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Home My WebLink AboutTRUSS 5-10-15® Lumber design values, are in accordance with ANSI/TPI 1 section 6.3 • These truss designs rely on lumber values established by others. NMII ko By C000V RE:. �8792 - Cehelnik Res Up Roof MiTek USA, Inc. 6904 Parke East Blvd. Site "formation: Tampa, FL 33610-4115 Cust�',mer Info: Mel-Ry Construction Project Name: Cehelnik Res Up Roof Model: Lot/Block: Subdivision: Add''' ss: 10701 South Ocean Dr#697 City: (Jensen Beach State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name* License #: City:1'1 State: Gen ral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010ITP12007 Design Program: MiTek 20/20 7.5 Wine) Code: ASCE 7-10 Wind Speed: 170 mph Roo jLoad: 55.0 psf Floor Load: N/A psf This kage includes 28.individual, dated Truss Design Drawings and 0 Additional Drawings. seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet cti n 5 of the Florida Board of Professional En ineers Rules. conf ° rms to 61 G15 31.003, section g No. I Seal# Truss Name]:Ni:::]No. Seal# Truss Name Date 1 T7045037 ~CJ1 5/4/015 18 T7045054 A05G 5/4/015 2 J T7045038 —CJ2 5/4/015 19 T7045055 A06 5/4/015 3 9 T7045039 —CJ3 5/4/015 20 T7045056 A07 5/4/015 4 T7045040 —CJ4 5/4/015 21 T7045057 A08G 5/4/015 5 T7045041 —CJ6 5/4/015 22 T7045058 B01 5/4/015 6 T7045042 —EJ3 5/4/015 23 T7045059 B02 5/4/015 7 T7045043 —EJ4 5/4/015 24 T7045060 B03G 5/4/015 8 T7045044 —EJ5 5/4/015 25 T7045061 101 5/4/015 9 T7045045 —EJ5G 5/4/015 26 T7045062 CO2G 5/4/015 10 T7045046 —HJ3 5/4/015 27 T7045063 MV3 5/4/015 11 T7045047 —HJ4 5/41015 28 T7045064 MV4 5/4/015 12 T7045048 —HJ5 5/4/015 13 T7045049 -rHJ6 5/4/015 14 T7045050 A01 5/4/015 15 T7045051 A02 5/4/015 16 T7045052 A03 5/4/015 17 T7045053 A04 5/4/015 1 The t�`iass drawing(s) referenced above have been prepared by MiTek Indus �'es, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss ll Design Engineer's Name: Velez, Joaquin My 1'��i ense renewal date for the state of Florida is February 28, 2017. IMP RTANT NOTE: Truss Engineer's responsibility is solely for desi n of individual trusses based upon design parameters shown on r 1erenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the resp nsibility of the building designer, not the Truss Engineer, per ,I,NSUTPI-1, Chapter 2. %��,,OWN fill,, 68182 XZ 00:• STATE OF :*4/Z nlIll' FL Cert. 6634 May 4,2015 Velez, Joaquin 1 of 1 Job Truss fuss Type Qty Res Up RooT7045037 28792 -CJ1 Jack -Open 11 TP17yCobhellnik eference (optional) East Coast Truss, Fort Pierce, FL. 34946 /,DJu s Jui 11 zu14 Mek induslaes, im. MonM9: ID:o1YOTyabEfz4kGih3GAtpzJtiK-tQtBnS4KJ94Z1Nz66FcUYrp6fMw7jOL CBDzJtlf z-ao I z-o•o LOADING psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud TCLL 0.0 Plates Increase 1.25 TC 0.17 Vert(LL) 0.01 4 >999 240 TCDL 5.0 Lumberincrease 1.25 BC 0.22 Vert(TL) -0.00 4 >999 180 BCLL i10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL Q10.0 I Code FBC2010frPI2007 (Matrix-M) LUMBER - TOP CHO BOT CHO FORCES. NOTES- 1) Wind:, Exp D; 2) As reqt respon 3) Plates 4) This to 5) • This t fit betty 6) Refer ti 7) Providf and 12 8) "Sernk 9) Warnin 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=195/0-8-0, 3=-20/Mechanical, 2=6/Mechanical Max Holz 1=43(LC 8) Max Upliftl=-246(LC 8), 3=-20(LC 1), 2=-12(LC 9) Max Gravl=210(LC 20), 3=12(LC 8), 2=13(LC 10) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 0 d d 0 9 scale = 1:7.0 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; icl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the tility of the fabricator to increase plate sizes to account for these factors. ecked for a plus or minus 0 degree rotation about its center. I has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 :n the bottom chord and any other members, with BCDL = 10.Opsf. lirder(s) for truss to truss connections. lechanical connection (by others) of truss to bearing plate capable of withstanding 246 lb uplift at joint 1, 20 lb uplift at joint 3 uplift at joint 2. Id pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Additional permanent and stability bracing for truss system (not part of this component design) is always required. ` .•� E SF•. � �i� i N 68182 ice• �,� F .�0:• T O�J� .��ss, 0 N A1- E�♦`♦♦ FL Cart. 6634 May 4,2015 11 V ' RNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,01.7473 rev. 02116/2015 BEFORE USE. DesJn valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• App jcability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is fo lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the MiTek' ere for. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fob cation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information avalloble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 a Job Truss - Truss Type Qty Ply Cehelnik Res Up Roof T7045038 28792 -CJ2 Jack -Open 1 1 Job Reference (optional) — .. .. _ -- -- --.- ----- East Coast Truli's, Fort Pierce, FL. 34946 2-9-6 7.530 5 JUI 11 2U14 MI I eK mausides, Inc. Mon ma v4 1J:ao:Jo cv,v R ID:o1YOTyabEfiz4kGih3GAtpzJtiK-tQt8nS4KJ94Z1NzB6 cUiYrke48zMk?jOL CBDzJtlf Scale: 1.5"=1' III 1-0.0 1-40 �0-0 0 40 2-9.6 1-5-6 r _ Plate Offsels(XY)— [1.0-4-110-0-1j,j1.0-0-6Edg� LOADING Ipsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 0.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 5.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 0.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purlins. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE I MiTek recommends that Stabilizers and required cross bracing Left: 2x4 S No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO S. (lb/size) 2=29/Mechanical, 3=22/Mechanical, 1=194/0-8-0 Max Horz 1=58(LC 8) Max Upiift2=-30(LC 8), 3=-18(LC 8), 1=-120(LC 8) Max Grav2=29(LC 17), 3=26(LC 17), 1=201l 17) FORCES. l,(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: j Exp D; 2) As req respor 3) Plates 4) This tr 5) • This fit bete 6) Refer 1 7) Provid and 12 8) "Semi- 9) Warnir iCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=oft; Cat. II; ncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Isted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the bility of the fabricator to increase plate sizes to account for these factors. iecked for a plus or minus 0 degree rotation about its center. s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 an the bottom chord and any other members, with BCDL = 10.Opsf. girder(s) for truss to truss connections. Tiechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 2, 18 lb uplift at joint 3 lb uplift at joint 1. lid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Additional permanent and stability bracing for truss system (not part of this component design) is always required. �� .`` O.v I NVF '4• �� pP;•.......... si E N N 68182 S�•� T ;�O••, 40 '1 s'•....•• C?%N i41 N A' ��%% FL Celt. 6634 May 4,2015 11 MA" RNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 02/16/2015 BEFORE USE. ffl, Desi Invalid for use only with MTTek connectors. This design is based only upon parameters shown, and is for an Individual building component. App icabIII of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown p Is foiilateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the WOW ere or. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fab cation, quality control, storage, delivery, erection and bracing, consult AN51/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 0Truss Truss Type Qty Ply Cehelnik Res Up Roof T7045039 8792 -CJ3 Jack -Open 2 1 Job Reference (optional) East (;cast TrU�.P, FOR Pierce, FL. 34946 4-0-0 1.03V s dui n ZU14 mi i uK muusmus, mu. mun may ur waoar <� m r ID:o1YOTyabEfiz4kGih3GAtpzJtiK-LdRW?o5z4SCQeXXNgy7jFl0tz'NwSdFO mjgzJtle Scale = 1:9.5 Plate Offse :0- - 1 0-0- •0-0-6 E e LOADING psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL . -0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.01 8 >999 240 MT20 2441190 TCDL 5.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.01 3-8 >999 180 BCLL JPP.O 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL Code FBC2010rrP12007 (Matrix-M) Weight: 14 lb FT = 20% LUMBER-1 BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHO b 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SF No.3 be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2=75/Mechanical, 3=42/Mechanical, 1=238/0-8-0 Max Horz 1=85(LC 8) Max Upiift2=-74(LC 8), 3=-21(LC 8), 1=148(LC 8) Max Grav2=75(LC 1), 3=54(LC 17), 1=255(LC 17) FORCES. �Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; (1ci., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-11-4 zone; cantilever left and right expCsad ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOI�-1.60 2) As reque6ted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responAility of the fabricator to increase plate sizes to account for these factors. 3) Plates c lacked for a plus or minus 0 degree rotation about its center. 11111 r Ilrr N 4) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ,,1e% Q� ,� • 0.. �� vim 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 �� G E•N & • F•••• fit between the bottom chord and any other members, with BCDL = I O.Opsf. .� •• V e� 6) Refer to girder(s) for truss to truss connections. N 6818 2 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 2, 21 lb uplift at joint 3 ` and 148 lb uplift at joint 1. 8) "Semi-ri lid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Waming': Additional permanent and stability bracing for truss system (not part of this component design) is always required. 00 T O F • w ee eee '•'c 1 p Q:•' ��,�� I rrr�illll , FL Cert. 6634 May 4,2015 WARNING •Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 07/i6/2015 BEFORE USE. ■■■■■■� Deslgri valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an Individual building component.' Appll abllity of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is foil literal support of Individual web members only, Additional temporary bracing to Insure stability during construction Is the responsiW,l of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabri§§ation, Saletyl�lntormatlon quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-69 and BCSI BuIIdln,, Component available from Truss Plafe Institute, 781 N. Lee Street, Suite 3I2, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 i oTruss Truss Type Qty Ply Cehelnik Res Up Roof T7045040 287921 -CJ4 Jack -Open 1 1 Job Reference (optional) East Coast T(uss, Fort Pierce, FL. 34946 4-8-8 7.530 s Jul 112014 Mrrek Industries, Inc. Mon Mayy 0413:56:37 2015 Page 1 ID:o1 YOTyabEfiz4kGih3GAlpzJtiK-LdRW7o5z4SCOeXXNgy7jFI0g5UO65BFtE93mjgzJtle Scale = 1:10.4 1-0.0 1-40 4-8-8 1-0.0 0-4-0 3-4-8 LOADING'(psf) SPACING- 2-0-0 CSI. TCLL 120.0 Plates Increase 1.25 TC 0.39 1.25 BCDL 110.0 Code FBC2010ITPI 007 (Matrix-M) TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 S , No.3 (lb/size) 2=99/Mechanical, 3=53/Mechanical, 1=266/0-8-0 Max Harz 1=100(LC 8) Max Uplift2=-98(LC 8), 3=-24(LC 8), 1=166(1-C 8) Max Grav2=99(LC 1), 3=70(LC 17), 1=286(LC 17) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.03 3-8 >999 240 MT20 244/190 Vert(TL) -0.03 3-8 >999 180 Horz(TL) -0.01 2 n/a n/a Weight: 16 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. I(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A 3CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; I "�cl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3.0-0, Interior(1) 3-0-0 to 4-7-12 zone; cantilever left and right ex 'bsed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO 1=1.60 2) As requ Lted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respons bility of the fabricator to increase plate sizes to account for these factors. 3) Plates c iIecked for a plus or minus 0 degree rotation about its center. 4) This tru s has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This tr sss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 2, 24 lb uplift at joint 3 and 166',ib uplift at joint 1. 8) "Semi-ri 'Id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warnin Additional permanent and stability bracing for truss system (not part of this component design) is always required, ®11 W RN/NG • Verliy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 01115/2015 BEFORE USE. Desig' valid 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 Is for I' }eral support of Ind ividual web members only. Additional temporary bracing to insure stability during construction Is the responslbillity of the erect 'r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tabri ¢lion, quality Control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterlo, DSB•89 and SCSI Building Component Safat�,(nlormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I N �� oP• �cc` �• i N 68182 :�•• T OF 'wZ 111111 sit FL Cert. 6634 May 4,2015 MITek' 6904 Parke East Blvd. Tampa, FL 33610 C Truss Truss Type Qty Ply Cehelnik Res Up Root [1-0b T7045041 8792 -CJ6 Jack -Open 1 1 Job Reference (optional) East Coast Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Mon Mayy 0413:56:38 2015 Page 1 l ID:ol YOTyabEfiz4kGih3GAtpzJtiK-pp?uC86brm KHGh6ZDffynzwyEugcgeUOTfpJF6iJtld i 5-5-1 � 5-5.1 I Scale=1:11.3 Plate Offse � (X.Y)-- (1:0-4-11.0-0-1j. j1:0-0-6 Edgej LOADING i bsf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL O.O Plates Increase 1.25 TC 0.62 Vert(LL) 0.06 3-8 >999 240 MT20 2441190 TCDL 5.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.06 3-8 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 0.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHO 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-5-1 oc purlins. BOT CHOF 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 S MiTek recommends that Stabilizers and required cross bracing No.3 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTION 5. (lb/size) 2=123/Mechanical, 3=63/Mechanical, 1=297/0-8-0 Max Horz1=115(LC 8) Max Uplift2=-121(LC 8). 3=-26(LC 8), 1=-185(LC 8) Max Grav2=123(LC 1), 3=84(LC 17). 1=318(LC 17) FORCES. lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; E exposed cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-4-5 zone; cantilever left and right end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1. 2) As requ. ted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsi 3) Plates c ii lity of the fabricator to increase plate sizes to account for these factors. ,,�1) cked for a plus or minus 0 degree rotation about its center. N V<C,'� 4) This trus 5) • This t, 0%% OWN has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� t� ' c� � s has been designed for a live load of 20.Opsf the bottom in 3-6-0 tall by 2-0-0 ra ........ E �/ +'• l sow fit betwe, on chord all areas where a rectangle wide will �� '0 the bottom ® V �•••• chord and any other members, with BCDL = 10.Opsf. •' �� 6) Refer to Irder(s) for truss to truss connections. • 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 2, 26 Ito uplift at joint 3 . ; N 68182 and 185' b uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning; I kdditional permanent and stability bracing for truss system (not part of this component design) is always required. 0-01 N i FL Cert. 6634 i May 4,2015 k& WA WING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. �� A gc �alid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. -. �• Desi pp 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 responslbillity, of the iViiT®k erecto ,l 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 Crlterla, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety I I formation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I Truss Type ty P y s Up RoofT7045042 7Joi [russ EJ3 Jack -Open 5 1 FJOnce (optional) East Coast Tru4s, Fort Pierce, FL. 34946 4.0.0 7,530 s Jul 112014 MITek Industries, Inc. Mon Mayy 04 13:55:38 2015 Page t ID:o1 YOTyabEfiz4kGih3GAtpzJtiK-pp7uC86brmKHGh6ZDffynzw2juncgeUOTfpJF6zJtld 0 d Scale = 1:9I5 I 11-0-0 -2-0 2-10-0 Plate Offsetsl(X_Y)=[1:0-4-11.0-0-1j.j1:0-0-6.Edgee) LOADING (pl10 TCLL A 0 SPACING- 2-0-0 Plates Increase 1.25 CSI. TC 0.20 DEFL, in (loc) I/deft Ud Vert(LL) 0.01 8 >999 240 PLATES GRIP MT20 244/190 TCDL 1110 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.01 3-8 >999 180 BCLL 1 0 Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 1 0 Code FBC2010/TPl2007 (Matrix-M) Weight: 14 lb FT = 20% LUMBER - TOP CHORI BOT CHORI WEDGE Left: 2x4 SP FORCES. NOTES- 1) Wind:, Exp D; right e; grip D( 2) As req 3) Plates the 4) This truss 5) • This trus, fit betweer 6) Refer to g1 7) Provide mi and 148lb 8) "Semi-rigic 9) Warning: F BRACING- 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (lb/size) 2=75/Mechanical, 3=42/Mechanical, 1=238/0-4-0 Max Horz 1=85(LC 8) Max Upiift2=-74(LC 8), 3=-21(LC 8), 1=148(LC 8) Max Grav2=75(LC 1), 3=54(LC 17). 1=255(LC 17) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-11-4 zone; cantilever left and d ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate 9d, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ty of the fabricator to increase plate sizes to account for these factors. ked for a plus or minus 0 degree rotation about its center. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ihas 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 the bottom chord and any other members, with BCDL = 10.Opsf. ber(s) for truss to truss connections. chanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 2, 21 lb uplift at joint 3 uplift at joint 1. Pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. dditional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 May 4,2015 WAR NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 02/16/2015 BEFORE USE. Design v 'iid for use only with Mifek connectors. This design Is based only upon parameters shown, and Is for an Individual building component.' Applica I I}y of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for late I support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the w iTek• erector, �I ddltional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding �V� i fabricati �, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8? and SCSI Building Component 6904 Parke East Blvd. Safety Inl Irmation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i I Job Truss Type Ply Cehelnik Res Up Roof 7045043 28792 -EJ4 Jack -Open JQty 3 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 5.8.0 7.530 s Jul 112014 MITeK Inaustnes, Inc. Mon May u4 1J:ati:sa 2u10 " e 7 ID:ol YOTyabEfiz4kGih3GAtpzJtiK-pp7uC66b.KHGh6ZDffynzwxpugCgeUOT pJF6zJ,tld i Scale = 1:11.4 1, 1- 1.40 5-5r0 Plate Offsets X Y)-- fl,0-4-11 0-0-11. [1:0-0-6 Edge) LOADING (pi) SPACING. 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20i0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.06 3-8 >999 240 MT20 244/190 TCDL 1a;0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.06 3-8 >999 180 BCLL 10 0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 1 10 Code FBC2010/TP12007 (Matrix-M) Weight: 18 lb FT = 20% LUMBER- I BRACING - TOP CHORE 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-6-0 cc purlins, BOT CHORD, 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEDGE MITek recommends that Stabilizers and required cross bracing Left: 2x4 SP 0.3 be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. NOTES- 1) Wind: AS( Exp D; En, exposed ; i DOL=1.60 2) As reques responsibi 3) Plates the 4) This truss 5) ' This trus, fit betweer 6) Refer to gl 7) Provide mi and 187 lb 8) "Semi -rig 9) Warning: (lb/size) 2=125/Mechanical, 3=64/Mechanical, 1=300/0-8-0 Max Horz 1=117(LC 8) Max Uplift2=-124(LC 8), 3=-26(LC 8). 1=-187(LC 8) Max Grav2=125(LC 1), 3=86(LC 17), 1=322(LC 17) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=4511; L=24ft; eave=4ft; Cat, 11; GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-5-4 zone; cantilever left and right d vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip :d, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ty of the fabricator to increase plate sizes to account for these factors. :ked for a plus or minus 0 degree rotation about its center. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ihas 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 the bottom chord and any other members, with BCDL = 10.0psf. der(s) for truss to truss connections. chanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 2, 26 lb uplift at joint 3 uplift at joint 1. Pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. �ditionet permanent and stability bracing for truss system (not part of this component design) is always required. ,J# i N 68182 :53;• T �F �/ • �1inir«1' FL Cert. 6634 May 4,2015 I WARN NO -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 02/16/2015 BEFORE USE, Design y lid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applica, IIIIty of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for late 61 support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding M!fryr®k• fabricati off, quallty control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf 31TmQtion available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply Cehelnik Res Up RootT7045044 rty 8792 —EJ5 Jack -Open 1 Job Reference (optional) East Coast Tnl'$, Fort Pierce, FL. 34946 6-0-0 7.530 s Jul 112014 MiTek Industries, Inc. Mon May 04 13:55:39 2015 Page 1 ID: o1 YOTyabEfiz4kGih3GAtpzJtiK-H7ZGPU7Dc4SBughmnNABKAT4m I_zY5kAIJYsoYzJtic Scale:1"=1' 10 Plate Offsetsl?X Y)-- i1:0-4-15 0-0-1j,j1:0-0-6 Edge] LOADING (plls0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 200 Plates Increase 1.25 TC 0.83 Vert(LL) 0.09 3-8 >773 240 MT20 244/190 TCDL 15i3O Lumber Increase 1.25 BC 0.89 Vert(TL) -0.10 3-8 >734 180 BCLL 16!0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 1 0 Code FBC2010ITP12007 (Matrix-M) Weight: 20 lb FT = 20% LUMBER- I BRACING - TOP CHOR 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purllns. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-8 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP o.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTION (Ib/size) 2=142/Mechanical, 3=71/Mechanical, 1=32110-8-0 Max Horz1=128(LC 8) Max Uplift2=-140(LC 8), 3=-27(LC 8), 1=-201(LC 8) Max Grav2=142(LC 1), 3=96(LC 17), 1=345(LC 17) FORCES. (lb..) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind:, Exp D; right el grip D( 2) As req 3) Plates the 4) This truss 5) • This trus fit betweei 6) Refer to g 7) Provide m and 201 It 8) "Semi -rig!( 9) Warning: i 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-11-4 zone; cantilever left and :d ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate .60 :d, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ly of the fabricator to increase plate sizes to account for these factors. ked for a plus or minus 0 degree rotation about Its center. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 the bottom chord and any other members, with BCDL = I O.Opsf. ier(s) for truss to truss connections. chanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 2, 27 lb uplift at joint 3 iplift at joint 1. pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. iditional permanent and stability bracing for truss system (not part of this component design) is always required. 1111111111II % Qv I N VF ��is� ? • i 4 N 68182 T 40 • T 11n111/1 . FL Cert. 6634, I May 4,2015 N INARt1 NO -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. OV1612015 BEFORE USE. Design y lid 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 late al support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibllllty of the MiT�k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrlcati ',h, quality control, storage, delivery, erection and bracing, consult ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intprmatlon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 . I Truss toss Type Qly Ply Cehelnik Res Up Roof Flo,b. T7045045 2 —EJ5G Jack -Open Girder 1 1 i i Job Reference (optional) East Coast Tnili�, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Mon May 04KAT6:39 2015 Page 1 1 ID:01 YOTyabEfiz4kGih3GAtpzJtiK-H?ZGP U7Dc4S8ughmnNAB341?aY5uA!JYsoYzitic 5-0-0 4x4 % 1x4 II Scale=1:12.9 LI 5-0-0 5-0-0 Plate OffsetslX.Y)-- 11:0-1-12.0-2-0)_[1:0-2-14.0-8-41 LOADING (pf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 2 10 Plates Increase 1.25 TC 0.87 Vert(LL) 0.18 3-6 >331 240 MT20 244/190 TCDL 1,10 Lumber Increase 1,25 BC 0.79 Vert(TL) -0,24 3-6 >244 1110 BCLL ii 0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.04 1 n/a n/a BCDL ic 0 Code FBC2010/TPI2007 (Matrix-M) Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORLI 2.4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORE 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP 0.3 Installation guide. REACTIONS(lb/size) 3=518/Mechanical, 1=496/0-8-0 Max Horz1=104(LC 17) Max Uplift3=-370(LC 4), 1=-317(LC 4) Max Grav3=533(LC 2), 1=51O(LC 2) FORCES. (Ib - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORDI 1-2=-372/227 BOT CHORD 1-7=-278/340 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3,Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Enc, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip D�.OL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the t J 1 � 1111 �� responsibil iy of the fabricator to increase plate sizes to account for these factors. %N Q.. . N 3) Plates the eked for a plus or minus 0 degree rotation about Its center. 4) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. o�,*'O r•.G E N 5;�� F 5) *This trus lihas 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 fit betweenlI'the bottom chord and any other members, with BCDL = 10.0psf. :' N 68182 ••: 6) Refer to giider(s) for truss to truss connections. _� * : 7) Provide ME 8hanical connection (by others) of truss to bearing plate capable of withstanding 370 lb uplift at joint 3 and 317 lb uplift at joint 1. 8)"Semi-rigid �itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.Z. 9) Hanger(s) Or other connection device(s) shall be sufficient to support concentrated load(s) 291 lb down and 207 lb up at 1-6-4, ' �Q %� T 0 F : provided and 291 lb 207 lb 3-6-4 bottom The design/selection device(s) the �4U • own and up at on chord. of such connection is responsibility of others. �� P`.• �c; 10) Warning. ' —1 tonal permanent and stability bracing for truss system (not part of this component design) is always required. 1•Q `� ,��j Sl) •' \ C% �, 11) in the LO CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). N LOAD CASE S) Standard 1) Dead + Ro 'f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Ldids (plf) FL Cent. 6634 Ve : 1-2=-70, 3-4=-20 May 4,2015 Continued on )age 2 A WARN NI - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 02/16/2015 BEFORE USE. Design v I'd for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicat I ty of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for late ' I support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the 'dditlonal MiTek' erector. permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding to bricatic n, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Int 4mation available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 -. �1 Jo - Truss Truss I ype Qty Ply Cehelnik Res Up Roof T7045045 28792 -EJ5G Jack -Open Girder 1 1 Job Reference (optional) East Coast Trug9, Fort Pierce, FL. 34945 LOAD CASE SS) Standard Concentr ted Loads (lb) Vrt: 7=-289(B) 8=-289(B) (.Diu soul 11 Lu 14 MI I UK 111 S Ilub, nic, . rv. M ID:o1YOTyabEfiz4kGih3GAtpzJtiK-H?ZGPU7Dc4SBughmna ABKAT341?aY uAi soYzJtic WAR' G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design )pIld for use only 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 lot ral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the I�iTek� erector (Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding tobrica ! n, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety It .ormatlon available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 o Truss Truss Type P y Cehelnik Res Up RoofT7045046 FQty -HJ3 Diagonal Hip Girder 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 a Jul 112014 Mil eK Inauslnes, inc. Mon Mu4 w:5tl:4u zwo h'8 e 1 ID:olYOTyabEfiz4kGih3GAtpzJtiK-IC6edg7rMNa?V GyL4ha s000ehWcHY Jxz QK9zJtlb 2-2-11 i Scale = 1:10!8 Plate Offsets X Y)-- (1.0-7-2 0-0-01,11:0-0-7 Edgell LOAFING (p Ii) SPACING. 2-0-0 CSI. DEFL, in (loc) Ildefl Ud PLATES GRIP TCLL 2d.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.01 9 >999 240 MT20 244/190 TCDL 151.b Lumber Increase 1.25 Be 0.10 Vert(TL) -0.01 5 >999 180 BCLL 1Mo Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10 0 Code FBC2010/TPI2007 (Matrix-M) Weight: 19 lb FT = 20% LUMBER- I BRACING - TOP CHORD; 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. BOT CHORD2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS � (lb/size) 4=15/Mechanical, 1=157/0-11-5, 2=67/Mechanical Max Horz 1=101(LC 20) Max Uplift4=-4(LC 9), 1=-160(LC 4), 2=-105(LC 4) Max Grav4=43(LC 29), 1=226(LC 28), 2=79(LC 17) FORCES. (I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCEp 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; En 1 GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip OL=1.60 2) As request d, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibiliy of the fabricator to Increase plate sizes to account for these factors. 3) Plates chef ad for a plus or minus 0 degree rotation about its center. l t 11111/1' 4) This truss I as been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ,`,IiI ,�� F� 5) ' This truss. as 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 �he bottom chord and any other members, with BCDL = 10.0psf. �� Q. ....... I� ,�� 'O ,•'� G E N S+' • �� i� 6) Refer to gi er(s) for truss to truss connections. •' �. F•••, �� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 4, 160 lb uplift at Joint 1 N 68182•'� and 105 lb plift at joint 2. ' ` * 8) "Semi -rigid itchbreeks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) 'r other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 96 lb up at 2-8-14, and 133 lb jown and 96 lb up at 2-8-14 on top chord, and 3 lb down and 68 lb up at 2-8-14, and 3 lb down and 68 lb up at 2-8-14 on;• bottom cho d. The design/selection of such connection device . s) is the responsibility of others, bracing for truss this design) is 10 Warni1. T 0 F ' ng: always required. g: ,additional permanent and stability system (not part of component 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). s�4v ue, •. �` 1 Q P_`.• LOAD CASE(I3) Standard 1) Dead + Ro6f Live Lumber Increase=1.25, Plate Increase=1.25 �� ss •" '' •, \ �`` �� 0 N (balanced): Uniform Loads (pif) 111111111�� Ve : 1-2=-70, 2-3=-30, 4-5=-20 Concentrat yLoads (lb) Ve:: Ve10=186(F=93,B=93)11=72(F=36,8=36) FL Cert. 6634 May 4,2015 ® WARN) I G -verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev, 02/16/2015 BEFORE USE. Design v 1 cifor use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicab ty of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for late 1 support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibiliity of the � �- MiTek' erector. cldBlonal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, , quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Inl, imallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parka East Blvd. Tampa, FL 33610 I o Truss Truss Type Qty Ply Cehelnik Res Up Roo( T7045047 28792 -HJ4 Diagonal Hip Girder 1 t Job Reference (optional) East Coast l Fort Pierce, FL. 34946 r.vau nvw ii <v iv inn cn,,wm,... .v. ,.,.,. ,.,or .,. �.,,,. ,.- -. ID:o1YOTyabEfiz4kGih3GAlpzJtiK-DOglgABT7his78d8 of fPbYbL5sr07ET9d1zsRzJtla Scale=1:10.2 Plate Offset (X Y)— (1.0-6-0 0-0-1I. f1.0-0-7 Edge] LOADINGOsf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 0.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.01 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) 0.02 4-9 >999 180 BCLL 1I0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BGDL 1�0.0 Code FBC2010ITP12007 (Matrix-M) Weight: 18 lb FT = 20% LUMBER- BRACING. ToPCHORP 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-10 oc purlins. BQTCH6RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SF j No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTION (lb/size) 4=12/Mechanical, 1=141/0-9-13, 2=57/Mechanical Max Horz 1=104(LC 4) Max Uplift4=-9(LC 6), 1=-121(LC 4), 2-86(LC 4) Max Grav4=41(1-13 18), 1=200(LC 17), 2=79(LC 17) FORCES. Il�b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A PE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=oft Cat, 11; Exp D; E icl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gri !POL=1.60 2) As requeted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsi Illity of the fabricator to increase plate sizes to account for these factors. 3) Plates chi-cked for a plus or minus 0 degree rotation about its center. 4) This trusSlhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I Q 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� , gyp..,,.... fit between the bottom chord and any other members, with BCDL = I O.Opsf. �� ' (}ENS+ F•••. 6) Refer to 61rder(s) for truss to truss connections. �� •• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 4, 121 lb uplift at joint 1 (� cr)* 6 8182••� and 86 Ib 8) "Semi -rig uplift at joint 2. * o d pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s i or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 116 lb up at 2-4-1. and 152 cord. b down and 92 lb up at 3-3-9 on top chord, and 1 lb down and 79 ib up at 2-4-1, and 5 lb down and 52 lb up at 3-3-9 on bottom The design/selection of such connection device(s) is the responsibility of others. T F " 10) Warnin Additional permanent and stability bracing for truss system (not part of this component design) is always required. 4o 11) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).LOAD •►moo •, Q Q �•• ��,'` III ) btanclard 1) Dead +S ooffLive(balanced): Lumber Increase=1.25, Plate Increase=1,25 N Uniform !roads (pif) �11111111��, �'art: 1-2=-70, 2-3=-30, 4-5=-20 Concentraated Loads (lb) 10=115(F) 11=92(B) 12=42(F) 13=13(B) F777FL Cert. 6634 �ert: May 4,2015 a, WARNING. . n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02116/2015 BEFORE USE. Desig Appllc IiLalid for use only with Wek connectors. This design Is based only upon parameters shown, and is for an Individual building component. billty of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shove Is for 101 gral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the e�•fT M 1 erect fabric Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Ion, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety nformallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 . III o Truss Truss Type Qty Cehelnik Res Up Roof noasoae 28792 -HJ5 Diagonal Hip Girder 1 I JPly 1 Job Reference (optional) East Coast TN 5, Fort Pierce, FL, 34946 /.OJV s Jul 11 zuw mi eR muusamn, n c, m�u may v» w.w.+� �o o , ID:o1YOTyabEfiz4kGih3GAtpzJliK-DOg1gA8T7his78r8voCfPbYZx5gU0 f79 1zsRzJtla 4.9.7 8-5-1 _ 4-9-7 3-7-10 Scale: 3/4"=1' 3x6 11 1-410 1-10-4 4-11-15 8-5-1 1 410 0 10 1 11 L&e Offsets`(( Y) j1:0 7 2 0 0 01, j1.0 0 7 Edgel LOADING (plsf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl L/d PLATES GRIP TCLL 29.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.02 6-11 >999 240 MT20 244/190 TCDL 151.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.03 6-11 >999 180 BCLL 1 .0 Rep Stress Incr NO WB 0.10 Horz(TL) -0.00 6 n/a n/a BCDL 1 0 Code FBC2010/TPI2007 (Matrix-M) Weight: 34 lb FT = 20% LUMBER- BRACING - TOP CHOR , 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except . BOT CHOR 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-11-5 oc bracing. WEDGE MITek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide.. REACTION (lb/size) 6=124/Mechanical, 1=226/0-11-5, 3=130/Mechanical Max Horz1=156(LC 5) Max Uplift6=-93(LC 5), 1=-227(LC 4), 3=-145(LC 4) Max Grav6=171(LC 18), 1=300(LC 28), 3=137(LC 17) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE 1-12=-283/263, 1-2=-403/384 BOT CHOR Q 1-14=-253/238, 1-15=-416/367, 6-15=-416/367 WEBS 2-6=-324/342 NOTES- 1) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat.[]; Exp D; En 'I., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip ,,01/1111111/�/��' OL=1.60 �� v IN 2) As requesed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ®��OP........... •' E N '• �� responsibi��ty of the fabricator to increase plate sizes to account for these factors. ,� ' Ci 5 ••• V F•••. �� 3) Plates ch eked for a plus or minus 0 degree rotation about Its center. • 4 This truss I as been designed for a 10.0 sf bottom chord live load nonconcurrent with an other live loads, N 68182 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will = * fit betweer(Ithe bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to gi 7) Provide der(s) for truss to truss connections. �tal bearing(s) 3 to / m 8) Provide In plate or equivalent at support reaction shown, connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 6, 227 lb uplift at Joint 1 -1- F (V luplift !1/ and 145 1 atjoint 3. .00. 9) "Semi-rigi( I pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. .010 •, T Q �.' �® 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 4j 1 �.• �� 11) Haner( up at and 96 b5-6-13 E10�`��, Ia sufficient to support c5.6-13, be 1lb or other connection device(s) land dlb o120 2-8-14, lb3 lb up atwn and 160oncentrated down and 120 1b up atded lb down and 96 lb up at 2-8-14,160l down don top N pL 11111111111 chord, a d 3 lb down and 68 lb up at 2-8-14, 3 lb down and 68 lb up at 2-8-14, and 23 lb down and 50 lb up at 5-6-13, and 23 lb down and 50 1 up at 5-6-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: t4dditional permanent and stability bracing for truss system (not part of this component design) is always required. 13) In the LO D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FL Cert. 6634 LOAD CASE(S) Standard May 4,2015 ,^,ontinued on page 2 WARb IIING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 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 'llity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for late �al support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the WOWerector. tobricati Safety Information Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding n, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i ,i i Job russ ype ty Ply s Up Roof77045048 7JOnce lob -HJ5 F1I'-U1S-S_T1 Hip Girder 1 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 LOAD CASES) Standard 1) Dead + Ro;of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L 'ads (plf) V ' 1-3=-70, 3-4=-70, 5-7=-20 Concentra ed Loads (lb) V, h: 12=186(F=93, 8=93) 13=48(F=24, B=24) 14=72(F=36, B=36) 15=-27(F=-14, B=-14) I.= s J0I 11 Zu14 ml l eK mausines, Ina, man may u4 I.o.— i au w ru u c I D:ol YOTyabEfiz4kGih3GAtpzJtiK-DOg1 gA8T7his78r8voCfPbYZx5gUD_fT9 1 zsRzJtla A WARN NO - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7477 rev. 02/16/2015 BEFORE USE. Design v I`id for use only with Mfiek connectors. This design is based onry upon parameters shown, and Is for an Individual building component.* Applica lity of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown r, Is for late I support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the MiTeic' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrlcatl h, quality control, storage, delivery, erection and bracing, consult ANSI(TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infprmofion available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 - �1� Job ( Truss Truss Type Qty Ply Cehelnik Res Up Roof T7045049 28792 -HJ6 Jack -Open Girder 1 1 Job Reference (optional) East Coast l Fort Pierce, FL. 34946 LOADING (p 'f) SPACING- 2-0-0 CSI. TCLL 201Q Plates Increase 1.25 TC 0.62 TCDL 15 Lumber Increase 1.25 BC 0.67 BCLL 10 0 Rep Stress Incr NO WB 0.00 BCDL 10 0 Code FBC2010ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP I o.3 REACTIONS (lb/size) 2=127/Mechanical, 1=303/0-8-2, 4=69/Mechanical Max Horz 1=118(LC 8) Max Uplift2=-126(LC 8), 1=-193(LC 8), 4=-26(LC 8) Max Grav2=127(LC 1), 1=325(LC 17), 4=93(LC 17) FORCES. BOT CHC NOTES- 1) Wind: AS( Exp D; En right expo grip DOL= 2) This truss 3) As reques 4) Plates the 5) This truss 1 6) • This truss fit between 7) Refer to gii 8) Provide me and 26 lb L 9) "Semi -rigid 10) Warning: Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-5=-291/123 /.bsu s Jul 11 2a14 ml I eK mausmes, mc. mon may u4 ia:=o:nz cu w rage i ID: of YOTyabEfiz4kGih3GAlpzJtiK-iaEP2W95u7gil IQLSVjuyp5e9V351SUcOHnWOtzJtlz I Scale=1:11.4 i n DEFL, in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.08 4-9 >827 240 MT20 244/190 Vert(TL) -0.06 4-9 >999 180 Horz(TL) -0.01 2 n/a n/a Weight: 19 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat, 11; GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 5-6-4 zone; cantilever left and d ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate not designed to support a ceiling and is not intended for use where aesthetics are a consideration. i, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the r of the fabricator to increase plate sizes to account for these factors. ed for a plus or mthus 0 degree rotation about its center. Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ias been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will is bottom chord and any other members, with BCDL = 10.Opsf. ar(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 2, 193 lb uplift at joint 1 A at joint 4. itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Jditional permanent and stability bracing for truss system (not part of this component design) is always required, l N oP• ......... N 68182 + O F r0••• FL Cert. 6634 May 4,2015 WARN • Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7477 rev. 02116/2015 BEFORE USE. Design v d for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicati sty of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for later I support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllityof the "dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk'erector. fobricatlo Safety Inf quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component motion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qly Ply Cehelnik Ras Up Roof T7045050 28792 A01 Common 5 1 Job Reference (optional) eesi coesi i rusp, ron vierce, FL. 34946 r.oau s del ii2Gi4 muun inausmes, mu. mun may uv w:uu.�«u,u rayr, , II ID:o1YOTyabEfiz4kGih3GAtpzJtiK-iaEP2W95u7gillQLSVluyp5dSVOVIPjcOHnWOtzJllz 6-4-11 11-9-0 17-1-5 23-6-0 6-4-11 5-4-5 5.4-5 6-4-11 Scale=1:39.2 46 = 3.00 12 3 1x4 20 21 1x4 i 2 4 0 oS 05 19 22 1 5 8 7 6 axe I 3x4 = 4x4 = 3x4 = 3x8 11 44 = 4x4 = I 23-6-0 -0-0 8-3-5 15- • 22-2-0 2 -6- Plate Offsets(X.Y)— (1:0-4-3 Edge) 11.0-0-2 1-8-4j,j570-4-3 Edge1 f5.0-0-2 1-8-4j LOADING (p '� SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 200 Plates Increase 1.25 TC 0.67 Vert(LL) 0.31 6-8 >920 240 MT20 244/190 TCDL 15 0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.52 6-8 >540 180 BCLL 10'b Rep Stress Incr YES WB 0.24 Horz(TL) 0.09 5 n/a n/a BCDL 10 b Code FBC2010ITP12007 (Matrix-M) Weight: 95 lb FT = 20% I LUMBER- BRACING - TOP CHORD; 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-8 oc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP I o.3, Right: 2x4 SP No.3 Installation guide. REACTIONS (lb/size) 1=105810-8-0, 5=1058/0-8-0 Max Harz 1=-87(LC 10) Max Upliftl=-646(LC 8), 5=-646(LC 9) Max Grav1=1136(LC 19), 5=1136(LC 19) FORCES. (1 ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD i 1-1=-987/655, 1-19=-2674/1849, 2-19=-2662/1864, 2-20=-2432/1629, 3-20=-2395/1642, 3-21=-2395/1642, 4-21=-2432/1629, 4-22=-2662/1864, 5-22=-2674/1849 BOT CHORD' 1-9=-603/910, 1-8=-1709/2554, 7-8=-1178/1855, 6-7=-1178/1855, 5-6=-1709/2554 WEBS 3-6=-318/637, 4-6=-386/423, 3-8=-317/637, 2-8=-386/423 NOTES- 1) Unbalance roof live loads have been considered for this design. y111111111111 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; `,�t1 Exp D; Encl GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-9-0, Exterior(2) 11-9-0 to 14-9-0 zon '; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions 0�. •' •E shown; Lumber DOL=1.60 plate grip DOL=1.60 .• �, F •.� �� 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the i responsibility of the fabricator to increase plate sizes to account for these factors. N 6 81 82 4) Plates el :d for a plus or minus 0 degree rotation about its center. 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss I�tas been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 646 lb uplift at joint 1 and 646 lb uplift at �O %• T joint 5.'.'<` Q 8) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4* 0 ,.•\• \ �% 9) Warning: A ditional permanent and stability bracing for truss system (not part of this component design) is always required. ,f>j sS • • • • • • ` �, III lilt%, FL Cert. 6634 May 4,2015 I WARN! 0 -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. Design vc )d for use only with Mirek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Appllcab 1ty of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for later'�I support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the dciltlonal MiTek' erector. fabricatlolii, permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component " 6904 Parke East Blvd. Safety Inf atlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply Cehelnik Res Up RoofT7045051 ro,b- 92 ! A02 Hip 1 1 !, Job Reference (optional) tast uoasr 1 rups, ron Fierce, rL. 44y4ti 3.00 12 1x4 `�' 20 2 / 12-0-0 0-3-0 4x6 = 8 7 3x4 = 4x4 = r.03U a Jul l l Ze l9 VAI l e6 muumuu, nW. ivivii ivi 4 roAo.Yu w,� rayo, ID:o1YOTyabEfiz4kGih3GAtpzJtiK-AmonFsAjflzZMS7XOD 7UOemrvLeUs41dxW4xJzJtIY B-3-3 Scale = 1:39.9 21 1 x4 4 22 5 I$ 6 3x4 = 3x8 II 4x4 = LOADING (e f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 2 .0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.31 6-8 >908 240 TCDL 1 .0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.53 6-8 >537 180 BCLL 1 .0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.09 5 n/a n/a BCDL 1 ;.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD BOT CHOR 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP ( o.3, Right: 2x4 SP No.3 REACTION . (Ib/size) 1=1057/0-8-0, 5=1058/0-8-0 Max Horz 1=-86(LC 10) Max Uplift1=-646(LC 8), 5=-646(LC 9) Max Grav 1 =1 136(LC 19). 5=1136(LC 19) FORCES.( I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 1-1=988/681, 1-19=-2681/1960, 2-19=-2670/1976, 2-20=-2437/1697, 3-20=-2400/1715, 3-21=-2400/1715, 4-21=-2437/1697, 4-22=-2670/1976, 5-22=-2681/1960 BOT CHOR 1-9=-635/911, 1-8=-1828/2562, 7-8=-1251/1877, 6-7=-1251/1877, 5-6=-1818/2562 WEBS ;1 2-8=-385/439, 3-8=-299/618, 3-6=-299/618, 4-6=-385/439 PLATES GRIP MT20 244/190 Weight; 95 lb FT = 20% Structural wood sheathing directly applied or 2-10-2 oc purlins. Rigid ceiling directly applied or 4-2-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Qnbalanc �{ d roof live loads have been considered for this design. 2) Wind: AS 1E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II Exp D; Er, I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-9-0, Exterior(2) 11-9-0 to 15-11-15 one; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions hown; Lumber DOL=1.60 plate grip DOL=1.60 3) As reque fed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsib IIty of the fabricator to Increase plate sizes to account for these factors. 4) Plates ch a ked for a plus or minus 0 degree rotation about its center. 5) This truss � as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This tru 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 fit betwee �llI the bottom chord and any other members, with BCDL=10.0psf. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 646 lb uplift at joint 1 and 646 lb uplift at joint 5. 11 8) 'Semi-rigi pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: „!dditional permanent and stability bracing for truss system (not part of this component design) is always required. ♦�'`�'4v l N iVF ♦♦ gyp.. ,.....,, <F . d N 68182 r F 4/44/ fill III FL Cert. 6634 May 4,2015 WAR NrNG • Vari/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 0211612015 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�jPdditional lity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown HH, is for lot al support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iUliTek' erector: permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricat ran, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In�f.ormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite.312, Alexandria, VA 22314. Tampa, Parke 33610 East B Job Truss Truss Type Qty, Ply Cahelnik Res Up Roof T7045052 18792 A03 Hip 1 1 Job Reference o lional Cast V Oasl I rusts, ron vierce, FL. 34946 7.6- s Jut I 1 <u iv nu i — i iwm too, n — nwu ,nay �+ w.w,++ w,.. royo , ID:olYOTyabEfiz4kGih3GAtpzJtiK-ezM9TBBMQc5Q_cajawlM EAv_Jh9DKgvrbGj mzJtIX 5-3-3 9-0-0 14-0-0 18-2-13 i _ 23-6-0 i 5-3-3 4-2-13 4-604-2-13 5-3-3 I Scale = 1:39;9 I 48 = 4x6 = 3.00 12 3 21 22 4 2x4 a 2x4 2 5 m 20 23 N 1 6 I IJ fo I$ dd 9 8 7 3x6 3x8 II 3x4 = 3x4 = 3x8 = 3x8 II 3x6 = 23 6.0 -0-0 1 9-6-0 4-0-0 -2-0 -8 24 0 Plate Offsets (_)X Y)— [1.0-0-2 1-8-41,[1.0-3-3 0-0-11,[340-5-4 0-2-01,j6:0-3-3 0-0-1),[6.0-0-2 1-8-41 LOADING (p . SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 200 TCDL 15:0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.86 BC 0.89 Vert(LL) 0.26 7-9 >999 240 Vert(TL) -0.38 9-14 >733 180 MT20 244/190 BCLL 10 0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.10 6 n/a n/a BCDL 1010 Code FBC2010rrPi2OO7 (Matrix-M) Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD, 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins. BOT CHORD, 2x4 SP No,2 BOT CHORD Rigid ceiling directly applied or 4-1-4 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE Left: 2x4 SP be installed during truss erection, In accordance with Stabilizer !I o.3, Right: 2x4 SP No.3 Installation uide. REACTIONS (lb/size) 1=1058/0-8-0, 6=1057/0-8-0 Max Horz 1=-71(LC 10) Max Upliftl=-664(LC 8), 6=-664(LC 9) Max Grav 1 =1 136(LC 19), 6=1136(LC 19) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 1-1=-991/753, 1-20=-263112178, 2-20=-2619/2187, 2-3=-2332/1872, 3-21=-2258/1877, 21-22=-2258/1877, 4-22=-225811877, 4-5=-2332/1871, 5-23=-2619/2188, SOT CHORDI, 6-23=-2631 /2178 1-10=-720/905, 1-9=-2031/2517, 8-9=-1662/2253, 7-8=-1662/2253, 6-7=-201912517 WEBS 2-9=-345/386, 3-9=-52/271, 4-7=-77/267, 5-7=-345/387 NOTES- 1) Unbalance 2) Wind: ASCF ,,11111111///// roof live loads have been considered for this design. `,� U' N 7-10; Vult=170mph (3-second Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. Il; gust) ,� PC Exp D; Enci., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-6-0, Exterior(2) 9-6-0 to 14-0-0, ��% 0 C E N S •, �,•�� Interior(1) 1',8-6-6 to 23-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & s� �`�•.• MWFRS fo,reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. N 68182 ,. •� 1d, 4) As request plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the • * responsibii 5) Plates the y of the fabricator to increase plate sizes to account for these factors. o �ed for a plus or minus 0 degree rotation about its center. .: 6) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, p •.• • 7) • This trus phas been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0 T OF• fit between yhe bottom chord and any other members, with BCDL = 10.Opsf. 0. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664 Ib uplift at joint 1 and 664 Ib uplift at 0i� . • , Q �.•• ♦ �% C? joint 6. it ♦ s •. �� used pn the analysis;��Il •1 (stability 10' N di Wamingid 9• t onalk permanent and bracing for system art of this anent design)othe always required. � P Y 9 Y ( P P• Y/ FL Cert. 6634 May 4,2015 ® WARN Design v NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. IId for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component.• Appllca Is for late I•ty of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ;I support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbllllty of the erector. Idditlonal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding Mi%k' fabricatl , quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Inf imatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33510 JOD Truss Type Qty Ply Cehelnik Res Up Roof T7045053 18792 A04 Hip 1 1 Job Reference (optional) Cast (oast I ru I -on vieree, YL. 34946 f.b3u a JUI 11 LUl4 ml I eK Induslnes, Inc. Mon ma u4 1J:Jo:49 eu la raye , ID:o1YOTyabEfiz4kGih3GAtpzJtiK-ezM9TBBMQc5Q_cajawl 1 EAycIJYDJFvrbGdTmzJtIX 7-6-0 15-5-0 16-3-23-6-0 7-64 7-11-0 0.10:89 7-2-7 Scale = 1:40.6 1.00112 3.00 F12 48 1x4 II 4x4 = 44 = 2 21 3 22 4 5 20 23 w N 1 6 N 9 8 7 4x41�'�3xel II 1x4 II 5x8 = 3x4 = 3x8 II 4x4 — 23-M LOADING(p'� TCLL 2&6 TCDL 1i0 BCLL 1010 BCDL 1alll0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.69 BC 0.80 WB 0.24 (Matrix-M) DEFL. In (loc) I/defl L/d Vert(LL) 0.28 8 >999 240 Vert(TL) -0.43 8-9 >649 180 Horz(TL) 0.10 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 96 lb FT = 20% LUMBER- TOP CHORD,, I BRACING - 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOT CHORDII 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-12 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP I, o.3, Right: 2x4 SP No.3 Installation guide. REACTIONS (lb/size) 6=1057/0-8-0, 1=1057/0-8-0 Max Horz1=56(LC 11) Max Uplift6=-696(LC 9), 1=-693(LC 8) Max Grav6=1136(LC 19), 1=1136(LC 19) FORCES. (11 Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE) 1 -1 =-977/722, 1-20=-2587/1927, 2-20=-2542/1948, 2-21=-2944/2189, 3-21=-2944/2189, 3-22=-2944/2189, 4-22=-2944/2189, 4-5=2505/1818, 5-23=-2549/1819, 6-23=-2594/1799 BOT CHORD 1-15=-697/909, 1-9=-1769/2463, 8-9=-1768/2475, 7-8=-1685/2538, 6-7=-1626/2470 WEBS 5-7=-102/341, 3-8=-323/362, 2-8=-463/629, 4-8=-401/516, 4-7=-281/160 NOTES- 1) Unbalance' roof live loads have been considered for this design. 111111� 2) Wind: ASCE Exp D; En 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. ll;, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-6-0, Exterior(2) 7-6-0 to 12-0-0, V VFW �I,, Interior(1) 1II., e�`` P(�, 75-5-0 to 16-3-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 0 .......... II ♦i MWFRS foj ee , .•�\0ENSF•.� reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 e 3) Provide ad quate drainage to prevent water ponding. N 68182 4) As request responsibil d, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the 9 iy of the fabricator to increase plate sizes to account for these factors. * •� 5) Plates the 6) This truss �ed for a plus or minus 0 degree rotation about its center. 'as been designed for a 10.0 bottom chord live load with any other live loads. • psf nonconcurrent 'has :•. 7) This trus fit between 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 he bottom chord and any other members, with BCDL = 10.Opsf. T�� 8) Provide me Chanical connection (by others) of truss to bearing plate capable of withstanding 696 lb uplift at Joint 6 and 693 lb uplift at ♦♦ O T Q;•• ,� ee joint 1. ♦♦ Q , ♦�j♦ 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `�N eee Sl) E 10) Warning: dditlonal permanent and stability bracing for truss system (not part of this component design) Is always required. N A1- ��`` /llllllli�� FL Cert. 6634 May 4,2015 -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02116,2015 BEFORE USE. for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown upport of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the A�rek• iltional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding 9 V1 quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. often available from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply k Res Up Roof noasosa FJ.bR.ference_ 28792 A05G Hip Girder 1 1 (optional) cast coast I IU's, run r1a , rL. oynvo 5-6-0 10.9-5 5-6-0 5-3-5 3.00 F12 5x12 = 1x4 II 2 3 22 'h g1 b LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO WEBS WEDGE Left: 2x4 REACTIO FORCES. TOP CHO BOT CHO WEBS NOTES. 1) Unbalar 2) Wind: A Exp D; I plate gri 3) Provide 4) As requ respons 5) All plate 6) The soli 7) Plate(s) 8) Plate(s) 9) This tru; 10) `This fit betv 11) Provid joint 1. 12) "Semi- 11 3x8 II 1x4 II ID:o1YOTyabEfiz4kGih3GAtpzJtik-6bwVg;Z BZl4cl9v6e 6214j56i?J604F? 7Cz,10W 15-9-3 19-0.9 23.6 4-11-13 34-4-7 Scale = 1:40.5 10 9 25 3x8 M18SHS = 412 = 1.00 L12 5x8 4x8 M18SHS = 23 4 24 5 26 8 27 7 4x4 = 1x4 II SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Lid Plates Increase 1.25 TC 0.80 Vert(LL) 0.63 8-10 >449 240 Lumber Increase 1.25 BC 0.98 Vert(TL) 0.84 8-10 >338 180 ` Rep Stress Incr NO WB 0.93 Horz(TL) 0.12 6 n/a n/a Code FBC2010/TP12007 (Matrix-M) BRACING- 2x4 SP No.2 `Except` TOP CHORD 2-4: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP 285OF 1.8E `Except` 1-9: 2x4 SP No.1 2x4 SP No.3 o.3, Right: 2x4 SP No.3 (lb/size) 6=1357/0-8-0, 1=1259/0-8-0 Max Horz 1=-44(LC 5) Max Uplift6=-984(LC 5), 1=-934(LC 4) Max Grav6=1431(LC 2), 1=1329(LC 2) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1 -1 =-1 195/855, 1-2=-3313/2394, 2-3=-539213899, 3-22=-539213899, 22-23=-539213899, 4-23=-5392/3899, 4-24=-4878/3481, 5-24=-4885/3481, 5-6=-3456/2470 1-17=-846/1161, 1-11=-2257/3172, 10-11=-2247/3177, 9-10=-3424/4879, 9-25=-3424/4879, 25-26=-3424/4879, 8-26=-3424/4879, 8-27=-2296/3291, 7-27=-2296/3291, 6-7=-2313/3309 2-1 0=-1 739/2360, 3-10=-513/503, 4-10=-781/881, 4-8=-234/263, 5-8=-1168/1681 3x8 11 3x6 = 23-6-0 PLATES GRIP MT20 2441190 M18SHS 244/190 Weight: 99 lb FT = 20% Structural wood sheathing directly applied or 2-2-12 oc purlins. Rigid ceiling directly applied or 3-4-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide roof live loads have been considered for this design. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 IL=1.60 late drainage to prevent water ponding. 1, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the of the fabricator to increase plate sizes to account for these factors. MT20 plates unless otherwise indicated. ;tion of the plate is required to be placed over the splice line at joints) 2, 4. int(s) 2 and 4 checked for a plus or minus 3 degree rotation about Its center. int(s) 5, 9, 11, 10, 3, 8, 7, 6, 6, 1 and 1 checked for a plus or minus 0 degree rotation about its center. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 the bottom chord and any other members, with BCDL = I O.Opsf. chanical connection (by others) of truss to bearing plate capable of withstanding 984 lb uplift at joint 6 and 934 lb uplift at pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss %%& 1 N •.•...•% � e N 68182 �� T O F �e 441� ,•,�ell`�; fill I FL Cert. 6634 May 4,2015 ® wA ,,NING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 02H6/2015 BEFORE USE. ■ Design yy' alid for use only with MITek 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 la ral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the i��• erecto rM 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. Solely Iformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 - �1 'ob Truss Truss Type Qty Fly Cehelnik Res Up Roof T7045054 �28792 A05G Hip Girder 1 1 Job Reference (optional) East Coast Tm59, Fort Pierce, FL. 34945 r.aau s dw i i cu w mi i nn nmuxnoa, iu. m�u6hvLmorg6fwG06Dh2zCmavXezJtIVID:ofYOTyabEfz4kGih3GAlpzJtiK-aLUwttccyDEvj NOTES- 13) Hanger(I� or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 156 lb up at 10-5-12, 129 lb down and 156 lb up at 12-5-12, I152 lb down and 156 lb up at 14-5-12, 311 lb down and 314 lb up at 15-9-2, and 144 lb down and 132 lb up at 18-2-3, and 179 lb down and 142 lb up at 19-1-9 on top chorri, and 50 lb down and 46 lb up at 10-5-12, 50 lb down and 46 lb up at 12-5-12, 50 lb down and 46 lb up at 14-5-12, 57 lb down and 47 lb up at 15-9-2, 46 lb down and 47 lb up at 16-0-11, and 34 lb down and 45 lb up at 18-2-3, and 22 lb down and 50 lb up at 19-1-9 on bottom chord. The design/selection of such connection device(s) is the responsi, ility of others. 14) Warningl]Additional permanent and stability bracing for truss system (not part of this component design) is always required. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + 111irt: of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform ads (plf) 1-2=-70, 2-4=-70, 4-5=-70, 5-6=-70, 12-17=-20 Concentrated Loads (lb) V rt:4=-104(F) 5=42(F) 10=-44(F) 3=-55(F) 8=-91(F) 7=7(F) 22=-55(F) 23=-55(F) 24=-25(F) 25=-44(F) 26=-44(F) 27=-32(F) ® WAR NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. W16,2015 BEFORE USE. Design v lid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. N Applica. illy of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for late jbI support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricati r, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Informotlon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job�Truss Truss Type Qty Ply Cehelnik Res Up Roof T7045055 18792 A06 Hip 1 1 Job Reference (optional) ease Guam I ru s, ran vierce, FL. 3046 7.530 s jui 11 2014 MIT arc I Wuslri-, inu. W-i ry y u4 W:Oo.Y - yv i I D:ol YOTyabEfiz4kGih3GAtpzJtiK-aLUwttCcyDLBEvj6hLog6fGGe6MIhDFCJvIkXezJtIV 5.8-3 10-0-0 13-6-0 17-11-13 23-6-0 5-6-3 4-5-13 3-6-0 4-5-13 5-6-3 Scale = 1:39.9 I 4x8 = 4x6 = 3.00 12 � 3 22 23 4 2x4 ZZ 2x4 2 21 24 5 q d N , o 20 25 d N 1 6 it I$ 9 8 7 3x6 3x8 II 3x4 = 3x4 = 3x8 = 3x8 II 3x6 = , I i-0-0 11141. ii 23-6.0 10-0-0 13-6-0 22- •0 2 -6 PI to O fse sl X Y -- •0-0-2 1-8- :0-3-3 0-0- 3:0-5-4 0-2-0 6: -3-3 0-0- 6:0-0-2 -8- LOADING (p I f) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 2 0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.26 7-9 >999 240 MT20 244/190 TCDL 1 ;0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.42 9-14 >670 180 BCLL 1 0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.10 6 n/a n/a BCDL 1 '0 Code FBC2010/TPI2007 (Matrix-M) Weight: 101 Ib FT = 20% LUMBER- BRACING - TOP CHORE, 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORE 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS WEDGE 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP 0.3, Right: 2x4 SP No.3 Installation guide. REACTIONS: (Ib/size) 1=1057/0-8-0, 6=1058/0-8-0 Max Horz1=74(LC 11) Max Upliftl=-656(LC 8), 6=-656(LC 9) Max Grav1=1136(LC 19). 6=1136(LC 19) FORCES. (1 d ') - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 1 -1 =-995/729, 1-20=-2639/2125, 2-20=-2628/2136, 2-21=-2261/1748, 3-21=-2235/1766, �I 3-22=-2186/1776, 22-23=-2186/1776, 4-23=-2186/1776, 4-24=-2236/1766, 5-24=-2262/1747, 5-25=-2628/2137, 6-25=-2639/2125 BOT CHOR 1-10=-696/904, 1-9=-1980/2527, 8-9=-1551/2181, 7-8=-1551/2181, 6-7=-1970/2527 WEBS 2-9=-428/449, 3-9=-73/284, 4-7=-103/284, 5-7=-428/449 NOTES- �,j1111111/1/ 1) Vnbalanc 2) Wind: AS tl roof live loads have been considered forthis design. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat, 11; C�,, (,�V N VFZ� Exp D; En GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0.0 to 3-0-0, Interior(1) 3-0-0 to 10-0-0, Exterior(2) 10-0-0 to r,. •' •' �i DENS'•. . 13-6-0, Int rior(1) 17-8-15 to 23-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and e4 .•' �•.• � forces & M IRS S for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 .• s 3) Provide adequate drainage to prevent water ponding. N 68182•. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibiky of the fabricator to increase plate sizes to account for these factors. 5) The solid section 6) Plate(s) at Iloint(s) of the plate is required to be placed over the splice line at joint(s) 8. 3, 4, 9, 2, 7, 5, 1, 1, 6 and 6 checked for a plus or minus 0 degree rotation about Its center. 7) Plate(s) at o T F oint(s) 8 checked for a plus or minus 5 degree rotation about its center. o •• 8) This truss f11as ' been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0.0 . P �4U 9) This trua 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 .0 1 •. • �v �� •' fit betweenthe 10) Provide rr 'bottom chord and any other members, with BCDL = 10.Opsf. s •. chanical connection (by others) of truss to bearing plate capable of withstanding 656 lb uplift at joint 1 and 656 lb uplift at ♦41ef.�• ``��, joint 6. la i /p1/11 11) "Semi-rig t 11�1 pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Waming: dditional permanent and stability bracing for truss system (not part of this component design) is always required. i FL Cert- 6634 May 4,2015 n. WAR 6r� Design v G • Verif des!parametersE D Y 8n and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/20f5 BEFORE USE. � d for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicot ity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for late..I support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the ddbracing p AIT®1.• erector.. fabricate Safety Inf � permanent of the overall structure is the responsibility of the building designer. For general guidance regarding (', quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component rmatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 9V!itional Y 1( 6904 Parke East Blvd. Tampa, FL 33610 Jo Truss Truss Type P yJCehelnikResUpRoofT7045056 r A07 Hip 1 Job Reference (optional) East coast I Nss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITEK mduslnes, Inc. Mon May 04 1SbB;4l zu10 Page 1 I D:ol YOTyabEfiz4kGih3GAlpzJtiK-2Y115DDEjXT7r3l lF2J3fsoSZWkEQejLYZU H45zJtlU 2a-n 8-0-0 7-6-0 B-0-0 Scale = 1:39.9 I 3.o0 12 7x8 6x8 = - 2 20 21 3 i 18 19 22 23 0 N � N 1 4 il><I$ 7 6 5 4x4 3x8 II 3x4 = 4x6 = 1x4 II 3x8 II 44 = I I I I i 23-6-0 1-0-0 8-0-0 15-6-0 22-2-0 2 -8 Plate Offset X Y -- 1:0-0-2 1-8-4 1:0-4-3 d e 2:0-3-0 0-2-14 3:0-2-0 0-4-4 4:0- -3 Ed a 410-0- -8-4 LOADING SPACING- 1-11-4 CSI. DEFL. in 1/defl Ud PLATES GRIP 1 sf) (loc) TCLL O Plates Increase 1.25 TC 0.71 Vert(LL) 0.23 5-7 >999 240 MT20 244/190 TCDL .0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.48 5-7 >586 180 BCLL 1 .0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.10 4 n/a n/a BCDL O.0 Code FBC2010/TP12007 (Matrix-M) Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHO 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins. 2-3: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-11 oc bracing. BOT CHO 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 S, I No.3, Right: 2x4 SP No.3 REACTION . (Ib/size) 1=1024/0-8-0, 4=1024/0-8-0 Max Horz1=57(LC 11) Max Upliftl=-668(LC 8), 4=-668(LC 9) Max Gravl=1101(LC 19), 4=1101(LC 19) FORCES. I b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-9441716, 1-18=-2517/1945, 18-19=-2505/1949, 2-19=-2471/1967, 2-20=-2414/1967, 20-21=-2414/1967, 3-21=-2414/1967, 3-22=-2466/1964, 22-23=-2500/1946, 4-23= 2511 /1942 BOT CHOR 1-8=-691/880. 1-7=-1790/2395, 6-7=-1774/2406, 5.6=-1774/2406, 4-5=-1777/2390 WEBS 2-7=-12/257, 3-5=0/257 ,IIIIIIII/III NOTES- 1) Unbalan , d roof live loads have been considered for this design. I NVF'''•, 2) Wind: A Exp D; E ��e(�QV CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; �� 0 ram. .......... CE'•. . cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3.0-0, Interior(1) 3-0-0 to 8-0-0, Exterior(2) 8-0-0 to 19-8-15, (.` •,• Interior(1 ,�� •••�,� 19-8-15 to 23-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRSpr reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �• N 68182 dequate '• * 3) Provide 4) As reque drainage to prevent water ponding. . ;tad, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsi 5) Plates ch ility of the fabricator to increase plate sizes to account for these factors. cked for a plus or minus 0 degree rotation about Its center. 6) ThIs trus • �: i has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 00 T 0 F • 7) This tru 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 ®� • ,C� P �� fit betwee 8) Provide e bottom chord and any other members, with BCDL = 1 O.Opsf. �� ,� Q •.•• Mechanical 1�� SS �• • 4. connection (by others) of truss to bearing plate capable of withstanding 668 lb uplift at joint 1 and 668 lb uplift at .. ��a�� joint 9) "Semi -rig IO Q N A 11 %% pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '� �/ 10) Wamin / 1111111%�� Additional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 i May 4,2015 & WA I - Ver!(y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/10/2015 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 jlility of design parameters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for to ral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity, of the Mi%k• erecto Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrics Ilan, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I Ilan, available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 JOb Truss Truss Type Qty Ply Cehelnik Res Up Roof T7045057 28792 A08G Hip Girder 1 1 j Job Reference (optional) Iasi coasi i ru@ , Ton Tierce, ru. s4s4o 3-6-3 6-0-0 9-10-9 III 3-6-3 2.5-13 3.10.9 3.00 12 2x4 0 3x8 2 d 4x10 M1BSHS = 3 22 13 27 4x4 = r.00v s �w , i cv w n, , cn nw�•,,,o., , ,�. ,.�„ ,.,a ID: of YOTyabEfiz4kGih3GAtpzJtiK-WkbgIZEsUrbsTDtUpmgl 4Lapw5b97CUm DErcxzJtlT 13-7-7 17-6-0 19-11-13 , 23-6-0 3-8-13 3-10.9� 2-5-13 Scale=1:39.4 1x4 II 3x8 = 4 23 24 25 5 26 12 11 10 28 3x10 = 4x10 M18SHS = 1x4 II 4x6 = 6 2x4 7 c4? 8 d I$ 29 94x8 = 3x8 = 23-6-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 2QI0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.55 10-12 >515 240 MT20 244/190 TCDL 1 10 Lumber Increase 1.25 BC 0.73 VerI -0.72 10-12 >390 180 M18SHS 244/190 BCLL 11 0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.11 8 n/a n/a 110 Code FBC2010/TP12007 (Matrix-M) Weight: 122 lb FT = 20% LUMBER- I BRACING - TOP CHOR 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-0-1 oc purlins. BOT CHORI 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 3-9-4 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. TOP CHO BOT WEBS NOTES- 1) Unbalance 2) Wind: ASI Exp D; Er plate grip 3) Provide ai 4) As reques responsib 5) All plates 6) The solid 7) Plate(s) al 8) Plate(s) al 9) This truss 10) • This In. fit betwe 11) Provide I joint 8. 12) "Semi-ric (lb/size) 1=1661/0-8-0, 8=1677/0-8-0 Max Horz1=45(LC 24) Max Upliftl=-1210(LC 4), 8=-1234(LC 5) Max Grav1=1752(LC 2). 8=1753(LC 2) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-1=-901/611, 1-2=-3718/2658, 2-3=4532/3185, 3-22=-6068/4262, 4-22=-6068/4262, 4-23=-6068/4262, 23-24=-6068/4262, 24-25=-6068/4262, 5-25=-6068/4262, 5-26=-4633/3354, 6-26=-4633/3354, 6-7=-4552/3284, 7-8=-3728/2727 1-1=-754/1021, 1-13=-2481/3482, 13-27=-3039/4404, 12-27=-3039/4404, 11 -1 2=-4564/6482, 10-11=-4564/6482, 10-28=-4564/6482, 28-29=-4564/6482, 9-29=-4564/6482,8-9=-2502/3492 2-13=-661/1010, 3-12=-1330/1811, 4-12=-395/411, 5-12=509/462, 5-10=316/593, 5-9=-2029/1502,6-9=-531/860,7-9=-633/1014 roof live loads have been considered for this design. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; 8=45ft; L=24ft; eave=4ft; Cat. II; GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 )L=1.60 luate drainage to prevent water ponding. 1, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the of the fabricator to increase plate sizes to account for these factors. MT20 plates unless otherwise indicated. ;tion of the plate is required to be placed over the splice line at joint(s) 6. int(s) 1, 3, 8, 11, 13, 2, 12, 4, 10, 9, 5 and 7 checked for a plus or minus 0 degree rotation about its center. int(s) 6 checked for a plus or minus 4 degree rotation about its center. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. has been designed for a live load of 21 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will the bottom chord and any other members, with BCDL = 10.Opsf, chanical connection (by others) of truss to bearing plate capable of withstanding 1210 lb uplift at joint 1 and 1234 lb uplift at pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on bane 2 i® WARN NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. OV1612015 BEFORE USE. Design vIId for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applico III of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for late it support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. " dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrcatI In, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Infprmatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. t%% %►1111IIrrIl �`QV I N �♦ pQ;. . �� ie N 68182 •' �Z FL Cert. 6634 May 4,2015 MiTek• 6904 Parke East Blvd. Tampa, FL 33610 J00 Truss Type Qty y Cehelnik Res Up Roof T7045057 28792 Puss 8G Hip Girder 1 1 Job Reference (optional) East Coast Tru65, Fort Pierce, FL. 34945 t.03U S JUI 11 LU14 MI I BK Ina USIMS, Ina. Man Ma u9 IJ:ao:4o to lu reyo < ID:o1 YOTyabEfiz4kGih3GAtpzJtiK-WkbglZEsUrbsTDtUpmgl 4Lapw5b9?CUmDErcXzJtIT NOTES- l 13) Hanger( I or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 172 lb up at 6-0-0. 161 lb down and 172 lb up at 8-0-12, 161 lb d Yvn and 172 lb up at 10.0-12, and 138 lb down and 172 lb up at 12-0-12, and 161 lb down and 172 lb up at 14-0-12 on top chord, and 186 lb down and 172 lb up at 6-0-0. 6C Ib down and 47 lb up at 8-0-12, 60 lb down and 47 lb up at 10-0-12, 60 lb down and 47 lb up at 12-0-12, and 60 lb down and 47 lb up at 14-0-12, and 498 lb down and 390 b up at 15-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Warning � dditional permanent and stability bracing for truss system (not part of this component design) is always required. 15) In the L . D CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS(S) Standard 1) Dead + R °of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L ads (plf) V 11rt: 1-3=-70, 3-6=-70, 6-8=-70, 1-8=-20 Concentr, ted Loads (lb) Vert: 3=-72(B) 11=-51(B) 13=-161(B) 12=51(B) 4=-72(B) 22=-72(B) 24=72(B) 26=-72(B) 27=-51(B) 28=51(B) 29=-498(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 071162015 BEFORE USE. ■■■� Design all for use only with Mirek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applic��biiiry of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the iViiTek� erecto I Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabric �f lon, 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 I Job Truss pe ty P y Cehelnik Res Up Roof T7045058 '28792 601 7-r-U-ss-111 2 1 Job Reference (optional) East Coast Tru S, Fort Pierce, FL. 34946 4-6-0 4-6-0 3.00 12 LOADING (p9l) TCLL 200 TCDL 150 BCLL 1 BCDL 11 �0 0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/rP12007 CSI, TC 0.19 BC 0.14 WB 0.04 (Matrix-M) LUMBER - TOP CHORE , 2x4 SP No.2 BOTCHORff 2x4 SP No.2 WEBS 1 2x4 SP No.3 WEDGE Left: 2x4 SP 0.3, Right: 2x4 SP No,3 REACTIONS. (lb/size) 1=405/0-8-0, 3=405/0-8-0 Max Horz 1=33(LC 11) Max Upliftl=-253(LC 8), 3=-253(LC 9) Max Grav1=435(LC 19), 3=435(LC 19) FORCES. TOP CHO BOT NOTES- 1) Unbalanc, 2) Wind: ASI Exp D; Er zone; can Lumber D 3) As reques responsib 4) Plates chf 5) This truss 6) • This trus fit betweel 7) Provide IT joint 3, 8) "Semi-rigi 9) Warning:, 7.530 s Jul l l 2014 MTek Industries, Inc. Mon May 0413:56:48 2015 Pagel ID:ol YOTyabEfiz4kGih3GAtpzJtiK-WkbglZEsUrbsTDtUpmglB4LmSwEk99MUm DErcXzJtIT 9.0-0 4.6-0 Scale = 1:16.9 3x4 = 3x8 11 DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.01 4-14 >999 240 MT20 244/190 Vert(TL) -0.02 4 >999 180 Horz(TL) 0.00 3 n/a n/a Weight: 32 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-8-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-15=-2321258, 1-16=-551/569, 2-16=-543/576, 2-17=-543/576, 3-17=551/569, 3-18=-2321258 1-4=-446/495, 3-4=-446/495 roof live loads have been considered for this design. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-6-0, Exterior(2) 4-6-0 to 7-6-0 ver left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; =1.60 plate grip DOL=1.60 1, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the of the fabricator to increase plate sizes to account for these factors. ad for a plus or minus 0 degree rotation about its center. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ias 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 Ie bottom chord and any other members, with BCDL = 10.Opsf. hanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift at joint 1 and 253 lb uplift at pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. iditional permanent and stability bracing for truss system (not part of this component design) is always required. I$ FL Cert. 6634 May 4,2015 AWARN NG - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. OV1612015 BEFORE USE. Desi Design v �Id for use only with MTek connectors, This design Is based only upon parameters shown, and is for an individual building component. F7 Applica Ilty of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Ci Is for late I support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Lq erector. dditional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding Mirelk• fabricalloo, quality control, storage, delivery, erection and bracing, consult ANSI/11`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf oirmation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 o Truss Truss Type Qty Ply Cehelnik Res Up Roof T7045059 26792 B02 Common 2 1 Job Reference (optional) East Coast i Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Mon May 0413:56:49 2015 Page 1 ID: o1 YOTyabEfiz4kGih3GAtpzJtiK-_w92VWEUF8jj5NShNTLXkHuwzKZeucze?tzO8zzJtIS 4.6-0 8.0-0 _ �- 4-6-0 3-6-0 Scale=1:15.2 3x4 = 3.00 12 2 15 3x3 = LOADING (A11 so SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.01 4-12 >999 240 MT20 244/190 TCDL 1 .0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.02 4-12 >999 180 BCLL 1 .0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 1 .0 Code FBC2010rTP12007 (Matrix-M) Weight: 29 lb FT = 20% LUMBER- j BRACING - TOP CHOR4i 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-11 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE I be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP jVo.3, Right: 2x4 SP No,3 Installation guide. REACTION (lb/size) 1=411/0-8-0, 3=309/Mechanical Max Horz1=47(LC 8) Max Upliftl=-255(LC 8), 3=-187(LC 12) Max Gravl=442(LC 19), 3=331(LC 19) FORCES. (13) -Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORE, 1-13=-245/302, 1-14=-587/673, 2-14=-579/679, 2-15=572/684, 3-15=-584/679, 3-16=-290/328 BOT CHOR . 1-5=285/225, 1-4=-579/532, 3-4=-579/532 NOTES- 1) Unbalanc( d roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; En L, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-6-0, Exterior(2) 4-6-0 to 7-6-0 zone; can lever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D O L=1.60 plate grip DOL=1.60 3) As reques ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsib(ity of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trus 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 betwee ithe bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to gi der(s) for truss to truss connections. 8) Provide IT Ilchanical connection (by others) of truss to bearing plate capable of withstanding 255 lb uplift at joint 1 and 187 lb uplift at joint 3. 9) "Semi -rigs pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. A WARN V G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design v '�d for use only `•`rich MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applica iity of design parameters and proper Incorporation oI component Is responsibility of building designer- not truss designee Bracing shown Is for late I support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. ddltlonal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricati �, quality control, storage. delivery, erection and bracing, consult ANSE11 Quality Criteria, DSB-89 and SCSI Building Component Surety Intomn tlon available from Truss Plate Institute, 7B1 N. Lee Street, Suite 312. Alexandria, VA 22314. F77-FL Cert. 6634 May 4,2015 MiTek' 69D4 Parke East Blvd. Tampa, FL 33610 o Truss Truss Type Qty Ply Cehelnik Res Up Roof noa5oso 28792 B03G Hip Girder 1 1 Job Reference (optional) East Coast Tru Fort Pierce, FL. 34946 4-0-0 4-0-0 I I 3.00 12 4x4 = 7.530 s Jul 112014 MiTek Industries, Inc. Mon May 04 13:56:50 2015 Kaye 1 ID:o1 YOTyabEfiz4kGih3GAtpzJtiK-T7jQjFF6OSraiX1 twBsmGVQ65juPd3OnEXjygPzJtIR 5.0-0 9.0-0 _ 1-0-0 4.0.0 Scale = 1:11.2 5-0-0 4x4 = 3x8 11 I LOADING (sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 29..0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.02 5 >999 240 MT20 2441190 TCDL 1 .0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.02 6 >999 180 BCLL 1 �.Q Rep Stress Incr NO WE 0.03 Horz(TL) 0.01 4 n/a n/a BCOL 1 . .Q Code FBC2010/TPI2007 (Matrix-M) Weight: 33 lb FT = 20% i LUMBER- BRACING - TOP CHOR ' 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORE 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation guide. REACTION (Iblsize) 1=423/0-8-0, 4=420/0-8-0 Max Horz1=30(LC 7) Max Upliftl=-307(LC 8), 4=-31 O(LC 8) Max Grav1=446(LC 2), 4=444(LC 2) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE 1-2=-577/499, 2-3=-552/500, 3-4=-575/501 BOT CHORE 1-6=-459/545, 5-6=-465/552, 4-5=-470/544 NOTES- 1) Unbalancil ,J roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; En I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip' OL=1.60 3) Provide a( quate drainage to prevent water ponding. QV� [��j 4) As reques ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the `��'0�•.......... E iV • 4`� responsibility of the fabricator to increase plate sizes to account for these factors. y �`�'.• r 5) Plates ch ked for a plus or minus 0 degree rotation about its center. o 6) This truss bias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 7) • This trus' has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will e fit betwee the bottom chord and any other members, with BCDL = I O.Opsf. A 8) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 307 lb uplift at joint 1 and 310 Ib uplift at d joint 4. 9) 'Semi-rigi' pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� •• T 0 F o 10) Hanger(' y or other connection device(s) shall be provided sufficient to support concentrated load(s) 126 lb down and 106 lb up at �� • . R {? �. \J�� 4-0-0, an 286 lb down and 257 lb up at 5-0-0 on top chord, and 43 lb down and 73 lb up at 4-0-0, and 43 lb down and 73 lb up at ✓� , 0 \ �` 4-11-4 O IIIl bottom chord. The design/selection of such connection device(s) is the responsibility of others. ��j� SS • • • • • •' • �� 12) In thelng! LCJi D CASE(S) sectdditional ion,tand stability loads applied dt o the face of the truss areracing for truss system onoted as front (F) or back (t part of this component design) is always required. , if N q, F. %% LOAD CAS S) Standard 1) Dead + Rif Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 Continued on age 2 May 4,2015 WAR �NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02/16/2015 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 p{p T is for lat. }al support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the Lai' erector. IPdditional 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/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In � rmatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Y Job Truss Truss Type Qty Ply Cehalnik Res Up Roof T704506D 28792 � 803G Hip Girder 1 1 Job Reference (optional) East Coast TNss, Fort Pierce, FL. 34946 LOAD CA, TS) Standard Uniform loads (plf) pert: 1-2=-7Q 2-3=-70, 3-4=-70, 7-12=-20 Concent fated Loads (lb) ert: 2=-5(F) 3=15(F) 6=-22(F) 5=-22(F) 7.530 s Jul 112014 MITek Industries, Inc. Mon May 04 13:56:50 2015 Page 2 ID: o1 YOTyabEfiz4kGih3GAtpzJtiK-T7jQjFF6OSraiX1 twBsm GVQ65juPd30nEXjygPzJtIR WA ' ING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design ' alid'for use only with Wok connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicq 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 responsiblllity of the erectd . Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mffek' fabricgy!�on, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Ihlfor mation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ob Truss ype ty Ply Cehelnik Res Up RoofT7045061 7-ulss Common 1 1 Job Reference (optional) East coast Tr iss, Fort Pierce, FL. 34946 5-3-4 5-3-4 I II 3.00 12 4x4 = 7.530 s Jul 112014 MTek Industries, Inc. Mon May 04 13:56:50 2016 Page 1 ID:o1 YOTyabEfiz4kGih3GAtpzJtiK-T7jQjFF6OSraiX1 twBsm GVQ2ajttd3VnEXjygPzJtIR 9-11.0 4-7-12 Scale = 1:18.8 3x3 = Plate Offset' -4-1 0-0-1 1.0-0-6 Ed e LOADING ( I sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2 .0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.03 4-7 >999 240 MT20 244/190 TCDL 1 .0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.05 4-7 >999 180 BCLL 1 .0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 3 n/a n/a BCDL 1 �.0 Code FSC2010/TPI2007 (Matrix-M) Weight: 33 lb FT = 20% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHOR 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-14 oc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP Jo.3 Installation guide. I REACTIONS, (lb/size) 3=396/0-8-0, 1=496/0-4-0 j Max Horz 1=47(LC 8) Max Uplift3=-242(LC 9), 1=-304(LC 8) Max Grav3=426(LC 19), 1=533(LC 19) FORCES. (11) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORE, 1-1=-332/334, 1-13=814/798, 2-13=-803/808, 2-14=-795/811, 14-15=798/802, 1 3-15=-814/798 SOT CHORD 1-8=-317/306, 1-4=-694/754, 3-4=-694/754 NOTES. 1) Unbalanc( d roof live loads have been considered for this design. 2) Wind: ASC,E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; J1 11111/, �`��/� Exp D; En 'I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-3-4, Exterior(2) 5-3-4 to 8-3-4 left QU IN VF zone; cant),ever and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 0� 4�` Lumber D O L=1.60 plate grip DOL=1.60 it 3) As reques ad, plates have not been designed to provide for placement tolerances or rough handling and erection conditions, It is the.•' �� 0P..•'". . G E N 9'•. � S� •? �i responsibi icy of the fabricator to Increase plate sizes to account for these factors. i 4) Plates the eked for a plus or minus 0 degree rotation about its center. N 68182 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This trus 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 betweenhe bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide m chanical connection (by others) of truss to bearing capable of withstanding 242 lb uplift at joint 3 and 304 lb uplift at plate joint 1. s p .•. O�• 8) "Semi-rigid'Pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Waming: dditional permanent and stability bracing for truss system (not part of this component design) is always required. O 40 R P •: ,� It It FL Cert. 6634 May 4,2015 IL WA G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02H612015 BEFORE USE. slid Design v for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicablity of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for late I support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblllity, of the erector. 'dditlonal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding M iTek' fabrication, iafety Into quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd. motion available Tampa, FL 33610 di� Jo uss russ Type Qty P y Cehelnik Res Up RoofT7045062 28792 p2G Hip Girder 1 1 Job Reference (optional) east coast T von Pierce, FL. 34946 r.0Ju s JUI 11 ZV14 mn erc inu=nes, inc. mun may u• """ i cv w ra o , ID:o1YOTyabEfiz4kGih3GAtpzJtiK-xJHpxbGlnmzRKgc3Uu07pizGe7DoMWzxTAS DszJl10 a-o-o li-N s-11-o 4-0-0 2.1e Scale = 1:18.9 3.00 12 4x4 = 4x10 = 3x3 = Plate Offsetsl(X Yi-- [1.0-4-11 0-0-11,j1.0-0-6 Edgel — LOADING (p10 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2 0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.05 5-6 >999 240 MT20 244/190 TCDL 1 0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.05 5-6 >999 180 BCLL 1 0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.01 4 n/a n/a BCDL 1 9iI O Code FBC2010rrP12007 (Matrix-M) Weight: 37 lb FT = 20% LUMBER- j BRACING - TOP CHURL 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-11 oc purlins. BOT CHORE 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-4 cc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP qo.3 Installation guide. REACTIONS. (lb/size) 4=422/0-8-0, 1=531/0-4-0 Max Horz 1=38(LC 4) Max Uplift4=-323(LC 8), 1=-385(LC 8) Max Grav4=447(LC 2), 1=559(LC 2) FORCES. (I¢ - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-1=-367/284, 1-2=-913/732, 2-15=-881/726, 3-15=-8811726, 3-4=-983/782 BOT CHORDI 1-10=-256/332, 1-6=6521868, 6-16=-7131943, 5-16=-713/943, 4-5=-710/928 NOTES- 1) Unbalance tl roof live loads have been considered for this design. 2) Wind: ASOE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat, ll; Exp D; En ., GCpi=0,18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ��t<111111/!II plate grip iOL=1.60 N V F� �j� 3) Provlde adequate drainage to prevent water ponding. 4) As have been designed to for tolerances handling conditions. It is the `� PQ ... •, �� requested, plates not provide placement or rough and erection increase factors. ``� t. S' �.•�v F•'•• it responsiblliyofthe fabricator toplate sizes toaccount for these �� 5) Plates the ked for a plus or minus 0 degree rotation about its center. 6) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. o : • N 6 8182�. •� 7) • This truss Ihas been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 lb uplift at joint 4 and 385 lb uplift at joint 1. III 9) 'Semi -rigid Including heels" Member end fixity model was used in the analysis and design of this truss. T O F e Qitchbreaks 0. .. �.0 10) Hanger(s: or other connection device(s) shall be provided sufficient to support concentrated load(s) 126 lb down and 106 lb up at . A 4-0-0, and 126 lb down and 106 lb up at 5-3-4, and 286 lb down and 257 lb up at 6-6-8 on top chord, and 43 lb down and 73 lb up at 40� .� ♦ ,� 25 lb down and 41 Ib up at 5-3-4, and 43 lb down and 73 lb up at 6-5-12 on bottom chord. The design/selection of such 4-0-0, an��n �.•� �� tss ' • • . \Q,,� connectiodevice(s) is the responsibility of others. N 11) Warning: dditional permanent and stability bracing for truss system (not part of this component design) is always required,12) In the LO CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE S) Standard FL Cert. 6634 May 4,2015 Continued on age 2 II A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Ilid Design v for use only with Wek connectors. This design is based only upon parameters shown, and Is for an individual building component. �' Applicab I'ty of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for late support of individual web members only. Additional temporary bracing to Insure stability duMg construction is the responslbillity of the A!�pek• erector. Idditional permanent bracing of the overall structure is }he responsibility of the building designer. For general guidance regarding fob1cotion, quality control, storage, delivery. erection and bracing, consult A",I 'It Quality Cdterla, DSB-89 and BCSI Building Component V� Y 6904 Parke East Blvd. Satefy Inigrmatlon available from Truss Plate Institute,Lee ,'reel, suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City k Res Up Roof I ��Job noabosz 28792 CO2G Hip Girder 1 ference (optional) East Coast Trgss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Oads (plf) Y lart: 1-2=70, 2-3=-70, 3-4=-70, 7-10=-20 Concentt� ted Loads (lb) ert: 2=-5(F) 3=15(F) 6=22(17) 5=-22(F) 15=5(1`) 16=-22(F) 7.b3U s JUI 11 ZU14 MI I eK Industries, Inc. Man May u4 to;oe:al [V to V n c ID:o1YOTyabEfiz4kGih3GAtpzJtiK-xJHpxbGlnmzRKgc3Uu0?pizGe7DoMWzxTAS DszJtIQ WARM G • verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 07H612015 BEFORE USE. Design wa d for use only with Walk connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabi ity of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for later 'I support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the iTek' erector. 'dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricatla i, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sale ty Info nation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 oI russ Truss Type Qty Ply Cahalnik Ras Up Roof P045063 28792 MV3 Valley 1 1 Job Reference (optional) East Coast Try , s, Fort Pierce, FL. 34946 C-] 3-0-0 3x3 7.530 s Jul 112014 MiTek Industries, Inc. Mon May 04 13:56:61 2015 Page 1 ID:ol YOTyabEfiz4kGih3GAtpzJtiK-xJHpxbGlnmzRKgc3UuO?pizHG7HpMWixTASVDszJtlQ 3.00 12 Scale = 1:6.5 LOADING ( 110 TCLL 2610 TCDL 1 0 BCLL 16z4f 0 BCDL 1 1 0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.15 BC 0.05 WB 0.00 (Matrix) DEFL. in Vert(LL) n/a Vert(TL) n/a Horz(TL) -0.00 (loc) I/deft Lid n/a 999 n/a 999 2 n/a n/a PLATES GRIP MT20 2441190 Weight: 7 lb FT = 20% LUMBER- I BRACING - TOP CHORE,, 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purllns. BOT CHORE 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS'. (lb/size) 1=79/2-11-0, 2=61/2-11-0, 3=17/2-11-0 Installation quide. Max Harz 1=39(LC 8) Max Upliftl=-49(LC 8), 2=-64(LC 8) Max Gravl=84(LC 17), 2=61(LC 1), 3=35(LC 3) FORCES. (Ili - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES III - 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As request d, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibilty of the fabricator to increase plate sizes to account for these factors. 3) Plates the Ked for a plus or minus 0 degree rotation about its center. 4) Gable requi1res continuous bottom chord bearing. t//l1111IIIII,� 5) This truss I�as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� Q1, N 6) • This truss as 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 betweenj�he bottom chord and any other members, with BCDL = I O.Opsf. �� C E N �i 7) Bearing at Joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity S�'•? of bearing ilrface. N 68182 8) Provide mehanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 1 and 64 lb uplift at joint 2. 9) "Semi -rigid li itchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: ldditional permanent and stability bracing for truss system (not part of this component design) is always required. •:� T OF �w 10 I 1/111111 FL Cert. 6634 May 4,2015 AWARNI 'G - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev, 02H5/2015 BEFORE USE. Design va d for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicabil fy of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for laterqq�i�� support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the76904iTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding tabricatiorll quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Parke East Blvd. Safety Into Illratlon available from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type Qty P y Cehelnik Res Up RoofT7045064 28792 Puss V4 Valley 1 1 Job Reference (optional) East Coast TNss, Fort Pierce, FL. 34946 i 7.630 s Jul 112014 MTek Industries, Inc. Mon May 04 13:56:52 2015 Page 1 I D:o1 YOTyabEfiz4kGih3GAtpzJtiK-PVrB6xHNY351ygB G2cvEMwWPoXcv5zy4hgC211zJtIP 4-0.0 3x3 t:: 2x3 II Scale = 1:7.8 LOADING (p'10 TCLL 2 TCDL 15 BCLL 11 BCDL 1 0 0 0 '0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010ITP12007 CSI. TC 0.36 BC 0.13 WS 0.00 (Matrix) DEFL. in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 (loc) I/deft Lid n/a 999 n/a 999 3 n1a n/a PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc purlins, except BOTCHORE 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=11713-11-0, 3=117/3-11-0 Max Horz 1=66(LC 9) Max Upliftl=-78(LC 8), 3=-84(LC 8) Max Gravl=124(LC 17), 3=128(LC 19) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC Exp D; Encl exposed;C 2) As request responsibili 3) Plates the 4) Gable requ 5) This truss 6) • This truss fit between 7) Provide me 3. 8) "Semi -rigid 9) Warning: Ag 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the of the fabricator to increase plate sizes to account for these factors. :d for a plus or minus 0 degree rotation about its center. es continuous bottom chord bearing. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will e bottom chord and any other members, with BCDL = 10.Opsf. lanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 1 and 84 lb uplift at joint 3ks including heels" Member end fixity model was used in the analysis and design of this truss. permanent and stability bracing for truss system (not part of this component design) Is always required. ��'jet11n �,`O, Qv IN :�� ' .•�\�' E NSF•. i N 68182 • � ••Q � �! rye• o ?�,•. �T OF �� • 40 FL Cert. 6634 May 4,2015 I WARNM 3 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE, Design vol d for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component, Applicabili ' of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for later' 1 support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector. Al ditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatiod, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 0 �/ r� 6 c1-2 c2a 2. Truss bracing must be designed by an engineer. For WEBS e� 4 ck: m y p O (, �� 3 �� 3 U: b O wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never � 0 U stack materials on inadequately braced trusses. For 4 x 2 orientation, locate o4. Provide copies of this truss design to the building designer, erection supervisor, property owner and c�-s cep cs 6 BOTTOM CHORDS plates 0-149' from outside 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 ' Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. SOttWare Of Upon regU@Sf. NUMBERS/LETTERS. 8. Unless otherwse noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not appricable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR-131 1, ESR-1352, ESR 1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to 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 specified. Indicated by symbol shown and/or 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 (supports) occur. Icons vary but 16. Do not cut or alter truss member or plate without prior © 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. g 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI l : 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 ---DSB;;89.BesrgrT=Standa�-F6r-B= --- _- -- isnotRufficienI. BCSI: Building Component Safety Information, MITek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling,ANSI/TPI 1 Quart Criteria. Installing & Bracing of Meta) Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015