Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
TRUSS
® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED ` BY MiTek ., ST LUCIE COUNTY RE: 71547 - 120 E. Sito Ct. %Mi ek USA, Inc. ILZ Site Information: 6904 Parke East Blvd. Customer Info: One Construction Project Name: 120 E. Sito Ct. Model; Tampa, FL 33610 4115 Lot/Block: Subdivision: Address: 120 E. Sito Ct. City: St. Lucie. County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading .Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 160 mph Roof Load: 32.0 psf Floor Load: N/A_psf This package includes 17 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 11 IT6026511 lAl 111/19/013I 12 IT6026512 JA1A 111/19/013 13 I T6026513 I A2 111 /19/013 14 76026514 IA3 1 11/19/013 15 I T6026515 I A4 111 /19/013I 16 IT6026516 IGRAI 111/19/013 17 IT6026517 IGRA 111/19/013 18 I T6026518 A 111 /19/013 19 I T6026519 J J 1 A 111 /19/013 110 I T6026520 I J3 111 /10/013 Ill I T6026521 J3A - 111 /19/013 112 I T6026522 I J5 I 11 /19/013 113 I T6026523 I J5A 1 11 /19/013 114 I T6026524 I J7 1 11 /19/013 115 I T6026525 J J7A 1 11 /19/013 116 I T6026526 J KJ7 I 11 /19/013 117 I T6026527 1 KJ7A 1 11 /19/013 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Magid, Michael My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. ,"%IllsI111114, %G�PEL S. tij� No 510 36 �:. STATE OF :44/ i� ,\'. ,A` e4, � O Fj 1 Q ; \_`�� ,,SS/nONAX- .%%% 1nIn� FL Cert. 6634 November 19,2013 Magid, Michael 1 of 1 Job Truss Truss Type Qty Ply 120 E. Sito Cf. T6026511 71547 Al HIP - 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 k 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Nov 19 13:56:11 2013 Page 1 ID:dK3bSVXOA4jDzTOSQIW5QRz5P70- 4fYzkO9K?exrwuQxOGwa8RYb4fZIAAk4VADQeyHZy2 r -2-0-0 5-7-0 9-0-0 13-2-0 17-4-0 20-9-0 26-4-0 i 28-4-0 i 2-0-0 5-7-0 3-5-0 4-2-0 4-2-0 3-5-0 5-7-0 2-0-0 4.00 12 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 5.0 Code FBC201 O/TP12007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 44 4x4 3x4 = 4 19 5 20 6 3x6 = 3x8 = 3x4 = Scale = 1:51.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.24 Vert(LL) 0.1810-12 >999 360 MT20 244/190 BC 0.33 Vert(TL)-0.2710-12 >999 240 WE 0.15 Horz(TL) 0.07 8 Na n/a (Matrix-M) Weight: 120 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 7-3-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (lb/size) 2=801/0-8-0 (min. 0-1-8), 8=801/0-8-0 (min. 0-1-8) Max Horz 2=-97(LC 6) Max Uplift2=-667(LC 8), 8=-667(LC 8) Max Grav 2=953(LC 2), 8=953(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1941/1211, 3-4=-1670/1038, 4-19=1570/1019, 5-19=-1570/1019, 5-20=-1570/1019, 6-20=-1570/1019, 6-7=-1670/1038, 7-8=-1941/1211 BOT CHORD 2-12=-1025/1797, 11-12=-938/1732, 10-11=-938/1732, 8-1 0=-1 025/1797 WEBS 4-12=-162/320, 5-12=303/171, 5-10=-303/171, 6-10=-162/320, 3-12=-278/256, 7-10=-278/256 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=59ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 667 lb uplift at joint 2 and 667 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .�` P```,�►IIII1111jII�I EA- S. 4 I i No 53681 STATE F %% /unn FL Cert. 6634 November 19,2013 © WARATMG - Ver(Jy design parameters and REED HOTM ON 77IIS ehm INCLADED M TEICREPERENCE PAGE )W-7473 BBFORB USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown• is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracinLee g, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety f 15oHZ Pine�So� lumber ISSpeci£ed.itthB dBIS �rl Yiliieiare thoiie elNective 0v6A�01�2013 by RISC Tampa, FL 3361 }4115 \ Job Truss Truss Type Qty Ply 121 E. Sito Ct. - T6026512 71547 A1A HIP 1 1 Job Reference /optionsl) Chambers Truss Inc., Fort Pierce FI. 34982 % 1' 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Nov 19 13:56:12 2013 Page 1 ID:dK3bSVXOA4jDzTOSQIW5QRz5P70-SGDwA4On5JmoT4TdV5n97LJ?U?XUZVtJ9wmy4yHZy1 i -2-0-0 5-7-0 9-0-0 13-2-0 17-4-0 20-9-0 26-4-0 28-4-0 2-0-0 5-7-0 3-5-0 4-2-0 4-2-0 3-5-0 5-7-0 2-0-0 4.00 f12 r 4x4 4x4 3x4 = 4 21 5 22 6 3x4 = 3x8 = 2x3 11 3x6 = 3x8 = 3x4 = This truss is NOT symmetric. Proper orientation is essential. 9-0-0 11-0-0 174-0 260-0 own own —n o_n_n LOADING (pst) SPACING .2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TIC 0.20 TCDL 7.0 Lumber Increase 1.25 BC 0.35 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 BCDL 5.0 Code FBC201 OITP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-13:'2x4 SP M 30 Scale = 1:51.0 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.1213-17 >999 360 MT20 244/190 Vert(TL)-0.2313-17 >570 240 Horz(TL) 0.04 8 n/a n/a Weight: 122 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing: JOINTS 1 Brace at Jt(s): 14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 2=545/0-8-0 (min. 0-1-8), 8=617/0-8-0 (min. 0-1-8), 12=440/0-8-0 (min. 0-1-8) Max Horz 2=-97(LC 6) Max Uplift2=-487(LC 8), 8=-538(LC 8), 12=-309(LC 8) Max Grav 2=649(LC 2), 8=735(LC 2), 12=522(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-995/653, 3-4=-688/459, 4-21=-621/459, 5-21=-621/459, 5-22=-900/624, 6-22=-900/624, 6-7=-977/629, 7-8=-1274/817 BOT CHORD 2-13=-499/907, 12-13=-407/835, 11-12=-407/835, 10-11=-407/835, 8-10=-654/1170 WEBS 13-14=-276/145, 5-14=-430/260, 3-13=-321/285, 12-14=-309/191, 7-10=-308/277 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4; 2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=26ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live loadnonconcurrent with any, other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 2, 538 lb uplift at joint 8 and 309 lb uplift at joint 12. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,��� PEA S.. qj �.♦ '9 GEN ,� ♦ No 53681 e -'b STATE F 41J i 11/111111111 FL Cert. 6634 November 19,2013 A WARN1VG - Verr</j) design parmneters and READ N07ES ON 77IIS eem INCLUDED W7WREFBRPPJIICE PAGE my-7473 BBFORS USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component, is responsibility of building, designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vaable from Truss Plate Institute; 781 N. Lee Street, Suite 312, Alexandria, VA 2314. H Soathem Pine�SP'� lumbenis specified, the design values are those effective 06�O1J2013 byA4SC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply 120 E. Sito Cf. T6026513 71547 A2 HIP 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7:350 s Sep 27 21112 MITeK Industries, Inc. I ue Nov 1 U 13:56:13 ZU13 rage 1 J ID:dK3bSVXOA4jDzTOSQIW5QRz5P70-wTnINQPPrcuf5E2p3olOfZXtruK_D4_1YpfKVWyHZyO -2-0-0 i 6-11-0 i 11-0-0 , h15-0-0 1M—o 264-0 28-0-0 2-0-0 6-11-0 4-1-0 =4�-0 4-1-0 6-11-0 2-0-0 scale = 1:51.0 5x6 = 5x6 = 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.19 11-14 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.29 11-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.06 7 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix-M) Weight: 111 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30'Except* TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins. 4-5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-6 oc bracing. BOT CHORD 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing WEBS .2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installationi REACTIONS (lb/size) 2=801/0-8-0 (min. 0-1-8), 7=801/0-8-0 (min. 0-1-8) Max Harz 2=-115(LC 6) Max Uplift2=-667(LC 8), 7=-667(LC 8) Max Grav 2=953(LC 2), 7=953(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1881/1151, 3-4=1652/1043, 4-5=-1369/935, 5-6=-1652/1043, 6-7=-1881/1151 BOT CHORD ' 2-11=-957/1733, 10-11=-683/1369, 9-10=-683/1369, 7-9=-957/1733 WEBS 3-11=-348/279, 4-11=-171/351, 5-9=-171/351, 6-9=-348/279 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=59ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been.designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0'.wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 667lb uplift at joint 2 and 667 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 November 19,2013 AWARM G - Verify design par unetem and READ N07US ON 77//S Allen INCLUDED b WNREPERENCE PAGE JUI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer -For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information vauable from Truss Plate Institute. 7810. Lee Street, Suite 312, Alexandd6 .yA 22314. Tampa, FL 33610-4115 NSoothe.Pine�SP)Iumber:isspecifl thedesignvaluesarethoseeffective06/01/20131SyAL5C J Job Truss Truss Type Qty Ply 120 E. Sito ct- T6026517 71547 GRA HIP 1 .1 1 � Job Reference optional Chambers Truss Inc., Fort Pierce Ft. 34982 1% Wr Tabu s Sep z! z012 MI I ek Inaustnes, Inc. We Nov 1B 13:bb:18 2u13 rage z I D:dK3bSVXOA4jDzTOSQ1 W5QRz5P70-K2SRORRIBXGEyhmOkxs5HB9Jn5FOQMHTEnu_5ryHZxz LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-44, 3-6=-92(F=-48), 6-8=-44, 13-14=-10, 9-13=-21(F=-11), 9-17=-10 Concentrated Loads (lb) Vert: 13=-347(F) 9=-347(F) A WARAUNG - Verify design parameters and READ N07ES ON7EIS AND INCLUDED MEKREFEREWE PAGE JIM 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the . MITBk• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Balding Component 6904 Parke East Blvd. Safey InformaBon va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. If Southern Pine�SP� lumber is specified, the design values are thane eHec dve 06,201/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 120 E. Sito Ct. T6026518 71547 it MONO TRUSS -- 6 1 •` Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 X, '- 0 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Nov 19 13:56:17 2013 Page 1 ID:dK3bSVXOA4jDzTOSQI W5QRz5P70-oEOpDnSwyrO5arLaleNKgPh W PVm2gw2cTRdXdHyHZxy -2-0-0 1-0-2 2-0-0 1-0-0 Scale = 1:6.9 Refer to MiTek "TOE -NAIL" Detail for connection to supporting carrier truss (typ all applicable jacks on this job) LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI TC 0.48 BC 0.07 WB 0.00 (Matrix-M) DEFL in Vert(LL) 0.00 Vert(TL) 0.00 Horz(TL) 0.00 (loc) I/deft L/d 5 >999 360 5 >999 240 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 6 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (Ib/size) 2=191/0-8-0 (min. 0-1-8), 4=-32/Mechanical, 3=-15/Mechanical Max Horz 2=74(1_C 8) Max Uplift2=-297(LC 8), 4=-40(LC 2). 3=-19(LC 2) Max Grav 2=233(LC 2), 4=68(LC 8), 3=39(1_C 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=26ft; eave=4ft; Cat:][; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. truss to truss 5) Provider e mtechanicalrconnection b others) truss to bearing late capable of withstanding 297 lb uplift at 2, 40 lb uplift at 4 `,'�L'S f ����,I,' (Y ) 9 P P 9 P 1 P l and 19 lb uplift at joint 3. % . . M,9 ♦♦ 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � �G.,�� C E N 5;�,.ta� ♦♦♦ o LOADCASE(S) Standard No 536810 �•.. STATE F : �4 ORI FL Cert. 6634 November 19,2013 ® WARAEWG - Verify design parameters and READ N07ES ON77US dim INCLUDED b7 =REFERFMCE PAGE 117U-7473 BEFOR13 USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Al ffe ddo, VA 314. Tampa, FL 33610-4115 HSouthem Pine�SP� lumber isspecified, the design valuesare those effective a/01/2013 byALSC Job Truss Truss Type Qty Ply 120 E. Sito Ct. T6026519 71547 J1A MONO TRUSS. _ �-. 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 1 W 7.350 s Sep 27 2012 MITek Industries, Inc. Tue Nov 19 13:56:18 2013 Page 1 ID:dK3bSVXOA4jDzTOSQIW5QRz5P70-HQaBR7TYg9WxB?wnsMuZMcEh9v6HuNImh5N59kyHZxx 2-0-o 1-0-0 Scale = 1:6.9 !,:Lo 1-0-0 Plate Offsets KY): f2:0-1-6 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) 0.00 5 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00' Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 2=191/0-3-0 (min. 0-1-8), 4=-32/Mechanical, 3=.-15/Mechanical tallatim Max Harz 2=74(LC 8) ' Max Uplift2=-297(LC 8), 4=-40(LC 2), 3=-19(LC 2) Max Grav 2=233(LC 2), 4=68(LC 8), 3=39(LC 8) FORCES (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=26ft; eave=4ft; Cat. 11; Exp. C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been' designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` 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 2-04wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 lb uplift at joint 2, 40 lb uplift at joint 4I�� and 19 lb uplift at joint 3. ♦♦ �P ,. • • Mq 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �`;�\G•,�\ C E NS�.•�� i LOADCASE(S) Standard No 53681 e .0 13. fffSTATE F �� C�• O R, i?sJ10 N A� E�C� �♦ FL Cert. 6634. November 19,2013 ©WARMNG - Verify design parameters and READ N07W ON77US AND INCLUDED W7.W REFERENCE PAGE J61.7473 BEFORE USE, Of Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salefy Informa8on gva' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 H Southern Pine `SP� lumber is specified, the design values are those effective 06)01/2013 byALSC Job Truss Truss Type Qty Ply 120 E. Sito Ct. T6026520 71547 J3 MONO TRUSS / 6 1 1� Job Reference (ootionall Chambers Truss Inc., Fort Pierce FI. 34982 �I - 7.350 s Sep 27 2012 MTek Industries, Inc. Tue Nov 19 13:66:18 2013 Page 1 ID:dK3bSVXOA4jDzTOSQIW5QRz5P70-HQaBR7TYg9WxB?wnsMuZMcEh9v62uNImh5N59kyHZxx 2-0-0 3-0-0 Scale = 1:10.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.00 4-7 ?999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=40/Mechanical, 2=197/0-8-0 (min. 0-1-8), 4=12/Mechanical Max Horz 2=108(LC 8) Max Uplift3=-38(LC 8), 2=-237(LC 8) Max Grav 3=48(LC 2), 2=238(LC 2), 4=32(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;,TCDL=4.2psf; BCDL=3.Opsf; h=1211t; B=59ft; L=26ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift atjoint 3 and 237 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PEt S• M '�• G E N `Scc���'�'. * : No 53681 l STATE F •�� ,� . 10 'fS;0 N A E� �0�' FL Cert. 6634 November 19,2013 © WARMING - Vff% deign parmndem andREAD N07ES ON7WS AAm DYCLUDED =EKREFEREXCB PAGE Mf7.7473 BEFORS OM Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component. is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance, regarding fabrication,quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. afety Inform'ation vaable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA yy2314. Tampa, FL 33610-4115 Southem Pine 15P lumberis specified, the design valuesare those effective 06/01/2013 byALSt: Job Truss Truss Type Qty Ply 120 E. Sito Cf. T6026521 71547 J3A MONO TRUSS 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 W �. 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Nov 19 13:56:18 2013 Page 1 ID:dK3bSVXOA4jDzTOSQIW5QRz5P70-HQaBR7TYg9WxB?wnsMuZMcEh9v62uNImh5N59kyHZxx 2-0-0 3-0-0 Scale = 1:10.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 Na n/a BCDL 5.0 Code FBC201 OrrPI2007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD, 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=40/Mechanical, 2=197/0-3-0 (min. 0-1-8), 4=12/Mechanical Max Horz 2=108(LC 8) Max Uplift3=-38(LC 8), 2=-237(LC 8) Max Grav 3=48(LC 2), 2=238(LC 2), 4=32(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 237 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard `%%O i 11111111114,f %%%% PV- S. M•,� No 53681 *: .w STATE F 1O `%' 11111111100 FL Cert. 6634 November 19,2013 A WARWAI i -Verify deign parameters and READ NOTES ON7WSAND INCLUDED MI7EKREFERENCEPAGE M I7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Inlogpfign va' able from Truss Plate In fitute, 781 N. Lee Street, Suite 312, Alexandria, VA yy2314. Tampa, FL 33610.4115 nSouthernPine�SP� lumber isspec a ,the design values are those effective 06/0112013byALSC Job Truss Truss Type Qty Ply 120 E. Site CL T6026522 71547 J5 MONO TRUSS 6 1 Job Reference foolionall Chambers Truss Inc., Fort Pierce Ft. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Nov 19 13:56:19 2013 Page 1 ID:dK3bSVXOA4jDzTOSQIW5QRz5P70-Id8ZeTUARSeop9VzP3PpvgnsvlPNdgYvwl6ehAyHZxw r -2-0-0 5-0-0. 2-0-0 5-0-0 Scale = 1:13.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.03 4-7 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a Na BCDL 5.0 Code FBC20101TP12007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 3=77/Mechanical, 2=255/0-8-0 (min. 0-1-8), 4=24/Mechanical Max Horz 2=144(LC 8) Max Uplift3=-84(LC 8), 2=-265(LC 8) Max Grav 3=94(LC 2), 2=307(LC 2), 4=56(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-4=-120/264 NOTES 1) Wind: ASCE 7-10; VuIt=160iiiph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1211; B=59ft; L=26f ; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will. fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 3 and 265 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,,,,1►111111//j141 S. M,q , * : No 53681 13%. STATE F :��/� Al ss,O N A� FL Cert. 6634 November 19,2013 ©WARNING-Venfyc1mynparwnetesandREADNOIESON7WISdAIDINCLUDED JU7ERREFERENCEPdtiSA9/1-747311MORELEE � Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2�1 314. Tampa, FL 33610-4115 IfsouthernPine�SP�lumber:isspec ed,thedesrirrvaluesareUtoseeffective06101/2013byAM P Job Truss Truss Type Qty Ply 120 E. Sito Ct. T6026523 71547 JSA MONO TRUSS 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 2-0-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.48 TCDL 7.0 Lumber Increase 1.25 BC 0.21 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC201 O/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=77/Mechanical, 2=255/0-3-0 (min. 0-1-8), 4=24/Mechanical Max Horz 2=144(LC 8) Max Uplift3=-84(LC 8), 2=-265(LC 8) Max Grav 3=94(LC 2), 2=307(LC 2), 4=56(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-4=-120/264 ?-' 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Nov 19 13:56:19 2013 Page 1 ID:dK3bSVXOA4jDzTOSQIW5QRz5P70-IdBZeTUARSeop9VzP3PpvgnsvlPNdgYvwl6ehAyHZxw 5-0-0 5-0-0 Scale = 1:13.7 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.01 4-7 >999 360 MT20 244/190 Vert(TL) -0.03 4-7 >999 240 Horz(TL) 0.00 2 Na n/a Weight: 19 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers, and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 3 and 265 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .�` PEA S. S4$'.9Ci�''. No 53681'• STATE F :4/�/� t� R X FL Cert. 6634 November 19,2013 ©WARMNO - Verify dsign parmndem and READ H07ES ON 7WS AM) MCLEIDED JU EKREFERENCE PAGE JUI.7473 BEFORE USE. Design valid for use any with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. d t5oathem P9.ne�SPr (umhei i5 sspe[�e , the design valuesare ltholse effective 06 01/42013 byAM Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 120 E. Site Ct. T6026524 71547 J7 MONO TRUSS 10 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 24)-0 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Nov 19 13:56:20 2013 Page 1 I D:dK3bSVXOA4jDzTOSQI W5QRz5P70-DpiyrpVoCmmfRJ49znw2R1 J5QimcMHo29PsBEcyHZxv 7-0-0 7-0-0 Scale = 1:17.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.26 BC 0.15 Vert(TL) -0.09 4-7 >878 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Hbrz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 25 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required, cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=113/Mechanical, 2=31810-8-0 (min. 0-1-8), 4=34/Mechanical Max Horz 2=180(LC 8) Max Uplift3=-126(LC 8), 2=-303(LC 8) Max Grav 3=138(LC 2), 2=381(LC 2), 4=79(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-614/243 BOT CHORD 2-4=-347/721 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=1 24mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=26ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 3 and 303 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 November 19,2013 © WARAM - Verify design parameters and READ NOTW ON 77US ARID INCLUDED M17FXREFERENCE PAGE AM-7473 BEPORS US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. If 150ulUieM Pirie1SPi Ibumlber isspecified, tdesJgn values are thotse effective Uv6A/v1%2013 byALSC Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply 120 E. Silo Cf. T6026525 71547 J7A MONO TRUSS 4 1 Job Reference (ODtionall Chambers Truss Inc., Fort Pierce FI. 34982 2-0-0 7.350 s Sep 27 2012 MITek Industries, Inc. Tue-Nov 19 13:56:20 2013 Page 1 I D:dK3bSVXOA4jDzTOSQI W5QRz5P70-DpiyrpVoCmmfRJ49znw2R1 J5QimcMHo29PsBEcyHZxv 7-0-0 7-0-0 Scale = 1:17.3 7-0-0 7-0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.09 4-7 >878 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 25 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 3=113/Mechanical, 2=318/0-3-0 (min. 0-1-8), 4=34/Mechanical Max Harz 2=180(LC 8) Max Uplift3=-126(LC 8), 2=-303(LC 8) Max Grav 3=138(LC 2), 2=381(LC 2), 4=79(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-3=614/243 _TOP BOT CHORD 24=347/721 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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 4) Refer o girdeween rbottom s) forchord members. trusso truss connections. ,,``,�►�I` 1`SI1/��',,, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 3 and 303 lb uplift at `�� �P., •... M,9 ♦♦, joint 2. ��� \G • G E N S •• �/ ��♦ 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : � � ' �. F•••, LOADCASE(S) Standard*: No 53681 STATE F • �/ ♦i♦♦♦,�,.t�4 O R ,'D Q, \_,�� •,�S'`S�0 N A� �����• FL Cert. 6634 November 19,2013 ©WARNING - Versify design parwnetes and READ N07ES ON 7711E dllm INCLUDED Aff=REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Welk'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO.89 and BCSI Building Component 6904 Parke East Blvd. Safety theInformation gSP lumber from IsTruss cifilate Inlfit he. e gn glStreet, es areite tholse elffective 0610112013 VA by ALSO 314. Tampa, FL 33610.4115 IfSouthem Ine 5P lumberts ifi ,tted81p Job Truss Truss Type Qty, Ply 120 E. Sito Cf. T6026526 71547 KJ7 MONO TRUSS s Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 a Sep 27 2012 MiTek Industries, Inc. Tue Nov 19 13:58:21 2013 Page 1 I D;d K3bSVXOA4jDzTOSQI W 5QRz5P70-h?GK39VQz4v W 2TfLXU RH_EsEY66h 5 iMCN3 blm3yH7xu -2-9-15 7-0-0 9-10-1 i 2-9-15 7-0-0. 2-10-1 Scale: 1/2'=1' LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.26 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 5.0 Code FBC2010/TPI2007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 CSI DEFL in floc) I/deft Ud PLATES GRIP TC 0.34 Vert(LL) -0.03 7-10 >999 360 MT20 2441190 BC 0.16 Vert(TL) -0.06 7-10 >999 240 WB 0.17 Horz(TL) 0.01 6 n/a n/a (Matrix-M) Weight: 41 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=91/Mechanical, 2=362/0-11-5 (min. 0-1-8), 6=324/Mechanical Max Horz 2=209(LC 8) Max Uplift4=-108(LC 8), 2=-363(LC 8), 6=217(LC 8) Max Grav 4=131(LC 13), 2=435(LC 2), 6=389(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-613/255 BOT CHORD 2-7=-365/593, 6-7=-365/589 WEBS 3-6=-693/429 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.bpsf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 4, 363 lb uplift at joint 2 and 217 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=44 Trapezoidal Loads (plf) Vert: 2=0(F=22, B=22)-to-4=-108(F=-32, B=-32), 8=0(F=5, 13=5)-to-5=-25(17=7, B=-7) ,,`,,111111111�2J* • 1• ........... , No 53681e 33 STATE F : �44/ Z ' 10 O N A' �����• FL Cert. 6634 November 19,2013 AWARMNG - Verify design parameters and READ N07735 ON7711S AND INCLUDED i f77AREFERENCE PAGE NI.7473 EEPORE USE, Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 8 the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informafign available from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-0115 It Sa uthern FPrne (SP1 lumberis spec-r£ed�, the design values are those effective 06�01/2013 by AtSC Job Truss Truss Type Qty Ply 120 E. s110 ct. T6026527 71547 KJ7A MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 2-9-15 6 r 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue Nov 19 13:56:21 2013 Page 1 ID:dK3bSVXOA4jDzTOSQIW5QRz5P70-h?GK39VQz4vW2TfLXURH_EsEY66h5iMCN3bim3yHZxu 7-0-0 2-10-1 Scale: 1/2"=l' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.03 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.06 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 41 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 4=91/Mechanical, 2=362/0-4-4 (min. 0-1-8), 6=324/Mechanical Max Horz 2=209(LC 8) Max Uplift4=-108(LC 8), 2=-363(LC 8), 6=-217(LC 8) Max Grav 4=131(LC 13), 2=435(LC 2), 6=389(LC 13) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=613/255 BOT CHORD 2-7=-365/593, 6-7=-365/589 WEBS 3-6=693/429 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf'bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical, connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 4, 363 lb uplift at joint 2 and 217 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-44 Trapezoidal Loads (plf) Vert: 2=0(F=22, B=22)-to-4=-108(F=-32, B=-32), 8=0(F=5, B=5)-to-5=-25(F=-7, B=-7) S. 0 * : No 53681 3 (STATE F :�4 •,�S'`S 0 N A111111111 w % FL Cert. 6634 November 19,2013 © WARMNG - Verify design parnmetem and READ N07ES ON77US AND JNCLEIDED JC=REFERENCE PAGE JU-7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the IVIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Informatign vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 14. Tampa, FL 33610-0115 If SouthernPtne�SPylumber,isspecified,thedesignvaluesarethoseeffective 101/2073byALSC I Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. 17-1 Dimensions are in ft-in-sixteenths. J�Apply plates to both sides of truss and fully embed teeth. 0 -1�1 G For 4 x 2 orientation, locate plates l from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE k t- The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, , Guide to Good Practice for. Handling, Installing 8, Bracing of Metal Plate Connected Wood Trusses. r) rr O x U a- O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 O U a- O R BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-131 T, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTekOO All Rights Reserved mm W1 a M!Tek QD MiTek Engineering Reference Sheet: MII-7473 rev. 02/26/2013 General Safety Notes Failure to Follow Could Cause Property Damage -or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.