6-6-0 11-4-0 16-6.2 I 22-8-0 1-8-0 4-10.0 4-10-0 5-2-2 8-1-14 Scale = 1:38.5 4.00 12 4x4 = 3x4 = 12 8% 2.00 12 x8 3x8 Plate Offsets (X Y)-- (12:0-1-12 0-2-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.44 9-10 >572 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.75 Vert(TL) -0.75 9-10 >335 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.31 8 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 98 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 4-2-7 oc bracing. 8-10: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 'Except' be installed during truss erection, in accordance with Stabilizer 2-11: 2x4 SP No.2 Installation guide, REACTIONS. (lb/size) 8=1139/0-8-0, 12=1354/0-8-0 Max Uplift8=-662(LC 5), 12=-976(LC 4) Max Grav 8=1274(LC 9). 12=1494(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-563/150, 2-19=-3527/1594, 3-19=-3460/1619, 3-4=-3218/1505, 4-20=-3175/1509, 5-20=-3162/1526, 5-21=-3562/1713, 6-21=-3572/1696, 6-7=-3624/1691, 7-22=-4955/2379, 8-22=-5020/2361 BOT CHORD` 1-12=-1841674, 11-12=-210/304, 10-11=-1433/3287, 9-10=-2159/4744, 8-9=-2157/4732 WEBS 2-12=-1481/921, 2-11=-1691/3441, 3-11=-338/258, 3-10=-496/212, 5-10=-688/1652, 7-10=-1373/774 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' • �� Qv N VF' ,, �� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Intertor(1) 3-0-0 to 11-4-0, Exterior(2) 11-4-0 to 14-4-0; cantilever left and right exposed ; end vertical left ��� QP •""• • �e E N 5+�., eee VE and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 •. i 3) All plates are MT20 plates unless otherwise indicated. N 68182 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ►4�'WN fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity •� 1; _O F Z 411 of bearing surface. 8) Provide connection (by others) of truss to bearing capable of withstanding 662 lb uplift at joint 8 and 976 lb uplift at 00 ee0 Q:•• �� mechanical plate %� e9) joint 12. "Semi including heels" Member end fixity model was used in the analysis and design of this truss. -rigid pitchbreaks ,`�►1� FL Cert. 6634 May 2,2014 CYriRNRXi Y!rity rte.sign panmea:rs and riF.AD FO7ESC:N 7tdrS AM1IiXStl17LFI MIyFK'RffERFMTi MCE Fr77-M13 rraa 3fd9J7(tid bFXJA£t1.SE �! Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, D56-89 and BC51 Building Component 6904.Parke East Blvd. Solely Inlarma1[on vapoble from Truss Plate Institute, 781 N. Lee Street, Suite 312Alexandria, Vq 2314. Tampa, FL 33610-4115 ftSouther3ine�SRplumbetisspecified,the desgnvalues are thosieffectW 0112013 by ALSC Job Truss Truss Type Ply Baxter Residence �Qty T6290211 2676E A04 Roof Special 1 1 Job Reference(optional) East Coast Truss, FOn Pierce, FL. 34945 J.oZU S Apr L'L zul4 MI I OK mausmes, Inc. rn may uz 1 uoe:uo co 14 rage I ID: NKSGRtOQQP ETFniUXdbXUSzKcxO-JEpfPnRTM?uncZWtXyTb?X3XUIiz2gtPmGDtiVzKZJO 12-9-4 i •8-0 6-6-0 11.4-0 11 17-2.2 22-M 4 1-8-0 4-10-0 4-10-0 0- 1-3-0 4-5-8 5.54 Scale = 1:38.7 4.00 F12 44 = 3x4 3x8 = 13 2.00 12 3x10 = 5x8 M18SHS = 11.0-0 1-8-0 6-6-0 11-6-4 12-9.4 22-8-0 _I 1-0-0 0-8-0 4-10-0 5-0-4 1.3-0 9.10.12 Plate Offsets (X Y)-- f1:0-8-10 0-0-41 f2:0-2-8 0-0-81 f4.0-3-0 Edgel 17:0-2-0 Edael f10:0-2-4 0-2-81 f11:0-2-8 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.60 11-12 >420 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.97 Vert(TL) -0.99 11-12 >254 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 94 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,7-9: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E *Except* MiTek recommends that Stabilizers and required cross bracing 1-13: 2x4 SP No.1, 10-11: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 Installettigo REACTIONS. (lb/size) 9=1179/0-8-0, 13=1314/0-8-0 Max Uplift9=-683(LC 5), 13=-956(LC 4) Max Grav 9=1319(LC 9), 13=1450(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3180/1401, 2-20=-3646/1648, 3-20=-3614/1669, 3-4=-3479/1640, 4-21=-3449/1645, 5-21=-3444/1662, 5-6=-3656/1799, 6-22=-4181/1992, 7-22=-4199/1980, 7-8=-4250/1977, 8-23=-5258/2609,9-23=-5318/2591 BOT CHORD 1-13=-1651/3295, 12-13=-1445/3320, 11-12=-1468/3361, 10-11=-1713/3997, 9-10=-2390/5034 WEBS 2-13=-1529/928, 3-11=-308/250, 6-11=-960/517, 6-1 0=-1 87/556, 8-1 0=-1 025/688, 5-11=-852/1830 Of;11111111/1/ NOTES- IN. V�C� 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; Cat. it; Exp D; Encl., GCpi=0.18; `,OPQV �I %% �� ' • '*G E NS+ ••.• �� '• •• �i C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-4-0, Exterior(2) 11-4-0 to 14-4-0; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All are MT20 unless otherwise indicated. N 68182 • * ; �: plates plates 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. • by 2-0-0 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 wide will i Z fit between the bottom chord and any other members, •; T F 0:- 000 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity P •' of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 683 lb uplift at Joint 9 and 956 lb uplift at 0� Q ��,� �j, s •• C?,�� 9)1 - Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 2,2014 AwARNR'>3-ve,mrdesgn Parmewa and RFitD PATES ON MIS AM JRt'1.rMED METEKREFEREWX PAGE M11-M73 Me 1/29/2014BEFOUME Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S fefy Informs''IIon va ble ham Jruss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 1I'Sauthern4rine7SP Iumberlsspetlfie the designvaftiesare those effecravtOfi 01/1013byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Baxter Residence T6290212 26768 A05 Hip 1 1 Job eference o iona East Coast Truss, Fort Pierce, FL. 34946 6-9-14 7.520 s Apr 22 2014 MITek Industries, Inc. Fri May 02 11:52:06 2014 Page 1 ID: NKSGRtOQQPETFniUXdbXUSzKcxO-nQN1c7S66JOeEj535g_gYlckg92ynBoZ wzQFyzKZJN 11-8-0 4-0 s- 4 4-6A 8-5-12 0.4-0 Scale = 1:38.6 4x4 = N Id = II 4x4 = 5x8 4x4 1x4 I 3x6 = 3x8 = 11-8.0 1-011r4-g 11-0-0 11-4-0 16-2-4 22.8.0 1-0-0 0�41 9-8-0 0-4- 4-64 6-5-12 r 0-4-0 Plate Offsets (X,Y)-- 11:0-3-14.Edoe1. 11:0-0-4 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.21 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.92 Vert(TL) -0.50 8-16 >542 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 94 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. 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 Insfallatioa guide. REACTIONS. (lb/size) 5=1211/0-8-0, 1=1282/0-8-0 Max Horz 1=-11(LC 4) Max Uplift 5=-721 (LC 5). 1=-760(LC 4) Max Grav 5=1354(LC 9), 1=1433(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-790/352, 1-17=-2631/1373, 2-17=-2562/1399, 2-18=2077/1093, 3-18=-2066/1119, 3-19=-2024/1118, 4-19=-2085/1094, 4-20=-2844/1486, 5-20=-291211466 BOT CHORD 1-12=-410/754, 1-8=-1207/2387, 7-8=-130412664, 6-7=-1304/2664, 5-6=-1375/2664 WEBS 2-8=-603/459, 4-8=-901/568, 3-8=-332/772 NOTES- 1) Unbalanced roof live loads have been considered for this design. ��1r►►►� �+!!!!It . N 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; ,``Q0I V, f; `�� C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-4-0, Exterior(2) 11-4-0 to 15-6-15; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 `% 0Q`•......... I� .%' •• �G E N & •••. Z •• �' �i 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. ;• Nc 68182 •; 5) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * ; fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 721 lb uplift at joint 5 and 760 lb uplift at .: joint 1. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, i T F � . 1.v 0 40 !inn►►►r FL Cert. 6634 May 2,2014 ®WARN1M-0!nfydW9,.p—mmon. and RFAD WTESGN 71WITAND=110DED MtTFKREFEREAKX PAGE rr-34%3 rr.a .tfd9/T.00dBLFFY3AEt15.: 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 responslbillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314 ifS4ou rn tne�Sp1 lumber)«sfl�lfied ttredesign valuesarethe�effecfSuh06 Q1/"13toyAt.SC Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply Baxter Residence T6290213 26768 A06 Hip 1 1 Job efe ence o tonal East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Fri May 02 11:52:06 2014 Page 1 ID; NKSGRt0C QP ETFniUXdbXUSzKcxO-nQN1 c7S66JOeEj535g_gYlckD94tnCCZ_wzQFyzKZJN 5.6-7 9-0.0 13-8-0 17-1-9 _ 22-8-0 5-6-7 3-5-9 4-B-0 3-5-9 Scale = 1:38.6 4.00 08 = 20 4x4 = 21 4 3x4 = 3x4 = 3x8 = 5x8 I 3x6 = -0-0 1 4- 9-0-0 13.8-0 22.8-0 1-0.01Y4- 7.8-0 - 4-8.0 9-0-0 Plate Offsets (X Y)— 11:0-0-4 Edoel 11:0-2-14 Edgel 13.0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.23 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.80 Vert(TL) -0.38 7-12 >715 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight: 98 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-15 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 qUide, REACTIONS. (lb/size) 6=1210/0-8-0, 1=1283/0-8-0 Max Harz 1=13(LC 5) Max Uplift6=-752(LC 5), 1=-801(LC 4) Max Grav 6=1340(LC 9), 1=1421(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-772/412, 1-18=-262111537, 18-19=-2590/1543, 2-19=-254811554, 2-3=-2292/1370, 3-20=-2262/1412, 20-21=-226211412, 4-21=-2262/1412, 4-5=-2396/1425, 5-22=-2832/1741, 22-23=-2872/1730, 6-23=-2928/1718 BOT CHORD 1-13=-455/753, 1-9=-1364/2377, 8-9=-1107/2095, 7-8=-1107/2095, 6-7=-1557/2694 WEBS 2-9=-323/287, 3-7=-121/251, 4-7=-148/343, 5-7=-590/468 NOTES• 1) Unbalanced roof live loads have been considered for this design. ,��� (DLO N VF 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; ,�� 0P.• G E IV C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2)9-0-0 to 17-10-15, Interior(1) 17-10-15 to 22-8-0; cantilever left and ,� ' �••�\ SF•. right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. e : • N 6 8182 4) Plates checked for a plus or minus 0 degree rotation about its center. * ; •: 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. •: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 752 Ito uplift at Joint 6 and 801 lb uplift at T F joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,''i� •• , Q P:•• ��`�� // !l1t111111\�� FL Cert. 6634 May 2,2014 I WAAMtAG -Verity desi;7a pa'aerea?a aad READ AWTS W THTSAM ffk1VDED MLTSYREFF.REMYPAr[: ML1447.3 or. 1J29j24.[da}FfONET15.E Design valid for use only with Wek 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 responsiblllity, of the MiTek erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardipg fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety In[ormation 4vo' able from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2g14. 1fSouthernPinet`Sp, lumber isspecifledF,thedesignvaluesaretheetlecrive46�0 12013hy'AtSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Baxter Residence T6290214 26768 A07G Roof Special Girder 1 1 Job efe a ce o bona Last coast I russ, Fort Pierce, FL. 34e46 /.a2U s Apr'L'L zuiq mu ex inausines, inc, rn may uz , i;vz;ui — 19 ray. , I D: NKSGRtOQQPETFniUXdbXI)SzKcxO-FcwPpTTktd8VrtgFfNV34y9gTYR3WUHiDaiznOzKZJM 4-3-14 7-10-0 8-8-0 12-2.0 15-8-0 22-8-0 —4-14 3.6-2 0-10.0 3 3.6-0 3-6-0 7-M Scale = 1:39.5 5x8 M18SHS = 5x8 M18SHS = 4.00 12 3x4 = 5x8 M18SHS = 4x8 M18SHS = US = 7x8 11 7x8 = * 5x5 = 3x10 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TC 0.98 BC 0.74 WB 0.91 (Matrix-M) DEFL. in Vert(LL) 0.72 Vert(TL) -0.76 Horz(TL) -0.14 (loc) Well L/d 7-9 >376 240 7-9 >358 180 6 n/a n/a PLATES GRIP MT20 244/190 M18SHS 2441190 Weight: 92 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E 'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc purlins. 2-3: 2x4 SP No.2, 3-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-2-6 oc bracing. BOT CHORD 2x4 SP 2850F 1.8E MITek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installgilgli g1jide, Left: 2x4 SP No.3 REACTIONS. (lb/size) 6=2023/0-8-0, 1=1878/0-8-0 Max Horz 1=23(LC 15) Max Uplift 6=-1 971 (LC 5), 1=-1833(LC 4) Max Grav 6=2325(LC 19), 1=2174(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1402/1269, 1-18=-4499/4097, 18-19=-4468/4101, 19-20=4402/4118, 2-20=-4392/4101, 2-3=-5442/5098, 3-21=-5085/4767, 4-21=-508514767, 4-22=-5488/5023, 5-22=-5488/5023, 5-23=-5687/5176, 6-23=-5773/5144 BOT CHORD 1-13=-1222/1360, 1-24=-3734/4122, 24-25=-3734/4122, 9-25=-3734/4122, 9-26=-5163/5679,8-26=-5163/5679,8-27=-5163/5679,7-27=-5163/5679,6-7=-4750/5352 I ��j�� WEBS 2-9=-2666/2899, 3-9=-1794/1643, 5-7=-1025/1147, 4-9=-813/762, 4-7=-314/428 ,�, NOTES- 1) Unbalanced roof live loads have been considered for this design. `,,,�l�jl Q01V� , ``,QP ••" l� ,*- ' . '�G E N g+'•.• '• V F �� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3,opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; a C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-10-0, Exterior(2) 7-10-0 to 8-8-0, Interior(1) 15-8-0 to 22-8-0; cantilever left and right N 68182 • •; exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 * ; 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) for 0 its Plates checked a plus or minus degree rotation about center. i F .. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 3-6-0 tall by 2-0-0 T • �/� 7) This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle wide will fit between the bottom chord and any other members. • I� p P ••���� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1971 lb uplift at joint 6 and 1833 lb uplift at �j Sl' '• ; \� int 1. ,�� 9)1 Semi -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) 187 lb down and 231 (b up at 6-0-12, 168 lb down and 176 lb up at 7-10-0, 230 lb down and 254 lb up at 10-0-12, 255 lb down and 329 lb up at 12-0-12, and 268 Ib down and 358 lb up at 14-0-12, and 272 lb down and 377 lb up at 15-8-0 on top chord, and 79 lb down and 116 lb up at 6-0-12, 161 lb down and 311 lb up at 8-0-12, 117 Ito down and 146 lb up at 10-0-12, 140 lb down and 124 lb up at 12-0-12, and 48 lb down and 7 lb FL Cert. 6634 up at 14-0-12, and 715 lb down and 792 lb up at 15-7-4 on bottom chord. The design/selection of such connection device(s) is the May 2,2014 responsibility of others. �WARtiEAM 1hI'.7.UDEDM1rEKREFEREW1.PAW.W14473— I12912.016WMEt15E � 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 WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. S lety Informattion avat able ffrrom Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2 14. floutham inetSO= erissti-ecified,t'hedesignvaluesarethWeeffectiveG6 D 72O13byAtSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply BaxlerResidence T6290214 26768 A07G Roof Special Girder 1 1 Job Refers ce o t'o al East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Fri May 02 11:52:07 2014 Page 2 I D: NKSGRIOQQP ETFniUXdbXUSzKcxO-FcwPpTTktd8VrtgFfNV34y9gTYR3WUHiDaiznOzKZJM LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 3-5=-90, 5-6=-90, 10-13=-20 Concentrated Loads (lb) Vert: 2=12(F) 5=-125(F) 8=-124(F) 7=-602(F) 4=-105(F) 20=-3(F) 21=-61(F) 22=-124(F) 24=-34(F) 25=-113(F) 26=-103(F) 27=-24(F) FL Cert. 6634 :::] May 2,2014 ®WARMIMS-Ouffydesign Paramewa and RrAb MTES ON WTSAM 1W.100 MITFKREFERFAKt PAGE W1.7473 ma I119120C4IarrC iInE Design valid for use only with Walk 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 ■■■��.�il• is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the Welk' fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S fety Informat�on va, ble from jruss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610-4115 1 Southern Pine�SPitumberissAecdied>thedcs7umvalues are thosetaffelTixa4S)Q1jd013try tSC Job Truss Truss Type Qty Ply Baxter Residence T6290215 26768 801 Roof Special 1 1 Job eference o tiona East Coast Truss, Fort Pierce, FL. 34946 /.6zu s Apr zz zu14 mu ex mausmes, mc. rn may uz 1 rocua cu w ray. , ID:NKSGRtOQQPETFniUXdbXUSzKcxO-kpUnlpUMewHLT1FRD50ldAh2hyjYF05sSESXJgzKZJL t12.8. 5-11-12 10-3-9 14-5.7 18-2-14 22-8.0 _ . 4-3.12 4-3.12 4-1-14 1-9-7 i6-5-2 4x4 = 7x8 — 2.00 12 2.00 112 20 4x10 M18SHS = 1.uu 11s Scale = 1:39.2 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.41 9 >619 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.98 Vert(TL) -0.72 10-11 >351 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.33 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 99 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 7-8: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1139/0-8-0, 11=1354/0-8-0 Max Horz 11=16(LC 4) Max Uplift7=-657(LC 5), 11=-978(LC 4) Max Grav 7=1275(LC 9), 11=1494(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-543/128, 3-19=-3393/1572, 4-19=-3343/1589, 4-20=-3266/1586, 5-20=-3290/1577, 5-6=-3965/1894, 6-21=-4881/2330, 7-21 =-4953/231 1 BOT CHORD 1-11=-157/648, 10-11=-1454/3101, 9-10=-1629/3737, 8-9=-2080/4611, 7-8=-2105/4662 WEBS 2-11=-526/500, 3-11=-3427/1876, 3-10=-180/400. 4-10=-436/1136, 5-10=-671/355, 5-9=-317/638, 6-9=-1058/592, 6-8=-160/433 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; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-3-9, Exterior(2) 10-3-9 to 13-3-9, Interior(1) 14-5-7 to 22-8-0; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 7 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 657 lb uplift at joint 7 and 978 lb uplift at joint 11. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 001 N 1 VFW C E N s'-.,��i��, i *: N 68182* • &� 0''i�sS ,,N , it I FL Cert. 6634 May 2,2014 WARVAG -Verily design and READ AVTTSCN WNAW RK21MED MITEKRE'FERMF PACE Myr-P47:11ea Ij].5/20idAFFCtIEi15E 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 n /� Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction is the responsiblllity of the 'y'iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety 1 formation vat11able from Truss Plate In{titute, 781 N. Lee Street, Suite 312, Alexandria, VA aa2314. Tampa, FL 33610-4115 It 5out�iern Rine�SP6lumbar issoerd$1e W tiledesign values are these effective 06 01J2013 hyALSC Job Truss Truss Type Qty Ply Baxter Residence T6290216 26768 B02 Roof Special 1 1 o e erenc o lion I East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Fri May 02 11:52:09 2014 Pagel ID:NKSGRtOQQPETFniUXdbXUSzKcxO-C?29E9U_PEPCSBpemoXXANEG2M63_PG?guB4rHzKZJK 1-8-0 9-1-11 13-6-8 17.11-0 , 19-8-7 , 22-8-0 r 1.8-0 7-5.11 4-4-11 4-4-11 1-9-7 2-11-9 4x6 = 4.00 r 2.00 1112 Scale = 1:39.2 8x8 % 2.00 12 1.00 b2- 3x8 = LOADING (pso TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.59 BC 0.77 WB 0.88 (Matrix-M) DEFL. in (loc) I/defl L/d Vert(LL) 0.41 9-10 >614 240 Vert(TL) -0.85 9-10 >295 180 Horz(TL) 0.26 7 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 101 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-4 oc purlins. 1-3: 2x4 SP 2850F 1.8E BOT CHORD Rigid ceiling directly applied or 4-3-5 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 2-10 8-10,7-8: 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 Installatloo ggide, REACTIONS. (lb/size) 11=1348/0-8-0, 7=1146/0-8-0 Max Horz 11=16(LC 4) Max Uplift 11=-980(LC 4), 7=-652(LC 5) Max Grav 11=1487(LC 9), 7=1281(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-765/269, 2-18=-3662/1632, 18-19=-3557/1652, 3-19=-3554/1671, 3-20=-3485/1680, 4-20=-3512/1671, 4-5=-4502/2074, 5-6=-4574/2070, 6-7=-4772/2319 BOT CHORD 1-11=-381/897, 10-11=-237/686, 9-10=-2049/4462, 8-9=-2110/4462, 7-8=-21�7/4479 WEBS 2-11=-1723/1149, 2-1 0=-1 244/2663, 3-10=-416/1146, 4-1 0=-1 122/641, 5-9=-86/286, , 6-9=-115/260 ��111111f►!!I NOTES- ♦♦�♦ V N V �I�� Q �j 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; Cat. II; Exp D; Encl., GCpi=0.18; ♦ E •, �� ��� NS to 22-8-0; left `♦ '� • \C C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-1-11, Exterior(2) 9-1-11 to 12-1-11, Interior(1) 17-11-0 cantilever and ,� �• �`'•�� right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. • N 68182 � * � � •� � 4) Plates checked for a plus or minus 0 degree rotation about its center. e 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �� .� T F 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 441 of bearing surface, 980 lb 11 652 lb at i fi P41 �j ♦ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint and uplift �.•• `♦ �i�� ssi • • .N joint 7. "Semi in the design this truss. .. �C? �♦ I�� 9) -rigid pitchbreaks Including heels" Member end fixity model was used analysis and of � AL ♦♦♦ 11111111j1�, FL Cert. May 2,2014 WARNIM3-Verifyda.s�j.pn+an+etnrs aad READ to'ITSON7NISAND IAt AHED t4rlErREFEREIKFFAGI.,'MII-2413m.a YJ2SJ2DidNIX'OflF.IRfF. 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 ■■■��.YYY■■■ 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 Inlorma''I'Ion GvailIable from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 11 uehemFluteiSSFFlumberissoectlied,-thedesignvaluesarethoseeffecceive4i6. t?llil)i3Lyr<tt. Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply Baxter Residence T6290217 26768 B03 Roof Special 1 1 Job Reference o ('anal East Coast Truss, Fort Pierce, FL. 34946 7.52U S Apr 222U 14 MI IeK Inausine3, Inc. Fn May u2 11:oz:1U 2ui4 rage 1 ID: NKSGRtOQQP ETFniUXdbXUSzKcxO-gBcYSVVcAYX3iLOgKV2mibmNxmUtjgtBvYxeOjzKZJJ 4.8.0 7.11-14 11.10.6 15-7-3 19-3-11 20.10.0 2 -4-1 22-8.0 3.0.0 3.3 14 3.10-9 3-8-13 3-8 13 1-6 0 8 1 1-3 6 Scale = 1:39.3 2,00 112 44 ZZ 4.00 12 4 28 5x6 = 1.00 12 8x8 % 2.00 12 8x12 zz 3x6 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010ITP12007 CSI, TC 0.84 BC 0.67 WB 0.99 (Matrix-M) DEFL. in (loc) I/defl L!d Vert(LL) 0.28 12-14 >813 240 Vert(TL) 0.47 12-14 >486 180 Horz(TL) 0.14 10 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244l190 Weight: 103 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-1-0 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 REACTIONS. (lb/size) 9=-1287/1-4-0, 10=2622/1-4-0, 17=1158/0-8-0, 9=-1287/1-4-0 Max Horz 17=16(LC 4) Max Uplift9=-1437(LC 9), 10=-1322(LC 4), 17=-890(LC 4), 9=-1287(LC 1) Max Grav 9=656(LC 4). 10=2930(LC 9), 17=1275(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-558/359, 2-26=-226211024, 3-26=-221511040, 3-27=-2653/1259, 4-27=-2653/1278, 4-28=-2570/1252,5-28=-2595/1244,5-6=-3434/1656,6-7=-2892/1331,8-9=-1448/3221 BOT CHORD 1-17=-320/677, 16-17=-497/453, 15-16=-911/2086, 14-15=-1502/3337, 13-14=-1219/2795, 12-13=-1221/2795. 11-12=-268/156, 10-11=-3026/1390, 9-10=-3009/1381 WEBS 2-17=-1175/757, 4-15=-339/876, 8-10=-2180/986, 7-11=-1084/535, 3-16=-460/299, 2-16=-1313/2546, 3-15=-221/496, 6-12=-521/290, 5-15=-884/466, 6-14=-290/552, 7-12=-1380/3068,8-11=-1341/2987 ,lllllll111111, , U N VF �O�Q 1) Unbalanced roof live loads have been considered for this design.TES- ',••�� SAC`• �� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat, 11; Exp D; Encl., GCpi=0.18; �� ;� C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-11-14, Exterior(2) 7-11-14 to 10-11-14, Interior(1) 20-10-0 to 22-8-0; cantilever left o ' ��• and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 b N 68182 d * 3) All plates are MT20 plates unless otherwise indicated. * • a 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will T O F 4 fit between the bottom chord and any other members. • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1437 lb uplift at joint 9, 1322 lb uplift at joint •0� ,•.< P �. ��, �i Q 10, 890 lb uplift at joint 17 and 1437 lb uplift at joint 9. "Semi fixity in the design this truss, , `•' �� off, ss • . • • 8) -rigid pitchbreaks including heels" Member end model was used analysis and of 9) has Proper is to secure truss against upward movement. . \ �� �,��% This truss uplift case(s). required e P+, uplift reactions ndicatedection foroad Build Building desigtner(must providom at the bearings.arge FL Cert. 6634� May 2,2014 WARNUM •Verify desig. parameters and RFAO Rt77TS a 7703AM MCI, IIDED MtTFXREFEREAIX MC M31.7473 nta 11291201371TFCMIM. 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 i4liTek• 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 gvapable from Truss Plate Institute, 781 N Lee Street, Suite 312, Alexandria, VA z2314. Tampa, FL 33610-4115 ItSoutheunPineISPFlumhefjsslxetIfied,tha�te lgalvaEuesare those effective 4S}Q1 13byALSC Job Truss Truss Type Qty Ply Baxter Residence T6290218 26768 B04 Roof Special 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MiTek Industries, Inc. Fri May 02 11:52:10 2014 Page 1 ID: NKSGRtOQQP ETFniUXdbXUSzKcxO-gBcYSVVcAYX3iLOgKV2mibm RKmTIjuWBvYxegzKZJJ 1-8-0 6-10-0 12-1-4 15-10-8 20-5-13 i 1-8.0 5-2-0 - 5-3-4 3-9-4 4-7-6 Scale = 1:34.2 4x4 = 4.00 12 2.00 L12 IlA 3x4 = 13 8x12 = 9 8x8 2.00 12 1.00 L12 8x8 = 1-0.0 1-8-0 6-10-14 12-1.4 15-10-8 18-8-7 20-5.13 1-0.0 0.6.0 5-2-14 5-2-6 3-9-41-&6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.62 TCDL 15.0 Lumber Increase 1.33 BC 0.71 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1232/1-4-0, 13=1021/0-8-0 Max Harz 13=16(LC 5) Max Uplift9=-1095(LC 5), 13=-804(LC 4) Max Grav 9=1339(LC 9), 13=1125(LC 9) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.2011-12 >960 240 MT20 244/190 Vert(TL)-0.3811-12 >498 180 Horz(TL) 0.10 9 n/a n/a Weight: 89 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sallation ciLiid@. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-2330/957, 20-21=-2276/967, 3-21=-2259/984, 3-22=-2211/964, 4-22=-2216/955, 4-5=-2244/952, 5-6=-3070/1156, 6-7=-1194/0, 7-8=-1185/838 BOT CHORD 1-13=-37/259, 11-12=-1044/2975, 10-11=0/1079, 9-10=-1140/1398, 8-9=-816/1178 WEBS 2-13=-1171/797, 2-12=-939/2003, 3-12=-113/578, 5-12=-847/242, 5-11=-274/266, 7-9=1194/795, 6-10=-697/390, 6-11=-1218/1914, 7-10=-1126/2341 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=151t; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-10-0, Exterior(2) 6-10-0 to 9-10-0; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6Q plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1095 lb uplift at joint 9 and 804 lb uplift at joint 13. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNIW •Y!rifyAcsiryn ywnnamfers aaAREAD fXF7ES aN Fli1S AN'U IIKltlDED MITEKREFf.Rh.'hCl: F4767: ML1-MT3 re.a 1/2.9/2014tlEfCMUSE 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Salety I forma Ion available from T uss Plate In titute, 781 N. Lee Street. Suite 312, Alexandria, Vqq 2g2314. lf5outternlYine SP tumberiss�pet:ifte+, The, designvalues wethoseeffetYlveOfifO1J21)13by.r4L8C I0Ib 1 N .•�\GENS�•.?��i i N 68182 • .0. • TT F :mow P :•�.• I/llllli� FL Cert. 6634 May 2,2014 tag, MITek• 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Baxter Residence T6290219 26768 B05 Roof Special 1 1 ob a ere ce o tiona East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITek Industries, Inc. Fri May 02 11:52:11 2014 Page 1 I D: NKSGRtOQQP ETFniUXdbXUSzKcxO-8OAwfgWExrfwKVzOuDa7FoJNBAojSN818CgBw9zKZJl 1-8.0 5.8.3 9-9-9 13.11.0 i 17-0-5 1-8-0 4.0.3 4-1.6 4-1-6 3-1-6 Scale = 1:28.4 4x4 = 4.00 12 , 2.00 L12 7x8 = 2.DD 12 1.00112 5.9.1 9-9.9 i 13-11-0 15-3-0 17-0.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udef1 L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.35 8-9 >415 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 SC 0.82 Vert(TL) -0.53 8-9 >278 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 66 lb FT = 0% LUMBER- N BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied. 3-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 10=871/0-8-0, 7=1002/1-4-0 Max Horz 10=16(LC 4) Max Uplift 10=-747(LC 4), 7=-1019(LC 5) Max Grav 10=958(LC 9), 7=1083(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-536/329, 2-17=-1602/603, 17-1 8=-1 568/609, 3-18=-15481624, 3-19=-15071597, 4-1 9=-1 517/588, 4-5=-1505/291, 5-6=-1369/955 BOT CHORD 1 -1 0=-302/647, 9-10=-414/479, 8-9=-189/1406, 7-8=-185/1395, 6-7=-933/1398 WEBS 2-10=-939/670, 2-9=-941/1834, 3-9=0/250, 5-7=-931/729, 4-9=-4381168 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; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-8-3, Exterior(2) 5-8-3 to 8-8-3; cantilever left and right exposed ; end vertical 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. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 747 lb uplift at joint 10 and 1019 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. FL Cert. 6634 May 2,2014 ®WARNIAG•Verifydesign Pa.—W.,cad IL40 PATES0N7V9AN0 MaUDED MITFKREFEREXFPArEN11-2473 mr. II29120.14F OMME Design valid for use only with Mifek connectors. This design Is based any upon parameters shown, and is for an individual building component.{q Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown �iA��` 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 SCSI Building Component 6904 Parke East Blvd. Salety Inlorma Ion va able from Truss Plate In titute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314A Tampa, FL 33610-4115 111 the "ine(SP lumberisspecfie�,th+edesignvaluesarethoseefietti1re08J�0 / 013byALSC Job Truss Truss Type City Ply Baxter Residence T6290220 26768 B06 Roof Special 1 1 . ob efere ce o do a Last coast I russ, FOR Pierce, FL. 34945 7.52U s Apr ZZ Z014 MITBK Industries, Inc. Ffl May UZ 11:52:11 ZU14 Page 1 I D: NKSGRIOQQPETFniUXdbXUSzKcxO-8OAwfgWExrfwKVzOuDa7FoJdnAuNSR91BCgBw9zKZJl 1.8.0 4-5-5 8.11-8 I 10-5.8 13-6-13 1.8 0 2-10-5 4-5-2 1.6 0 3-1-6 Scale = 1:22.7 4x4 = 4.00 12 2.00 L12 IC5 10 Ixy 11 7xB = 2.00 12 1.00112 1-0.0 1-8-0 4-7-3 8-11-8 10-5.8 11-9-8 13.6.13 1-0.0 0-8.0 2-11-3 4-45 1-6-0 1-4-01-9.6 Plate Offsets (X Y)— 17:0-5-8 0-2-121 19.0-4-6 0-1-81 110.0-4-4 0-6-41 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.09 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.40 Vert(TL) -0.15 8-9 >697 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 54 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, BOT CHORD 2x4 SP No.2 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 allation guidg. REACTIONS. (lb/size) 10=643/0-8-0, 7=849/1-4-0 Max Harz 10=19(LC 4) Max Uplift 10=656(LC 4), 7=-1006(LC 5) Max Grav 10=717(LC 9), 7=924(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-366/213, 2-17=-920/271, 3-17=-857/287, 3-18=-854/260, 4-18=-873/251, 4-5=-701/0, 5-6=-798/384 BOT CHORD 1-10=-176/350, 9-10=-272/409, 8-9=0/804, 7-8=0/805, 6-7=-388/789 WEBS 2-10=-648/517, 2-9=-569/1071, 5-7=-614/560, 4-9=-849/631 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; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-6-5, Exterior(2) 4-6-5 to 7-6-5; cantilever left and right exposed ; end vertical 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. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 656 lb uplift at joint 10 and 1006 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 2,2014 WARNIM3 -Vern y dr..si.7n nnsarsreters sad REAb MITES ON TI#rSr1IA ]AaUDEb MITEXREEERE&M rAr,E MII-M73 nI x I/24/?.OIJBEFOtrEf15E Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability dudng 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. IifSoutfiernaPne7SP?lulmbl risruspecfiedrithebetgrilvaluesarttthoseulffGGexanCY005ria, VA101#/2013byAtSC Tampa, FL33610-4115 Job Truss Truss Type Qty Ply Baxter Residence T6290221 26768 B07G Roof Special Girder 1 1 ' Job R8fere nce o fo al East Coast Truss, Fort Pierce, FL. 34946 1-8-0 3-4-8 1-8-0 1-8.8 44 4.00 12 18 3 7,520 s Apr 22 2014 MITek Industries, Inc. Fri May 02 11:52:12 2014 Page 1 ID: NKSGRIOQQPETFniUXdbXUSzKcxO-cakltAXti9nnyeYDSw5EnOsoHZDzBwKRNsQkSbzKZJH 2.7.8 1-0-0 3-1-6 19 2.00 LL 10 5x5 = 2.00 1.00 1 2 12 7x8 = i 1-0-0 1•B•0 3.5.6 6-0-0 7-0.0 8-40 10-1.6 r R ,. ,. ,. . ,. ,. ....... , .... , , 2 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.46 TCDL 15.0 Lumber Increase 1.33 BC 0.44 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Scale = 1:16.9 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.02 8-9 >999 240 MT20 244/190 Vert(TL) -0.03 8-9 >999 180 Horz(TL) 0.01 7 n/a n/a Weight: 39 lb FT = 0% laid LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins. BOT CHORD 2x4 SP No.2 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 u' e REACTIONS. (lb/size) 10=407/0-8-0, 7=647/1-4-0 Max Horz 10=23(LC 22) Max Uplift 10=-639(LC 4), 7=-1111(LC 5) Max Grav 10=591(LC 26). 7=764(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-423/233, 2-18=-9231345, 3-18=-915/352, 3-19=-885/322, 4-19=-913/350, 4-20=-1312/528, 5-20=-1314/518, 5-6=-1385/574 BOT CHORD 1 -1 0=-210/420, 9-10=-218/406, 9-21=-557/1391, 8-21=-559/1390, 7-8=-560/1390, 6-7=-552/1382 WEBS 2-10=-495/449, 2-9=-352/650, 3-9=-194/466, 5-7=-495/628, 4-9=-9491739 NOTES- /111111111,F1 1) Unbalanced roof live loads have been considered for this design. ,���� U' N V 11 G �C 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; .. ,�� . • C-C Exterior(2)0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-4-8, Exterior(2) 3-4-8 to 6-4-8; cantilever left and right exposed ; end vertical left and �� '� �.•. N S •, �� �� �� 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. i •:• 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. q :• N 68182 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 639 lb uplift at joint 10 and 1111 lb uplift at Q: joint 7. 7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. p •; • 4 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 178 lb down and 178 lb up at 3-9-5, 16 lb 3-9-5, �� • ,� �� • P ��♦ �,.•�♦,��� and 162 lb down and 180 lb up at 6-1-1 on top chord, and 296lb down and 148 lb up at 3-5-6, and 8 lb down and up at and 34 lb up at 6-1-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. .� ,��j st� •N , • • • 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted, as front (F) or back (B). G ` �% ��� AL G ,�� , 14111111/1�, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) FL Cert. 6634 Vert: 1-3=-90, 3-6=-90, 10-11=-20, 9-10=-20, 7-9=-20, 7-14=-20 May 2,2014 ®WARN1,14 READ M7rSGN'TIRSAdR1 lfk9.UDE0 MITFlfR[RF.REhCE PAGE Mrd-34F.1 nati 11,?9,12fl14WO&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 responsibillty of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. S fety Informa Ion vauuoble from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314 Tampa, FL 33610.4115 nouthcrn ine�SIR lumberr5spe0i ied,thedesignvftunsarttha_,Wt=i#etitive05. 1f�O13beyAl�aC Job Truss Truss Type Qty Ply Baxter Residence T6290221 26768 807G Roof Special Girder 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-22(B)8=17(B)4=32(B)19=25(B)21=6(B) 7.520 a Apr 22 2014 MITek Industries, Inc. Fri May 02 11:52:12 2014 Page 2 ID: NKSGRtOQQP ETFniUXdbXUSzKcxO-cakltAXli9nnyeYDSw5EnOsoHZDzBwKRNsQkSbzKZJH FL Cert. 6634 May 2,2014 ®WARNRIJ -Verify design yarameters and RfAb M W ONWITSAND INCLUDED NIIEKGE NrII-7473 m . I11912.1 LJAlFMUSF- Design valid for use only with Miiek 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 dudng construction Is the responslbllllty, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S lety Infarmatlon vapable hom Truss Plgte Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 2314 Tampa, FL 33610-4115 1 Svuthem ine�3p lum er15speti3ied,thedmignvaluesarethuseeiiectiva06 01f#013byAt.5C i Job Truss Truss Type Qty Ply Baxter Residence T6290222 26768 col Hip Girder 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.520 s Apr 22 2014 MITek Industries, Inc. Fri May 02 11:52:13 2014 Page 1 ID: NKSGRtOQQPETFniUXdbXUSzKcxOAm Ig4WYVTTveZo7P7ecTKDOsTzRNwJ7bbW91_2zKZJG 4-6-2 11-4-3 16.11-55 4-6-2 6.10.1 5-7-2 4x6 = 3.48 12 4x8 = 21 22 1x4 II Sx6 WB = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.1 'Except' 3-4: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.1 'Except' 5-7: 2x4 SP 285OF 1.BE WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-0-0 REACTIONS. (lb/size) 1=1219/0-9-4, 5=1537/0-9-4 Max Horz 1=-37(LC 15) Max Uplift 1 =-1 063(LC 5), 5=-1313(LC 4) Max Grav 1=1348(LC 19), 5=1677(LC 19) CSI. TC 0.95 BC 0.94 WB 0.51 (Matrix-M) 5x5 = �y 44 = DEFL. in (loc) I/defl Ud Vert(LL) 0.61 6-8 >333 240 Vert(TL) -0.60 6-8 >337 180 Horz(TL) 0.06 5 n/a n/a Scale = 1:28.7 u� I6 5x8 11 3x8 PLATES GRIP MT20 244/190 Weight: 71 lb FT = 0% BRACING - TOP CHORD Structural woad sheathing directly applied or 1-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-3-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer sallation oulde. FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=661/461, 1-2=-473/327, 2-20=-2918/2434, 3-20=-289212446, 3-21=-3385/2949, 21-22=-3385/2949, 4-22=-3385/2949, 4-23=-3498/2996, 5-23=-3521/2980 BOT CHORD 1-9=-2197/2702, 1-8=-2197/2702, 8-24=-2224/2730, 7-24=-2224/2730, 7-25=-2224/2730, 25-26=-2224/2730, 6-26=-2224/2730, 6-27=-2742/3294, 5-27=-2742/3294 WEBS 3-8=318/317, 3-6=-597/766, 4-6=-535/513 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; Cat. 11; Exp D; Encl., GCpi=0.1 B; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-6-2, Exterior(2) 4-6-2 to 15-9-15, Interior(1) 15-9-15 to 16-11-5; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 7. 5) Plate(s) at joint(s) 1, 1, 3, 4, 8, 6, 5 and 5 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 7 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1063 lb uplift at joint 1 and 1313 lb uplift at joint 5. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 236 lb up at 5-10-3, 218 lb down and 307 lb up at 8-1-15, and 273 lb down and 320 lb up at 10-5-10, and 326 lb down and 319 lb up at 12-9-6 on QV 1 N , VF *'�e410 N 68182 -� �. T F .00' 1 � FL Cert. 6634 KAov 7 0114A bottom chord. The design/selection of such connection device(s) is the responsibility of others. ®WARNMr. • Verify d,s* ram.mwa aad REAa MUS ON 7 4TSAM rrt;7YDO MITEKREFERE&IMPAGE M17-7473 gar. 1/29f20149EFOBEM 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 responsiblllily 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 Informs Ion vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 If Southemine�SP�lumberisspecified, the design values are these eifetitive4fi Q3fU13byA%sc Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Baxter Residence T6290222 26768 col Hip Girder 1 1 ob Re erence o 'o al East coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 4-5=-90, 9-15=-20 Concentrated Loads (lb) Vert: 24=-128(8) 25=-191(8) 26=-255(B) 27=-319(B) r,azu sAprzzeul4MIIexinaascnes,InU. rnmay" 1ro<:wLu1Y —U c ID:NKSGRtOQQPETFniUXdbXUSzKcxOAmIg4V YVTfveZo7P?ecTKDOsTzRNwJ7bbVV91 2zKZJG FL Cert. 6634 May 2,2014 ®WMMFr•Verity design paramc4. and READ ADTF.S ON TNrS AND 1M7110)MITEKR2EFEREA PAGE N11- 1413 m. I1t912014 BEFOREWE 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 i Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the 11 A'Tei�• MVO 1 IC erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. S fety Inlormation vo able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. I�Snuthc!.Pine�SP�lumberisspeeilie,the design values are those effective06 01/2013byAL:5C Tampa, FL 3361 D-4115 Job Truss Truss Type Qty Ply Baxter Residence T6290223 26768 CO2G Hip Girder 1 1 ob Referent o do a East Coast Truss, Fort Pierce, FL. 34946 3-5.9 9-0-3 3-5-9 5.6.9 3.46 12 48 = 20 ' 21 22 1 61 3x8 II 1x4 II 7.520 s Apr 22 2014 Mrrek Indusldes, Inc. Fri May 02 11:52:14 2014 Paget ID: NKSGRtOQQP ETFniUXdbXUSzKcxO-Yzr2HsY7Em 1 VByibZL7isRx32NpXfgikgAvrXUzKZJF 14.6-12 , 18-0-5 5-6-9 3-5-9 Scale = 1:30.5 1x4 I 48 = 23 24 3 25 26 4 27 m 05 Ib 5x8 = 4x4 = 1x4 II 3x8 II 3x4 = - -7 -6- 3-5-9 9-0-3 14-6-12 8-6-4 1 10. B-0-5 1-1-7 0-4-1 1-11-9 5-6-9 5-6.9 1-11-9 0-4.1 1-1-7 Plate Offsets (X Y)-- f1:0-0-5 Edgel f1:0-3-1 Edoel f2:0-6-0 0-1-121 f4:0-6-0 0-1-121 f5:0-3-1 Edgel 1`5:0-0-5 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.40 . 8 >545 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.81 Vert(TL) -0.46 8-9 >466 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 76 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins. 2-4; 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-12 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer �lnstallation WEDGE g Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=889/0-9-4, 5=862/0-9-4 Max Horz 1=4(LC 23) Max Uplift 1=-924(LC 5), 5=-907(LC 5) Max Grav 1=1227(LC 26), 5=1247(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-727/577, 1-20=-2315/1787, 2-20=-2292/1793, 2-21=-4159/3143, 21-22=-4159/3143, 22-23=-4159/3143, 23-24=-4159/3143, 3-24=-4159/3143, 3-25=-4159/3143, 25-26=-4159/3143, 4-26=-4159/3143, 4-27=-2328/1755, 5-27=-2351/1749 BOT CHORD 1-10=-502/655, 1-9=-1617/2148, 9-28=-1617/2163, 28-29=-1617/2163, 29-30=-1617/2163, 8-30=-1617/2163, 8-31=-1573/2200, 7-31 =-1 573/2200, 7-32=-1573/2200, 111111/II III 6-32=-1573/2200,5-6=-1579/2183 WEBS 2-8=-1447/2002, 3-8=-543/548, 4-8=1534/1964, 4-6=-108/251 0��1 .%P(�U ► N �� j,' . • •VcC NOTES- ��� ,o.••�Ci E N $ • ��,��i �• �' �•••• 1) Unbalanced roof live loads have been considered for this design. �� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; • ;• N 68182 C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3.5-9, Exterior(2) 3-5-9 to 18-0-5; cantilever left and right exposed ; end vertical left d * ; ; and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 o 3) Provide adequate drainage to prevent water ponding. 4) The is to be the line 2, 4. a solid section of the plate required placed over splice at joint(s) i T O F 5) Plate(s) at joint(s) 2 and 4 checked for a plus or minus 4 degree rotation about its center. 6) Plate(s) at joint(s) 7, 9, 8, 3, 6, 1, 1, 5 and 5 checked for a or minus 0 degree rotation about its center. •� • ��� 0 plus 7) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. • Q:•• I# psf 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `Q ,� �j S1 • • C?,`� fit between the bottom chord and any other members. .S O N A� �;.�' 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 924 lb uplift at Joint 1 and 907 lb uplift at 111111111�� joint 5. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 2,2014 AwARMN9-Verilydesign EammCgars and READ ARMS ON WIS AM INGUIDED NITEKREEEREhCP PAGE N114473 r 2/Z91201d8EEQA VM 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 dudng construction Is the responsibillity, of the p'Te�• � V� 1 erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormatl9n gva' able from jruss Plate In tItule, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. I115outherrlPsnetsP lumberrsSpecifiec, the designvalues ate those :effective4fi/41/2013hyALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Baxter Residence T6290223 26768 CO2G Hip Girder 1 1 Job Reference o tiona East Coast Truss, Fort Pierce, FL. 34945 7.520 S Apr zz 2U14 mi I eK mausines, inc. t-n May uz 11:5z:14 zu14 cage I D: N KSGRtOQQP ETFniUXdbXUSzKcxO-Yzr2HsY7Em 1 VByibZL7isRx32NpXfgikgAvrXUzKZJF NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 167 lb up at 3-5-9, 152 lb down and 167 lb up at 5-6-5, 152 lb down and 167 lb up at 6-6-14, 137 lb down and 167 lb up at 8-6-14, 152 lb down and 167 lb up at 10-6-14, and 152 lb down and 167 lb up at 12-6-14, and 160 lb down and 174 lb up at 14-6-12 on top chord, and 155 lb down and 143 lb up at 3-5-9, 59 lb down and 38 lb up at 5-6-5, 59 lb down and 38 Ito up at 6-6-14, 59 lb down and 38 lb up at 8-6-14, 59 lb down and 38 lb up at 10-6-14, and 59 lb down and 38 lb up at 12-6-14, and 235 lb dawn and 113 lb up at 14-6-14 on bottom chord. The deslgn/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-4=-90, 4-5=-90, 10-15=-20 Concentrated Loads (lb) Vert: 2=23(F) 4=23(F) 9=-36(F) 6=13(F) 21=23(F) 22=23(F) 24=23(F) 25=23(F) 26=23(F) 28=19(F) 29=19(F) 30=19(F) 31=19(F) 32=19(F) FL Cert. 6634 May 2,2014 ® WARNIAG -Verify design parameters and READ MTESCN7tiISAND INCLUDED NITEKREFERENCEPAGEN11-7473 rev.7fd.9j20(JL+IFOAEUSE Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. it 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 iviiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I formation va' able from Truss Plate Institute, 781 N. Lee Street, Sui}e 3I2, Alexandria, Vq 2314 - IfSout�lernPine�SPlumberisspecified,ttledesianvaluesarethaseeifective0fi 01j1913LyAC5C Tampa, FL 33610.4115 Symbols PLATE LOCATION AND ORIENTATION 3j4 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. 0 -'�16" For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 Width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS Cl-2 C2-3 WEBS c� 4 Oz u 3 �3� O U �pb " U 0- U O 0- ~ c7-8 C6-7 C5-6 O BOTTOM CHORDS 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 © 2012 MiTekO All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013 General Safety Notes 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 bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 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 ff. 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.