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Home My WebLink AboutTRUSS ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ® MANNED RTek BY �ti �a�nrtersSa+ RE: 29313- 29313 Lot 5`Queens Isle MiTek USA, Inc. Site I formation: 6904 Parke East Blvd. Custc ner Info: Phoenix Realty Homes, Inc. Project Name: Lot 5 Queens Isle Mode mpa,FL 33610�115 Lot/B ock: Subdivision: Add r �ss: Lot 5 City: ort Pierce State: FL Name ddress and License#of Structural Engineer of Record, If there is one,for the building. Name License#: Addre`s: City: State: Gene al Truss Engineering Criteria&Design Loads(Individual Truss Design Drawings Show Special. Load i; g Conditions): Desi i Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind t ode: ASCE 7-10[All HeighH Wind Speed: 160 mph Roof oad: 55.0 psf Floor Load: N/A psf This p, ckage includes 35 individual, dated Truss Design Drawings and 0 Additional Drawings. With seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet confo m s to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date No. I Seal# JTruss Name I Date 1 lt7404816 -CJ1 9/8/015 118 IT7404833 I A03 9/8/015 2 17t74 CJ3 9/8/015 119 IT7404834 I A04 9/8/015 3 lr7404818 -CJ3D Ir/8/015 20 T7404835 A05 9/8/015 4 Jt7404819 -CJ5 9/8/015 121 IT7404836 I A06 9/8/015 5 17404820 -CJ513 9/8/015 122 IT7404837 I A07 9/8/015 6 17404821 1-CJ5D 9/8/015 123 IT7404838 I A08 9/8/015 7 T7404822 -CJ5E 9/8/015 124 IT7404839 IA09 9/8/015 18 I 404823 I-EJ6 19/8/015 125 I T7404840 I A10 19/8/015 19 i t7404824 I-EJ7 19/8/015 126 I T7404841 I A11 19/8/015 10 I T7404825 -EJ7A 9/8/015 127 IT7404842 IA12 9/8/015 11 404826 -HJ6 9/81015 128 IT7404843 I A13G 9/8/015 12 117404827 -HJ6A 9/81015 129 IT7404844 I B01 G 9/8/015 13 1 tr7404828 -HJ7 9/8/015 130 IT7404845 IB02 9/8/015 14 Jt7404829 I-HJ7A 9/8/015 131 IT7404846 JC01G 9/8/015 15 Jt7404830 -HJ7C 9/8/015 132 IT7404847 I M01G 9/8/015 16 1 r7404831 IA01G 19/81015 133 1 T7404848 I MV2 9/81015 17 lt7404832 IA02 9/8/015 134 IT7404849 I MV4 9/8/015 The truE drawing(s)referenced above have been prepared by MiTek Industril s,Inc.under my direct supervision based on the parameters %.�`BPS,A q4 provide by East Coast Truss. �`�.0•��C E N 3F•.'9��i� Truss Design Engineer's Name: Albani,Thomas 0 ••' My lice a renewal date for the state of Florida is February 28,2017. = 't'. ' IMPO ANT NOTE:Truss Engineer's responsibility is solely for STATE OF .� J design of individual trusses based upon design parameters shown • p'•, on referenced truss drawings. Parameters have not,been verified '��'��:•:°� OR tp?:•'N_��,` as app�Opriate for any use. Any location identification specified is '�,SS •• •• •��` for file reference only and has not been used in preparing design. Suitabil ty of truss designs for any particular building is the respon ibility of the building designer, not the Truss Engineer, FL Cert. 6634 per AN I/TPI-1, Chapter 2. September 8,2015 Alban,Thomas 1 of 2 s A R 29313 - 29313 Lot 5 Queens Isle Si a Information: C stomer Info: Phoenix Realty Homes, Inc. Project Name: Lot 5 Queens Isle Model: L , Block: Subdivision: A,dress: Lot 5 Cii y: Fort Pierce State: FL 1o. Seal# Truss Name Date 3 T7404850 IMV6 9/8/015 2 of 2 s a ' Job Truss Truss Type - Qty Ply 29313 Lot 5 Queens Isle naoasts 29313 I-Cil Jack-Open 14 1 Job Reference(optional) East Coast T s, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 08 12:48:40 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQ1 kymffR-gkZ6yxIX30CGIzualpsOZjdkik7DYGuFtU477TOIL -1-6-0 1-0-0 i 1-6-0 1-0.0 Scale=1:7.3 3 5.00 12 2 d 0 1x4 II 4 1 2x4 = I Plate Offs is(X Y)-- 11.0-2-2 0-0-81 I2:0-3-10 Edgel LOADING 1psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.06 Vert(TL) 0.00 8 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 110.0 Code FBC2014frP12007 (Matrix-M) Weight:8 lb FT=0% LUMBER-I BRACING- TOP CHO 1 D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHO D 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 allation guide, REACTIO S. (lb/size) 3=-25/Mechanical,2=269/0-8-2 Max Horz 2=119(LC 8) Max Uplift3=-25(LC 1),2=297(LC 8) Max Grav 3=63(LC 8),2=269(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES. 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp D;Fisted, GCpi=0.18;MWFRS(directional);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 respo4bility of the fabricator to increase plate sizes to account for these factors. 3)Plates flecked for a plus or minus 0 degree rotation about its center. ,►►►►111!111/�� 4)This tru s has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �%� S A /♦�♦ 5)-This t ss 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 ,�♦ P fit between the bottom chord and any other members. ,4 Q'.••10•E(�S,• �,Q ♦� 6)Refert IIgirder(s)for truss to truss connections. . `Z`.••�,� _ �`••.•!li�i 7)Provid�)nechanical connection(by others)of truss to bearing plate capable of withstanding 25 Ito uplift at Joint 3 and 297 lb uplift at joint . 2. II vo 39380�_ 8) Semi-i gid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss, i * %• l� AT�•• a E � . �s . w ♦♦♦S,S O N A`�� o�. n►[it FL Cert. 6634 September 8,2015 WA NINO-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111•7473 rev.0211612015 BEFORE USE. Desig ivalld for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual building component. Appli ability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for I feral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the M iT®k• erect r.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding tabdciltion.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. 5ofety pformation available ham Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i 1 Job : Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle naoastt 29313 -CJ3 Jack-Open 12 1 Job Reference(Optional East Coast Tr ss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 Mrrek Industries,Inc.Tue Sep 08 12:4e:41 2015 Page 1 ID:Y2K7aN NgEy_MfDpNzGaQ1 kymffR-8w7U9HJgghK7w7Tm GWN F6wAv28SvHj8058ggXvyrl]K 3-0-0 3-0.0 Scale=1:11.6 3 5.00 12 n 0 N 2 1x4 II 1 4 x4 = 3-a, 3 0-0 Plate Offs is X Y-- 1:0-2-2 0-0-8 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.00 4-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.09 Vert(TL) -0.01 4-8 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:14 lb FT=0% LUMBER-I BRACING- TOP CHO ID 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. OTHERS II 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Instdiallon REACTIONS. (lb/size) 3=90/Mechanical,2=338/1-0-0,4=30/Mechanical Max Horz 2=192(LC 8) Max Uplift3=-82(LC 8),2=-282(LC 8) Max Grav 3=90(LC 1),2=338(LC 1),4=45(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES. 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=oft;Cat.Il; Exp D; ncl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)As requ sted,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respongi�bility of the fabricator to Increase plate sizes to account for these factors. 3)Plates Necked for a plus or minus 0 degree rotation about its center. ,ji11 i 111l l,� 4)This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `,�� S A. 5)'This tr ss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,,� `v /�........ fit betw en the bottom chord and any other members. ,� 0 G E N 6)Refer girders)for truss to truss connections. ♦ '� `S 7)Provide echanical connection(by others)of truss to bearing plate capable of withstanding 82 lb uplift at joint 3 and 282 lb uplift at joint _ -- `- :i 2. `6 39380 8)"Semi-r gid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7k " ,.c' •ram� ATE 14/Z. yJ*1, ON FL Cert. 6634 September 82015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIIJ473 rev.02/16/2015 BEFORE USE. Desig lLalid 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 ,IK is for I feral support of individual web members only.Additional temporary bracing to Insure stability during construction fs the responsibillity of the iyOiTek• .recto Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabric Ion,quality control,storage,delivery.erection and bracing,consult ANSI/1'PIl Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety larmatlon available from Truss Plate Institute,"I N.Lee Street,Suite 312,Alexandria,VA 223I4. Tampa,FL 33610 P Truss Truss Type Qty Ply 283t3 Lot 5 Queens Isle T7404618 3 -CJ3D Jack-Open 2 1 Job Reference(optional) East Coast Tr ss, Ft.Pierce,FL 34946 7,630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 08 12:48:41 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-8w7U9HJ9ghK7w7TmGWNF6wAv28RvHj8058ggXvyfilK -1-6-0 1-2-0 3-0-0 1-6.0 1-2-0 1-10-0 Scale=1:11.6 4 I 4/ �l I/ 5.00 12 d 3 1, o I/ N 2 2x3 = 5 1x4 II 6 2x4= 2-2-0 Plate Offs is(X,Y)-- 11:0-2-2 0-0-81.12:0-3-10 Edoel LOADING�psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.01 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(TL) -0.03 6 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL O.0 Code FBC2014/TPI2007 (Matrix-M) Weight:15 Ito FT=0% LUMBER-I BRACING. TOP CHO D 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. OTHERS I 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer s REACTIONS. (lb/size) 4=73/Mechanical,2=352/0-8-0,5=51/Mechanical Max Horz 2=192(LC 8) Max UpIIft4=-55(LC 8),2=-283(LC 8),5=-21(LC 8) Max Grav4=73(LC 1),2=352(LC 1).5=51(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.Il; Exp D;Encl.,GCpi=0.18;MWFRS(directional);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 respon ibility 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. ,�t �� 4)This tru�s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �%% 11/ 5)•This t ss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `,`�� PS A. fit between the bottom chord and any other members. O.. • ••' 6)Refer t ggirder(s)for truss to truss connections. '�GEN S'•. '9 ♦♦ 7)Provide{uechanical connection(by others)of truss to bearing plate capable of withstanding 55 lb uplift at Joint 4,283 lb uplift at joint 2 �� s ? y and21 bupliftatjoint5. :� vo 39380 -/-;. 8)"Semi-r gid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. = * � ATE �Z. A�`��,�% FL Cert. 6634 September 8,2015 WA NING•Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11•7473 rev.0211612015 BEFORE USE. f Design Yalld for use only with Wek connectors.This design is based only upon parameters shown,and is for an Individual building component. �• Applic bility of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for la aral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responslbillity of the MiTek• erecto Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrica ion,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 22314. Tampa,FL 33610 y [i,ob JTruss Truss Type Qty Ply 29313 Lot 5 Queens Isla T7404819 313 -CJ5 Jack-Open Job Reference D t'o a East Coast Tr ss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 0812:48:42 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-c6gsNdKnb?SzYH2zpEvUeBi3BXkyOANYKoZD3Lyfi]J 5-0.0 1-6 0 5.0-0 Scale=1:15.7 3 5.00 12 O N d N 2 $l ,x4 II r °° a• 4 d° 6• 2x3 — 5-0.0 _Plate Offsets(X Y) I1:0 2 2 0 0 81 LOADING�psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 80.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.03 4-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.30 Vert(TL) -0.05 4-8 >999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 0.0 Code FBC20141TP12007 (Matrix-S) Weight:20 lb FT=0% LUMBER-I BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Instillation 'de REACTIO S. (lb/size) 3=164/Mechanical,2=465/0-8-0,4=49/Mechanical Max Horz 2=268(LC 8) Max Uplift3=-156(LC 8),2=-340(LC 8),4=-1(LC 8) Max Grav 3=164(LC 1),2=465(LC 1),4=76(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=484/173 BOT CHO D 2-4=-348/617 NOTES- 1)Wind: SCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp D; ncl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)As req ested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the `,'y respon ability of the fabricator to increase plate sizes to account for these factors. � ........ • %% S A• �� 3)Plates pecked for a plus or minus 0 degree rotation about its center. ' 01 •N s Ce'9 4)This trus�s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� �% Q •' iE ' �� 5)-This tiUss 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 ��`�•'�,� �`'•,�iJ�� fit between the bottom chord and any other members. .- 6)Refer t girder(s)for truss to truss connections. v0 39380 7)Providmechanical connection(by others)of truss to bearing plate capable of withstanding 156 lb uplift at joint 3,340 lb uplift at joint 2 ,r and 1 1 1 uplift at joint 4. ' 8)This tniss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and'/"gypsumZn '"• y * .�r� sheetrc ck be applied directly to the bottom chord. ; AT E i Z' o � NAl-E FL Cert. 6634 September 8,2015 ®WA NING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7472 rev.02t1612015 BEFORE USE. Desig �valld for use ony with MiTek connectors.This design is based only upon parameters shown,and Is for an individual building component. Appll ability of design parameters and proper Incorporation of component is responsty of bung designer-not truss designer.Bracing shown ��• is for I f ercl support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsiblllity of tha MiTek' erect r.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabric tlon,quality control.storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Bu1lding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 r � Job Truss Truss Type Qty Ply 21113 at 5 Queens Isle naoaezo 29313 -CJ5B Jack-Open 1 1 Job Reference(optional East Coast T ''ss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 08 12,48:42 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaOlkymffR-c6gsNdKnb?SzYH2zpEvUeBi2pXkmOANYKoZD3LyrIJ 5-0-0 5-0.0 Scale=1:15.1 2 5.00 12 � N N d N 1 Q, 3 2x4= 5.0-0 s-ao LOADING'psi) SPACING. 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.04 3-6 >999 240 MT20 2441190 TCDL 5.0 Lumber DOL 1.33 BC 0.31 Vert(TL) -0.06 3-6 >999 180 BCLL �0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight:16 lb FT=0% LUMBER-I'l BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIO S. (lb/size) 1=322/0-8-0,2=168/Mechanical,3=52/Mechanical Max Horz 1=186(LC 8) Max Upliftl=-162(LC 8),2=-161(LC 8),3=-6(LC 8) Max Grav 1=322(LC 1).2=168(LC 1),3=78(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO i D 1-2=702/486 BOT CHO D 1-3=-732/876 NOTES- 1)Wind: SCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp D; Encl.,GCpi=0.18;MWFRS(directional);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 1s the responsibility of the fabricator to Increase plate sizes to account for these factors. ,►►►►1111 f Il��' 3)Plates decked for a plus or minus 0 degree rotation about its center. ,�� S A. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P ••,... e 5)•This t as has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will '4%�0• •�Ci E N fit between the bottom chord and any other members. �, •'. �i 6)Refer tc girder(s)for truss to truss connections. — �• it 7)Provide)mechanical connection(by others)of truss to bearing plate capable of withstanding 162 lb uplift at joint 1,161 lb uplift at joint 2 `*: v 0 39380 �.• , and 6 lb uplift at joint 3. 8)This tru s design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and''%"gypsum sheetrock be applied directly to the bottom chord. MX y Al E . tli ..0 FL Cert. 6634 September 8,2015 WA NING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.0211612015 BEFORE USE. Desig ivalid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an Individual building component. Appll dbill ty of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for I eral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responslblllity,of the erect �.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding MiTek• fabric ion,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety�formatlon available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 s } Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404821 29313 -CJ5D Jack-Open 1 1 obReference(optional) East Coast Tr s, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 08 12:48:43 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-5JEEazKPMJag9Rd9NxQjBLFFhx5xlddhZSJnboyfill i -1-6-0 2-2-0 5-0.0 _ 2-2-0 2.10-0 Scale=1:15.7 4 5.00 12 d 'h o N d 3 N 2 2x4= w 1x4 II 5 0 2x4= i 2-2.0 i 2-2.0 Plate Offs is(X Y)-- f1.0-2-2 0-0-81 f3:0-3-15 0-0-01 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.03 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.25 Vert(TL) -0.06 6 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BGDL p.0 Code FBC20141TPI2007 (Matrix-S) Weight:21 lb FT=0% LUMBER-I 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. OTHERS I 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation REACTIO S. (lb/size) 4=133/Mechanical,2=511/0-8-0,5=52/Mechanical Max Horz 2=268(LC 8) Max Up", 8),2=-357(LC 8),5=-13(LC 8) Max Grav 4=133(LC 1),2=511(LC 1),5=66(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO,D 2-3=482/140,3-4=-605/338 BOT CHO D 2-6=-235/581,3-5=-467/681 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp D;Encl.,GCpi=0.18;MWFRS(directional);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 `11111111111rll respon bility of the fabricator to increase plate sizes to account for these factors. ,0 3)Plates ecked for a plus or minus 0 degree rotation about its center. 4)This truk,s has been designed fora 10.0 pat bottom chord live load nonconcument with any other live loads. ♦♦♦ 0�.•C•E N• •• �I� 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ♦ �`,•'V\ S'••'•9 �I ♦� fit bettyen the bottom chord and any other members. -" 6)Refer tolgirder(s)for truss to truss connections. 06 39380 7)Provide)mechanical connection(by others)of truss to bearing plate capable of withstanding 121 lb uplift at joint 4,357 lb uplift at Joint 2 * : •%�r and 13 b uplift at joint 5. 8)This tru s design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Y"gypsums sheetro k be applied directly to the bottom chord. ATE i0oo � ONp1-�C..�. ,�rr/r/11111111, FL Cert. 6634 September 8,2015 WARNING.-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02116aO1S BEFORE USE. Desigr�v'alid for use only with MTek connectors.This design is based any upon parameters shown,and Is for an Individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility 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/IPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety>tformation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404822 29313 -CJ5E Jack-Open 1 1 Job Re a ence o Bona East Coast Tr s, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 08 12:48:43 2015 Page 1 I0:Y2K7aNNgEy_MfDpNzGaQ1 kymffR-5JEEazKPMJag9Rd9NxQjBLFEix3olddhZSJnboyfil I 2.2-0 , 5-0-0 i 2.2-0 2-10-0 Scale=1:15.1 3 5.00 12 d 0 2 N :•1 1 _ 3x3 4 t1° �• 2x3= 2-2-0 i 2-2-0 Plate Offs s X Y-- 2:0-4-6 0-1-7 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.05 5 >999 240 MT20 244/190 TCDL 5.0 Lumber DOL 1.33 BC 0.32 Vert(TL) -0.07 5 >802 180 BCLL �0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 4 n/a n/a BCQL 0.0 Code FBC2014/TPI2007 (Matrix-S) Weight:17 lb FT=0% LUMBER-I BRACING- TOP CZ,D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer 'o e REACTIO S. (lb/size) 1=371/0-8-0,3=135/Mechanical,4=55/Mechanical Max Harz 1=186(LC 8) Max Uplift 1=-182(LC 8),3=-124(LC 8),4=-16(LC 8) Max Grav 1=371(LC 1),3=135(LC 1),4=67(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO,D 1-2=708/442,2-3=-645/391 BOT CHO D 1-5=-639/845,2-4=-526/727 NOTES- 1)Wind:/{§CE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp D;i ncl.,GCpi=0.18;MWFRS(directional);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 respon bility of the fabricator to Increase plate sizes to account for these factors. � cj A. 3)Plates �ecked for a plus or minus 0 degree rotation about Its center. ♦ P 4)This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�♦♦Q`;.•C•E�N'• L7 I� 5)•This t I ss 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 betw'an the bottom chord and any other members. �, •••'' "� Q380 '�-- 6)Refer t girder(s)for truss to truss connections. ` 7)Provide echanical connection(by others)of truss to bearing plate capable of withstanding 182 lb uplift at joint 1,124 lb uplift at joint 3 1k :• _ and 16 uplift at joint 4. 8)This tru s design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and Y=gypsum sheetrc k be applied directly to the bottom chord. AT E :•� i sslO N AL, ;.,`�♦ FL Cert. 6634 September 8,2015 ®WA?NING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111.7473 rev.02f16/2015 BEFORE USE, Deslg valid for use only vdth MTek connectors.This design Is based only upon parameters shown,and Is for an individual building component. Appli ability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for I +eral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the yB�• erect r.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding M'fek• fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety'formation available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 1 � I Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle naoaez3 29313 —EJ6 Jack-Open 4 1 ob eee ce o t'o a East Coast Tr ss, Ft.Pierce,FL 34946 - 7.630 s Jul 28 2015 MTek Industries,Inc.Tue Sep OB 12:48:44 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-ZVocnJL27cjhnaCLxfxykZoICLMOU4tro62KBEyrIH -1-6-0 6-8-0 -- 1-10 6.8-0 Scale=1:19.1 3 5.00 12 0 N 2 1x4 II 1 �* 4 QL n 2x4= Y 6-8-0 6-8-0 Plate Offsets(X Y) r1:0 2 2 0 0 81 12.0 3-14 0 0 01 LOADING 6f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 80.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.07 4-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.56 Vert(TL) -0.15 4-8 >539 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight:25 lb FT=0% LUMBER-I BRACING. TOP CHO i D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer sallatigil REACTIO S. (lb/size) 3=224/Mechanical,2=576/0-8-0,4=62/Mechanical Max Horz 2=330(LC 8) Max Uplift3=-214(LC 8),2=-396(LC 8) Max Grav3=224(LC 1),2=576(LC 1),4=101(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHOIRD 2-3=1040/546 BOT CHORD 2-4=908/1333 NOTES- 1)Wind: CE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp D; ncl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates pecked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. �% A. 4)•This t� SS 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 �� ,\`(��P . �* fit betw en the bottom chord and any other members. �.` Q ••' ........ •E•N S•,4? , 5)Refer to girder(s)for truss to truss connections. �� `�.• �,� F••.•.!ji o 6)Provid mechanical connection(by others)of truss to bearing plate capable of withstanding 214 lb uplift at joint 3 and 396 lb uplift at joint2. = N0 39380 �R� 7)This t 1Ss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/"gypsum *%• �/,� � sheetroek be applied directly to the bottom chord. (VAT E . AN r O i III�SS`O N A` ?,`�� nnll� FL Cert. 6634 September 8,2015 ®WANING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.0711612015 BEFORE USE. Destg Ivalid for use only with MTek connectors.This design is based only upon parameters shown,and is for an Individual building component. Appli ability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for I'teral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsiblllity of the f4e�• erect i.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding M fabric ition,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 1 ' Job Truss FussType Qty Ply 29313 Lot 5 Queens IsleT7404824 29313 -EJ7 pen 20 1 job Reference(optional East Coast Tr ss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 08 12:48:44 2016 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-ZVocnJL27cjhnaCLxfxykZoNOLLSU4tro62K8EyriIH -1-6-0 7-0.0 1-10 7-0-0 Scale=1:19.8 3 5.00 12 N 2 1x4 II 1 4 3x4= 7-0.0 7-0-0 Plate Offs is(X Y) 11.0 2 2 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.08 4-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.62 Vert(TL) -0.18 4-8 >471 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL (10.0 Code FBC2014/TPI2007 (Matrix-S) Weight:26 lb FT=0% LUMBER-I BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer allation guide, REACTIO S. (lb/size) 3=236/Mechanical,2=598/1-0-0,4=64/Mechanical Max Harz 2=343(LC 8) Max Uplift3=-226(LC 8),2=-406(LC 8) Max Grav 3=236(LC 1),2=598(LC 1),4=106(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO i D 2-3=1205/658 BOT CHORD 2-4=-1030/1486 NOTES- 1)Wind: SCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp D; ncl.,GCpi=0.18;MWFRS(directional);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 t11111111111111, respon#Ility of the fabricator to increase plate sizes to account for these factors. �%%'s S A. 3)Plates ecked for a plus or minus 0 degree rotation about its center. �� P 4)This tru s has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. C,•E N S•• ,� �� 5)•This t�ss 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 `� �` �� `'•,�iJ�� fit between the bottom chord and any other members. ^-` 6)Rate Q girders)for truss to truss connections. tiO 39380 •� a 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 226 lb uplift at joint 3 and 406 lb uplift at joint 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/:"gypsum � �: .••� { sheetral k be applied directly to the bottom chord. , ATE (V , 0R1 C?%�` ,,`s rO N A)•� %00 i11 FL Cert. 6634 September 8,2015 WA 7NING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.0211612015 BEFORE USE. Desig �alid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an Individual building component. �• Appli ability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for I feral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibillity,of the WOW r.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabric lion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety jrformation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404825 29313 -EJ7A Jack-Open 4 1 Job Refe a ce o tionai East Coast T ss, Ft.Pierce,Fl,34946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 08 12:48:45 2015 Page 1' ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-1hM77fMgtwrYPknYVMSBGmKVoIkKDX7 OmougwiilG 7-D-0 1-S-0 2-2-0 4-10-0 Scale=1:19.8 4 5.00 12 N O d N 3 2 _ $[ 1x4 II 5 1 E 8 C � 2x4= 2-2-g 2-2.0 Plate Offs 1s X Y— 1:0-2-2 0-0-8 LOADING�psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 80.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.08 5-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.45 Vert(TL) -0.13 5-13 >653 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a n/a BCDL ro.0 Code FBC2014/TPI2007 (Matrix-S) Weight:28 lb FT=0% LUMBER- BRACING- TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer installatione REACTIO S. (lb/size) 4=199/Mechanical,2=658/0-8-0,5=61/Mechanical Max Horz 2=343(LC 8) Max Upiift4=-189(LC 8),2=431(LC 8),5=-4(LC 8) Max Grav4=199(LC 1),2=658(LC 1),5=92(LC 3) FORCES. (III-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-852/353,3-4=-1247/744 BOT CHO�D 2-6=-602/1029,3-5=-1033/1477 NOTES- 1)Wind SCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp D;Encl.,GCpi=0.18;MWFRS(directional);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 ,111111►►1j respon ,,bility of the fabricator to Increase plate sizes to account for these factors. A. 3)Plates doecked for a plus or minus 0 degree rotation about its center. P 4)This tru s has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. ,Q •'' ' t✓ENS'•eq 5)-This tr�ss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,,��`,•'�� F ••• fit betty en the bottom chord and any other members. 6)Refer t Igirder(s)for truss to truss connections. ® O 39380 —� 7)Provide echanicaI connection(by others)of truss to bearing plate capable of withstanding 189 lb uplift at joint 4,431 lb uplift at joint 2 * �� and 4 Iyj f uplift at joint 5. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and''%"gypsum :YMIZ sheetro k be applied directly to the bottom chord. ATE •i, a A FL Cert. 6634 September 8,2015 WA ING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use any with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual building component. �• Applic bility of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for Ic�eral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responslbillity of the WOWerect .Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabric tIon.quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety'{rformation available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i y Job Truss Truss Type Qty JPly 29313 Lot 5 Queens Isle T7404826 29313 -HJ6 Diagonal Hip Girder 1 1 Job Reference(optional East Coast Tr s, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MITek Industries,Inc,Tue Sep 08 12:48:45 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQ1kymffR-1hM??fMgtwrYPknYVMSBGmKY81obDVz OmouggyfilG -2-1-7 4-2-3 , 7-9-5 2-1-7 4-2.3 3-7-2 Scale=1:19.3 2x4 II 4 5 15 3.54 12 3x4% 3 1x4 I 2 1x4 II d 1I 1 16 8 17 7 1x4 II 34 = 6 3x4 = 4-2-3 7-9-5 4.2-3 3-7-2 Plate Offsets X Y— 1:0-2-2 0-0-8 10:0-2-0 0-0-8 LOADING�psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.02 8-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.17 Vert(TL) -0.02 8 >999 180 BCLL 10.0 ' Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 7 n/a n/a BCDL 0.0 Code FBC2014/TPI2007 (Matrix-M) Weight:40 lb FT=0% LUMBER.I BRACING- TOP CHO Uj 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT CHO RD 2x4 SP Nc.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-6-15 oc bracing. OTHERS 2x4 SP No.2'Except` MiTek recommends that Stabilizers and required cross bracing 10-11:2x4 SP No,3 be Installed during truss erection,in accordance with Stabilizer Installation ggide. REACTIO S. (lb/size) 2=558/0-10-15,7=463/Mechanical Max Horz 2=288(LC 24) Max Uplift2=491(1_13 8),7=-419(LC 6) Max Grav 2=561(LC 28),7=463(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO D 2-3=-703/303,4-7=-204/297 BOT CHO D 2-16=-379/618,8-16=-379/510,8-17=-379/510,7-17=379/510 WEBS 3-7=508/372 NOTES- 1)Wind:/j1SCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.11; �f 111111//J J Exp D;Pricl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 A. JJJ 2)Plates dkecked for a plus or minus 0 degree rotation about Its center. �� P 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `♦% 0`;.•C•E�N•'• LT I� 4)•This ASS 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 ♦ �` •' 5' 9 ,♦,t : �' cc•',.ply:, fit betty yen the bottom chord and any other members. ♦ -,-,.-,^-" 5)Refer t girder(s)for truss to truss connections. v O 3 938 0.-,...--=��--, 6)Provid mechanical connection(by others)of truss to bearing plate capable of withstanding 491 lb uplift at joint 2 and 419 lb uplift at joint 7. 7)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. tx 8)Hanger4s)or other connection device(s)shall be provided sufficient to support concentrated load(s)148 lb down and 128 lb up at ATE ' � 4-1-14, 48 Ib down and 128 lb up at 4-1-14,and 183 lb down and 206 lb up at 6-11-13,and 182 lb down and 201 lb up at 6-11-13 on • top cho d,and 73 lb down and 53 lb up at 1-3-15,73 lb down and 53 lb up at 1-3-15,19 lb down and 29 lb up at 4-1-14,19 lb down ,��,�•.•T P ♦♦♦ and 29 Id, up at 4-1-14,and 35 lb down and 34 lb up at 6-11-13,and 34 lb down and 29 lb up at 6-11-13 on bottom chord. The �j 0 R X � Q •\�\,♦♦ design election of such connection device(s)is the responsibility of others. 01 ss•••• ••••! 9)In the L I LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �JO NA`,;%��,` LOAD C SE(S) Standard 1)Dead i i Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.25 Uniform Loads(pif) FL Cert. 6634 _ Vert:1-4=-90,4-5=-30,6-12=-20 September 8,2015 ®INA NING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. !� ' Desigvalid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an individual building component. Appli ability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for I teral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibillity of the iVliTek� erect r.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabric tion,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety,pformatlon available from Truss Plate Institute,761 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404826 29313 -HJ6 Diagonal Hip Girder 1 1 Job Reference(national East Coast T'ss, FL Pierce,FL 34946 7,630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 0812:48:45 2015 Page 2 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-1hM77fMgtwrYPknYVMSBGmKY81obDVz OmouggyfilG LOAD CA C(S) Standard Concentfated Loads(lb) art:3=74(F=37,B=37)8=2(F=-1,B=-1)15=-78(F=37,B=41)16=61(F=30,B=30)17=-44(F=-20,B=-24) ®WA WIND-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.OV1612015 BEFORE USE. Desig ivolid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component. Sol' Appli'abllity of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown AA is for 11.feral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responslbillity of the erect I.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding iVl fabric.tion,quality control,storage,delivery,erection and bracing,consult ANSI/7PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety nformatton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 33610 • I Job Truss 7,,usse Qty Ply 7JobRe Queens IsleT7404827 -HJ6A p Girder 2 1 Dge(national) East Coast Tr ss, Ft,Pierce,FL 34946 7.630 s Jul 28 2015 MTek Industries,Inc.Tue Sep 08 12:48:46 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQ1 kymffR-VtwNC_NIeEzPOuMk23zQp_tju96jywy7FQXRC6y iiIF i -2-1-7 4-11-11 , _ 9-4-8 2-1-7 4.11-11 4-4-11 Scale=1:22.1 3x4 II 4 5 3.54 12 16 3x4 3 15 1x4 II 2 1x4 II d 1 17 18 8 19 7 1x4 II 3x8 =8 3x4 = 4-11-11 9-4-6 _ i 4-11-11 4-4-11 Plate Offsets(X Y)— 11.0-2-2 0-0-81 I10:0-2-0 0-0-81 LOADING tpsf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL '30.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.03 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:47 lb FT=0% LUMBER-I BRACING- TOP CHO i D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHO D 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-8 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 gde REACTIO qS. (lb/size) 2=652/0-10-15,7=535/Mechanical Max Horz 2=330(LC 8) Max Uplift2=-552(LC 8),7=-416(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO D 2-15=-828/508,3-15=-755/477 BOT CHO D 2-1 7=-5 8 6175 2,17-18=-586/752,8-18=-586/752,8-19=-586/752,7-19=-586/752 WEBS 3-7=-746/581 NOTES- 1)Wind: 1SCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;13=45ft;L=24ft;eave=4ft;Cat.II; Exp D;gncl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 ,`1%J11111//11� 2)Plates pecked for a plus or minus 0 degree rotation about its center. ,�� cJ A p��, 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� P q� I� 4)•This tlj ss has been designed for alive load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q .\G E N S• v� �� fit betwlen the bottom chord and any other members. �`r.• �, �`••.•,!1��i 5)Refer t girder(s)for truss to truss connections. 6)ProviM Imechanical connection(by others)of truss to bearing plate capable of withstanding 552 lb uplift at joint 2 and 416lb uplift at `*:•• v"0 39380 •� joint 7. .. , 7) 'Semi-Algid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '• 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated loads)148 lb down and 128 lb up at Sri. 4-1-14,I'148 lb down and 128 lb up at 4-1-14,and 182 lb down and 201 lb up at 6-11-13,and 182 lb down and 201 lb up at 6-11-13 on ATE ft top chord,and 73 lb down and 53 lb up at 1-3-15,73 lb down and 53 lb up at 1-3-15,19 lb down and 29 lb up at 4-1-14,19 Ib down and 29Ilb up at 4-1-14,and 34 lb down and 29 lb up at 6-11-13,and 341b down and 29lb up at 6-11-13 on bottom chord. The ��••� Q •. `� design//election of such connection device(s)is the responsibility of others. i� •. 0 R I,Q,.•\0. \ �� LOAD C SE(S) Standa)rdectlon,loads applied to the face of the truss are noted as front(F)or back(B). �� 10 N A;'00-' 1)Dead 4 Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.25 11 Uniform Loads(plf) Vert:1-4=90,4-5=-30,6-12-20 FL Cert. 6634 September 8,2015 ®WA WING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.OV1612015 BEFORE USE. *��R Desig valid for use only with MRek connectors.This design is based any upon parameters shown,and is for an individual building component.Appli ability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown ii'/�YY■■ Is for I feral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the iVliTek� erect r.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabric'tion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI BuIlding Component 69g4 Parke East Blvd. Safety''nformatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 r Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404927 29313 ^HJ6A Diagonal Hip Girder 2 1 job Reference o fo a East Coast Ti'ss, Ft.Pierce,FL 34946 - 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 08 12:48:46 2015 Page 2 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-VtwNC_NIeEzP0uMk23zQp tju96jywy7FQXRC6AIF LOAD CAS (S) Standard Concept ated Loads(lb) ert:15=74(F=37,B=37)16=-74(F=-37,B=-37)17=61(F=30,B=30)18=-2(F=-1,B=-1)19=-40(F=-20,B=-20) WA�NING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02M612015 BEFORE USE. Desig alid for use only with MTek connectors.This design is based only upon parameters shown,and Is for an individual building component. �• Appll ability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1s for ic eral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek� erect .Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabric ition,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety 161formation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 •Job Truss Truss Type City Ply 29313 Lot 5 Queens Isle naoaeze 29313 —HJ7 Diagonal Hip Girder 2 1 Job Reference o liana East Coast T iss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MI7ek Industries,Inc.Tue Sep 0812:48:47 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQ1kymffR-z4UIQKNwPX5Ge2xwcnUfLBQudYRdhMLHU4H kZyfilE -2-1-7 5-2.9 9.10-1 2-1-7 5-2.9 4-7-8 Scale=1:23.0 3x4 11 4 5 3.54 12 17 3x4 3 16 15 1x4 II 2 4 1x4 II d 1 18 8 19 7 1x4 II US=6 3x4= 1-4-4 5-2-9 9-10-1 11.14 3-10.5 4-7-8 Plate Offs AS X Y-- 1:0-2-2 0-0-8 10:0-2-0 0-0-8 LOADING�psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.04 8-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.33 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:49 lb FT=0% LUMBER-I BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-7 oc purlins, except BOT CHO D 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed durjng truss erection,in accordance with Stabilizer Installation oide REACTIO 18. (lb/size) 2=655/0-10-15,7=557/Mechanical Max Horz 2=343(LC 24) Max Uplift 2=-367(LC 8),7=-411(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-1269/568,15-16=-848/568,3-16=-817/505 BOT CHC D 2-18=-57311204,8-18=-573/813,B-19=-573/813,7-19=-573/813 WEBS 3-7=810/569 NOTES- 1)Wind:f PCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 `11111I1I11ti,� 2)Plates c. ecked for a plus or minus 0 degree rotation about Its center. ��p S A. 4, 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� v•P•�,,, � , 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ♦,♦� Q•,•\G E N 3 0� fit betty en the bottom chord and any other members. ♦A` N, F�'.9�Ii i 5)Refer t girder(s)for truss to truss connections. �M i.I 6)Provid mechanical connection(by others)of truss to bearing plate capable of withstanding 367 lb uplift at joint 2 and 411 Ib uplift at `* v O 3938 0� --,� joint 7. 7)"Seml-igid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)184 lb down and 152 lb up at 1-3-15,I(184 lb down and 152 lb up at 1-3-15,148 lb down and 128 lb up at 4-1-14,148 lb down and 128 lb up at 4-1-14,and 182 lb441 down and d 201 lb up at 6-11-13,and 182 lb down and 201 Ib up at 6-11-13 on top chord,and 19 lb down and 29 lb up at 4-1-14,19 lb 0„- AT E 11 rtd 29 lb up at 4-1-14,and 34 lb down and 29 lb up at 6-11-13,and 34lb down and 29 lb up at 6-11-13 on bottom chord. The ��, , down a ••�rt`� %b O Q ,\ , design selection of such connection device(s)is the responsibility of others. �� 0 R' L)In t e SE SC SE(S)r111111111111 ��(r�" CAD section,loads applied to the face of the truss are noted as front(F)or back(B). �Q N A�-�,,`�,, 1 Dead R of)Live(balanced):Lumber Increase=1.33,Plate Increase=1.25 Unifom Loads(plf) Vert:1-4=-90,4-5=-30,6-12=-20 FL Cert. 6634 September 8,2015 ®WA ING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16/2015 BEFORE USE. Desigr�alid for use onry with Mfiek connectors.This design is based onN upon parameters shown,and is for an Individual building c o m p o nent. Appli ability of design parameters and proper Incorporation of component is responsibility of bulding designer-not truss designer.Bracing shovm is for ``eral suppo t of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibilllty of the iviiTek' erect"Y.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabric�tior,quality control,storage,delivery,erection and bracing,consult AN51/TPII Quality Criteria,D56.89 and BCSI Building Component 6904 Parke East Blvd. 3alety Ilnlormatlon available from Truss Plale Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle naoaeze 28313 -HJ7 Diagonal Hip Girder 2 1 ljob Seference o lio a East Coast Tiss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 Mrrek Industries,Inc.Tue Sep 08 12:48:47 2015 Page 2 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-z4UIQKNwPX5Ge2xwcnUfLBQudYRdhMLHU4H kZyfilE LOAD CASE(S) Standard Concentfated Loads(Ib) art:15=89(F=44,B=44)16=74(F=37,B=37)17=-74(F=37,B=37)18=-2(F=-1,B=-1)19=-40(F=-20,B=-20) AWA WING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.0711812015 BEFORE USE. Desigr ivalid for use only.with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component. Appli ability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for Ic eral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsiblllity of the MOW r.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabric,lion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI BUliding Component 6904 Parke East Blvd. Safety'formation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Puss Truss Type city Ply 29313 Lot 5 Queens Isle naoa629 29313 J7A Diagonal Hip Girder 1 1 Job Reference(optional East Coast Tniss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep OB 12:48:48 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQ1 kymffR-RG27dgOYArD7GCV7AU7uupyySygOQoxQikOYH?yfilD -2-1-7 3-0.0 5-5-2 9-10-1 2-1-7 m-d �2.12 4-4-15 Scale=1:22.8 4x4 6 7 3.54 12 23 2x4 II 5 3x6%4 3 x8 4x4= 11 c1 1x4II2 ¢ oI 1x4 II d 1 24 13 12 10 25 9 2x4 I I 2x4 11 3x6 =8 3x4= 3-0- 4-5-2 i 5-5.2 Ni 0- 3-60 1.5.2 1-0-0 4-4-15 Plate Offs is X Y-- 1:0-2-2 0-0-8 2:0-1-8 0-0-2 4:0-2-7 0-0-4 11:0-5-6 0-2-4 15:0-2-0 0-0-8 LOADING i1psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.42 12 >276 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.77 Vert(TL) -0.55 12 >211 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(TL) 0.19 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:57 lb FT=0% LUMBER.I BRACING- TOP CHO I D 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins, except BOT CHO D 2x4 SP No.2*Except* end verticals. 3-13,5-10:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 5-5-1 oc bracing:11-22. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIO S. (lb/size) 9=500/Mechanical,2=763/0-10-15 Max Horz 2=343(LC 24) Max Uplift9=-376(LC 8),2=-617(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHOII D 2-3=188911290,4-5=-1525/1012,5-23=-1288/940,6-23=-1224/916,6-9=-388/348 BOT CHORD 2-24=-1435/1965,4-11=-1138/1505,5-11=-413/407 WEBS 6-11=-993/1240 NOTES- 1)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=oft;Cat.It,. Exp D;tncl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 S A. 2)Plates pecked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� Q�.•r+ N' 4)'This Ass has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will ,� Z`••'�,� S�C'•�/1� fit between the bottom chord and any other members. 5)Refer t l girders)for truss to truss connections. + •:• ,rfv 0 3938 0 —'� 6)Provid ,mechanical connection(by others)of truss to bearing plate capable of withstanding 376 lb uplift at joint 9 and 617 lb uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger s)or other connection device(s)shall be provided sufficient to support concentrated Ioad(s)148 lb down and 128 lb up at 4-1-14)48 lb down and 128 lb up at 4-1-14,and 182 lb down and 201 lb up at 6-11-13,and 182 lb down and 201 lb up at 6-11-13 on �O.•• T E top cho d,and 73 lb down and 53 lb up at 1-3-15,73 lb down and 53 lb up at 1-3-15,19 lb down and 29 lb up at 4-5-2,19 lb down and Q , 29 Ib u I at 4-5-2,and 34 lb down and 29 Ib up at 6-11-13,and 341b down and 29 Ib up at 6-11-13 on bottom chord. The ,�• . 0 R+a 0•. \,�� design/selection of such connection device(s)is the responsibility of others. lS •..... ' 9)In the 11pAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.25 Unifor Loads(plf) FL Cert. 6634 Vert:1-6=90,6-7=-30,13-17=-20,12-13=-20,11-20=-20,8-10=20 September 8,2015 A&WAI NING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.OV1612015 BEFORE USE. Desig l�alld for use only with MITek connectors.This design is based only upon parameters shown,and is for an Individual building component., Apo obllity of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for feral support of Individual web members only.Additional temporary bracing to Insure stability dudng construction Is the responsibilllty of fhe MiTek• erect J Additional permanent bracing of the overall structure Is the responsibility of fhe building designer.For general guidance regarding fabrictlon,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Cdteda,DSB-89 and SCSI BuIlding Component 6904 Parke East Blvd. salety ntormatton available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404829 29313 -HJ7A Diagonal Hip Girder 1 1 'Job Reference(optional East Coast T ss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 Mrrek Industries,Inc.Tue Sep 08 12:48:48 2015 Page 2 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-RG27dg0YArD7GCV7AU7uuPyySygOQoxQikOYH?yfiID LOAD CA (S) Standard Concent', Loads(Ib) art:12=-2(F=-1,B=-1)21=74(F=37,8=37)23=-74(F=-37,B=-37)24=61(F=30,B=30)25=40(F=-20,8=-20) ®WA�NING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.OV1612015 BEFORE USE. Deslgr valid for use ony with MRek connectors.This design is based any upon parameters shown,and is For an individual building component. �• Appli ability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown M p is for I feral support of individual web members only.Additional temporary bracing to Insure stability du Ad ring construction Is the responsiblllity of the iVliTek* erect r. ditional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabric�tion,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criterla,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety linformation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Jab Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle n4o4e3o 29313 -HJ7C Diagonal Hip Girder 1 1 lJob Re e e e(Optionall East Coast $a, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 Mrrok Industries,Inc.Tue Sep 0812:48:48 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQ1 kymffR-RG27dgOYArD7GCV7AU?uuPy?fyerQt3QikOYH7yrilD -2-1-7 2-11-4 4-5-2 5-5-2 , 9-10-1 �2-1-7 2.11-4 1-5-14 1-0.0 4-4-15 Scale=1:23.4 3x4 II 6 7 3.54 12 5x8 M18SHS 22 2x4 I I 5 b 4 a 3 1x4 12 m 1x4 II 11 10 24 9 I9 d 1 P3 4x4= 12 2x4 II 2x4 II 3x6 = 3x4 = i 2-11-4 4-5.2 5-5-2 9-10.1 2-11-0 1-5-14 1-0.0 4-4-15 Plate Offsets(X Y)- I1.0-2-2 0-0-81 I3:0-1-15 0-1-01 (5:0-3-8 0-1-81 I14:0-2-0 0-0-81 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.38 10 >306 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.84 Vert(TL) -0.47 10 >246 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.27 9 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight:48 lb FT=0% LUMBER BRACING- TOP CH 4D 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc purlins, except BOT CHORD 2x4 SP No.2*Except* end verticals. 4-11:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:4-11. 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. (Ib/size) 9=381/Mechanical,2=815/0-10-15 Max Horz 2=343(LC 8) Max Uplift9=-293(LC 8),2=-655(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHC RD 2-3=-1749/1156,3-4=-2552/1770 BOT CHC RD 2-23=-1287/1797.3-11=-1 914/2581,10-24=-315/391,9-24=-315/391 WEBS 5-9=-336/274 NOTES 1)Wind: SCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=oft;Cat.II; 11 i 1111 2)All plat.' are MT20 pla es^un es othWFRS erwise nld;icated.er DOL=1.60 plate grip DOL=1.60 ,,,��PS A, 3)Plates heckad for a plus or minus 0 degree rotation about its enter. �� ••Ci E Ns•• '9 4)This trAs has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `��••'�,� �C`'•••iJ�� 5)•This t ss 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 betw yen the bottom chord and any other members. 41 3938800 6)Refer t l girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 293 lb uplift at joint 9 and 655 lb uplift at joint 2. p 8)"Semi-rlIigid pitchbreaks Including heels"Member end fixity model was used in the analysls and design of this truss. 9)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)144 lb down and 101 lb up at p".�• ATE F •%�W; 4-1-14,' 44 lb down and 101 lb up at 4-1-14,and 169 lb down and 170 lb up at 6-11-13,and 168 lb down and 167 lb up at 6-11-121 on ,� .•T P •:_,� top Chord,and 73 Ib down and 53 lb up at 1-3-15,73 lb down and 53 lb up at 1-3-15,28 lb down and 49 lb up at 4-3.6,28 lb down and �j� •. Q R Q•. �� 49 lb ul at 4-3-6,and 33 lb down and 45 lb up at 6-11-13,and 32 lb down and 42 lb up at 6-11-13 on bottom chord. The ��sS' •• •••• \ �% desig10)In the'LOAD CASE(S)section,loads,election of such connection eapplied is he face oof the ttruss are y of rnoted as front(F)or back(B).s. ��I�11111111110 1�N ;`� LOAD C �SE(S) Standard 1)Dead Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.25 FL Cert. 6634 September 8,2015 WA&ING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7477 rev.02116/2015 BEFORE USE. Deslg lvalid for use only with Milek connectors.This design is based only upon parameters shown,and Is for an Individual building component. �• c AppliIIity of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for I t'eral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibillity of the iVliTek• erects Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabric Ion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Motmatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404830 29313 -HJ7C Diagonal H(p Girder 1 1 obReference(optional East Coast T I'ss, Ft.Pierce,FL 34946 7.630 s Jul 28 2016 MTek Industries,Inc.Tue Sep 08 12:48:48 2015 Page 2 ID:Y2K7aN NgEy_MfDpNzGaQ1 kymffR-RG27dgOYArD7GCV7AU?uuPy?fyerQt3QikOYH?yfilD LOAD CASE(S) Standard Uniform loads(plf) ylI rt:1-6=90,6-7=-30,12-16=-20,11-19=-20,8-10=-20 Concentrated Loads(Ib) rt:11=-45(F=-22,B=-22)4=108(F=54,B=54)22=-14(F=-8,B=-6)23=61(F=30,B=30)24=-51(F=-27,B=-24) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02116/2015 BEFORE USE. Design valid for use on y with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicljbill 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'erects Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabricQlion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety 1Mormation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply 29313 Lot en Queens IsleT7404631 A01G Roof Special Girder 1 �fL ob Refe ce o do a East Coast T ss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 Mrrek Industries,Inc.Tue Sep 08 12:48:51 2015 Page 1 ID:Y2K7aNNgEy_Mf DpNzGaQ1 kymffR-srjGFiRRTmbi7fEhrdZbW1 aXLAeVd2_tPiFCtKyFIA 29-4-12 -1-e-0 8.7 -- 1-0-0 8-7-2 4.4.14 3-2-0 4-2-0 4-8-0 4-2-0 1-0-0 0-e•1 2-1-3 3-8-1 Scale=1:66.0 5x8 = 44 = 5x5 = 5.o0 12 4 5 32 33 6 3x4% 6x8= Sxe —3x4 3 7 — 9 2x4 II 10 2x4 II 2 11 1s 18 17 25 24 23 22 21 4x8= 4x8 M1eSHS= 15 14 13 12 3x6—_ 2x4 II 3x6 = 2x4 II 2x4 II 2x4 II 2x4 II 08= 5x8= 5x8= 7x8 = 7x12= HTU210 26-&0 8.7-2 11.0.0 14-2-0 15-2-0 18-4-0 23-0-0 27-2-0 ,28-0-e 21-4-12 31.5-15 35-0-0 6-7-2 TTI- 3-2-0 •0-0 3-2-0 4-8-0 4-2-0 '1-2-8�0!8-12 2.1.3 3-0.1 0.3.8 Plate Offsets(X Y)- 5:0-2-2 0-1-01 14:0-5-12 0-2-81 f7:0-5-4 0-3-01 f8:0-3-0 0-2-41 I13:0-3-8 0-4-81 I14.0-2-8 0-1-01 f16:0-5-13 0-2-151.f20:0-5-8,0-2-81 LOADING�psf) SPACING- 1-11-4 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.72 18-19 >586 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(TL) -1.03 18-19 >409 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.28 11 n/a n/a BCDL 0.0 Code FBC2014rrP12007 (Matrix-M) Weight:400 lb FT=0% LUMBER-I BRACING- TOP CHO D 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 3-5-9 cc purlins. 7-8:2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 4-10-12 cc bracing. Except: BOT CHORD 2x4 SP No.1'Except* 10-0-0 cc bracing:20-22 5-22:2x4 SP No.3,11-15:2x6 SP SS,21-24:2x4 SP No.2 WEBS 2x4 SP No.3*Except* 8-14:2x4 SP No.2,13-16:2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIO IS. (lb/size) 11=4346/0-8-0,2=2491/0-8-0 Max Horz 2=180(LC 24) Max Uplift 11=2873(LC 8),2=-1626(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO D 2-3=-5023/3092,3-4=-4506/2908,4-5=-5336/3509,5-32=-6034/3984,32-33=-6034/3984, 6-33=-6034/3984,6-7=-6513/4187,7-8=-10786/7192,8-9=-10950/7285, 9-1 0=-1 0599/7112,10-11=-10600/7023 BOT CHO D 2-25=-2694/4530,24-25=-2694/4530,23-24=-2694/4530,22-23=-361/591, 5-20=-1047/685,19-20=-3135/5384,18-19=-7371/11718,17-18=-7365/11720, ►llllllf► WEBS 3 2 37-592 502 1 720,1 4-23 41 8/21 63 2/O9 3 2010/3549,14-720=1290/2132,59193650/1040, A. q�'�-n �I 6-19=-1278/2074,7-19=-6302/4198,14-16=-357/611,8-16=-2510/3831, ,off O\V, •• ..... 13-16=-6406/9731,9-16=-690/1092,7-16=-2571/2090,9-13=-1113/769 �� \C E N S•' '9 �i NOTES- 9�d 0 38Q�—': 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ,�. *;• JJ = Top cho ds connected as follows:2x4-1 row at 0-7-0 cc. Bottom chords connected as follows:2x4-1 row at 0-9-0 cc,2x6-2 rows staggered at 0-9-0 cc. Webs c'nnected as follows:2x4-1 row at 0-9-0 cc,Except member 13-9 2x4-1 row at 0-2-0 cc. °�,��•'• - .f� 2)All load 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 ;L� TAT E connec ions have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbala Cad roof live loads have been considered for this design. ♦Tc� P:•• 4)Wind:A SCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.0psf;h=35ft;6=45ft;L=24ft;eave=5ft;Cat.II; ��` ` OR. �� Exp D;fkncl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 SS/� 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)The sot d section of the plate is required to be placed over the splice line at joint(s)8. 8)Plate(s)let joint(s)1,4,6,7,11,2,24,22,5,17,3,25,23,20,19,14,12,10,13,9,16 and 18 checked for a plus or minus 0 degree FL Cent. 6634 rotationlabout its center. 9)Plate(s)at joint(s)8 checked for a plus or minus 3 degree rotation about its center. September 8,2015 10)This tn eSss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p I ®WA WING-Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2016 BEFORE USE. Design valid for use any with MfTek connectors.This design Is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown �• Is for lot ral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity,of the MiTek• erects J Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabric,Ilon,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety iformatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404831 29313 A01G 7Roof Special Girder 1 .f L ob a ere ce o t'o a East Coast Iss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 08 12:48:512015 Page 2 ID:Y2K7aNNgEy_MfDpNzGaQ1 kymffR-srjGFiRRTmbi7fEhrdZbW1 aXLAeVd2_tPiFCtKyfilA NOTES11)-Thisss 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. 12)Provided mechanical connection(by others)of truss to bearing plate capable of withstanding 2873 lb uplift at joint 11 and 1626 lb uplift at joint 2. 13)"Semi-r id pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Use Simpson Strong-Tie HTU210(20-1 Od Girder,32-10dx1 1/2 Truss)or equivalent at 29-4-12 from the left end to connect truss(es)to front face of bottom chord. 15)Fill all r�a�ii holes where hanger is in contact with lumber. LOAD CAEE(S) Standard 1)Dead+I oof Live(balanced):Lumber Increase=1.33,Plate Increase=1.25 Uniform oads(pli) art:1-4=-87,4-6=-87,6-7=-87,7-8=-87,8-11=-87,22-29=-19,21-22=-19,16-20=-19,11-15=-19 Concent(aled Loads(lb) ert:13=-2930(F) RN WA KING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design slid 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 let ral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erectorr.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fobricgl'ion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Ipformation available from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610 a t i Job Truss Truss Type Qty Ply =R�fArAnce nao4e3z 29313 A02 Roof Spacial 1 East Coast russ, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 0812:48:52 2015 Page 1 ID:Y2K7aNNgEy_Mf DpNzGaQ1 kymffR-K1 HeT2R3E41ZIppuPK4g2F7hnZ7QMSYOdM_IQmyfil9 i 1 8 0 6 11 0 13-0-0 15-2-0 1&4_0 21.0•o 2&8.0 27r2,0 33-4-0 348-11 2-2-0�1-0 4.8.0 5-&0 0-6- 8-2-0 �1-411 Scale=1:68.0 5.00 12 5x8= 8x8 = 3x4 5 6 30 4x6 5x5= 5x5= 7 2x4 11 4 9 3 3x4 4x8 = d. 10 5x5 = 11 12 0 2x4 II dI 1 2 I Y5 24 23 22 20 19 1e 15 14 13 3x6 = 5x8= 5x6 WB= 17 5x8 II _ 5x6= 3x4 = 5x8 = 3x6 3x4= 4x10 = 6x8= 4x8= 6-11-0 3-0-0 1&-0 &4- 21-0-0 27-2.0 &2 3&4-0 8-11 6.11-0 8-1-0 2-2-0 1-2-0 4-&0 6-2-0 - -0-01-411 Plate Off ets(X,Y)-- [1:0-2-2,0-1-0],[4:0-3-0,Edge],[5:0-4-0.0-2-2],[6:0-3-0,0-2-9],[7:0-2-8,0-3-0],[13:Edge,0-3-8],[14:0-3-8,0-2-0],[16:0-0-0,0-1-8],[18:0-2-8,0-3-0],121:0-2-8 0-2-12 23:0-0-8 0-1-8 LOADIN ,(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.67 20-21 >621 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(TL) -1.13 20-21 >367 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.30 13 n/a n/a BCDL 1 10.0 Code FBC2014ITP12007 (Matrix-S) Weight:204 lb FT=0% LUMBER BRACING- TOP CH RD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6:2x6 SP No.2,7-8:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. Except: BOT CHO RD 2x4 SP No.2`Except* 10-0-0 oc bracing:16-18,21-23 9-16:2x4 SP No.3 WEBS 1 Row at midpt 6-20,21-25 WEBS 2x4 SP No.3*Except* MITek recommends that Stabilizers and required cross bracing 15-18,6-20,21-25:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTI S. (lb/size) 13=1920/Mechanical,2=2088/0-8-0 Max Horz 2=207(LC 7) Max Uplift 13=-1126(LC 8),2=-1321(LC 8) FORCES'', (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CH D 2-3=-3984/2308,3-4=-3574/2105,4-5=-3464/2142,5-30=-3220/2072,6-30=-3218/2073, 6-7=-5991/3691,7-8=-5332/3223,8-9=-4671/2824,9-10=-4651/2730,10-11=-3851/2261, 11-12=-2526/1479,12-13=-1722/1018 BOT CHC D 2-25=-2030/3571,24-25=-358/501,23-24=-35B/501,20-21=-1 768/3359, 11�� 19-20=-2217/3973,18-19=-2217/3973,15-16=-392/615,14-15=-1681/2864, +,�1+�rCrrrarrr^ WEBS 3 21 4-508/041 357 20'-2706/B1772,8-20=-857/1544,8-18=-394/715,15-18=-1800/3155, ♦ PS• A. A ', 11-14=-1743/1043,12-14=-1603/2738,6-21=-458/208,6-20=-1843/3008, r♦♦♦� •\C E N,3 I,��s 21-25=-1679/3083,10-15=-816/510,10-18=-217/535,11-15=-418/760 :6 3938R®-'- NOTES- 1)Unbala Iced roof live loads have been considered for this design, r ; 2)Wind: 'SCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=5ft;Cat.11; Exp D;Encl.,GCpi=0,18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 ATE :46 a 3)Pro vid adequate drainage to prevent water ponding. ,. . 4)The so 1d section of the plate is required to be placed over the splice line at joint(s)5,6,19. �.► '. �' �, 5)Plate(s atjoint(s)4,7,8,11,13,2,24,9,16,3,25,21,23,20,18,14,12,1,10 and 15 checked fora plus or minus 0 degree rotation �i�� ••�( O `Q P:• ♦♦� about i s center. G\�? 6)Plate(s at joint(s)5 and 19 checked for a plus or minus 3 degree rotation about its center. <jss/01 A�— 7)Plate(s at joint(s)6 checked for a plus or minus 2 degree rotation about its center. ��f 8)This tr ?a has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)•This t ss 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 betty an the bottom chord and any other members. FL Cert. 6634 10)Refer�o girder(s)for truss to truss connections. 11)Provi a mechanical connection(by others)of truss to bearing plate capable of withstanding 1126 lb uplift at joint 13 and 1321 lb uplift September 8;2015 at join;2. WA iNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Desig valid for use only wiih MRek connectors.This design is based only upon parameters shown,and is for an Individual building component. �• Appli %bility of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for I teral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the WOWerect r.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 69D4 Parke East Blvd. 5 afety I Iormatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss F,,ussT,,e Qty Ply 29313 Lot 5 Queens IsleT7404832 A02 1 1 Job Reference(optional East Coast Tiss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 08 12:48:52 2015 Page 2 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-K1HeT2R3E4jZlppuPK4g2F7hnZ?QMSYOdM_IQmyfil9 NQTES- 12)This trL ss design requires that a minimum of 7116'structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 1 ®WA N 1NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev.02/16/2015 BEFORE USE. Design'slid for use only with MfTek connectors.This design Is based only upon parameters shown,and Is for an individual building component. �• Applic ility of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for la ral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responslbllllty of the g A'Te�• erecto. V7Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding � i fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety 1 i,formation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404833 29313 A03 Roof Special 1 1 Job Reference(optional) East Coast T as, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 08 12:48:53 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-oErOgOSh7NrQMzO4zlb3bSfrTzLb5yK9sOkJyDyfil8 13-2-0 ,148-0 19.0.0 24-8-0 . 27-2.1 31-4-0 346-11 i 1-6-0 7-9-8 5-48 1-6-0 4.40 5-8-0 2.8.0 4-2.0 3-411 Scale=1:68.0 5.o0 12 5x6 11 2x4 II 6 3x6 5 5x5= 5x5= 7 3 3x4% 4 2x4 II 9 5x5 = 5x6 = 10 11 2x4 II 2 22 20 18 1712 23 21 3x4 = 5x6 WB= 15 14 13 4x6 II 3x6—_ 5x6= 3x6 3x4 II 3x4= 5x10 = 10x10 = 6x8= -9-8 13.2.0 15-2-0 9-0-0 248.0 27--0 2- 3-4-0 348-1 7-9-8 5-48 2-0.0 3-10-0 5-6.0 2-6-0 -0-0 3-2-0 3-411 Plate Offsets X Y-- 1:0-2-2 0-1-0 12:Ed a 0-3-8 14:0-0-0 0-1-8 16:0-2-12 0-3-0 19:0-4-8 Ed e LOADING psf) SPACING- 2-0-0 CS1. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 130.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.59 20 >702 240 MT20 2441190 TCDL 5.0 Lumber DOL 1.33 BC 0.93 Vert(TL) -1.00 16-18 >414 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(TL) 0.27 12 n/a n/a BCDL 0.0 Code FBC2014ITP12007 (Matrix-S) Weight:206 Ito FT=0% LUMBER- I BRACING- TOP CHOP D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHO D 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied. Except: 5-21,9-14:2x4 SP No.3,17-19:2x4 SP No.1 10-0-0 oc bracing:19-21,14-16 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 7-19 13-16,11-13,19-23:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1916/Mechanical,2=2088/0-8-0 Max Horz 2=225(LC 7) Max Uplift 12=-1127(LC 8),2=-1321(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHOI i D 2-3=-3900/2245,3-4=-3484/2091,4-5=-3379/2123,5-6=-3403/2224,6-7=-2816/1783, 7-8=-4332/2675,8-9=-4770/2890,9-10=-4644/2708,10-11=-3180/1858, 11-12=-1824/1094 BOT CHO D 2-23=-2025/3479,22-23=-320/504,21-22=-320/504,5-19=-271/229,18-19=-2436/4345, 17-18=-2026/3562,16-17=-2026/3562,9-16=-326/308,13-14=-451/599 WEBS 3-19=-524/393,7-19=-2149/1347,7-18=-335/314,8-18=-483/935,8-16=-658/1144, 111111111111., 13-16=-1704/3075,10-16=-326/654,10-13=-2270/1370,11-13=-2034/3485, 04% 1 9-2 3=-1 71 412 9 91,6-1 9=-1 33912121 ':�pO � PS• A. ,� ..• �G E N NOTES- •�� ♦/� 1)Unbalan ed roof live loads have been considered for this design. 2)Wind:A CE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=5ft;Cat.Il; �• vM 39380.,,_.•—'� Exp D;Epcl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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. ��-. LC/ 6)•This trusss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r fiA , E fit betwe n the bottom chord and any other members. '�0 '.�AlP �� 7)Refer to girder(s)for truss to truss connections. !r Q R t�.•'\�?` 8)Provide connection ate capable of withstanding 1127 9)This 2. s design relquires that a(m�nimum)off7/165structur I wo to bearing lod sheathing be applied directly t the top uplift atjoint chord and%a gypsu 1321 lmuplift atjoint !!jlSS�ON Ai 1',`%% ` sheetro k be applied directly to the bottom chord. FL Cert. 6634 IIII September 8,2015 'WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. Design lid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an individual building component. �• Applica ility of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for late at support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the iTek• erector.,IAdditional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabricat on,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In i rmation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle naoae3a 29313 A04 Roof Special 1 1 � lJob Reference o lio a East Coast T Iss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 08 12:48:54 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQl kymffR-GQPOujTJmhzH 7zGW1618gC?wNhFgOWJ5fisUfy iil7 1S 0 7 7 14 i 14 8-0 17.0-0 22-8-0 27.R-0 29-4-0 r 34-8-11 35iU-0 t•8-0 7-7-14 7.0-2 2-0� 5-8-0 5-0-0 1-8-0 5�-11 0•�-5 Scale=1:69.3 5.00 12 5x5 5 5x5 = 5x10= 4x6 6 2x4\\ 4 28x4 II 5x5= 4x10= 3 9 10 N 2x4 II 2 3 11 1 .}I 1 12 4¢- d 20 19 26 27 18 17 16 15 14 4x4 22 3x12 = 3x4 = 4x6= 3x8=4x6 5x5= 3x4 11 3x6= 6x12 = 29-0-0 2j2 17.0-0 22-8-0 27-8-0 28-B-0 W.00 5-0-0 9-3-2 - 7.8.14 5-8-0 5-0-0 S-8-0 ' 0-8-0 Plate Offsets X Y-- 1:0-2-2 0-1-0 4:0-3-0 Ed a 12:0-3-8 0-1-8 13:0-6-0 Ed a 16:0-2-8 0-1-12 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.63 14 >658 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(TL) -0.93 14 >445 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.89 Horz(TL) 0.33 22 n/a n/a BCDL 0.0 Code FBC2014/TP12007 (Matrix-S) Weight:199 lb FT=0% LUMBER- BRACING- TOP CHO D 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. Except: BOT CHO D 2x4 SP No.2*Except* 10-0-0 cc bracing:13-15 11-13:2x4 SP 285OF 1.8E WEBS 1 Row at micipt 7-13,10-12 WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross bracing 10-22:2x4 SP No.2,10-12:2x4 SP No.1 be installed during truss erection,in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTIO S. (lb/size) 2=2060/0-8-0,22=1900/0-4-0 Max Horz 2=296(LC 8) Max Uplift 2=-1 322(LC 8),22=-1137(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO D 2-3=-387712316,3-4=-3584/2269,4-5=-3455/2313,5-6=-3456/2310,6-7=-3137/2077, 7-8=5222/3284,B-9=-5306/3200,9-10=-5695/3394,11-22=-1900/1137, 10-11=-178011108 BOT CHO D 2-20=-2176/3466,19-20=-14B8/2584,19-26=1488/2584,26-27=-1488/2584, 18-27=-1488/2584,17-1 8=-1 674/2882,16-17=-1674/2882,15-16=-275/505, S 11111lot,, �� 8-13=-303/306,12-13=-3494/5850,11-12=-184/300 �� WEBS 3-20=-613/595,5-20=-624/944,5-18=-984/1596,6-1 8=-1 57811090,7-18=-207/441, �%, PS• A• t��n��j�' 7-16=-403/323,13-16=-1436/2436,7-13=1558/2475,9-1 3=-1 1931707,9-12=-1495/974, ♦♦♦� O�,\G ESN S,•�79 ��, 10-12=-3330/5598 NOTES- :• v'O 3938 .t 1)Unbaa SC roof live loads have been considered for this design. * . 2)Wind:: SCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCpL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=5ft;Cat.II; Exp D; ncl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 f� 3)Provide adequate drainage to prevent water ponding. ' + 4)The Sol section of the plate is required to be placed over the splice line at joint(s)13. : `- AT E 'c—: 5)Plate(s)"atjoint(s)4,5,6,7,9,2,19,15,8,11,20,3,18,16,1,12,10 and 17 checked for a plus or minus 0 degree rotation about Its A` center.I ��• � 0 R (�P N 6)Plate(s)at joint(s)13 checked for a plus or minus 2 degree rotation about its center. �� is !` %�?`♦ 8)TThishis rtr,ss has been designed foned for r lie load of 0,psf onf bottom chord live the bottom chord inent with any n all areas where a live ectang a 3-6-0 tall by 2-0-0 wide will fit bet. en the bottom chord and any other members,with BCDL=10.Opsf. 9)Bearin at joint(s)22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bear! g surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1322 lb uplift at joint 2 and 1137 lb uplift at FL Cert. 6634 joint 2 . September 8,2015 11)This t i ss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and''/Z"gypsum P WA I -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.0211612015 BEFORE USE. Design Yalid for use only with MTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. �• Applic bility of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for la ral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibillity of the �Y�k• erecto Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fobric ion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety riformation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply =Roce T7404834 29313 A04 Roof Special 1 lobl East Coast russ, Ft.Pierce,FL 34946 7,630 s Jul 2B 2015 ft Industries,Inc.Tue Sep OB 12:48:54 2016 Page 2 ID:Y2K7aNNgEy_MfDpNzGaQ1kymffR-GQPOujTJmhzH 7zGW1618gC7wNhFgOWJSfTsUfyfil7 a WA NINO-Ver(iy des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil.7473 rev.02/16/2015 BEFORE USE. Desig Ivalid for use only with Wek connectors.This design is based only upon parameters shown,and is for an Individual building component. . Appli ability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown g i Is for I era, support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the R iTei(� erect Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding p fabric Lion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. sat ety Iinformatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 M i Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404835 29313 A05 Roof Special 1 1 Job Reference(optional East Coast Tr as, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 08 12:48:55 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-kczm53UxX757cHYT4SdXgtIBSn2uZpHSJJDP05yfil6 35-M -1-6-0 7-11-8 14-0-0 20-8-0 i 27-0.0 i _-34-0-0 34t8.1Ai 1-6-0 7-11-8 8-4-8 6-0-0 8-8-0 6-8-0 0!8-11 0.3-5 Scale=1:69.4 5.00 12 5x8 = 5x10 M18SHS= 5 24 25 6 3x3 2X4 II 5xe 3x4% 4 M18SHS= SX10= 3 7 9 1b III I N N N 2x4 II 2 1 10 Id dI 1 1 d 20 18 17 16 15 14 13 12 4X6 = US—_ 2x4 II 46 3x4 = 46= 6x8 = 3x4= 6x12 = 28-8-0 7-1-8 1-0-0 420-8-0 28-11-13 27,4r0 35-0-0 L;_it 64-0-8 6 -0 6-3-13 0 - 6-0-0 1.4.0 Plate Offsets(X Y)— 11.0-2-2 0-1-01 15:0-5-12 0-2-81 16:0-3-12 0-2-01 17:0-4-0 Edoel 18:0-7-12 0-2-81 113:0-0-8 0-1-81 LOADING �3sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.57 12 >726 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.82 Vert(TL) -0.83 12 >497 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.29 20 n/a n/a BCDL 0.0 Code FBC2014/TPI2007 (Matrix-S) Weight:200 lb FT=0% LUMBER-I BRACING- TOP CHOIjD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1 6-7:2x4 SP 285OF 1.8E,7-8:2x4 Sp No.1 BOT CHORD Rigid ceiling directly applied. Except: BOT CHI D 2x4 SP No.2 10-0-0 oc bracing:11-13 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 5-14,11-14,8-11,6-11 8-11,9-20:2x4 SP No.2 Mil recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 2=2062/0-8-0,20=1904/0-4-0 Max Horz 2=349(LC 8) Max Uplift 2=-1 319(LC 8),20=-1138(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHOI�D 2-3=-3851/2250,3-4=-2967/1826,4-5=-2851/1866,5-24=-2654/1812,24-25=-2654/1812, 6-25=-2654/1812,6-7=-5213/3246,7-8=-5025/3022,10-20=-1904/1138,9-10=-350/262 BOT CHO D 2-18=-2157/3434,17-18=-2157/3434,16-17=2157/3434,15-16=-1546/2643, 14-15=-1546/2643,13-14=-270/464,7-11=-2555/1726,10-11=-387/633 WEBS 3-1 8=012 7 1,3-16=-914/695,5-16=-290/574,5-14=-246/274,6-14=-354/231, 11-14=-1293/2223,8-11=-2751/4623,6-11=-1616/2583,8-10=-2121/1441 NOTES- ��,,�PS• A. /�/ �I�, 1)Unbalar,ed roof live loads have been considered for this design. ♦♦% 0 C N •`� ,�� 2)Wind: SCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=5ft;Cat.II; ♦ �` S Exp D;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 — 3)Provide adequate drainage to prevent water ponding. `* �O 3938 0 4)All plate are MT20 plates unless otherwise indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)17. 6)Plate(s)at joint(s)4,5,6,7,8,9,2,13,11,10,3,18,16,14,1 and 15 checked for a plus or minus 0 degree rotation about its center. * VIZ 4 7)Plate(s)at joint(s)17 checked for a plus or minus 4 degree rotation about its center. ATE 8)This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)•This t ss 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 i'��•. ,� P•. `♦♦ fit betwefen the bottom chord and any other members,with BCDL=IO.Opsf. �� Q R 0•w.\ \ ♦♦ 10)Bearing at joints)20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �j�ss'• •..••' \ �� capacity of bearing surface. �� N A1- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1319 lb uplift at joint 2 and 1138 lb uplift at 1111 t W O joint 2 . 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum sheetr ck be applied directly to the bottom chord. FL Cert. 6634 September 8,2015 ®WA ING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.0211612015 BEFORE USE. Design alid for use only with Wek connectors.This design is based any upon parameters shown,and Is for an Individual building component. Is for i ability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for la eral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibillity of the Walk' Ir��• erecto j Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �V� fabdcgtion,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-81 and BCSI Building Component 6904 Parke East Blvd. Safety 1 formation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Tty29313 A06 RoofSpecial 1 Ply 29313 Lot 5 Queens Isle T7404836 Job Reference(optional East Coast Thiss, Ft.Pierce,FL 34946 - 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 0812:48:56 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQl kymffR-CpX9JPUZIID DQ7feA9mD5HNWBMTIHUcYzyzZXyFl5 35-0-0 -1-0-0 i 5-10.9 11-1-4 16-0-0 18-8-0 26-5-8 33-1-e i34-8-11 1-6-0 5.11N 5-2-12 5-2-12 2-4-0 7-9-8 6.8-0 1-7-3 3. 0-3.5 Scale=1:69.7 5.00 12 5x5= Sx10M18SHS 6 25 7 4x6 1:, 3x4 r- US M18SHS= 5 5x10= 4 8 46 2x4 3 n I� � N N NrrI 2x4 II 2 3 11 l¢ .FI 1 x _ 12 21 I d 19 18 17 16 15 14 _ 2x4= 3x6_ 3x4= 4x6 = 8x8= 3x6 48= 44 = 8-8-14 16-4-0 18.8-0 26-2-8 26�5�8!8-8-0 33-1-8 35-0-0 i 8-8-14 7-7-2 �2-4-0 7-6-8 0--0 22 8 r 4-5-8 1-10.8 Plate Offsets KY)— 11:0-2-2 0-1-01 f4:0-3-0 Edgel 17.0-3-12 0-2-01 18:0-4-0 Edgel 19:0-7-12 0-2-81 113.0-4-0 0-2-121 rl5:0-2-8 0-2-01 117:0-4-0 0-2-41 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.60 14 >697 240 MT20 244/190 TCDL 5.0 Lumber DOL 1.33 BC 0.92 Vert(TL) -0.87 15-17 >479 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.26 21 n/a n/a BCDL 0.0 Code FBC2014/TPI2007 (Matrix-S) Weight:211 lb FT=0% LUMBER- BRACING. TOP CHOli 2x4 SP No.2'Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. Ir 7-8:2x4 SP 285OF 1.8E,8-9:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied, Except: BOT CHORD 2x4 SP No.2 10-0-0 oc bracing:13-15 WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 13-17,7-13,9-13 10-21,9-13:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS I 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACH S. (lb/size) 2=2063/0-8-0,21=1923/0-4-0 Max Harz 2=349(LC 8) Max Uplift 2=-1 314(LC 8),21=-1139(LC 8) FORCES. l(lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO D 2-3=4001/2393,3-4=-3619/2202,4-5=-345212222,5-6=-2696/1756,6-25=-2404/1699, 7-25=-2404/1699,7-8=-502913163,8-9=-4753/2867,9-1 0=-1 318/779,11-21=-1923/1139, 10-11=-1985/1147 BOT CHORD 2-19=-2331/3600,18-19=-1880/3057,17-1 8=-1 880/3057,16-17=-221/499, 15-16=-221/499,13-15=0/300,8-13=-2553/1751,12-13=-676/1173 WEBS 3-19=-449/437,5-19=-246/473,5-17=-884/714,6-17=509/783,7-17=-453/226, 13-17=-1204/1989,9-12=-1347/896,10-12=-1145/1978,7-13=-1600/2569, A. 9-13=-2285/3832 ��O�P NOTES- ��`r•• �,\G•E•NSF••,9/J i v 1)Unbalan ed roof live loads have been considered for this design. � ��,.-.---'"—" .•� �, 2)Wind:A CE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=5ft;Cat.It; v0 39380 �:- Exp D;E cl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide dequate drainage to prevent water ponding. 4)All platei are MT20 plates unless otherwise indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)13. ATE 6)Plate(s) t joint(s)4,6,7,8,9,2,18,15,11,19,3,5,17,12,10,1 and 16 checked for a plus or minus 0 degree rotation about its center.o �� 7)Plate( It joint(s)13 checked for a plus or minus 3 degree rotation about its center. ��,�'.•iC` P • �� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 0 R X 9)-This trt4. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will � ss '• •...•• `� at 10)IBeafrin��ifjoint(s)21 considers parallel to gran value using ANSI/TPI 1 angle to grain formula. Building designer should verify � i{� N A �� capacityof bearing surface. 1 1)ProvidE(mechanical connection(by others)of truss to bearing plate capable of withstanding 1314 lb uplift at joint 2 and 1139 lb uplift at joint 21.1 FL CeCt. 6634 12)This trL ss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and W gypsum sheetrc ck be applied directly to the bottom chord. September 8,2015 A WAR 1NO-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.0211612015 BEFORE USE. Design alid for use only with Wek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. �- Applica ility of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lat'al support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity,of the /9 erector:Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding WOW fobrlcat on,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I II rmation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404837 29313 A07 Common 2 1 Job Reference(optional East Coast cuss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 08 12:48:57 2015 Page 1 I0:Y2K7aNNgEy_MfDpNzOaQ1 kymffR-g74XWiVC3cLrrairCtg711gahaio1 kMlndiW5_yf 14 12-5-0 17-6-0 22-7-0 2&8-13 34.8.11 1•&0 6-3 3 6-1-13 5-1-0 5-1-0 8-1-13 5-11-14 Scale=1:62.4 5x5= 5.00 12 6 3x4 3x4 i 3x6 46 i 5 7 8 4 2x4\\ 2x4 3 9 2 4 II 2 p 1 11d 15 14 13 12 11 3x4= Axe= 3x8—_ 4x6= 3x4 = 3x6 = 3x6= 9-0-14 -6-0 25-11-2 34-8-11 9-0-14 8-5-2 8-5.2 8-9-9 Plate Off 6ts(X Y) 11:0 2 2 0 1 O1 14:0-3-0 Edoel LOADIN (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0,68 Vert(LL) 0.41 13-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.92 Vert(TL) -0.69 13-15 >600 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.21 10 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-S) Weight:172 lb FT=0% LUM13ER;I BRACING- TOP CH �D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOTCHC D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-13 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I sta latio uide REACTI S. (lb/size) 2=2060/0-8-0,10=1894/Mechanical Max Horz 2=279(LC 7) Max Uplift 2=-1333(LC 8),10=-1145(LC 8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHC rD 2-3=-3999/2446,3-4=-3583/2241,4-5=-346612263,5-6=-2546/1753,6-7=-2546/1753, 7-8=-3390/2268,8-9=-3586/2245,9-10=-4003/2452 BOT CHC D 2-15=-2121/3599,14-15=-1553/2893,13-14=-1553/2893,12-13=-1554/2893, 11-12=-1554/2893,10-11=-2127/3603 WEBS 6-13=-1014/1480,7-13=-928/738,7-11=-337/613,9-11=-536/521,5-13=-924/736, 5-15=-333/603,3-15=-528/518 ��►111111/1j� , NOTES- 1)Unbala ced roof live loads have been considered for this design. �P•••• '��e �� 2)Wind: SCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=5ft;Cat.11; ,,1,� . G E N • Exp D; ncl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 ��`r S' • 3)The so Id section of the plate is required to be placed over the splice line at joint(s)4. - •'�' 4)Plate(s atjoint(s)4 checked for a plus or minus 4 degree rotation about its center. :• $v"0 39380 •=•. 5)Plate(sat joint's)6,8,2,14,13,7,11,9,5,15,3,1,10 and 12 checked for a plus or minus 0 degree rotation about its center. 6)This t s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This t ss has been designed fora live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betw en the bottom chord and any other members, 8)Refer t'I girder's)for truss to truss connections. O 9)Provid mechanical connection(by others)of truss to bearing plate capable of withstanding 1333 lb uplift at joint 2 and 1145 lb uplift at 'j,,�• rC`� Q Q;.•��,�� joint 10. <j , O R X 10)This t ss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Y"gypsum '0 lSsi 'G�� sheet Ock be applied directly to the bottom chord. �Il�,0 N A�1111;,�� FL Cert. 6634 September 8,2015 WAI NING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Desig alid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applic bill ty of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for Ic feral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the iViiTek� erectorl, Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabric 6 tion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety nformailon available from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Puss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404838 29313 8 Hip 1 1 job Reference(optional) East Coast T ss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 08 12:48:58 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQ1 kymffR-BBevj5WggwTiTkG21bBEIWNkw_2SmBVvOHR4dQyfl3 18-0.0 •0 S -0 5-6-a- 1.6-0 6-7-5 6-6.11 4-10-0 O 4-10-0 11 6.4-0 0-6-0 ' Scale=1:64.9 5x8 M1BSHS= 5.00 12 6 3x4 3x4% 3x6 46% 5 7 8 2x4 4 2x4 3 9 2x4 I 2 10j� 1 Lsb d 15 14 13 12 11 3x4= 4x6= 3x8= 4x6= 3x4= 3x6= 3x6= 17-8-0 17-8-0 9-7-2 7-2-14 0- 0 7.8-14 8-3-13 0-6-0 0-2-0 Plate Offs is X Y-- 1:0-2-2 0-1-0 4:0-3-0 Ed e LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.40 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.95 Vert(TL) -0.65 13-15 >640 180 M18SHS 244/190 BCLL 10.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.21 10 n/a n/a BCDL 0.0 Code FBC2014/TPI2007 (Matrix-S) Weight:172 lb FT=0% LUMBER- BRACING- TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. 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 I st311glion REACTIOi S. (lb/size) 2=2062/0-8-0,10=1893/Mechanical Max Horz 2=275(LC 7) Max Uplift 2=-1333(LC 8),10=-1144(LC 8) FORCES. I(lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3 9 4 31241 0,3-4=-3521/2209,4-5=-3416/2230,5-6=2556/1755,6-7=-2556/1755, 7-8=3354/2238,8-9=-3531/2218,9-10=-3958/2422 BOT CHO RD 2-15=-2076/3540,14-15=-1565/2916,13-14=1565/2916,12-13=-1568/2920, 11-12=-1568/2920,10-11=-2090/3556 WEBS 3-1 5=-5 1 21500,5-15=-302/560,5-13=-900/691,7-13=908/696,7-1 1=-31 21578, 9-11=-527/508,6-13=-922/1369 NOTES- 1)Unbala ced roof live loads have been considered forthis design. A. 2)Wind:A CE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=5ft;Cat,ll; P • • '�< �♦ Exp D; ncl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 �%,p�.• 3)All plates are MT20 plates unless otherwise Indicated. \GENS'•ey 4)Plates decked for a plus or minus 0 degree rotation about its center. 5)This tru§1s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` v 3938 0s 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 betw'an the bottom chord and any other members. * - 7)Refer to girders)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1333 lb uplift at joint 2 and 1144 lb uplift at joint 1 9)This tru0.s design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Y gypsum ��0,�•.•,t� Q . _�� sheetrock be applied directly to the bottom chord. i� .,< 0 R`t Q•••\\� \ �� SS1QNAL % 11111111 FL Cert. 6634 September 8,2015 ®WA I ING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE NI1.7473 rev.02116/2015 BEFORE USE. Design alid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an individual building component. �' Applic 6ility of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for Iai'ral 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 I brica�on,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isla T7404839 29313 A09 Hip 1 1 Job Reference(optional East Coast T ss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 06 12:48:58 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-8Bevj5WggwTiTkG2lbBEIWNkB 4MmJDvOHR4dQyfil3 -1-6-0 7-7-3 15-0.0 20.0.0 27-4-13 34-8-11 1-8.0 7-7-3 7-4-13 5-0.0 7-413 7-3.14 Scale=1:65.3 5.00 12 5xS — 5x5= 5 23 24 8 54 WB 4x6 O 7 3x4% 4 3x4 3 8 4 II 2 g 1 d 15 14 13 12 11 10 3x8 2x4 I US WB 3x4 = 3x8 = 5x6 WS 2x4 II 3x8 7.7-3 15-0-0 20.0-0 27-4-13 34-B-11 7-7.3 7-413 5.0.0 7-413 7-3-14 Plate Offsets(X Y)-- 11:0-2-2 0-1-01 14:0-3-0 Edael 15:0-5-12 0-2-81 [7:0-3-0 Edgel LOADING�psf]I SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.37 13-15 >999 240 MT20 244/190 TCDL 5.0 Lumber DOL 1.33 BC 0.83 Vert(TL) -0.65 13-15 >641 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.22 9 n/a n/a BCDL 0.0 Code FBC2014ITP12007 (Matrix-S) Weight:176 lb FT=0% LUMBER- BRACING- TOP CHO D 2x4 SP No.1'Except* TOP CHORD Structural wood sheathing directly applied. 5-6:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHO D 2x4 SP No.2 WEBS 1 Row at midpt 3-13,8-12 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 gu REACTIO S. (lb/size) 2=2062/0-8-0,9=1893/Mechanical Max Horz 2=243(LC 7) Max Uplift 2=-1 335(LC 8),9=-1142(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO D 2-3=-3940/2354,3-4=-2916/1820,4-5=-2780/1867,5-23=2578/1836,23-24=-2578/1836, 6-24=-2578/1836,6-7=-2782/1869,7-8=-2918/1843,8-9=-3955/2380 BOT CHO D 2-15=-201013527,14-15=-2010/3527,13-14=-2010/3527,12-13=-1279/2576, 11-12=-2038/3544,10-11=-2038/3544,9-10=-2038/3544 WEBS 3-15=0/294,3-13=-1056/801,5-13=-283/536,5-12=-264/268,6-12=-289/538, 8-12=-1079/831,8-10=0/297 11111►►►►�, NOTES- %,111 S A. 1)Unbala ced roof live loads have been considered for this design. �� P q<e 4" 2)Wind: �$CE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;8=45ft;L=24ft;eave=5ft;Cat.II; �%% 0 ••G•E N' Exp D; ncl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 `��.�`••'�,� S�••,9/f 3)Provideladequate drainage to prevent water ponding. 4)Plates c�Iecked for a plus or minus 0 degree rotation about its center. * •• V O 3 938 0 ••-�� 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 betty en the bottom chord and any other members. 7)Refer tc girder(s)for truss to truss connections. .. 8)Provide ifnechanical connection(by others)of truss to bearing plate capable of withstanding 1335 lb uplift at joint 2 and 1142 lb uplift at % •• AT E •.�� joint 9. I • .� ..� 9)This tru s i0 "design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and W gypsum ' " Q R `1, ••'• �� sheetro k be applied directly to the bottom chord. �j�SS%'••••••'�� -"rj►0 N A-111t%% FL Cert. 6634 September 8,2015 ISM ®WAF WING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev.021162015 BEFORE USE. r Design alid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an individual building component. Applic ility of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for la&ral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsiblllliy of the MtT�k� erecto:j Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabdcc Lion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Ijjformation available from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610 • � i Job Truss F"'Pu ss Type Qty Ply 7:0b�geerence Queens Isle T7404840 29313 A10 1 1 (optional East Coast T ss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 08 12:48:59 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQ1 kymffR-dOCHxRXSeOcZ4urEJ IiTc jvueOPxVg I2ExBdAsyfil2 1-1-6-0 6-8.14 13.0-0 17-6-0 22-0-0 __28-3-2 35-0-0 1-8 0 6-114 6-3-2 4-6 0 4-6 0 6-3 2 6.8 14 Scale=1:65.7 5.00 12 5x5= 3x4= 5x5= 5 24 6 7 4x8% 46 3x4% 4 8 3x4 3 9 a II 2 10 1$ dI 1 d 16 15 14 25 26 13 12 11 3x8= 2x4 II 4x6= 3x8 = 2x4 II 3x6= 3x8= 4x6= i 6-8-14 13-0-0 22-0.0 28-3-2 i __ 35-0-0 6-8-14 6-3-2 9-0-0 6.3.2 14 Plate Offs is(X Y)— (1.0-2-2 0-1-01 14:0-3-0 Edoel (8.0-3-0 Edoel LOADING psf) SPACING. 2-0-0 CSI. DEFL. In (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.40 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Vert(TL) -0.79 13-14 >530 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.23 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight:175 lb FT=0% LUMBER-I BRACING- TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. 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 REACTIO S. (lb/size) 2=206110-8-0,10=1924/0-8-0 Max Horz 2=215(LC 7) Max Uplift 2=-1333(LC 8),10=-1162(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO D 2-3=3975I2380,3-4=-3168/1969,4-5=-3057/1996,5-24=-2837/1943,6-24=-2837/1943, 6-7=-2838/1945,7-8=-3058/1998,8-9=-3170/1971,9-10=-3987/2395 BOT CHO D 2-16=-2039/3568,15-16=-2039/3568,14-15=-2039/3568,14-25=-1569/2988, 25-26=-1569/2988,13-26=-1569/2988,12-13=-2054/3581,11-12=-2054/3581, 10-11=-2054/3581 WEBS 3-14=-835/653,5-14=-371/693,6-14=-448/233,6-13=-446/190,7-13=-373/695, 9-13=-847/667 ,�>ltllill/f�I NOTES- A. ref 1)Unbalanced roof live loads have been considered for this design. P 2)Wind:Ai CE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Dpsf;h=35ft;8=45ft;L=24ft;eave=5ft;Cat.II; %% 0 .......... ... N•••, Exp D;Encl.,GCpl=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 0 �` o .• �, S�•�''97i�i 3)Provide adequate drainage to prevent water ponding. 4)The sold section of the plate is required to be placed over the splice line at joint(s)15,12. `* v 39380 5)Plate(s)atjoint(s)4,5,7,8,2,3,16,14,6,13,9,11,1 and 10 checked for a plus or minus 0 degree rotation about its center. • 6)Plate(s), t jolnt(s)15 and 12 checked for a plus or minus 4 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 t ss 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 betw an the bottom chord and any other members,with BCDL=10.Opsf. O 5 ATE �� 9)Provide echanical connection(by others)of truss to bearing plate capable of withstanding 1333 lb uplift at joint 2 and 1162 lb uplift atjoint 10, �e� •�� R l p P •.;=,000 1)Thls tr u ss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and''Y2"gypsum �� sheetr)ck be applied directly to the bottom chord. 5�'0 N Ai y;`,��` FL Cert. 6634 September 8,2015 WA NING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02f1612015 BEFORE USE. Design yI allot for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. �• Appllc bllity of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for to eral support of Individual web members only,Additional temporary bracing to Insure stability during construction Is the responsibilllty of the WOW IAdditional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabricc tlon,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Iformation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 +r l Job Truss Truss Type Qty Ply T7404841 29313 Lot 5 Queens Isle 29313 A11 Hip 1 1 Job Reference(optional East Coast I russ, FL Pierce,FL 34946 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep OB 12:49:00 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQ1 kymffR-5amf8nY4LXkQi2QQtODiNxS5cokXECGBTbwAiJyfill 1-6-0 5-10-10 11-0-0 17-6-0 24-0-0 29-1-6 35-0-0 a6-6-0, •6-0 5-10-10 5.1-8 6-6-0 6.6.0 -10-10 1.6-0 Scale=1:68.3 5x5= 2x4 I I 5x5= 5.00 12 4 23 5 24 6 2x4'Z': 2x4 i 3 7 } 2x4 II 2 8 2x4 II y dI 1 9 1$ 14 13 12 11 10 3x4= 4x6= 3x8 —_ 46= 3x4= 3x6 = 3x6 = i 9-0.14 17-6-0 25-11-2 35-0-0 9-0-14 8-5-2 8-5-2 9-0-14 Plate Offs is(X Y)-- 11.0-2-2 0-1-01 19:0-2-2 0-1-01 LOADING�psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.46 12 >918 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(TL) -0.76 12-14 >551 180 BOLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-S) Weight:171 lb FT=0% LUMBER- BRACING- TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. 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 'de REACTIONS, (ib/size) 2=2060/0-8-0,8=2060/0-8-0 Max Harz 2=-182(LC 6) Max Uplift2=-1332(LC 8),8=-1332(LC 8) FORCES.I(lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO ID 2-3=-4002/2453,3-4=-3585/2245,4-23=-3619/2387,5-23=-3619/2387,5-24=-3619/2387, 6-24=-3619/2387,6-7=-3585/2245,7-8=-4002/2453 BOT CHO D 2-14=-2039/3601,13-14=-1567/3049,12-13=1567/3049,11-12=-156713049, 10-11=-1567/3049,8-10=-2039/3601 WEBS 3-14=-4681472,4-14=-235/469,4-12=-396/882,5-12=-643/503,6-12=-396/882, 6-10=-235/469,7-1 0=-4 6 814 7 2 NOTES- I 1)Unbalanced roof live loads have been considered for this design. ,,♦♦ 2)Wind:ACE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=5ft;Cat.ll; %♦ Exp D; �cl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 �S% •••C•E•N S`e,9,�� 3)Provide 3dequate drainage to prevent water ponding. 4)Plates c lacked for a plus or minus 0 degree rotation about its center. �o ` '• E •�`. `� 5)This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4-6-39380 •�- 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 �r fit betwelsil the bottom chord and any other members. 7)Providepechanical connection(by others)of truss to bearing plate capable of withstanding 1332 lb uplift at joint 2 and 1332 lb uplift at * r ► joint 8. ' ' �� 8)This tru s design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum ;p.• ATE w sheetro k be applied directly to the bottom chord. ,► rC` R 1• ♦♦. FL Cert. 6634 September 8,2015 WCOMWAS WAR) NG Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.02116/2015 BEFORE USE. Design\alid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applica ility of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for late,at support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek erector.�, dditional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabricat on,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criferla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In Iprmation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle naoaaa2 29313 Al2 Hip 1 1 i Job Ra ere ce o do al East Coast truss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MFrek Industries,Inc.Tue Sep 08 12:49:01 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQ1 kymftR-ZmK2M7Yi6rsHKC7cRjkxwB7FQC2nzhyLiFgkElyriilO 16.0 4-9-14 9-0-0 14.8-0 20 -0 210-0 , 30.2-2 35-0-0 i36-8.0,, 1-6-0 4-9-14 4 2.2 5-8 0 5-8 0 5-B 0 4-2-2 4-9-14 1-6-0 Scale=1:68.5 3x4 = 5x5= 3x4= 46— 5x5 = 5.00 12 4 5 25 26 6 7 8 2x4 2x4 i 3 9 2x4 II 2 10 2x4 $1 1 11 Id 16 15 14 13 12 3x6 = 3x8 = 5x6 WB= 3x4= 5x6 WB= 3x8= 3x6 = i 9-0.0 17-8-0 26-0-0 35-0.0 9-0-0 &60 8-6-0 9.0.0 _Plate Offsets(X Y)- I1'0-2-2 0-1-01 17'0-3-0 Edoel 111:0-2-2 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.56 14 >755 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.98 Vert(TL) -0.90 12-14 >469 180 BCLL 10,0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight:175 lb FT=0% LUMBER-I BRACING- TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. 60T CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16,6-12 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIOiS, (lb/size) 2=2060/0-8-0,10=2060/0-8-0 Max Horz 2=-153(LC 6) Max Uplift 2=-1332(LC 8),10=-1332(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO D 2-3=-4014/2482,3-4=-3618/2246,4-5=-3329/2167,5-25=-4278/2729,25-26=-4278/2729, 6-26=-4278/2729,6-7=-3328/2166,7-8=-3328/2166,8-9=-3618/2246,9-10=-4014/2482 BOT CHO D 2-16=-2079/3615,15-16=-2323/4213,14-15=-2323/4213,13-14=-2323/4213, 12-13=-2323/4213,10-12=-2079/3616 WEBS 3-16=-360/385,4-16=-489/904,5-16=-1202/702,6-12=-1202/702,8-12=-490/904, 9-12=-361/385 NOTES- ``,�111111111I��, 1)Unbalanced roof live loads have been considered forthis design. ,` -A PS• A` VI econd gust) � D .Opsf;h=35ft;B=45ft;L=24ft;eave=5ft;Cat.Ii; ♦`�0 N2) :A' LExp c ,GCpi0.18;MWFR3(directwnal) Lumber DOLP1.0 pate grip DOL 60 3)Provide idequate drainage to prevent water ponding. 4)The soli I section of the plate is required to be placed over the splice line atjoint(s)15,13. 0 39380 1"� 5)Plate(s) tjolnt(s)1,4,7,8,11,2,16,3,5,14,6,12,9 and 10 checked for a plus or minus 0 degree rotation about its center. d 6)Plate(s) it joint(s)15 and 13 checked for a plus or minus 3 degree rotation about its center. 7)This truE s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. = �- rZ 8)•This In�s 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 "ram fit betwe In the bottom chord and any other members. % •• ATE echanical connection(by others)of truss to bearing plate capable of withstanding 1 an :�� 9)Provide iid332 lb uplift at joint 2 d 1332 lb uplift at �(�. Al joint 10. 1, *-.4�` (1 OR 1 O P\.N`�'4� 10)ThIstrLss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'W gypsum I�!Sl) '• •••••• `G sheetr ck be applied directly to the bottom chord. �O N A,'�%%%N FL Cert. 6634 September 8,2015 WAR)fff'NG-Verify design Fars efers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.0211612015 BEFORE USE. Design Jalid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. �• Applica'pity of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for tat tal support of Individual web members only.Additional temporary bracing to insure stability during construction Is the responsibillity of the ii�iT®k• erector.'Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabricat§n,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In t.brmation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 4 , Job Truss Truss Type Qty Ply 7JabRe Queens Isle T7404643 29313 A13G HIP GIRDER 1 1 nce o tionai East Coast T'as, Ft.Pierce,FL 34946 - 7.630 s Jul 28 2015 MTek Industries,Inc.Tue Sep 08 12:49:02 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQ1kymffR-lyuQZTZKI8 8xMap_QGASMXNbbPWi_JUwvPHmByfiil7 1-6-0 3-9.14 7-0-0 -0.0 148.0 21-4.0 28.0-0 31-2-2 35.0-0 36.8-0 -6-0 3-9.14 3-2-2 -0.0 6.8-0 8-8.0 6-B-0 3.2-2 3-9-14 1-8.0 Scale=1:68.5 5x8 M18SHS= 5x8 M18SHS= 5.00 12 6xB M18SHS= 3x6 11 5x6 WB= 6x8= 4 5 28 29 30 631 32 33 34 7 35 8 36 37 38 9 2x4\\ 2x4 3 10 A _ 2x4 II 2 11 2x4 II A d1 1: 12 1� 0 19 396� 40 41 17 42 18 13 43 44 45 46 1547 14 48 49 3x6 = 3x4= 46 =5xl4 M18SHS= 2x4 I 3x8 = 48 = 3x8 M18SHS= 4-3-14 8.0.0 14-8-0 21.4.0 28-0-0 __ 35-0-0 4-3.14 3-8-2 6-8-11 6-8-0 6-8.0 r 7-0-0 Plate Offs 'ts(X Y)-- (1:0-2-2 0-1-01 14:0-4-0 0-1-131 15:0-3-8 0-3-01 [7:0-3-0 Edge],(9:0-4-0 0-1-131 It2:0-2-2 0-1-01 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.65 13-15 >496 240 MT20 244/190 TCDL �15.0 Lumber DOL 1.33 BC 0.95 Vert(TL) -0.73 13-15 >441 180 M18SHS 2441190 BCLL It,0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.09 11 n/a n/a BCDL 0.0 Code FBC2014/TP12007 (Matrix-M) Weight:180 lb FT=0% LUMBER- BRACING- TOP CHO D 2x4 SP No.1'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. 4-7,7-9:2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 2-8-15 oc bracing. BOT CHO D 2x4 SP No.1`Except` WEBS 1 Row at midpt 8-16 14-17:2x4 SP 285OF 1.8E 2 Rows at 1/3 pts 5-16 WEBS 2x4 SP No.3`Except' Fbein Tek recommends that Stabilizers and required cross bracing 5-18,6-16,8-15,9-13:2x4 SP No.2,5-16,8-16:2x4 SP No.1 stalled during truss erection,in accordance with Stabilizer OTHERS 2x4 SP No.3tallation u(de. REACTIO S. (lb/size) 2=-686/0-8-0,18=5708/0-8-0,11=2441/1-0-0 Max Horz 2=-124(LC 6) Max Uplift2=-993(LC 18),18=-5109(LC 8),11=-2320(LC 8) Max Grav 2=805(LC 6),18=5708(LC 1),11=2450(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-Ali forces 250(Ib)or less except when shown. TOP CHO D 2-3=2219/2745,3-4=-2186/2768,4-5=-2858/3358,5-28=-2522/2443,28-29=-2522/2443, 29-30=-2522/2443,6-30=-2522/2443,6-31=-2522/2443,31-32=-2522/2443, 32-33=-2522/2443,33-34=-2522/2443,7-34=-2522/2443,7-35=-2522/2443, 8-35=-2522/2443,8-36=-4495/4142,36-37=-4495/4142,37-38=-4495/4142, 9-38=-4495/4142,9-1 0=-4825/4349,10-11=-4963/4397 BOT CHO D 2-19=-2499/2146,19-39=-2918/2806,18-39=2918/2806,18-40=-3358/3204, �1� P�J A• q �/ 40-41=-3358/3204,17-41=-3358/3204,17-42=-3358/3204,16-42=-3358/3204, `��`',.•'•••" �� °°j 16-43=-4497/5201,43-44=-4497/5201,44-45=-4497/5201,45-46=-4497/5201, G E N 3'•.,y �o 15-46=-4497/5201,15-47=-4497/5201,14-47=-4497/5201,14-48=-4497/5201, 48-49=-4497/5201,13-49=-4497/5201,11-13=-3843/4474 +. i � rv�`o 3938 "' WEBS 3-19=-349/345,4-19=-818/781,4-18=-1377/1244,5-18=-3751/3402,5-16=-5800/6366, * ;• •". � 6-16=-1129/1050,8-16=-2955/2627,8-15=-282/517,8-13=-912/849,9-13=-975/1061, 10-13=-406/508 rX NOTES- i iTE •:��C/,: 1)Unbala ed roof live loads have been considered for this design. i ••. 2)Wind:A CE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=5ft;Cat.11; oi° ��•�� O R,©4:••N�o, 3)Provide adequate drainage to pRevent water pondon9h left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 °°�`i,SS�� 4)All plate are MT20 plates unless otherwise indicated. 5)Plates c ecked for a plus or minus 0 degree rotation about its center. 6)This tru's has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This tr lss 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 FL Cert. 6634 fit betty -n the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 993 lb uplift at joint 2,5109 lb uplift at joint September 8,2015 18 and 320 lb uplift at joint 11. WAR ING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7477 rev.02116/2015 BEFORE USE. Design,olid for use only with MTek connectors.This design is based any upon parameters shown,and is for an individual building component. Applicd ility of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lot"ral 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 W V!q'r fabrica ion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety h formation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle naoaaa3 29313 A13G HIP GIRDER 1 1 Job Reference(optional East Coast I Cuss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 Mrrek Industries,Inc.Tue Sep 08 12:49:03 2015 Page 2 ID:Y2K7aNNgEy_MfDpNzGaQ1kymffR-V9SonoayeS6?ZV97Y8nP?Z4YL?IIRRZe9Z9rJdyfil_ NOTES- 10)Hange(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)197 lb down and 258 lb up at 7-0-0,197 lb down and 258 lb up at 9-0-12, 197 lb down and 258 lb up at 11-0-12,197 lb down and 258 lb up at 13-0-12,197 lb down and 258 lb up at 15-0-12,185 lb down and 258 lb up at 17-0-12,185 lb down and 258 lb 6 p at 17-11-4,197 lb down and 258 lb up at 19-11-4,197 lb down and 258 lb up at 21-11-4,197 lb down and 258 lb up at 23-11-4,and 197 lb down and 258 lb up at 25-11 and 197 lb down and 258 lb up at 28-0-0 on top chord,and 573 lb down and 364 lb up at 7-0-0,106 lb down and 2 lb up at 9-0-12,106 lb down and 2 lb up at 11-0-1 ,1 06 Ib down and 2 Ib up at 13-0-12,106 Ib down and 2 Ib up at 15-0-12,106 Ib down and 2 Ib up at 17-0-12,106 Ib down and 2 Ib up at 17-11-4,106 lb down and 2 lb up ai 19-11-4,106 lb down and 2 lb up at 21-11-4,106 lb down and 2 lb up at 23-11-4,and 106 lb down and 2 Ib up at 25-11-4,and 573 lb down and 364 lb up at 27-11-4 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 CA ,E(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=90,4-9=-90,9-12=-90,22-25=20 Concert dated Loads(lb) Vert:4=-146(B)9=-146(B)13=-573(B)28=-146(B)29=-146(B)30=-146(B)31=-146(B)33=-146(B)34=-146(B)35=-146(B)36=-146(B)37=-146(B)38=-146(B) 39=-573(B)40=-44(B)41=-44(B)42=-44(B)43=-44(B)44=44(B)45=-44(B)46=44(B)47=-44(6)48=-44(B)49=44(B) A WARI! G-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design% lid for use only with MTek connectors.This design Is based only upon parameters shown,and is for an individual building component. Dal' Applica llity of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lat {al support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the WOWerector,Pdditional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabricat on,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In f rmatlon available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 33610 � •II Flo�b Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404844 13 B01G ROOF SPECIAL GIRDER 1 2 Job Reference(optional East Coast 'uss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MTek Industries,Inc.Tue Sep 08 12:49:06 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-vk7xPgcrxNUaQzuaDGK6dCi29Dnfeo64rXNVuyyfiHx 16-0 a-4-11 7-0-0 9-7-0 , 12-2-0 17-trt 22-4-0 27-0-0 29-4-0 i t-8-0 3-9.11 3-2-5 2-7-0 2-7-0 4-111 5-2-12 4-8-0 Scale=1:58.0 4x8= 2x4 II 5x8 = - 46 - 5.00 12 4 5 6 7 26 27 28 29 30 31 32 33 7x10= 1x4 6x12 M18SHS 3 8 9 �y �I x4 11 2 i �s 38 39 40 14 13 41 12 42 11 21 34 20 35 19 36 17 3716 5x6 WB= 48= 10 3x6= 6x8 = 3x4= 4x6 1x4 II 3x8 6x8 = 3.81 LU- 7x8= 27-3-8 3.9-11 7-0-0 9.7•D 12-2-0 15-2-0 17-1-4 22-4-0 27-0-0 27 0 2ya 99--40 3-9-11 3-2-5 2-7-0 2-7-0 3-0-0 1-11-4 5-2-12 4-8-0 0-- 2-0-8 0-1-8 Plate Offs Its X Y-- 1:0-2-2 0-0-8 4:0-5-8 0-2-4 6:0-3-4 0-3-0 8:0-5-10 0-3-6 10:0-4-0 0-0-11 15:0-1-12 0-3-8 18:0-2-12 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.73 16 >478 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(TL) -1.02 16 >341 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(TL) 0.36 10 n/a n/a BCDL 110.0 Code FBC2014rrPI2007 (Matrix-M) Weight:321 lb FT=0% LUMBER 11 BRACING- TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHO D 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 5-4-7 cc bracing. 5-19:2x4 SP No.3,13-18:2x4 SP No.1,11-13:2x4 SP 285OF 1.8E WEBS 2x4 SP No.3*Except* 9-10:2x6 SP No.2,9-11:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIO IS. (lb/size) 2=3012/0-8-0,10=2725/Mechanical Max Harz 2=170(LC 8) Max Uplift2=-2125(LC 8),10=-1872(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6244/4300,3-4=-6143/4279,4-26=-8823/6176,26-27=-8823/6176, 27-28=-8823/6176,5-28=-8823/6176,5-29=-9030/6305,29-30=-9030/6305, 30-31=-9030/6305,6-31=-9030/6305,6-32=-6891/4909,32-33=-6891/4909, 7-33=-6891/4909,7-8=-7197/5020,8-9=-9259/6395,9-10=-2492/1721 BOT CHO D 2-21=-3909/5639,21-34=-1161/1615,20-34=1161/1615,20-35=-116111615, 19-35=-1161/1615,5-18=-865/841,18-38=-6205/9059,15-38=-6205/9059, 11 15-39=-6205/9059,39-40=-620519059,14-40=-6205/9059,13-14=-6205/9070, 13-41=-6205/9070,12-41=-6205/9070,12-42=-7007/10108,11-42=-7007/10108, ♦>%% 10-11=-1 751265 ♦�,♦ Q �,�C E'N t5,•�,9�j�, WEBS 4-21=-37/254,18-21=-2703/4063,4-18=-2388/3564,6-12=-2565/1671,7-12=-1325/2046, 8-11=-2562/1844,9-11=-6346/9183,8-12=-3505/2462,3-21=-398/474,6-14=-10/394 ��•••�' - �• I � 3938 NOTES- y r� 1)2-ply tr s to be connected together with 10d(0.131"x3")nails as follows: d Top chords connected as follows:2x4-1 row at 0-9-0 cc,2x6-2 rows staggered at 0-9-0 cc. .f�4 Bottom hords connected as follows:2x4-1 row at 0-9-0 cc. . ;" -- Webs c'Innected as follows:2x4-1 row at 0-9-0 cc,Except member 8-11 2x4-1 row at 0-7-0 cc. a ATE �� 2)All load 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 Q••. connecQns have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. '°i��`�•�( O R 1 Q P•' ♦,�♦ 3)Unbala ced roof live loads have been considered for this design. 1 4)Exp Wind:A CE, -10;VGCpi= 1181 0mph(3-second gut)Vasd=umber 24 ph 0 plate .Op f;BCD= .Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.II; Iojss/Q N AL`�,,♦♦ 5)Provide adequate drainage to prevent water ponding. Ill 6)All plates are MT20 plates unless otherwise indicated. 7)The soli section of the plate is required to be placed over the splice line at joint(s)13. FL Cert. 6634 8)Plate(s);at joint(s)1,4,7,8,9,2,20,19,5,21,18,12,6,3,14,15 and 10 checked for a plus or minus 0 degree rotation about its center. 9)Plate(s)at joint(s)13 checked for a plus or minus 3 degree rotation about its center. $ tember 8,2015 10)This t e ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p A WAR ING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev.02/16/2015 BEFORE USE. Design;alid for use only with Walk connectors.This design 1s based only upon parameters shown,and is for an individual building component. �- A pplicc 011ty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for[at'ral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the N1iTek� erector Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrica+on,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety 1 4ormation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 9 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404844 29313 801G ROOF SPECIAL GIRDER 1 2 Job Reference(optional East Coast fuss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 08 12:49:06 2015 Page 2' I D:Y2K7aN NgEy_MfDpNzGaQ1 kymffR-vk7xPgcrxNUaQzuaDGK6dCi29Dnfeo64rXNVuyyfiHx NOTES- 11)'This Fuss 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. 12)Refer�Q girder(s)for truss to truss connections. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2125 lb uplift at joint 2 and 1872 lb uplift at joint 10. 14)"Sam!.��igid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 15)Hang (s)or other connection device(s)shall be provided sufficient to support concentrated load(s)197 lb down and 258 lb up at 7-0-0,197 lb down and 258 lb up at 9-0-12, 197 lb Jown and 258 lb up at 11-0-12,197 lb down and 258 lb up at 13-0-12,197 lb down and 258 lb up at 14-8-0,180 lb down and 221 lb up at 16-3-4,180 lb down and 221 lb up 18-3-4,and 180 lb down and 221 lb up at 20-3-4,and 180 lb down and 221 lb up at 22-4-0 on top chord,and 516 lb down and 407 lb up at 7-0-0,66 lb down and 2 lb up at -0-12,66 lb down and 2 lb up at 11-0-12,66 lb down and 2 lb up at 13-0-12,66 lb down and 2 lb up at 14-8-0,52 lb down and 24 lb up at 16-3-4,52 lb down and 24 lb up at 8-3-4,and 52 lb down and 24 lb up at 20-3-4,and 393 lb down and 346 lb up at 22-3-4 on bottom chord. The design/selection of such connection device(s)is the respor sibility of others. LOAD CASES) Standard 1)Dead+, 00f Live(balanced):Lumber Increase=1.33,Plate Increase=1.25 Uniforrr i Loads(plf) art:1-4=90,4-7=-90,7-8=-90,8-9=-90,19-23=-20,16-19=-20,11-15=20,10-11=20 Concer rated Loads(lb) art:4=-146(F)7=-109(F)13=-41(F)21=516(F)12=-41(F)26=-146(F)27=-146(F)29=-146(F)30=-146(F)31=-109(F)32=-109(F)33=-109(F)34=-44(F)35=-44(F) 36=-44(F)37=-44(F)40=-41(F)41=-41(F)42=-353(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIIJ478 rev.0211612015 BEFORE USE. Design I�Iclid for use only with MTek connectors.This design is based only upon parameters shown,and Is for an Individual building component. is Applicp6illty of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown WOW Is for lot 6ral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responslbllllty of the " iT®k` erectorAdditional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tobrlca Ian,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,DSB-fig and BCSI Building Component 6904 Parke East Blvd. Safety I I ormatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 job Truss Truss Type Qty TP17Y2.11113 Lot 5 Queens IsleT7404845 29313 B02 Roof Speciale e e ce(optional) East Coast cuss, Ft.Pierce,FL- 946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 08 12:49:07 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQI kymffR-OwhJCAdTihCQ27Smn_rL9PFHMc5RNHOD4B72RPyFHw i 1-6-0 4-9-14 9-0.0 , 15.2-0 20.4-0 i 25-0-0 , 27-2-0 , 20.4.0 r1-6.0 4-9.114 42-2 —0 5-2-0 4-10 2-2-0 2.2.0 Scale=1:55.6 4x8 = 3x4 II 4x8= 5.00 12 4 23 5 24 6 1x4 4x4= 2x4 II 46= 3 7 B 9 17 ry x4 I 2 N 1 13 12 11 16 10 • 4x4 =17 3x4 II 15 4x4= 6x8� 3x8 II 3x6 — 4x4= 6x8= 6x8= 3.47112 i 9.0.0 14.2-0 15-2-0 20.4-0 25-0-0 27-2.0 5.2.0 1-0.0 5-2-0 .0 Plate Plate Offs is(X Y)— 11:0-2-2 0-0-81 i4:0-5-4 0-2-01 16:0-5-4 0-2-01 i11:0-5-8 0-3-41 i14:0-2-12 0-2-81 LOADING(PSI) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.45 15 >771 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.96 Vert(TL) -0.67 15 >523 180 BCLL 10.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.25 10 n/a n/a BCDL 00.0 Code FBC2014lrP12007 (Matrix-S) Weight;159 lb FT=0% LUMBER- BRACING- TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHOI RD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied. Except: 5-16,8-11:2x4 SP No.3 10-0-0 oc bracing:14-16 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 que REACTIO S. (Ib/size) 10=1599/Mechanicai,2=1770/0-8-0 Max Horz 2=246(LC 8) Max Uplift 10=962(LC 8),2=-1140(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHO D 2-3=-3312/2017,3-4=-2901/1768,4-23=-3566/2265,5-23=-3566/2265,5-24=-3644/2312, 6-24=-3644/2312,6-7=-3399/2048,7-8=-2123/1236,8-9=-2016/1200,9-1 0=-1 538/929 BOT CHO D 2-18=-1901/2977,17-18=-1901/2977,16-17=-365/549,5-14=-553/495,13-14=-1807/3114, 12-13=-180713114,11-12=-2605/4239 WEBS 3-17=-411/411,14-17=-1170/2075,4-14=-743/1224,6-14=-463/794,6-12=-200/497, 7-12=-1188/836,7-11=-2448/1583,9-11=1441/2425 NOTES- %011111111I1111 /� 1)Unbalanced roof live loads have been considered for this design. ,��,p PS• 4,9��. 2)Wind:A CE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3,Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.II; ♦♦♦ Q G E•RI 3 y Exp D; cl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 ♦ �`••'• 3)Provide Idequate drainage to prevent water ponding. � �-...---"" �-•'*�S 4)Plates cj v 0 jacked for a plus or minus 0 degree rotation about its center. 39380 �s 5)This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 41%, 6)•This t ass 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 betwe'n the bottom chord and any other members. 7)Refer to girders)for truss to truss connections. F 8)Provide echanical connection(by others)of truss to bearing plate capable of withstanding 962 lb uplift at joint 10 and 1140 lb uplift at :��" ATE :��e joint 2. T T P•. _♦♦ 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and''M."gypsum *-' 0 R I Q.`�\,♦♦ sheetrock be applied directly to the bottom chord. � •ss% ••...••! % i.-11110 N Ak- FL Cert. 6634 September 8,2015 WARI ItNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211612015 BEFORE USE. Design N alld for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �• Applica tidy of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown WOW Is for lot dal support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek erector.(clditional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabricati m,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB•89 and BCSI Building Component 6904 Parke East Blvd. safety In 6rmation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle naoafia6 29313 C01G Hip Girder 1 2 Job Reference(optional) � East]Coastruss, Ft.Pierce,FL 34946 - 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 08 12:49:08 2015 Page 1' ID:Y2K7aNNgEy_MfDpNzGaQ1kymffR-s6FhgWe5T kHfHlzLhMaidnRy0RZ6n9NJrsbzryfiHv 4.7-12 6-1-0 10-4-4 11.8-0 145-11 18.4.0 4-7-12 2.0.4 3-8-4 1-3-12 2-9-11 3-10-5 Scale=1:30.9 5x5 = 1x4 II 5x5= 3 18 17 4 5 5,00 12 1x4 II13 t% 2 1x4 6 m c5 7 1 aLL I LW T I I Ia 1$ s e s 18 19 23 9 8 24 s e 5x5= HUS26 HUS26 3x4 = 7x8= 4x6= 7x6 = HUS26 HUS26 3x8 11 20 21 22 10 HUS26 HUS26 -7-2 7-6-0 0.4-4 12 1-4 18-4-0 4-7-12 2-10.4 2-10-4 2-9-0 5-2-12 Plate Ofi ets(X Y)-- 11:0-5-13 0-0-61 15.0-2-0 0-2-01 17:0-3-1 0-1-81 18:0-2-12 0-4-121 110.0-4-0 0-4-121 LOADIN (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.11 8-15 >845 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(TL) -0.17 8-15 >569 180 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:199 lb FT=0% LUMBER BRACING- TOP CHC RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins. BOT CHC RD 2x6 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 7-9:2x6 SP SS 10-0-0 oc bracing:8-15. WEBS 2x4 SP No.3`Except` 5-8:2x4 SP No.2 REACTIC S. All bearings 0-8-0 except(jt=length)11=6-0-0,10=6-0-0. b)- Max Harz 1=-97(LC 6) Max Uplift All uplift 100 lb or less atjoint(s)except 1=-654(LC 8),7=-1973(LC 8),11=-1995(LC 8),10=-4810(LC 8) Max Grav All reactions 250 lb or less atjoint(s)except 1=1129(LC 17),7=3217(LC 1),11=3247(LC 17),10=7457(LC 18) FORCES.I (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHC RD 1-2=-588/1024,2-3=-454/848,3-16=-1541/2651,16-17=-1541/2651,4-17=-1541/2651, 4-5=-1541/2651,5-6=-2829/1810,6-7=-3535/2136 BOTCH D 1-18=-851/622,18-19=-810/594,11-19=-810/594,11-20=-11901810,20-21=-1190/810, 21-22=-1190/810,10-22=-1190/810,10-23=-465/424,9-23=-465/424,8-9=-465/424, 004 WEBS 2-11=-620/473,3-1 =363/66233-10=-1826/1226,4-10=-789/685,5-10=-5059/3171, 5-8=-4008/6431,6-8=-683/522 ,��O••• �'E•n1 S••��, NOTES- � e---- J"'• y, ss to be connected together with 1 Old(0.131"x3")nails as follows: ++ G�3938 0 A---'t. Top ch ids connected as follows:2x4-1 row at 0-9-0 oc. *; Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 oc. Webs Gnnected 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 connec Ions have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated, o I yT E ' WE 3)Unbala ced roof live loads have been considered for this design. i •'. 4)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;6=45ft;L=24ft;eave=4ft;Cat.11; �i�'Ct�••�t Q Q:•��e� Exp D;Enc.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 1. IS ` % 5)Provideiadequate drainage to prevent water ponding, II S/ ` % 6)Plates Ilecked for a plus or minus 0 degree rotation about its center. Its/O N A'0,:% 7)This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. B)`This but ss 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 betw Len the bottom chord and any other members. 9)Provide'mechanical connection(by others)of truss to bearing plate capable of withstanding 654 lb uplift at joint 1,1973 lb uplift at joint 7 FL Celt. 6634 1995 13 uplift at joint 11 and 4810 lb uplift at joint 10. September 8;2015 10)'Semi,i•igid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. p WA NING G.Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.0211612015 BEFORE USE. Design)slid for use only with Walk connectors.This design Is based only upon parameters shown,and Is for an Individual building component. �• Applic bility of design parameters and proper incorporation of component Is responsibility of bullding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responslblllity of the '��• erectol M Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabric ion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I(formation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404846 29313 C01G p Girder 1 �f LJobReference o bona East Coast cuss, Ft.Pierce,FL 34946 - 7.630 s Jul 28 2015 MFrek Industries,Inc.Tue Sep 0812:49:08 2015 Page 21. ID:Y2K7aNNgEy_MfDpNzGaQ1kymffR-s6FhgWe5T kHfHlzLhMaidnRyORZ6n9NJrsbzryfiHv NOTES- 11)Use mpson Strong-Tie HUS26(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent spaced at 8-0-0 oc max.starting at 1-8-12 from the left end to 17-1-4 to connect truss( s)to back face of bottom chord. 12)Fill allrail holes where hanger is in contact with lumber. 13)Hang,r(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)191 lb down and 246 lb up at 6-8-0,191 lb down and 246 Ib up at 8-8-12, and 1 1 lb down and 246 lb up at 9-7-4,and 191 lb down and 246 lb up at 11-8-0 on top chord,and 549 lb down and 447 lb up at 6-8-0,and 61 lb down and 3 lb up at 8-8-12, and 6 lb down and 3 lb up at 9-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CAS Standard 1)Dead IlRoof Live(balanced):Lumber Increase=1.33,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-90,3-5=-90,5-7=-90,1-7=-20 Conce rated Loads(lb) Vert:3=-134(F)5=-134(F)8=-1866(B)15=-1865(B)16=-134(F)17=-134(F)18=-1900(B)19=-1896(B)20=-549(F)21=-42(F)22=-42(F)23=-2415(F=-549,B=-1866) 24=-1865(B) 1 WA ING-Verl/y design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.OV1612015 BEFORE USE. Design valid for use only with M7ek 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 loteral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responslbilllty of the i'�iTek� erecto' Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrica Ion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I M,fOTMatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss'Type Qty Ply 29313 Lot 5 Queens Isle T7404847 29313 M01G Half Hip Girder 1 1 Job Reference(optional East Coast Truss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 08 12:49:09 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-KJp3lsffEls8HQc9vPupEgKcJQtyrCQWXVc9VHyfHu 2-10-2 i -9 6-4-0 2-i-15 -3-12 -3-12 2-8-6 0-4-0 0-5-8 "A 1 5x5% Scale=1:17.5 4 1x4 II 5.00 12 3 3x12 2 r; Ll A N 1 6 7 6 10 5 @ 7x6= 8X1D= 3x8= Special HUS26 5xio II 2.10.2 2-1-15 -5.11 6-4-0 2-1-15 -3-12 -3-12 3-6-14 0-0-11 Plate O sets X Y-- 2:0-3-0 0-1-8 4:0-1-12 0-1-8 6:0-5-0 0-4-12 7:0-3-0 0-4-12 LOADIN (ps, SPACING- 1-11-4 CSI, DEFL. in (loc) Weil Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.09 7 >806 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.64 Vert(TL) -0.13 6-7 >582 180 BCLL 0.0 ' Rep Stress incr NO WB 0.81 Horz(TL) 0.02 5 nla n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:41 lb FT=0% LUMBERr BRACING- TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins, except BOTCH RD 2x6 SP SS end verticals. WEBS 2x6 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 4-4-8 oc bracing. 2-6,3-6:2x4 SP No.3,4-6:2x4 SP No.2 REACTI)NS. (lb/size) 1=2399/0-8-0,5=27831Mechanical Max Horz 1=223(LC 8) Max Uplift 1=-1554(LC 8),5=-1868(LC 8) FORCE (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CH RD 1-2=-533013465,2-3=-246411527,3-4=-2452/1593,4-5=-2344/1582 BOT CH RD 1-7=-3352/4891,6-7=-3308/4825 WEBS 2-7=1593/2336,2-6=-2892I2029,4-6=-2545/3817 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.Il; Exp D Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)PlatesI;cIhecked for a plus or minus 0 degree rotation about its center. tt1111111111111, 3)This trlJss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,tt �� A. 4)•This 14I1I-uss 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 betl/isen the bottom chord and any other members. , Q .••••• •' �L7 �I .` .• DENS'•. q 5)Refer� girder(s)for truss to truss connections. ♦ �`•• \ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1554 lb uplift at joint 1 and 1868 lb uplift at �� \' — -�.••.!� ! joint e �• Nib 3380 --'` 7)"Semi 1 igld pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. . f s�� 8)Use S�npson Strong-Tie HUS26(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent at 4-4-12 from the left end to connect truss( s)to back face of bottom chord. 90)ill nail holes where hanger is in contact with lumber. � ger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2705 lb down and 1891 lb up at .0 , — .w ATE .�41JI 2-5-10,and 246 lb down and 204 lb up at 5-6-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. �,T(��••:c( � R Q P'•��`�� 11)In th$LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,�j�s •,,,,• C? LOAD C SE(S) Standard 1)Dead I+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-87,1-5=-19 EL Cert. 6634 Concentrated Loads(Ib) Vert:7=-2705(B)6=-1580(B)10=-246(F) September 8,2015 W RNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 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. Appli"a Ili 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 i1�iTek` erect ir.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabric btlon,quality control,storage,delivery,erection and bracing,consult AN51/TPI1 Quality Criteria,DSB-89 and TICS]Building Component 6904 Parke East Blvd. 5 afet,information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 9 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle T7404848 29313 MV2 Valley 1 1 Job Refe ence o tional East Coas(Truss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 08 12:49:09 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQlkymffR-KJp3lsfjjElsBHQc9vPupEgKmdQD8r03wxVc9VHyfHu 1 2-5.0 2-5-0 (2)-0.131"x3.5"toenails Scale=1:7.9 5.00112 2 d 3 2x4 LOADIN (psi) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:6 lb FT=0% LUMBE BRACING- TOP CH RD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-5-0 oc purlins. BOT CH RD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTI NS. (lb/size) 1=76/2-5-0,2=93/2-5-0,3=17/2-5-0 Max Horz 1=-64(LC 8) Max Upliftl=-48(LC 8),2=69(LC 8) Max Grav 1=76(LC 1),2=93(LC 1),3=34(LC 3) FORCE (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp D Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates lbhecked for a plus or minus 0 degree rotation about its center. 3)Gable'equires continuous bottom chord bearing. 4)This it ss 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 ,,1j1 111111111� fit be een the bottom chord and any other members. % S Q. �� 6)Bead g at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �� P A� �� of bee Ing surface. �� •'Ci E N�'•.� 7)Providl mechanical connection(by others)of truss to bearing plate capable of withstanding 48 lb-uplift at joint 1 and 69 lb uplift at joint ,� � •, \ SF'�,9iJ� 2. 8) Semi igid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. b3938 0 �� TE �r ��r111111110 FL Cert. 6634 September 8,2015 &W RNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MRek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the WOW r.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabric Qtion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe ,Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 29313 Lot 5 Queens Isle naoasas 29313 MV4 Valley 1 1 Job Reference(optional East Coas Truss, Fl.Pierce,FL 34946 - 7.630 s Jul 28 2015 MITek Industries,Inc.Tue Sep 08 12:49:10 2015 Page 1 1 D:Y2K7aN NgEy_MfDpNzGaQ1 kymffRoVNRFCfL?c_7vaBL86P2n2sr_gJGarJgm9LiljyrHt 4-5-0 i 4-5-0 1 2x4 I I Scale=1:12.1 5.00 12 2 3 2x4 11 2x4 I LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.25 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight:14 lb FT=0% LUMBE BRACING- TOP CH RD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins, except BOT CH RD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installationu' e REACTIONS. (lb/size) 3=195/4-5-0,2=195/4-5-0 Max Horz 3=-134(LC 8) Max Uplift3=-146(LC 8),2=-90(LC 8) FORCES, (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind: SCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp D;ii ncl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates Checked for a plus or minus 0 degree rotation about Its center. 3)Gable Fequires continuous bottom chord bearing. 4)This t [PS has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This fuss 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 bet een the bottom chord and any other members. ��, S A. 6)Provid mechanical connection(by others)of truss to bearing plate capable of withstanding 146 lb uplift at joint 3 and 90 lb uplift at joint ,�� P A��♦,♦ 2. 7) Semi- gid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. � �.0• •\C ENS*-. 39380 " o.• ATE .' ♦ ORIV sp jO N�' ,��% FL Cert. 6634 September 8,2015 ®WA WING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1.7473 rev.02(1612015 BEFORE USE. Desig lid for use only with MTek connectors.This design Is based only upon parameters shown,and is for an Individual building component. �• Applic billty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for Ic feral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibiliity of the MiTek� erect Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabric'Lion,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criferla,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Ipformation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 a i �cibTruss F'r-II-SIS ype Qty Ply 29313 Lot 5 nueens IsleT7404850 313 MV6 1 1 job Reference(optional) East Coa Truss, Ft.Pierce,FL 34946 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 0812:49:10 2015 Page 1 ID:Y2K7aNNgEy_MfDpNzGaQlkymffRoVNRFCfL7c_7vaBLS6P2n2svBgLBagzgm9LiljyrlHt 6-5-0 6.5-0 Scale=1:17.0 1 2x4 II 5.00112 2 1x4 II ab N 3 5 4 2x4 II 1x4 II 2x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014rTP12007 (Matrix) Weight:23 lb FT=0% LUMBER, BRACING- TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation REACTI S. (ID/size) 5=140/6-5-0,3=101/6-5-0,4=368/6-5-0 Max Horz 5=-209(LC 8) Max Uplift5=-106(LC 8),4=-272(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-298/290 NOTES- 1)Wind: SCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3,Opsf;h=35ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp D; ncl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates c�lecked for a plus or minus 0 degree rotation about its center. 3)Gabler quires continuous bottom chord bearing. 4)This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`t1I I II I I//,'r 5)'This t ss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,�� S A, /�♦ fit betvWen the bottom chord and any other members. �� P �� ♦j♦ 6 Provide", echanical connection b others of truss to bearing late capable of withstanding 106 lb uplift at 5 and 272 lb uplift at �� •'• •• S+ e9 joint 4. ( Y ) 9 P P 9 P 1 P ,� ��• •\C E N•' i 7)"Semi-r gid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 39380. ©.• TATE :� ' ♦ ��♦�S�O N A� FL Cert767673�4= September 8,2015 AWAR ING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev,02/16/2015 BEFORE USE. Design alid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applic11 ility of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for tat al support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the WOW erector.f Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabricot on,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criterto,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlf animation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSI. 1 rr c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves WEBS e may require bracing,or alternative Tor I I O u y 3 p0 bracing should be considered. I yy 1 Uf b 3. Never exceed the design loading shown and never � s�° 0 stack materials on inadequately braced trusses. 00 CL 4. Provide copies of this truss design to the building For;4 x 2 orientation,locate c�-a CHORDS cs a r designer,erection supervisor,property owner and plates 0-'ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS.software or upon request. B. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ]CC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-131 1,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek@ All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Qp 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone ntB-89: Desi n-Standard_fo�Bracln-. — - -- ist�oifufficient BCSI: Building Component Safety Information, MiTek 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIAPI 1 Quarity Criteria. Installing&Bracing of Metal Plate p Connected Wood Trusses. MiTek Engineering Reference Sheet:Mlt-7473 rev.02/16/2015