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HomeMy WebLinkAboutTrussr 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: 26,076 - Walter Moon MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: Moon , Walter Project Name: Walter Moon Model: Addition Subdivision: Lot/Block: Address: 22 Aqua Rd. City Jensen Beach / St. Lucie State: FI. Name Address and License # of Structural Engineer of Reec#ord, If there is one, for the building. Name: Address: State: City: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 27 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 d f P f ssional En ineers Rules. conforms to 61 G15-31.003, section 5 of the Florida Boar o roe 9 No. 1 Seal# T6023279 Truss Name �-CA Date 11/18/01 No. 18 Seal# T6023296 Truss Name B04 Date 11/18/01 2 T6023280 �-CJ3 11/18/01 19 T6023297 B05G 11/18/01 13 I T6023281 CJ5 111/18/013I 20 I T6023298 I C01 G 111/18/01 1 14 IT6023282 I EJ5 I11/18/01121 IT6023299 IVA I11/18/013I I5 I T6023283 I ~EMA 111/18/013I22 I T6023300 I VB 111/18/01l I6 I T6023284 I —EJ7 111/18/013I23 I T6023301 I VC 111/18/013I 17 IT6023285 I—EJA I11/18/013I24 IT6023302 IVD I11/18/011 18 IT6023286 I—EJB 111/18/013I25 IT6023303 IVE I11/18/011 19 1T6023287 I —EJC 111/18/013126 I T6023304 I VF 111/18/013I 110 IT6023288 I—EJD 111/18/01127 IT6023305 IVG 111/18/013I Ill I T6023289 I —HJ5 111/18/013I 112 IT6023290 I —HJ7 111/18/013I 113 I T6023291 I A01 G 111/18/013I 114 I T6023292 I A02 111/18/013I 115 I T6023293 I B01G 111/18/011 116 I T6023294 I B02 111 /18/011 117 IT6023295 1B03G 111/18/013I The truss drawing(s) referenced above have been prepay Industries, Inc. under my direct supervision based on tth, P provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is Febi\ IMPORTANT NOTE: Truss Engineer's responsibility i design of individual trusses based upon design paramL on referenced truss drawings. Parameters have not bee • as appropriate for any use. Any location identification sps fnr file reference only and has not been used in preparing a Suitability of truss designs for any particular building is the \ responsibility of the building designer, not the Truss Engineer,, perANSI/TPI-1, Chapter2. Jab Truss Truss Type Qty Ply ter Moon Walter T6023279 FOJ 26076 -CJ1 Jack -Open B 1 'o {East Coast Truss, Fort Pierce, FL. 34946 2-0-0 7.500 s Oct 18 2013 MITek Inrushes, Inc. Mon Nov 16 u9:u3:02 zu13 vagge� 1 ID:SfZeWyr4gDUSHPVUSsvl26yl GF-nwIJROWt6kQghkUBZr1rW60eeUVArNpL8ijrbyHzK5 Refer to MiTek "TOE -NAIL" Detail for connection to supporting carrier truss (typ all applicable jacks on this job) Scale = 1:6.8 1-0-0 1-0-0 Plate Offsets KY): [2.0-1-14 0-0-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.09 Vert(TL) 0.00 5 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=29710-7-10 (min. 0-1-8), 4=-47/Mechanical, 3=-21/Mechanical Max Horz 2=99(LC 8) Max Uplift 2=-368(LC 8), 4=-47(LC 1), 3=-21(LC 1) Max Grav 2=297(LC 1), 4=83(LC 8), 3=48(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) 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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 2, 47 lb- uplift at joint 4 and 21 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. LOAD CASE(S) Standard x M ,® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED bSITEKREFERENCE PAGE hill-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the bullding,designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component iafety I1itona IonA va�l able from Truss Plate Institute, 7BI N. Lee Street, Suite 312, Alexandra, VA 22314. m i rrmtseris aetitl-d.thedestenvaluesar�etheselaflective46lG1j2013fSyAtSC ��{`�`QU I N ! VF' N. i N 68182 T OF .�W •.;;�,�� filllll!l�� FL Cert. 6634 November 18,2013 iti9i■�, MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4116 Job Truss Truss Type Qty Ply Walter Moon Tfi023280 26076 -CJ3 Jack -Open 8 1 o ee ce of01) -East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 18 09:03:53 2013 Page 1 I D:SfZeWyr4gDUSHPvUSsvl26yi_GF-F6JhfjXVs2YXJu3N7YY42ieBO2gTvldzaoRGN2yHzK4 -2-0-0 3-0-0 2-0-0 3-0-0 Scale = 1:10.2 3-0-0 3-0-0 Plate Offsets KY): [2:0-1-10.Edgej LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.00 9 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.00 6-9 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 12 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 ouide. REACTIONS (lb/size) 2=313/0-7-10 (min. 0-1-8), 3=68/Mechanical, 6=26/Mechanical• Max Horz 2=148(LC 8) Max Uplift 2=-294(LC 8), 3=-54(LC 8) Max Grav 2=313(LC 1), 3=70(LC 13), 6=49(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-299/102 BOT CHORD 2-6=-98/283 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed.to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. `till 1111 3) Plates checked for a plus or minus 0 degree rotation about its center. ,�� v N VF 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�.Q • •, • • • • , � 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ♦ Qp, will fit between the bottom chord and any other members, with BCDL = 10.Opsf. ♦♦♦ ' •,• �� G E N S4' 6) Refer to girder(s) for truss to truss connections. i 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 294 lb uplift at joint 2 and 54 lb uplift at N 68182 �. joint 3. * •• 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard T O F :• 441 Z. E �% % FL Cert. 6634 November 18,2013 . WARMNG - Verfrj design parametem and REED NOTES ON THIS AND INCLUDED JUTEKREFERENCE PAGE PHI-7473 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding faabrication, quality storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. gcontJrol, spec ified Institute, 11 f'southeYn Pine t5Pj Ibumb r i5 Truss the dell -.O vaju�e5 ate than �IffcLt'i rue 05,%t 21 101313y AL' Tampa, FL 33610-4115 Jab Truss Truss Type City Ply Walter Moon T6023281 A076 -CJ5 Jack -Open / 4 1 • Inh Rafrranre !notional) .;'East Coast Truss, Fort Pierce, FL. 34946 �I 0 7,500 s Oct 18 2013 MITek Industries, Inc. Mon Nov 18 09:03:53 2013 Page 1 ID:SfZeWyr4gDUSHPvUSsN26yi GF-F6JhfjXVs2YXJu3N7YY421eBO2ngvldzaoRGN2yHzK4 5-0-0 5-0-0 Scale=1:13.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.02 6-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.05 6-9 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=411/0-7-10 (min. 0-1-8), 3=127/Mechanical, 6=49/Mechanical Max Horz 2=197(LC 8) Max Uplift 2=-329(LC 8), 3=-112(LC 8) Max Grav 2=411(LC 13), 3=127(LC 1), 6=82(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4171103 BOT CHORD 2-6=-169/476 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever, left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 2 and 112 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. LOAD CASE(S) Standard FL Cert. 6634 November 18,2013 ,® WARNING - Verify design parmneters and READ N07ES ON THIS AND INCLUDED D7 =REFERENCE PAGE kill-7473 BEFORE USE. Design valid for use any 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/TFII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa ion gvagable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 1,Southem the 5P lumberisspeclfied,thedesignvaluesarethoseeffect1ve46 Dif1013byAt5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Walter Moon T6023282 28076 -EJ5 Jack -Open 5 1 001) East Coast Truss, Fort Pierce, FL. 34946 7,500 s Oct 18 2013 MITek IndustnesInc. Mon NOV III Ue:UJ:04 2U1J ra e 1 ID:SfZeWyr4gDUSHPvUSsvl26yl_GF-jJt4s3X7dLgOwleS3JawBM8R7mell6pSBgwUyHz 3 -2-0.0 5-0-0 _ 2-0.0 5.0-0 • Scale = 1:13.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.02 4-7 >999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.05 4-7 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 . 2 n/a n/a BCDL 10.0 Code FBC2010iTP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=124/Mechanical, 2=41510-7-10 (min. 0-1-8), 4=46/Mechanical Max Horz 2=196(LC 8) Max Uplift 3=-105(LC 8). 2=-331(LC 8) Max Grav 3=124(LC 1), 2=415(LC 13), 4=76(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-435/109 BOT CHORD 2-4=176/497 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. 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; B=45ft; L=24ft; eave=4ft; Cat. il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 3 and 331 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. LOAD CASE(S) Standard .,O.V 1 N 11VF .•�,� E sF I Nc 68182 • 5 Z 00 10 . ICI ONAL,,``� ��nnnit FL Cert. 6634 November 18,2013 WARMNG - V.-O design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-74" BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ��• Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOW 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 sp Plate It f5outhe m 1FloinaI5p� lulmhe� Truss tc ified, the delsign val Cues are those elffective 45�0112013 by AL5C Tampa, FL 33610 4115 Job Truss Truss Type City Ply Walter Moon T6023283 �6076 -EJ5A Jack -Open 1 1 lah Rwfwrenaw (4pSleael) East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 18 09:03:54 2013 Pagge� 1 ID:SfZeWyr4gDUSHPvUSsv126y1_GF-jJt4s3X7dLgOwl eZhF3JawBMBR7meIt6pSBgwUyHzK3 2-0-0 3-0-0 2-0-0 Scale = 1:13.4 2-9-2 2-9-2 5-0-0 2-2-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.05 4-7 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a nla BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=124/Mechanical, 2=415/0-7-10 (min. 0-1-8), 4=46/Mechanical Max Horz 2=196(LC 8) Max Uplift 3=-105(LC 8), 2=-331(LC 8) Max Grav 3=124(LC 1), 2=415(LC 13), 4=76(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-435/109 BOT CHORD 2-4=-176/497 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; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 3 and 331 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. LOAD CASE(S) Standard 00l N V ., ,.P.......F�% N 68182 pO :. T F :• 41J i40 �% ♦♦,ass 11111111 FL Cert. 6634 November 18,2013 •® TWARMNG - Verify design parameters and REO N07ES ON THIS AND INCLUDED MITEK REFERENCE PAGE N01-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component.`• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Indlvidual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the MiTek ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety Inlormotion 4vagable from Truss Plate Institute, 781 N. Lee S5treet, Suite 312, Alexandria. VAg 223314. If SouthernP"ine SP lumber isspecified, the designvalues are thoseeffective46�01/2U13byAL5C Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply Walter Moon T6023284 28076 -EJ7 Jack -Open 2 1 _ eee East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 18 09:03:55 2013 Page 1 I D:SfZeWyr4gDUSH PvUSsvl26yl_GF-BVRS4PYIOfoFYBCmFzaY77kS7rNzNC7G 16wNSwyHzK2 • -2-0-0 7-0-0 2-0.0 7-0-0 Scale=1:17.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.07 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.19 4-7 >438 180 BCLL 10.0 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: 25 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=178/Mechanical, 2=523/0-7-10 (min. 0-1-8), 4=63/Mechanical Max Harz 2=245(LC 8) Max Uplift 3=-156(LC 8), 2=-381(LC 8) Max Grav 3=178(LC 1), 2=539(LC 13), 4=106(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1125/328 BOT CHORD 2-4=-458/1304 NOTES 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.1 B; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 3 and 381 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. LOAD CASE(S) Standard 00I N .... � I .` ........ ENS10 N 68182 '>7 : r 0�� T F ` ..Nq1-�;`,``III FL Cert. 6634 November 18,2013 WARMNG • Vert& design parameters and READ NOTES ON THIS AND INCLEWFD M77EKREPERENCE PAGB M I-7473 BEFORE USE. 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 responsibillity of the Welk'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TFII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. It 5outhem P'ne�SPi lumber Truss i of ied,ithe det5 gn values Street, Suite eiffeeLdi�e 06110112013 by RISC Tampa, FL 33610-417 5 Truss Truss Type City, Ply Walter Moon Pro T6023285 -'- -EJA Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34948 7.500 s Oct 18 2013 MTek Industries, Inc. Mon Nov 18 09:03:55 2013 Pagge� 1 I D:SfZeWyr4gDUSH PvUSsvl26yl_GF-BVRS4PYIOfoFYBCmFzaY77kXurUGNC7G16wNSwyHzK2 -2-0-0 3-9-1 2-0-0 3-9-1 Scale = 1:11.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.01 4-7 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 15 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-9-1 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) 3=88/Mechanical, 2=351/0-7-10 (min. 0-1-8), 4=33/Mechanical Max Horz 2=165(LC 8) Max Uplift 3=-71(LC 8), 2=-306(LC 8) Max Grav 3=89(LC 13), 2=351(LC 1), 4=56(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=257/17 NOTES 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 3 and 306 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. LOAD CASE(S) Standard PQU IN .......... I *: N 68182 o : T F :• Ct✓ �.o i0 4fs,, . •N In,inn+� FL Cert. 6634 November 18,2013 A WARNING - Vet -Ty design parmneters and READ NOTES ON THIS AND INCLUDED A177EKREFERENCE PAGE M I-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the iVliTek� 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, VAA 2314. Tampa, FL 33610.4115 IfSouthemRine�SPI lumber is specified, the design values are thoseeffettiveG6 01/2013byAL5C Job Truss Truss Type Qty Ply Walter Moon T6023286 26076 -EJB Jack -Open Girder 1 1 iah Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MTek Industries, Inc. Mon Nov 18 09:03:55 2013 Page 1 ID:SfZeWyr4gDUSHPvUSsvl26yl_GF-th7gHIZN9zw6ALnyog6nfLGklFps6fNPGmgw MyHzK1 -2-2-0 5.4-5 2-2-0 5-4-5 • Scale = 1:14.6 LOADING (psf) SPACING 1-11-4 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.02 4-7 >999 240 TCDL 15.0 Lumber Increase 1.25 SC 0.25 Vert(TL) -0.07 4-7 >911 180 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS (lb/size) 3=144/Mechanical, 2=442/0-8-2 (min. 0-1-8), 4=60/Mechanical Max Harz 2=189(LC 21) Max Uplift 3=-117(LC 8), 2=-348(LC 8) Max Grav 3=144(LC 1), 2=442(LC 1), 4=95(LC 25) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-550/177 BOT CHORD 2-10=-248/598 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 6=45ft; L=24ft; save=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus Q 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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 348 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. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 78 lb up at 3-3-11, and 107 ib down and 105 lb up at 4-2-11 on top chord, and 29 lb down and 12 lb up at 3-3-11, and 32 lb down and 9 lb up at 4-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 4-5=-19 Concentrated Loads (lb) Vert: 8=4(F) 9=-22(B) 10=-4(F) 11=-15(B) FL Cert. 6634 November 18,2013 ® WARNING • Der{jy design parameters and REED NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Mil-7473 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPiI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 78114. Lee Street, Suite 312, Alexandra, VA 2314 Tampa, FL 33610.4115 ItSauthemPine�SP%lumber isspetrlted,thedesignvaruesarethaseef#ective05 Ol/2A33byALSC Job Truss Truss Type Qty Ply Walter Moon T6023287 26076 -EJC Jack -Open 2 1 ee �• East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MITek Inaustnes Inc. Mon Nov its 09:u W zut 3 ra a i ID:SfZeWyr4gDUSHPvUSsvl26yl_GF-7uZCV5a7wG2znVM8MbdOCYptNfBOr6dYVQPUWpyHz 0 -2-0-0 2-10-14 2-0-0 2-10-14 Scale=1:10.0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.59 BC 0.11 WB 0.00 (Matrix-M) DEFL in (loc) Well Ud Vert(LL) -0.00 7 >999 240 Vert(TL) -0.00 4-7 >999 180 Horz(TL) 0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc purlins, BOT CHORD 20 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 quide. REACTIONS (lb/size) 3=62/Mechanical, 2=312/0-7-10 (min. 0-1-8), 4=22/Mechanical Max Harz 2=144(LC 8) Max Uplift 3=-45(LC 8), 2=-295(LC 8) Max Grav 3=64(LC 13), 2=312(LC 1), 4=41(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=299/104 BOT CHORD 2-4=-101/285 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. ,,�{{ ,�� v 1, N V 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 ,%� P.0..... E N •. �� �� ♦♦♦ 'Q •, \ G S; F•'.� �i� will fit between the bottom chord and any other members, with BCDL = 10.Opsf. ♦ .• �, 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 3 and 295 lb uplift at . N 68182 r �• joint 2. " * ' 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •� LOAD CASE(S) Standard �'p T F .� • ♦ %%%%`� FL Cert. 6634 - November 18,2013 ® WARMING • VerifN design parameters and REED NOTES ON THIS AND INCLUDED JITTEK REFERENCE PAGE 01-7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. ��• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the iVliTek� 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 gvaUable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 It South ern Pine SP lumberisspecified,thedesignvaluesarethoseeffective46�01/2013byALSC Job Truss Truss Type Ply Walter Moon T6023288 1$176 -EJD �Qty Jack -Open Girder 1 1 � o East Coast Truss, Fort Pierce, FL. 34946 7,500 s Oct 18 2013 MiTek Industries Inc. Mon Nov 18 09:03:57 2013 Page 1 I D:SfZeWyr4gDUSHPvUSsvl26yl_GF-7uZCV5a7wG2znVM8MbdOCYpvVfAOr6dYVQPU WpyHzKO 2-2-0 Scale = 1:12.6 LOADING (psf) SPACING 1-11-4 CSI DEFL in (loc) I/deft . L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 4-7 >999 180 BCLL 10.0 Rep Stress Ihcr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 16 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=96/Mechanical, 2=377/0-8-2 (min. 0-1-8), 4=39/Mechanical Max Harz 2=165(LC 8) Max Uplift 3=-74(LC 8), 2=324(LC 8) Max Grav 3=96(LC 1), 2=377(LC 1), 4=67(LC 25) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD, 2-8=389/42 BOT CHORD 2-9=-83/365 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf;.h=15ft; 8=45ft; L=24ft; save=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for. a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 3 and 324 Ito uplift at joint 2. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 78 lb up at 3-3-11 on top chord, and 29 lb down and 12 lb up at 3-3-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 4-5=-19 Concentrated Loads (lb) Vert: 8=4(B) 9=-4(B) FL Cert. 6634 November 18,2013 WARNING - Verify design parameters and REID N07ES ON THIS AND INCLUDED bIITEKREFERENCE PAGE 01-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��, Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the 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 InlormafIon voggable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 1f5outhem me�SPftumberisspecified,thedesignvaluesarethoseef01f1013 by AILSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Walter Moon T6023289 26076 -HJ5 Diagonal Hip Girder 2 1 ceo'all East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 Mrrek Industries, Inc. Mon Nov 18 09:03:55 2013 Pa4qe�� 1 I D:SfZeWyr4gDUSHPvUSsvl26yl_GF-b47aiRbehaApPfxLw58FlmM7y3VRaY31j4913FyHZK? -2-9-16 3-11-0 7-0-2 2-9-15 3-11-0 3-1-2 Scale=1:18.3 2x3 II 3-11-0 3-11-0 6-11-12 7 Q-2 3-0-12 0A _ Plate Offsets (X Y)• (2.0-2-7 0-0-11 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.02 8-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.03 8-11 >999 180 BCLL 10.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 32lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=475/0-10-7 (min. 0-1-8), 7=287/Mechanical Max Horz 2=199(LC 24) Max Uplift 2=-483(LC 8), 7=-169(LC 8) Max Grav 2=594(LC 28), 7=347(LC 28) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1025/289 BOT CHORD 2-8=-298/994, 7-8=-218/582 WEBS 3-7=-584/221 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 1111111111111 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is , �� v l N �/ Q the responsibility of the fabricator to increase plate sizes to account for these factors. �� N 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. �G E S'�F� ,� ,• �, �`••,• �� ' 5) , This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. N 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 483 lb uplift at joint 2 and 169 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13 �� :• T F 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb down and 86 lb up at — 4-1-14, and 101 lb down and 86 lb up at 4-1-14 on top chord, and 85 lb down and 72 lb up at 1-3-15, 85 lb down and 72 lb up at 32 lb down 12 lb 4-1-14 bottom chord. The design/selection of 10 �j Q P'• ��`� 1-3-15, and 32 lb down and 12 lb up at 4-1-14, and and up at on ��j� SSi • •' • ,N such connection device(s) is the responsibility of others. front back �� �� �j� �% . 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as (F) or (B). � AL %%%� !l111111111 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ' Uniform Loads (plf) FL Cert. 6634 ' Vert: 1-4=-70, 4-5=-70, 6-9=-20 November 18,2013 ® WARNING • Ver(/y design parameters and READ N07ES ON THIS AND INCLUDED M7EKREFM?FNCE PAGE N11-7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component.• ' Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the MOW • erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M V� pI� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safe Informa11[on va able from Truss Pla a Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. Tampa, FL 33610-4115 IiSvuthernRine�SPjlumber isspecified, the designvaluesatethoseeffectivea 401/2013byALSC w, Job Truss Truss Type Qty Ply Walter Moon =T. 2B076 —HJ5 Diagonal Hip Girder 2 1 C 0all East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (lb) • Vert: 3=5(F=2, B=2) 8=-13(F=-6, B=-6) 11=74(F=37, B=37) L.=U s VCI 10 ZU1J ml I eK Inauslnes, "'. mon Nov to o9 —vo du Iv rage c I D:SfZe Wyr4gDUSHPvUSsvl26yl_GF-b47aiRbehaApPfxLw58FImM7y3VRaY3ij4913FyHzK7 �0%% p01 N VF ,%� P•• ....... i N 68182 T F :• w E�♦ A�++%?�,`, FL Cert. 6634 November 18,2013 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED DII7'EICREPERENCE PAGE NNI-7473 BEFORE' USE, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. ��' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the M!Tek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information va' able from russ Plate In tltute, 781 N. Lee Street, Suite 312, Alexandria, VA 2g2314. If SouthemPine�SP�lumberrssperifie,the design valuesare these effective06101/2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type oty Ply Walter Moon T6023290 26076 -HJ7 Diagonal Hip Girder 2 1 e eo' East Coast Truss, Fort Pierce, FL. 34946 7.buu s uct i6 zui�5 m❑ eK mausmes, me. mon NOV io ua:us:oa turn rap i ID:SfZeWyr4gDUSHPvUSsvl26yl_GF-4GhyvnbGSulgipWXUpfUHzuAiSnnJwgrykubbhyHz _ -2-9-15 5-3-15 9-10-1 2-9-15 5-3-15 4-6-1 • Scale = 1:23.1 2.83 12 3x4 = 3x3 II 5 6 5-3-15 9-9-11 9-1p-1 5-3-15 4-5-11 0--6 Plate Offsets (X Y): f2.0-2-11 0.0-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.04 9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.08 8-9 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight: 45lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-14 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-1-7 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=641/0-10-7 (min. 0-1-8), 8=547/Mechanical Max Horz 2=248(LC 8) Max Uplift 2=-564(LC8). 8=-325(LC 8) Max Grav 2=786(LC 28), 8=605(LC 28) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1245/426, 3-13=-1135/426 BOT CHORD 2-15=-520/1194, 9-15=-520/1135, 9-16=-520/1135, 8-16=-520/1135 WEBS 3-8=-1117/501 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,,�11111 1 1111 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ,%%% v I N t�IIII � V 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. PQ E N 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� •.•' G ,� •• \,� S�`�• 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i N( 68182 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. * * e 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 564 lb uplift at joint 2 and 325 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r •� •. T F40 9) Hanger(s) or other connection device(s) shall be,provided sufficient to support concentrated load(s) 101 lb down and 86 lb up at 6-11-13 i Q 4-1-14, 101 lb down and 86 lb up at 4-1-14, and 134 lb down and 144 lb up at 6-11-13, and 134 lb down and 144 Ito up at 4-1-14, 32 lb �� �' \ on topchord, and 85 lb down and 72 lb u at 1-3-15, 85 lb down and 72 lb u at 1-3-15, 32 lb down and 12 lb u at ,�� s •� • • 1 Q • •• Q . down and 12 lb up at 4-1-14, and 42 lb down and 6 lb u at 6-11-13, and 42 lb down and 6 lb up at 6-11-13 on bottom chord. The • . %11 , design/selection of such connection device(s) is the responsibility of others. loads to the face the truss are noted as front (F) or back (B). I %% � �/S N Al 01�� 10) In the LOAD CASE(S) section, applied of �� LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 • FL Cert. 6634 - November 18,2013 ,® WARMNG - Verify design parameters and RRAD N07ES ON THIS AND INCLUDED WTEK REFERENCE PEGS 161-7473 BEFORE USE. Design valid for use only with'MTek connectors. This design is based only upon parameters shown. and Is for an Individual building component.• ' Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the 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/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safeynfomtion tieditthedesilgnvaltiiPsaieite3 2 ESlffectiveQ6/0112013byAtSC Tampa, FL33610-4115 Truss Truss Type Qty Ply Walter Moon T6023290 [Job 26076 -HJ7 Diagonal Hip Girder - 2 1 Job Reference (optional) " East Coast Truss, Fort Pierce, FL. 34946 . 7.500 s Oct 18 2013 MITek Industries Inc, Mon NOV 18 09ID3;b9 Zo13 1'age� 2 I D:SfZeWyr4gDUSHPvUSsv126yi_GF-4GhyvnbGSulg1 pMUpfUHzuAiSnnJwgrykubbhyHzK_ LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-5=-70, 5-6=-70, 7-10=20 Concentrated Loads (Ib) Vert: 12=74(F=37, B=37) 13=5(F=2, B=2) 14=-114(F=-57, S=-57) 15=-13(F=-6, B=-6) 16=-57(F=-29, B=29) ,111111111/!/,� �0� , 00 IN V j*.'�' 0 �pENSFC����i N 68182 Sys:• T OF :441 . ' FL Cert. 6634 • November 18,2013 ® WARMNG - Verify design parameters and READ NO7ES ON THIS AND INCLUDED MI7EKREFERMCE PAGE MT BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qut1ality gconitlrol. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-09 and SCSI Building Component 6904 Parke East Blvd. If'Sa Ulthefn P"rrre t5P) ibli lt7 f 5'..pEIG f1Edr thC'C1Ei51o71 {riI12ES d(BItLt1a5E L'IffECt1UE QC/0112013 by Ri;5C Tampa, FL 33610.4115 Job Truss Truss Type City Ply Walter Moon T6023291 26076 A01G Hip Girder 1 1 0 0 t•0 East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 18 09:04:00 2013 Page 1 ID:SfZeWyr4gDUSHPvUSsvl26yl_GF-YTEL77cuDBOXey5jl WAjgBRKps442Pb?BOeB6ByHzJz 2-0-0 7-0-0 8-10-0 15-10-0 17-10-0 r 2-0-0 7-0-0 1-10-0 7-0-0 2-0-0 Scale: 3/8"=1' 4x8 = 5x5 = 3x6 = 1x4 II ' — 3x6 = 3x4 = 7-0-0 8-10-0 15-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL In floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.18 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.30 7-15 >627 180 BCLL 10.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 65 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 4-7-13 oc bracing. B1: 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 Installation guide. REACTIONS (lb/size) 2=1530/0-7-10 (min. 0-1-14), 5=153010-7-10 (min. 0-1-14) Max Horz 2=-97(LC 23) Max Uplift 2=-1000(LC 8), 5=-999(LC 8) Max Grav 2=1590(LC 2), 5=1589(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3389/1867, 3-4=-3203/1841, 4-5=-3396/1869 BOT CHORD 2-9=-1574/3150, 8-9=-1592/3195, 7-8=-1592/3195, 5-7=-1576/3157 WEBS 3-9=-293/747, 4-7=-321/803 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1000 lb uplift at joint 2 and 999 lb uplift at joint 5. 9) "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) 162 lb down and 188 lb up at 7-0-0, and 162 lb down and 188 lb up at 8-10-0 on top chord, and 621 lb down and 347 lb up at 7-0-0, and 621 lb down and 347 lb up at 8-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-6=-70, 10-13=-20 i N 68182 T F 441 10 �� f111111111��, FL Cert. 6634 November 18,2013 r .®WARNDYG • Verify design parameters and READ M07ES ON IRIS AND INCLUDED BfI9EKREPERENCE PAGB MI-7473 BEFORE USE, �, ° Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and is for an Individual building component. � Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Inlormation gvagable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSouthemPine SP lumtrerisspecified,thedesignvaluesarethas�effestive46/01/2013byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Walter Moon T8023291 26076 A01G Hip Girder 1 1 Job 0 East Coast Truss, Fort Pierce, FL. 34946 aouv s va io m w mi 1 an i uusn na, v c. '—.. 1— iv va.vY.w 1... a 1oea 1 ID:SfZeWyr4gDUSHPvUSsvl26yl GF-YTEL77cuDBQXey5jlWAJgBRKps742Pb7BOe86ByHzJz LOAD CASE(S) Standard Concentrated Loads (lb) • Vert: 3=-108(F) 4=-108(F) 9=569(F) 7=-569(F) \ r E N S * -- .� • N 68182 . �0:. T OF :�4 Iliiii ,����`• • FL Cert. 6634 • November 18,2013 ® WARNING - Ver(fy design parmnetem and READ N07ES ON THIS AND INCLUDED OTEKREFERENCE PAGE bill-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component., • Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation gvauoble from truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 222314. Tampa, FL 33610-4115 itSouthemPine SP lumberisspecilied,thedesignvaluesarethoseeffective4fi)01/2913byALSC Job Truss Truss Type Qty Ply ter Moon T6023292 Fjo �6076 A02 Common 6 1 RPfP,PanP raafianAll East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 18 09:04:01 2013 Page 1 ID:SfZeWyr4gDUSHPvUSsvl26yl_GF-OfojKTdW VYOG6gvbEhyMO_ZeGQonvl8Q2NheayHzJy -2-0-0 7-11-0 15-10.0 17-10-0 2-0-0 7-11-0 7-11-0 - 2-0-0 Scale: 3/8"=1' 4x4 = 3x4 = 1x4 II 3x4 = LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.07 6-9 >999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.20 6-9 >950 180 BCLL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=852/0-7-10 (min. 0-1-8), 4=853/0-7-10 (min. 0-1-8) Max Horz 2=-107(LC 6) Max Uplift 2=-580(LC 8), 4=-580(LC 8) Max Grav 2=872(LC 2), 4=872(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1530/560, 3-4=-1517/560 BOT CHORD 2-6=-495/1745, 4-6=-519/1689 WEBS 3-6=0/314 PLATES GRIP MT20 2441190 Weight: 58 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-14 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 580 lb uplift at joint 2 and 580 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. LOAD CASE(S) Standard ,11111111. Q�: I Nf VF • i N 68182 '1J : % X Z FL Cert. 6634 November 18,2013 AWARMNG - Verify design parmneters and READ N07ES ON THIS AND INCLUDED B97W REFERENCE PAGE M11-7473 BEFORE USE. � Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and Is for an individual building component., ' Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the 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 Informsrrlgn va able 6om Truss Plqte Institute, 781 N. Lee Street, Suite 312, Ale andria, VA 2314 Tampa, FL 33610-4115 II Sauthe m P'me�SP� lumber is spec ified, the design values are thane of ective 0fi 01/iO13 by AL5C Job Truss Truss Type Oty Ply Walter Moon 7=T3 26076 B01 G Hip Girder 1 1 Job 0 0 0 East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MTek Industries, Inc. Mon Nov 18 09:04:02 2013 Page 1 I D:SfZeWyr4gDUSHPvUSsvl26yi_GF-UrM5Yoe81phFuGF69xCBvcWnyglC WLKlei7FBOyHzJx 2-0-0 5-0-0 8-7-2 9-10-6 13-11-10 15-1.1-10 2-0-0 5-0-0 3-7-2 1-3-3 4-1.4 2-0-0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 4.00 12 3x4 = 2.83 4x4 = 4x8 = 3 18 19 4 5 44 ZZ 3x4 = 3x4 = 1x4 II 3x4 = 5-0-0 B-7-2 9-10 6 13-11-10 3x4 = Scale=1:29.7 SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP Plates Increase 1.25 TC 0.40 Vert(LL) 0.10 9-11 >999 240 MT20 244/190 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.18 9-11 >914 180 Rep Stress Incr NO WB 0.16 Horz(TL) 0.05 6 n/a n/a Code FBC2010/TPI2007 (Matrix-M) Weight: 62 lb FT = 0% REACTIONS (lb/size) 2=1085/0-7-10 (min. 0-1-8), 6=1036/0-7-10 (min. 0-1-8) Max Horz 2=-75(LC 6) Max Uplift 2=-717(LC 8), 6=-675(LC 8) Max Grav 2=1130(LC 29), 6=1077(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-2-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2228/1125, 3-18=-2105/1108, 18-19=-2105/1108, 4-19=-2105/1108, 4-5=-2075/1059, 5-6=-2099/991 BOT CHORD 2-1 1=-903/2104,11-20=-844/2036, 10-20=-844/2036, 9-10=-844/2036, 8-9=-796/1954, 6-8=-788/1955 WEBS 3-11=-100/428 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 717 lb uplift at joint 2 and 675 lb uplift at joint 6. 9) '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) 137 lb down and 137 Ib up at 5-0-0, 130 lb down and 137 lb up at 6-11-13, and 148 lb down and 149 lb up at 8-7-2, and 118 lb down and 112 Ib up at 9-10-6 on top chord, and 318 lb down and 196 lb up at 5-0-0, 38 Ib down and 7 lb up at 6-11-13, and 62 lb down and 3 lb up at 8-7-2, and 46 lb down and 9 lb up at 9-10-6 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard FLCert. 6634 November 18,2013 11 -®WARMNG • Ver(jy design parameters and READ NO77US ON THIS ARID INCLUDEO WTFK REFERENCE PAGE I fl-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the '�ei,• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M R fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlorma Ion ggva, able from Iruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 It Southern�ine15Pllumberisspecified,thedeMgnvaluesarethosee4feczive0fi 01/2013byAM I. f Job Truss Truss Type Qty Ply Walter Moon T6023293 16076 801 G Hip Girder 1 1 Job Reference /nnfinnall i East coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard • 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-5=-70, 5-7=-70, 12-15=-20 Concentrated Loads (lb) Vert:3=-54(F) 4=-73(F) 5=-26(F) 11=-293(F) 9=-40(F) 8=-19(F) 19=-54(F) 20=-26(F) 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 18 09:04:02 2013 Page 2 I D:SfZeWyr4gDUSHPvUSsvl26yl_GF-UrM5YoeBlphFuGF69xCBvcWnyglCWLKlei7FB0yHzJx FL Cert. 6634 November 18,2013 ,®WARMNG - Verify design Parameters and REED NOTM ON 77I1S AND INCLUDED L97EK REFERENCE PAGE f6l-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. OF ' 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 14. Lee Street, Suite 312. Alexandria, VA g2314. Tampa, FL 33610-4115 IfSouthernPine�SP�lumberisspecified,thedesig values are thaseeffectivis06/01J2013byA SC Job Truss Truss Type City Ply Walter Moon T6023294 26076 B02 Common 5 1 Job ee e o 'o East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 15 2013 MiTeK Inaustnes, Inc. Mon NOY 16 MUCUS ZU15 rage 1 I D:SfZeVJyr4gDUSHPvUSsv126yl_GF-y2wTI8emW6p6VQgljekQSp3xj486FpURtMsojSyHzJw -2-0-0 6-11-13 13-11-10 15-11-10 2-0-0 6-11-13 6-11-13 2-0-0 Scale=1:28.8 04 = lxv Ii 3x4 = 3x4 = 6-11-13 13-11-10 6-11-13 6-11-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.05 6-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.13 6-12 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 52 lb FT = 0% • LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 4-11-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=76910-7-10 (min. 0-1-8), 4=769/0-7-10 (min. 0-1-8) Max Horz 2=-97(LC 6) Max Uplift 2=-534(LC 8), 4=-534(LC 8) Max Grav 2=783(LC 2), 4=783(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=11761486, 3-4=-1164/486 BOT CHORD 2-6=-356/1335, 4-6=-380/1284 WEBS 3-6=0/275 , NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ,%% J1111111111, the responsibility of the fabricator to Increase plate sizes to account for these factors. ,�� v' N V 4) Plates checked for a plus or minus 0 degree rotation about its center. ,�� P•Q � I N V F� [��I� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�'Q •,•\C E N S •• `' �� 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 2 and 534 Ito uplift at N 68182 joint 4. * • ' 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •• T F ' 1 FL Cert. 6634 a November 18,2013 -® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEICREFERENCE PAGE Lill-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.• • Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity, of the iVliTek• 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 Available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 314. Tampa, FL 33610-4115 ItSouthempirle SPflumberisspec i'fied, the designvalues are those effectivea 1%2913byAL5C Job Truss Truss Type Qty Ply Walter Moon T6023295 26076 B03G Common Girder 1 1 e East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 18 09:04:04 2013 Page 1 ID:SfZeWyr4gDUSHPvUSsvl26yl_GF-QEUrzUfOHQxz7aOUGMFf 1c4hTQY_4Va60cMFVYHzJv 2-0-0 2 6-14 6-11-13 11.4-12 13-11-10 15-11-10 2-0-0 2.6-14 4-4-15 4-4-15 2 6-14 2-0-0 0 N 4x4 = HHUS28-2 Bx8 = Scale = 1:28.8 2 6-14 6-11-13 11.4-12 13-11-10 _ 21-14 4-4-15 4-4-15 2.6-14 Plate Offsets KY): [2:0-7-0 0-0-21.[3:0-2-12 0-1-121,j5:0-2-12 0-1-12] 16:0-7-0 0-0-21 I9.0-4-0 0-6-01 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.13 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.22 9-10 >738 180 BCLL 10.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 87 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins. BOT CHORD 2x8 SP SS BOT CHORD Rigid ceiling directly applied or 6-1-4 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 oulde. REACTIONS (lb/size) 2=232810-7-10 (min. 0-2-13), 6=1081/0-7-10 (min. 0-1-8), Max Horz 2=97(LC 7) Max Uplift 2=-1478(LC 8), 6=-738(LC 8) Max Grav 2=2392(LC 2), 6=1102(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4501/2319, 3-4=-2244/1147, 4-5=-2259/1150, 5-6=-2011/889 BOT CHORD 2-10=-2085/4263, 9-10=-2085/4263, 8-9=739/1919, 6-8=-739/1919 WEBS 4-9=-472/1112, 3-10=-744/1057, 5-8=-360/340, 3-9=-2224/1259, 5-9=-389/330 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 011111111111 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is �0% U I N F� the responsibility of the fabricator to Increase plate sizes to account for these factors. 4 P,Q • • • [��j� •• �j 4) Plates checked for a plus or minus 0 degree rotation about its center. designed for 10.0 bottom live load with any other live loads. ' E N S `� �`••.� �� 5) This truss has been a psf chord nonconcurrent ,� �•'�� 6) • 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 N 68182 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1478 lb uplift at joint 2 and 738 lb uplift at joint 6. v 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Use Simpson Strong -Tie HHUS28-2 (22-10d Girder, 8-10d Truss, Single Ply Girder) or equivalent at 2-6-0 from the left end to .• T F connect truss(es) C01 G (2 ply 2x6 SP) to back face of bottom chord. •� 10) Fill all nail holes where hanger is in contact with lumber. to the face the truss front (F) or back (B). ♦ .• iC` P �. i� �,.•\ 11) In the LOAD CASE(S) section, loads applied of are noted as ., ',,��/,s • •N `�,, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 A�-�\ ll i 1 1111111, Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 2-6=-20 • Concentrated Loads (lb) FL Cert. 6634 Vert:10=-1884(B) November 18,2013 ® WARMNG • Perj/y design par, umeters and REM N07M ON THIS AND INCLUDED ISTEK REFERENCE PAGE b7A-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. ' Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the 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. Safety Information va able from Truss Plate Institute, 781 Lee Street. Suite 312, Alexandria, VA 2314 Tampa, FL 33610-4115 If So uthe rn Pine�SP:lumber is sp et ified, the d esign values are thane effective 06 1/I013 by At5C P Job Truss Truss Type City Ply Walter Moon , T6023296 26076 B04 Common 3 1 c 'o a East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 15 U9:U4:U5 2U73 Fage 1 ID:SfZeWyr4gDUSH PvUSsvl26yl_GF-uQ2EAgg12k3glkzhq3muXE8HBtsV hnkLgLvoLyHzJu 4-4-3 11-4-0 _ 134-0 4-4-3 6-11-13 2-0-0 4.00 12 2x� 5x6 = Scale = 1:22.0 JX4 54-14 114-0 C A 11 ri_11_7 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.04 5-9 >999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.08 5-9 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) 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) 3=678/0-7-10 (min. 0-1-8), 6=469/Mechanical Max Horz 6=-143(LC 8) Max Uplift 3=-490(LC 8), 6=-252(LC 8) Max Grav 3=689(LC 14), 6=507(LC 15) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-959/335 BOT CHORD 5-6=-134/588, 3-5=-368/1067 WEBS 2-5=0/265, 2-6=-569/270 PLATES GRIP MT20 244/190 Weight: 49 lb FT = 0% Structural wood sheathing directly applied or 5-9-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Ii; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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, with BCDL = 10.Opsf, 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 490 lb uplift at joint 3 and 252 lb uplift at joint 6. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I6 FL Cert. 6634 November 18,2013 AWARNING - Verify design parameters and READ N07ES ON THIS AND INCLE DED MI7EKREFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component.• ' Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during constructlon is the responsibility of the WOW' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon val able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314 If Southern pine�SP� lumber is specified, the design values are those effective OSA1013 by ALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Walter Moon T6023297 M076 B05G Hip Girder 1 1 ee c East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 18 09:04:06 2013 Page 1 I D:SfZeVVyr4gDUSH PvUSsvl26yl_GF-McccNAhfp1 ShMtYtOnH73ShSQHAtS5ptZK5SKnyHzJt 2 4 6 64-0 11.4-0 13-4-0 2-4.6 3-11-10 5-0-0 2-0-0 4.00 12 08 = 12 13 4x4 = 3x6 11 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.44 TCDL 15.0 Lumber Increase 1.25 BC 0.47 BCLL 10.0 Rep Stress Incr NO WE 0.39 BCDL 10.0 Code FBC20IO/TP12007 (Matrix-M) Scale = 1:22.0 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.05 6 >999 240 MT20 244/190 Vert(TL) -0.09 6-7 >999 180 Horz(TL) 0.02 4 n/a n/a Weight: 52 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) 8=829/Mechanical, 4=903/0-7-10 (min. 0-1-8) Max Horz 8=-143(LC 8) Max Uplift 8=-462(LC 8), 4=-626(LC 8) Max Grav 8=882(LC 2), 4=934(LC 30) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1048/563, 2-12=-1556/858, 12-13=-1556/858, 3-13=-1556/858, 3-4=1665/869, 1-8=-813/470 BOT CHORD 7-14=-376/991, 6-14=-376/991, 4-6=-673/1542 WEBS 2-7=252/224, 2-6=-348/685, 1-7=-519/1015 Structural wood sheathing directly applied or 4-3-4 oc purlins, except end verticals. Rigid ceiling directly applied or 7-2-7 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 462 lb uplift at joint 8 and 626 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. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 130 lb down and 144 lb up at 0-1-12, 137 lb down and 137 lb up at 2-4-6, and 137 lb down and 137 Ito up at 4-4-3, and 137 lb down and 137 lb up at 6-4-0 on top chord, and 38 lb down and 7 lb up at 0-1-12, 38 lb down and 7 lb up at 2-5-2, and 38 lb down and 7 lb up at 4-4-3, and 318 lb down and 196 lb up at 6-3-4 on bottom 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 (8). • LOAD CASE(S) Standard F FL Cert. 6634 November 18,2013 - Veriftij design partmtetem and READ M07M ON THIS AND INCLUDED 10 TEKREFERENCE PAGE INI-7473 EEPORE USE, .®WARMNG Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. ' Applicability of design parametersand proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA g2314. IFSouthern pine�5pI lumber isspeeilied,thedesignvaluesarethoseeffective06�01J2013byAL5C Tampa. FL 33610-4115 Job Truss Truss Type Qty Ply Walter Moon T6023297 26076 B05G Hip Girder 1 1 ReferenceJob East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 3-5=-70, 8-9=-20 Concentrated Loads (Ib) Vert: 2=-54(B) 3=-54(B) 8=-26(B) 7=-26(B) 6=-293(B) 1=-54(B) 12=-54(8) 14=-26(B) 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 18 09:04:06 2013 Page 2 ID:SfZeWyr4gDUSHPvUSsvl26yl_GF-McccNAhfp1 BhMtYtOnH73ShSQHAtS5ptZK5SKnyHzJt I N.. *: N 68182* :�0:• T F .'411� FL Cet 6634 November 18,2013 ® WARNING - Verlfrj design parameters and READ NOTES ON THIS AND INCLUDED N7EK REPERENCE PAGE M I-7473 BEFORE USE. Design valid for use anly 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 miss 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 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/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information va able from jruss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314 Tampa, FL 33610.4115 If Southern Pine�SP lumber isspefrfied, the design values are thane effective 05 01/0013 by ALSC Job Truss Truss Type Qty Ply Walter Moon T6023298 6076 C01G HALF HIP GIRDER 1 2 lob Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MITaB Inaustnes, Inc. Mon NOV 1 a uxu4:Ur zu16 rage 1 I D:SfZeWyr4gDUSHPvUSsvl26yl_GF-rp9_bWiiHZLJY_173yUoMcfEUKhOyBPl1 o_gOsEyHzJs 2-0-0 2 6-2 7-0.10 11-10-10 2-0-0 2-6-2 4-6-8 4-10-0 4.00 12 10xio JX9 — MU040 u<+ vc+ U24 LOADING (psf) SPACING ' 2-0-0 CSI DEFL in (Ioc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.24 7-8 >586 240 TCDL 15.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.38 7-8 >376 180 BCLL 10.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No.2 - TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 6=1905/Mechanical, 2=1448/0-7-10 (min. 0-1-8) Max Horz 2=137(LC 21) Max Uplift 6=-1113(LC 5), 2=-938(LC 8) Max Grav 6=1984(LC 2), 2=1486(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4491/2439, 3-11=-6027/3358, 11-12=-6027/3359, 4-12=-6027/3359, 4-5=-6027/3359, 5-6=-1080/658 BOT CHORD 2-8=-2320/4239, 8-13=-2402/4414, 7-13=2402/4414, 7-14=-539/942, 14-15=-539/942, 6-15=-539/942 WEBS 3-8=-453/965, 3-7=-990/1638, 4-7=-327/378, 5-7=-2859/5157 Scale = 1:23.0 10x10 = PLATES GRIP MT20 244/190 Weight: 127 lb FT = 0% Structural wood sheathing directly applied or 4-5-8 oc purlins, except end verticals. Rigid ceiling directly applied or 9-8-5 oc bracing. NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chards connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Refer to girder(s) for truss to truss connections. f0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1113 lb uplift at joint 6 and 938 lb uplift at joint 2. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-1 Od Truss, Single Ply Girder) or equivalent at 5-0-12 from the left end to connect truss(es) B05G (1 ply 2x4 SP) to back face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 13) Use Simpson Strong -Tie U24 (4-10d Girder, 2-10dxl 112 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 11-0-12 to connect truss(es) B04 (1 ply 2x4 SP) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. FL Cert. 6634 November 18,2013 WARNING • Verify design parmnelers and READ NOTES ON THIS AND INCLUDED bf rRICREFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. ` Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the 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 SCSI Building Component 6904 Parke East Blvd. Safety Information gvauable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 NSnuthemPine SP lumberisspecthied,thedesigenvaluesarethoseeffecGveO611Q1/2013byALSC Job Truss Truss Type Qty Ply Walter Moon T6023298 26076 C01G HALF HIP GIRDER 1 n L e e ' East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-70, 3-5=-70, 2-6=-20 Concentrated Loads (lb) Vert: 7=-449(B) 13=-809(B) 14=-449(B) 15=-449(B) 7.500 S Oet 15 2013 MITek Industries, Inc. Mon NOV 1 t1 uv:ua:u1 zu1J rage z ID:SfZeW_ yr4gDUSHPvUSsvl26yl_GF-rp9bWiHZLJY 173yUoMcfEUKhOyBPlto_gOsEyHzJs 111111111/II N 68182 cc z pT F :4U •O• 0 . • � .•7c P ; % It N fill III FL Cert. 6634 November 18,2013 ®WARMNG • Ver(/y design parmneters and READ M07ES ONTNIS AND INCLUDED Mf7EKREPERENCE PAGE 01-7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based any upon parameters shown, and Is for an Individual building component. ��• • Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the McTek• 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. SalefylnlorM -, va obmberisspeecifiendstithedesgnvalueesaTethoseelfectiveG6 01�2013byALSC Tampa, FL33610-4115 ItSoutfiem Ine�SP�lumberlss 1. Job Truss Truss Type Qty Ply Walter Moon T6023299 26076 VA Valley 1 1 0 East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 18 09:04:08 2013 Page 1 I D:9tmGsNl1 MgLsxByX3JPM3Jyl 21-J7i MosivKfRPcBiGVCJb8tmts5ydw5LA1 eaZOgyHzJr 1-6-0 3.0-0 1-6-0 1.6-0 • Scale = 1:5.6 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 10.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010iTPI2007 LUMBER TOP CHORD 2x4 SP No.3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.00 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 3 n/a n/a (Matrix) Weight: 5 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 clulde. REACTIONS (lb/size) 1=73/3-0-0 (min. 0-5-0), 3=73/3-0-0 (min. 0-5-0) Max Horz 1=-11(LC 6) Max Uplift 1=-58(LC 8), 3=-58(LC 8) FORCES (lb) - 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; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 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 58 lb uplift at joint 1 and 58 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. LOAD CASE(S) Standard ,,`,11111III1,11r N VF CIE N i N 68182 : X ��O :• T O F W 1 FL Cert. 6634 November 18,2013 WARNING - Ver(/j designparameters and READ NOTES ON 7T11S AND INCLUDED NTEK REFERENCE PAGE 161-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely I rnaflon va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 If Southern P"ine�SP� lumber isspecified, thedesign values are those effective OS1Oi/2013byALSC Job Truss Truss Type Qty Ply Walter Moon T6023300 26076 VB Valley 1 1 East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 18 09:04:08 2013 Page 1 I D:9tmGsNl l MgLsxByX3JPM3Jyl 21-J7jMosivKtRPcBiGVCJb8tmsZ5tkw5LA1 eaZOgyHzJr 3-0-0 6-0-0 _ 3-0-0 3-0-0 Scale = 1:11.0 4.00 12 2x4 2x4 = 2x4 0- - 2 5-11-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.38 Vert(TL) n/a n/a 999 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 15 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=185/5-10-8 (min. 0-1-8), 3=185/5-10-8 (min. 0-1-8) Max Horz 1=23(LC 7) Max Uplift 1=-102(LC 8), 3=-102(LC 8) Max Grav 1=199(LC 15), 3=199(LC 15) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center, 5) Gable requires continuous bottom chord bearing. j11 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ,11/11111111 � U I N V �� �j� 7) 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 ,,� PQ• • • will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 102 lb 1 and 102 lb uplift at �� O p E N S�`••; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift atjoint ,� •••�� joint 3. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. . N 68182 r LOAD CASE(S) Standard O T F p:: E�%%. • FL Cert. 6634 November 18,2013 wARMNG - VeHk design parmuetem and READ NOTES ON THIS AM INCLUDED NTEKREPEREMB PAGE MI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component.' Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the iwiTek' - erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormatlon vailIable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1f Sauthem Pine�SPj lumber isspeolfied, thedesign values are those effectiee 06 112013 by ALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Walter Moon T6023301 16076 VC Valley 1 1 East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MTek Industries, Inc. Mon Nov 18 09:04:09 2013 Page 1 ID:9lmGsNl1 MgLsxByX3JPM3Jyl_21-nBHkogX5yZGDLHS3vgqh4J?IUFStyjJFIJ6x6yHzJq 4-6-0 9-0-0 4-6-0 4-6-0 d 2x4 4.00 12 3x4 = 1x4 II 2x4 Scale=1:16.3 i 0- -12 9-0-0 0- -12 B-11A LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLL 10.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITPI2007 (Matrix) Weight: 26 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 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) 1=137/8-10-8 (min. 0-1-8), 3=13718-10-8 (min. 0-1-8), 4=366/8-10-8 (min. 0-1-8) Max Horz 1=39(LC 7) Max Uplift 1=-84(LC 8), 3=84(1_C 8). 4=-185(LC 8) Max Grav 1=149(LC 13), 3=154(LC 14), 4=398(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-259/190 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1511; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 1, 84 lb uplift at joint 3 and 185 Ito uplift at joint 4. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard `>tt1111111/� QQ IN ♦ i ♦ N 68182 • �� :• T F • FL Cert. 6634 ::1 November 18,2013 WARNING - Vei ifrj design parameters and READ NOTES ON MIS AND INCLUDED MTEK REFERENCE PAGE dil1-7473 BEPOR13 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 responsibilllty of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormatlon va able from Truss Plate Institute, 78114. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 It Southern P ne�SPI lumber isspecilied, the design values are thoseeHective46�01/2013 byAtSC Job Truss Truss Type Qty Ply Walter Moon ' T6023302 6076 VD Valley 1 1 O East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MTek Industries, Inc. Mon Nov 18 09:04:09 2013 Page 1 I D:9tmGsN11 MgLsxByX3JPM3Jyl 21-nBHkogX5yZGDLHS3vgqh4JvKUC?fXLJFIJ6x6yHzJq 6-M 12-0-0 6-0.0 6-0-0 Scale=1:19.0 4x4 = i 4 3x4 1x4 II 3x4 0- -12 11-114 _- LOADING (psf) SPACING 2-0-0 CS] DEFL In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.44 Vert(TL) n/a n/a 999 BCLL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 36 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 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) 1=195/11-10-8 (min. 0-1-8), 3=195/11-10-8 (min. 0-1-8), 4=520111-10-8 (min. 0-1-8) Max Harz 1=-55(LC 6) Max Uplift 1=-119(LC 8), 3=-119(LC 8), 4=-263(LC 8) Max Grav 1=212(LC 13), 3=218(LC 14), 4=566(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-368/271 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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. `1111►1 r, 5) Gable requires continuous bottom chord bearing. ,�� v N V 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �. Q , 's, 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 ��� QP• ....E N • ` will fit between the bottom chord and any other members, with BCDL = 10.Opsf. •• S' �i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 1, 119 Ib uplift at �� �••�' i joint 3 and 263 lb uplift at joint 4. N 6 8182 ' 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard = -� ; � X r T F :41j,� 044, cll • FL Cert. 6634 • November 18,2013 WARNING - Verify design parmnetem and READ MOTES ON THIS AND INCLUDED b TRKREFERENCE PAGE MI-7473 BEFORE USE. � Design valid for use only with MITek connectors. This design Is based any upon parameters shown, and is for an Individual building component.• ` Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown _ Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction is the responsibility of the M!Tek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Informa``Ion Iva* from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. Tampa, FL 33610-4116 liSouthernR"ia1e�SP lumber Isspecdied,the desiignvalues are tb, effective06�01/2013.byAILSIC y Job Truss Truss Type Qty Ply Walter Moon T6023303 26076 VE Valley 1 1 J East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 18 09:04:10 2013 Page 1 ID:9tmGsNl1 MgLsxByX3JPM3Jyl 21-FOr7DXk9sGh6rVseddM3Elr4euTeOzDTUx3gTYyHzJp 7.6-0 15-0-0 7-6-0 7-6-0 • Scale: 12"=1' 4x6 11 3x4 % 4 3x4 1x4 II 0- -12 14-11-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) n/a n/a 999 BCLL 10.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 46 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS (lb/size) 1=253/14-10-8 (min. 0-1-8), 3=253/14-10-8 (min. 0.1-8), 4=674114-10-8 (min. 0-1-8) Max Horz 1=-71(LC 6) Max Uplift 1=-155(LC 8), 3=-155(LC 8), 4=-340(LC 8) Max Grav 1=275(LC 13), 3=283(LC 14), 4=734(LC 15) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-478/351 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=17omph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 1, 155 lb uplift at joint 3 and 340 lb uplift at joint 4. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard � N��t, I N ` t SOP \ c E NSF N 68182 r :-P . T F ::X: .00 ,� 4f''ss �N A1- E�, nnn►► FL Cert. 6634 November 18,2013 ®WARNING - Verjf/ design parmnetem and READ NOTES ON THIS AND INCLUDED M EKREFERENCE PAGB IUI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component.• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown - is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gval able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. It Sauthem Rine `SPlumber ssspetdied, the design values are those effective 05)DI12013 byALSC Tampa, FL 33610-4115 Truss Truss Type Qty Ply Walter Moon r6076 T6023304 VF Valley 1 1 Inh Refarence (notional) East Coast Truss, Fort Pierce, FL. 34946 7.500 s Oct 18 2013 MiTek Industries, Inc. Mon Nov 18 09:04:11 2013 , Page 1 ID:gtmGsNl1 MgLsxByX3JPM3Jyl 21-jaPVRtlodapzTfRgBKtlmVOE4lt97QNcjboD??yHzJo 1-11-0 7-11-0 13-11-0 15-10-0 1-11-0 6-M 6-0.0 1-11-0 Scale = 1:25.7 4x4 = I$ 3x4 = 9 8 7 6 3x4 = 1x4 II 1x4 II 3x4 = 1x4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.46 Vert(TL) n/a n/a 999 BCLL 10.0 Rep Stress Incr YES WE 0.11 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 54 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS All bearings 15-10-0. (lb) - Max Horz 1=87(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-214(LC 8), 9=-329(LC 8), 6=-329(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=556(LC 15), 9=560(LC 13), 6=559(LC 14) FORCES (lb) -Max. Comp./Max. Ten, -All forces 250 (lb) or less except when shown. WEBS 3-8=-378/250, 2-9=-420/371, 4-6=-420/371 NOTES 1) Unbalanced roof live loads Eve been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=214, 9=329, 6=329. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 November 18,2013 j& wARmArG - ©ert fy design parmneters and READ NOES ON THIS AND INCLUDED Mf=REFERENCE PAGE W1.7473 BEFORB USS. 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. Satety I nnatign gvo able from jruss Plate Institute, 781 N. Lee Street, Suite 312, Ale andria, VA 2314. Tampa, FL 33610-4115 IfSoutricrnPme`SP lumber is specdied,thedesign values arethaseefixestive05 0112013 by ALSC Walter Moon T6023305 I I I I East Coast Truss, Fort Pierce, FL. 34946 ID:9tmGsNl1 1-0 18 09:04:11 2013 Page 1 11tF7Q7cjboD??yHzJo Scale: 3/8"=1' 4x4 = 4 12 11 10 9 8 2x4 II 2x4 II 1x4 II 5x5 = 1x4 II LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.77 BC 0.45 WB 0.13 (Matrix) DEFL in Vert(LL) -0.04 Vert(TL) -0.10 Horz(TL) 0.01 Wlnd(LL) 0.01 (loc) I/defl L/d 7 n/r 90 7 n/r 120 8 n/a n/a 7 n/r 120 PLATES GRIP MT20 2441190 Weight: 63 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 10-0-0 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. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 15-10-0. (lb) - Max Harz 12=107(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 12=-168(LC 8), 8=-168(LC 8). 10=-304(LC 8), 11=-267(LC 8). 9=-267(LC 8) Max Grav All reactions 250 lb or less at joint(s) 12, 8 except 10=656(LC 15), 11=542(LC 13), 9=537(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-10=-499/341, 3-11=-371/306, 5-9=-371/306 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is VFW �I♦ the responsibility of the fabricator to increase plate sizes to account for these factors. Its PQ• .,.. •••�� ♦i♦ 4) Plates checked for a plus or minus 0 degree rotation about center. 5) bottom chord bearing. �� 0 E Ns �.'•�,� '.• Gable requires continuous 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 : N 68182 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 12, 168 lb uplift at joint 8, 304 lb uplift at joint 10, 267 lb uplift at joint 11 and 267 lb uplift at joint 9. ^ .� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. =�j •• T F441 LOAD CASE(S) Standard ♦♦ �• • ..<` P •• ��� • FL Cert. 6634 • November 18,2013 AWARNING - ver ffly design parameters and RE9D NOTES ON THIS AND INCLUDED B1f7EK REFERENCE FAGB 161-7473 BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown _ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M!Tek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inrormailon va able from Truss Plate Institute. 781 .N Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 If Southern Pine§PI lumber isspecified, thedesign values are these effective 06101J2013 hyALSC 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. For 4 x 2 orientation, locate plates 0-'Al' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSR-89: Design Standard for Bracing. SCSI: Building Component Safety Information, i Guide to Good Practice for Handling, Installing & Bracing of Metal Plate ' Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS cl-2 C2-3 o ;XZh O u � 30 U O o_ C7-8 C6-7 C5-6 O � BOTTOM CHORDS 8 7 6 5 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 ]CC -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 M7ek@ All Rights Reserved MiTek� MiTek Engineering Reference Sheet: MII-7473 rev. 02/26/2013 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 1 B. 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 I Quality Criteria.