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Home My WebLink AboutTRUSS PAPERWORKI rTt \Urf N 1 7 10 Site Information: 6904 Parke East Blvd. Customer Info: Mel-Ry Construction Project Name: Saul Res. Model: . Tampa, FL 33610-4115 Lot/Block: . Subdivision:. SCANNED Address: 1343 Nettles Blvd., . BY City: Port St. Lucie State: FL. St. Lucie County 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: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All Heighll Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 53 individual, 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. I Seal# Truss Name I Date No. I Seal# Truss Name Date 1 1 T16311355 1 AU1G 2120/19 118 1 T16311372 1 FL04 2/20/19 �2 T1 6311356 1 A02 12/20/19 119 1 T1 6311373 1 FL05 12/20/19 1 �3 T16311357 A03 12/22/19 20 T16311374 1 FL06G 12/20/19 1 �4 T16311358A04 2/20/19 21 �T163113751FL07G 12/20/19 1 �5 T16311359 A05 2/20/19 22 �T1@3113761FLOB 12/20/19 1 �6 T16311360 A06 2/20A 23 �:163113771FL09 12/20/19 I7 T163113611A07 12/20/19 I24 1T163113781FL10 12/20/19 1 8 T16311362 A08 12/20/19 25 1 T16311379 1 FL11 2/20/19 1T1 12/20/19 26 IT163113801FL12 2/320/19 10 3364 16613A10 12/20/19 27 IT16311381 FL13 12/20/19 1 11 1 T1 6311365 Al 12/20/19 28 1 T16311382 I FL14 12/20/19 12 T163113661At2 12/20/19 29 1T163113831FL15 12/20/19 13 T162113671A13G 12/20/19 �30 IT163113841FL16 12/20/19 14 T19311368�FG01 12/20/19 31 1T16311385IFL17 12/20/19 1 15 T16311369�FL01 2/20/19 �32 IT16311386FL18 �2/20/19 I16 T16311370FL02 2/20/19 33 �T16311887FL19 2/20/19 17 T1 6311371 1 FL03 2/20/19 34 1 T16311388 FL 20G 2/20/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed In the jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. N 9380 '0 TATE OF :�4fJ in� O R t P �j\=�,, NA — Thomas A Albani PE No.39360 mirek USA. Inc. FL Dert 6534 6904 Padre East Blvd. Tampa FL33610 Date: February 20,2019 Albani, Thomas 1 of 2 RE: J37370 -Saul Res. Site Information: Customer Info: Mel-Ry Construction Project Name: Saul Res. Model: . Lot/Block: . Subdivision: . Address: 1343 Nettles Blvd.,. City: Port St. Lucie State: FL. INo. I Seal# Truss Name I Date 35 1 T16311389 1 FL21 2/20/19 136 I T16311390 I FL22 12/20/19 1 37 IT16311391 IFL23 -- 2/20/19 I38 I T16311392 I FL24 2/20/19 139 I T16311393 I FL25 12/20/19 140 I T16311394 I ZEJ1 12/20/19 41 I T16311395 I ZEJ1 A 12/20/19 142 I T16311396 I ZEJ2 12/20/19 1 143 I T16311397 I ZEJ2A 12/20/19 1 144 I T1631139" I ZEJ2B 12/20/19 1 145 IT16311399IZEJ2C 12/20/19 1 146 I T16311400 I ZEJ3 12/20/19 1 147 I T16311401 I ZEJ3A 12/20/19 48 I T16311402 ZEJ3B 12/20/19 49 I T1 6311403 1 ZEAL 12/20/19 50 I T1311404 I ZEJ4 1 2/20119 51 IT1:311405IZEJ4A 12/20/19 I52 IT163114061ZEJ8 12/20/19 53 IT16311407IZEJ9 12/20/19 2of2 Job Trvss Trvss Type Oty Ply Saul Res. I T16311355 J37370 A01G Roof Special Ginter 1 1 Jab Reference o tional TRUSS DESIGNED FOR MWFRS ONLY, PER E.O.R. REQUEST. TYPICAL IN THIS JOB. 4x4 Zr NAILED 4.00 12 2 3x4 8.240 s Dec 62018 MTek Industries, Inc Wed Feb20 09:41:25 2019 2.00 112 Scale=1:21.8 3x4 = Ob-0 4Eb 12-10-1 k13-7-7 06-0 4-0-8 1&2 ar.� Plate Offsets (X,Y)-- (1:0-3.14,0-1-8) LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) 1lde8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.21 5-6 S792 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.16 5-6 S999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.19 Horz(CT) .0.03 4 n/a File BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 49 lb FT=0% LUMBER - TOP CHORD 2x4 SO No.2 BOT CHORD 2x4 SO No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=708/0-8-0, 4=597/1-6-9 Max Harz 1=60(LC 5) Max Uplift 1=-648(LC 8), 4=6C6(LC 5) FORCES. (b)-Max. CompJMax.Ten.-Allforces 250(Ib) or less except when shown. TOP CHORD 1-2=-1295/1293, 2-3=-1247/1267, 3-4=1806/1848 BOT CHORD 1-6=1115/1178, 5-6=1762/1761, 4-5=1762/1761 WEBS 2-6=370/426, 3-6=603/651 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purling. BOT CHORD Rigid ceiling directly applied or 4.3-9 oc bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL-6.Opsf; h=20ft; B=45ft; L=2411; eave=oft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked fora plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurenl 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 1001b uplift at joint(s) except Qt=lb) 1=64B, 4=606. 7) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148'k3.25") toe -nails per NOS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-2=54, 2-4=54, 7-11=20 Concentrated Loads (lb) Vert: 2=26(F) 6=271(F=10) 19=1(F) Thomas A.Albenl PE No.39360 Mriak USA, Inc. FL Celt 6834 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2019 ®WARNING-Vwily deeiyn paranuu— red READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-0473 nv. 1WO312015 BEFORE USE, *R Design war far use onywM MTek®coanectors. Tbls design is based Only Upon parameters shorn. and is for an individual balding component, not E� qq a Vusssyslem. Befoel use. We building designer must verity the applicability Of design parameters and property moolporale this design mo the ovamll ■■��YY■■ btudingdeslgn. Bracing iMicmed is to prevent buckling of Individual muss web anchor clock members ony. AddhionaltempbraryandpermanemblacMg MiTek' Is aMays required for stability and to prewed collapse with possible personal injury and property damage. Forgeneralguldanceregamingthe fabriwtion,storage. deeerE emdbn and belong oftmsses and bass systems. see ANStlfliff Duality Cdreda, 113849 and SCSI Building Component 6904 Parke East See, Saletylmermatfon available from Truss plate Ine hula, 21a N. Lee Street, Suee 31Z,,AxandrU, VA2914. Tampa, FL State a, Job Truss Truss Type Oty Ply Saul Res. f • T16311356 J37370 A02 Roof Special 7 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.240 s Dec 6 2018 MITek Industries, Inc. Wed Feb 20 09:41:26 2019 Page 1 ID:e4_n5VOsRHbTFaLZX3sXmDzjK5P-bz2zu3mOzPmtFO36HSrBn6UgolmvYu364UGRgzjHVN 52 10.7A 17-1.0 54.6 4-11-0 64 10 4x4 4.00 12 2 16 2.00 112 3x4 = Scale =1:V.4 3x4 = p4io 5.66 10.]4i 183-9 17-1-0 mI 5-2-5 4-11-0 5b4 1 0-9.7 LOADING (pat) SPACING. 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.24 5-6 >870 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 VerhCT) -0.21 5-6 >979 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Hoa(CT) -0.04 4 We Na BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Weight: 621b FT=0 LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SO No.3 REACTIONS. (Ib/size) 1=634/0-8-0,4=630/1-6-9 Max Hoa 1=-69(LC 5) Max Uplift 1=-487(LC 8), 4=594(LC 5) FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(Ite) or less except when shown. TOP CHORD 1-2=-1115/870, 2-3=-1060/848, 3-4=1910/1727 BOT CHORD 1-6=-717/1004, 5-6=-1636/1861, 4-5=1636/1861 WEBS 2-6=-141/320,3-6=903/977 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid Ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus Or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconclument 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 Td between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=487,4=594. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chard. Thomas A.Albani PE No.39360 MITekUSA. Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2019 ®WARNING.Verify align pa -meters antl READ NOTES ON INS AND INCLUDED 611MX REFERENCE PAGEr.IIL7473 rev. YOV312015 BEFORE USE. waaa �e® Design wlb brow mlywah Mnek®connedors. This cosign is based only upon parameters shorn, and is frran individual building component, not �yy�• a loss system Before use, the building designer must venfy the app6nbllity of design parameters and properly incorporate this design Into Me overall bra evidmgdeagn. Bracing Indicated is to prevent Wekting of ediedual truss web andlor ohoN members only. Additional temporary and permanent bracing MiTek' is always requ'redfor sobilay and to prevent colapse with possible personal lnluryand properly damage. For general guidance regarding the recreation, Storage, delivery, madion and bracing ofbusses and Was systems,see ANSIV Il Quality Cdouri DSB49 and SCSI Building Component sees Parke Fast BIAL Selelylnforrrintlon available ham Truss Plme Inatdute, 218 N. Lee Boom, Suite 312, Alexandra, VA22314. Tampa, FL MID Job Truss Truss Type Oty Ply Saul Res. 1 t T16311357 J37370 A03 Roof SpBdal 1 1 Job Reference (optional) East Coast Truss, Ft. Plerce, FL-34946, 4x6 4. DO 12 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Feb 20 09:41:26 2019 Page 1 ID:e4_n5VOsRHbTFeLz%3s%mOzjK5P-bz2zu3mOzPcetFO36HSrBn6S8o9evRS364UGRgzjHVN 2.00 112 Scale = 132.9 Id 4x4 = 4x4 = 1x4 II 4x4 = 3x4 = v+d+11 6-103 12-1 t-1 19-93 .>" 91 aassoo 6d3 I 6-014 I 6-10-2 r0.9E LOADING (psq SPACING- 2-0.0 CSI. DEFL. in (toe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) 0.36 5-7 >694 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 VerUCT) -0.34 5-7 >726 180 BCLL 0.0 Rep Stress Ina YES WB 0.83 Horz(CT) -0.06 4 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Weight: 75 lb FT=0% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=762/0-8-0, 4=758/1-6-10 Max Holz 1=74(LC 5) Max Uplift 1=586(LC 8), 4=688(LC 5) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1416/1071, 2-3=1348/1068, 3-4=2469/2090 BOT CHORD 1-7=904/1281, 5-7=1984/2407, 4-5=1984/2407 WEBS 2-7=-172/405, 3-7=1187/1216 BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Val32mph; TCDL=4.2psY BCDL=6.Opsh, h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 Pat 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 100 lb uplift at joint(s) except (jt=lb) 1=586,4=688. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thermal A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Bate: February 20,2019 ®WARNING- Vviily us.,, Noel and READ NOTES ON THIS AND INCLUDED allrEK REFERENCE PAGEMry703 m¢N/03o015 BEFORE USE. Design valid Rouse Will Lied connectors. This design is based ony upon parameters shown, and is foran Individual toll ing component, not �• a Wsssystem Befdmuse, thehllogng designer mustveriythe applica5lay ofdesign parameters and properly Interleave this design We the overall � buildingde4gn. Belong Indicated late prevent buckling of mdMduattmss web andtorchom members only, Addronat temporary and permanent bracing MiTek' Is always required for full and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabriomon, storage, delivery, erection and bracing oftrusses and Voss systems. see ANSVTPH DaeUsyCrude., DSB49 and Bear Burger, Component 6904 Parke East BIW. Smeerylnyormarlon avdgeble from Truss Plate Institute, 218 N. Leo Street, Suite 312. Alexendlu, VAMIT Tampa, FL 36510 Job Truss Truss Type Oty Ply Saul Res. 1 1 T76311358 J37370 A04 Roof Speaal 1 1 Job Reference (optional) C-L 0 =m nu >, Ft. Fi- , FL -5,., 5240 S Use a 2015 MITek Industries, Inc. Wed Feb 20 09:41:27 2019 Page 1 ID:e4- n5VOsRHbTFaLzX3sXmDzjK5P<9bM6Pn3ki%VUPzGg7 4k_fb1bCKlewxCLkDgz&jHVM &a1 1&11-15 19-11-td 22-0.0 e-0.7 611-15 671-05 2-0.2 416 4.00 12 EVA ZOD 112 Scala=136.6 4x4 = 3x4 = 4x4 = 3x4 Cc 1x4 II 4x4 = a0, a0.1 13-11-15 1a11-14 22-PO a6 7-6-t I 611-1s 5.11.15 pad Plate Offsets (X,Y)- 11:0-2-10 Edge) 14:0-5-12 0-2-01 15:0-2-2 Edgel LOADING (psfi SPACING. 2-0-0 CSI. DEFL. in (Inc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.31 8 >864 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.29 8-9 >920 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) -0.06 5 n/a Na BCOL 10.0 Code FBC2017rTP12014 Matrix -AS Weight: 90 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP NOS REACTIONS. (Ib/size) 1=846IM-0, 5=782/0-8-0 Max H= 1=78(LC 7) Max Uplift 1=-650(LC 8). 5=633(1_C 5) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-157411189, 2.3=-1490/1195, 3-4=2453/2008, 4-5=2171/1825 BOT CHORD 1-9=-998/1421, 8-9=-1890/2396, 6-8=1703/2068, 5-6=1734/2058 WEBS 2-9=-199/450, 3-9=1063/1057, 4-8=270/331 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2Cft; B=45ft; L=24ft; eave=4ft; Cat. II; ESP D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and tight "posed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psi bottom chard 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 vide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except (jt=16) 1=650,5=633. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albert PE No.39380 MITek USA, Inc. FL Cen 6034 6904 Parke East Blvd. Tampa FL 33810 Date: February 20,2019 WARNING- VmdYd�Sign Para eie and READNOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473rov. M1012015 BEFORE USE. • Design wad for use only win MTekW connectors. leis design Is based only upon pasurders shown, and Is for an individual belting component net a Loas system. Before use,the bedding designer must venfy Me appgcadol o/design parameters and prop.g bromorete ills design are Me wenae buikingdeslgn. Bracing indicated is to prevent budding of Ndaidual truss web anlorchom members only. AdEbionaltemporeryanEpermanembricing MiTek' Is always required for stability and to prevent coYapse with potable personal Wary and propertydamage. For general guidance regarding Me obsession. storage, delivery, erection and brscing ofmasses and truss systems, see ANSM11 Duality Cdreda, DSB49 and SCSI Building Component Good Puke East BNd. SeforylefonnWan available tmm Truss ielste InslGute, 21a N. Lee Street Suite 312, Asserts, , VA22314. Tampa, FL MIS Job Truss Truss Type Oty Ply Saul Res. 1 I T76311359 J37370 A05 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 8.240 s Dee 62018 MiTek Industries, Inc. Wed Feb 20 09:41:28 2019 Pagel ID:e4 n5VOsRHSTFaLzX3sXmDzIK5P-YM9kJkohVOsM6ZYSEiVJHCBmxbgGNPJLeOzNWZzjHVL 4-11-13 215 166-5 22.0-01-3 I -47.5 5511 44 = amp 16 2.00 112 Scale=1:38.5 4x4 = 3x4 = 3x4 = LOADING (pso TCLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber COIL 1.25 Rep Stress Inu YES Code FBC2017/rP12014 CSL TC 0.73 BC 0.69 WB O.fi2 Matrix -AS DEFL. in Ven(LL) 0.24 Vert(CT) -0.27 Horz(CT) -0.06 (roc) gde0 Ud 6-8 >999 240 6-8 -987 180 5 TUB Na PLATES GRIP MT20 244/190 Weight: 91 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (go/size) 1=846/0-8-0, 5=78210-8-0 Max Horz 1=92(LC 7) Max Uplift 1=-650(LC 8), 5=601(1_13 8) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-1636/1329, 2-3-1443/1122, 34=-1397/1101, 4-5=1943/1481 BOT CHORD 1-8=-1160/1490, 6-8=1332/1810, 5-6=1329/1822 WEBS 2-8=-247/283, 3-8=81/405, 4-8=-566/518, 4-6=0/266 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-0.2psf; BCDL=6.Opsq h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chard live load nonconcument 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 Was to bearing plate Capable of withstanding 1001b uplift at joint(s) except (jt=lb) 1=650, 5=601. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chard. Thomas A. Albani PE Ng.39390 MiTek USA, Inc. FL Cart 8634 6904 Parke East Bind. Tampa FL 33610 Date: February 20,2019 AWAHNING-V-111-ign paranreleTs antl READ NOTES ON THIS ANa INCLUUEOMITEK REFERENCE GAGE MII-7473 rev. I01031"15 BEFORE USE. Design valid for use only wMl MTek® connectors. This design Is based any upon parameters shown, and is farm InOiNeual building component. not a lmss system Before Use. the colleting designer must wriy Me applicability otdesign parameters and property scoromme Nis design lute me overall � �• buildingdesigm Bracing Indicated is to prevent buckling of Individual those web anmr choN members only. AddElonaltemporaryaMpermaneNbrsing MiTek' is always Beguiled for stability and to prevent Collapse with possible personal Injury and property damage. For general guldens regamma; the famoullon, steel delwery, motion and bracing of Misses and miss systems. us ANSWP11 Dually oriental, DS"9 and Best Building Component S4rey/nlormadon available Imm TNas Plata InSnme, 21a N. Lee Sbeet, Subs 3H, Alexantlna. VA22314. Tam Parke FL 36610� pA Job Truss Truss Type Otte Ply Saul Res. r T76311360 J37370 ADS Roof Special 1 1 Jab Reference (optional) ��orwmtu n.rm, uYa-w, 6.240 S Dec 52018 MITek Industries, Inc. Wed Feb 20 09:41:28 2019 Pagel ID:e4 n5VOsRHbTFeLzX3sXmDzjKSP-YMgkJkohVOsM6ZYSEIVJHCBpObdgNVgLaOzNWZzjHVL 5812 10-3-12 IM-12 17-141 224)-0 5b12 I 4-90 I 2-8-15 4-0 12 i 4-10.8 4x4 2.00 112 18 44.4 = Scale = 1:33B 16 1x4 II 3x8 = 3x4 = 3x4 = Axis = 9x4 M06.0. 5b12 11442 13 -112 22. 5-0-12 4-9-0 1 2-&15 Rdtd Plate Offsets (X,Y)- [6:0-2-10,Edge] LOADING (psq SPACING. 2-0-0 CSI. DEFL. in (too) Ndeft L/tl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) 0.20 9.10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Ven(CT) -0.30 7-17 >893 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.20 Hoa(CT) -0.05 6 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 9B lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=846/0.8.0, 6=782/0-8.0 Max Hoe 1=107(LC 7) Max Uplift 1=650(LC 8), 6=601(LC 8) BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown. TOP CHORD 1-2=-1643/1256, 2-3=1296/1062, 3-4=1244/1069, 4-5=1507/1166, 5.6=1901/1546 BOT CHORD 1.10=-1095/1500, 9-10=1095/1500, 7-9=-917/1375, 6-7=1395/1794 WEBS 2-9=-380/321,3-9=246/376,4-9=-316/171, 4-7=-98/349. 5-7=-436/507 NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-secand gust) Vasd=132ni TCDL=4.2psh BCDL=6.Opsf, h=20h; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par 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 100 lb uplift at joint(s) except 0=1b) 1=650, 6=601. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A.Albeni PE No.39380 MITek USA, too. FL CEIt 6634 68M Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING -Verify Jesiyn Paramelvis and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid far use onty win MITek®connectors. TsS design is bases any upon parameters shown, and Is for an Ind ireurat building campanent, net a Loss system -Before use, are buiiaing designer must witty me apparal of design parameters and properly bervo ire this design Into Me overall ��-��•YYY buildingdeala. Bracing Indicated is to prevent bucNing of individual Wss web Lesson Mad members any. Addelunaltemeoraryandpelmanentbrad, MITek' Is always required for stability and to prevent ceaapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delvery, eredlon and bracing of trusses and Was systems,see ANSIRP/10uamy Cmela, DSB49and BCSI B.Haffag Component Si dart End. Seleyln)amenflon avaWble ftom Tmis Plate ln9aNa, 216 N. Lea 51ree1, auae 312 Nexansrla, VA 22314. Tampa. FL FL 36810 Joto Truss Truss Type Oty Ply Saul Res. r 1 T16311361 J37370 A07 Common 11 1 Job Reference (optional) 0,V S Use 0 mid Miles mausmes, Inc. wea FeD 2V UBN1:Za ZUI V Scale =1:35 9 4x4 = 3 19 is 3x4 = 3x4 = 4x4 = 3x4 = 44 = LOADING (psp TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate GOP DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSL TC 0.65 BC 0.71 WE 0.22 Matrix -AS DEFL. in Vert(LL) 0.23 Vert(CT) -0.23 Horz(CT) -0.05 (lac) Udell L/d 6,8 >999 240 6-8 >999 180 5 Na Na PLATES GRIP MT20 244/190 Weight: 891b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SO No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=846/M-0, 5=782/0-8-0 Max Horz 1=115(LC 6) Max Uplift 1=650(LC 8), 5=601(LC 8) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 its) or less except when shown. TOP CHORD 1-2=1658/1310, 2-3=-1476/1172, 3-4=1639/1298, 4.5=1853/1469 BOT CHORD 1-8=-1141/1513, 6.8=-756/1127, 5-6=1311/1737 WEBS 3-6=-371/575, 4-6=350/448, 3-8=200/390, 2-8=.2521368 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf, h=20N; B=4511; L=24ft; eave=4f: Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its Center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcument 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 1CO Us uplift at joint(s) except Qt=16) 1=650, 5=601. 7) This tmss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and V2" gypsum sheetrock be applied directly to the bottom chord. Thomas A.Albani PE No.39300 MITek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING -Vwdy deslgnp—r,elers and READ NOTES ON THIS AND INCLUDEDMITEK REFERENCE PAGE MII-TO] rev. INOW2015 BEFORE USE Design valid for use any with Mirek9aonnecMm. This design is based only upon parameters shown, and is foran individual Wrong component, not p■� a truss system. Before use. the building designer must veriytM eppllcabilay of deign parameters and properly hosmoate Nis design trdothe overall ■' buikmgdesign. Bracing Marketed into prevent buckling ofmdjvdualtmss web andror Nord members any. Additional temporary and pelmanerd Inert WOW always required for stability and to prevent collapse wilt possible personal injury and popery damage. For general guidance regarding Nit Nisd hent,50faga. deWery, areCUOn and braving of Wssee died Waa Systems. see ANSUTPI1 Quality Cdoda, DS849and BCS1 Bullding Component 6904 Parke East Blvd Sarerymformmmn awe bletom Tmss Plate In AVe,21BN.Lee Street,Suae312,Alexandra,VAM14. Tampa,Fi saato Job Truss Truss Type Qty Ply Saul Res, T16311362 J37370 A08 Roof Special 1 1 Job Reference (optional) 11. Inn • +"_•"+• B.24V s use 6 2018 MITek Industries, Inc, Wed Feb 20 0941:30 2019 Page 1 ID:e4_n5VOsRHbTFaLzX3sXmDzjK5P.UkHUkQpxld63MshgL7XnMdH6XPK3rN7eiiSUaRzjHVJ 5.0-e 9-3-4 11E-15 164-9 22-0-0 5-0-8 4-2-12 211'1 4-9-11 5-7-7 2.00 12 4x4 Seale = 1:36.5 19 19 ASA = 3z4 = 3X8 = 3x4 = 3z4 = tz4 II GGQ 9-3-0 11.6-15 16-0-9 22-0-0 06-0 8-9.4 2-8-11 4-9-11 5-]A Plate Offsets (X.Y)— 11:0.3-2 Edge) LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in floc) gde0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.20 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.2310-14 >999 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.35 Horz(CT) -0.05 6 Na nda BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 981b FT=0 LUMBER. BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2z4 SP NOS REACTIONS. (tshilze) 1=846/0-8-0, 6=782/0-8-0 Max Hom 1=-108(LC 6) Max Uplift 1=-650(LC 8).6=601(LC 8) FORCES. (Ib) -Max. Comp./Man. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1645/1348, 2-3=1395/1081, 3-4=1232/1066, 4.5=1297/1057, 5-6=1898/1463 BOT CHORD 1-10=1179/1502, 9-10=.843/1291, 7-9=1308/1778, 6-7=1308/1778 WEBS 2-10=-249/361,3-10=0/266,4-9=290/425,5-9=-645/562 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconwrtent 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 100 lb uplift at joint(s) except Ut=lb) 1=650,6=601. 7) This truss design requires that a minimum of 7/1G" structural wood sheathing be applied directly to the top chord and 10 gypsum sheetrdck be applied directly to the bottom chord. Thomas A. Albani PE No.39380 NiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2019 ®WARNING. Venly d-,,n parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE Act 1473rev. IWOMO15 BEFORE USE. Design valid for use onywilh MiTeMwnnecton. Thu design is based only upon paameters shown, end Is for an IdiNduat bu9ti ng DAMMAM na Nil' � atrusssystem. Before use. the bWdmg designer must whit' the applicability of design pammeters and papery recracrate Old design Intorue overall builArgdesign. Bluing indicated is to prevent buckling ofmdividual Bu¢s web andlarlaN members only. Additional temporary and permanem bracing MiTek' is always requited for stabiliy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage,delivery, erection and bratlng or trusses and truss systems. we ANS4117in Duallry, Cicada, DSB49 and Best Building Component Good Parka East Blvd. SoAnylnforma non a notable from Truss Plate In met me, 218 N. Lee sweet, Suite 312, Adwandda, VA 22314. Tampa, FL 36510 Job Truss Truss Type Oly Ply Gaul Res. T16311363 J37370 A09 Roof Special t 1 Job Reference o Banal Truss, rl rierce, rL -.a aio, 2.00 12 4x6 17 3 8.240 s Dec 62018 MTek Industries, Inc. Wed Feb 2009:41:302019 Scale=1:36.8 it 1x4 II 3x4 3x8 = 4x4 = bx4 Plate Offsets (X,Y)- 15:0-2-10,Edge) LOADING (pso SPACING- 2-0-0 CST. DEFL. In (too) 1lde0 lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 VerrLL) 0.23 6-8 a999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.34 6-15 >787 180 BCLL 0.0 a Rep Stress Incr YES WB 0.26 Hor2(CT) -0,05 5 Na n/a BCDL 10.0 Code FBC2017fTP12014 Matfbc-AS Weight: 91 lb FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=84610-8-0, 5=782/0-8-0 Max Holz 1=94(LC 6) Max Uplift 1=650(LC 8), 5=601(LC 8) FORCES. ita)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-1667/1264, 2-3=-1448/1140, 3-4=1492/1160, 4-5=1874/1524 BOTCHORD 1-8=-1102/1525,6.8=-1111/1522,5-6=1369/1766 WEBS 2-6=-259/276, 3-6=134/443, 4-6=-063/477 BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES. 1) Unbalanced mot live loads have been Considered for this design. 2) Wlnd: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=3.2psf BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads. 5) a 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 tail 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 1001la uplift at joint(s) except @=lb) 1=650, 5=601. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. Thomas A.Alta ni PE No.39380 Mii USA; Inc. FL Cart 6634 0904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING. Verity df siyn paramalers and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE MIIJi)a rev. I"342015 BEFORE USE. Design valid for use onywbh Mn ekleard mtom. This design Is based only upon paameters shown, and is for an individual Wilting component, net a brass system Before use, the building designermustveny me applicability of design parameters and property incorporate, Nis design Into vie overall �-�•YY bulldingdesign. Bmcinglndicmedistopmvntbucklingof NdMdualWmwebanWmchoMmembemoray. AddGionaltemporaryandpermanembrecing MiTek' Is arrays insured for stability and to prevonl collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery brecUOn and bracing ofWsses and truss systems, see ANSt4"P/f Quality Cdreda, OSB49 and BCS1 Building Component 6904 Parke East BNe. Sohylnformmlon available from Truss Plata in4Wte, 218N. Lee S1rem, Sure 312. Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type City Ply Saul Res. r T16311364 J37370 RIO Roof Special 1 1 Job Reference (optional) act buss, n. r,I.. rL-aABAb, B24Us Dec 620181,11Yrek Industries, Inc. Wed Feb 2009:41:312019 Pagel ID:e4—nSVOsRHbTFaLzX3sXmDzjK5P-ywmxmg2nxEw OG1v2OugpJ6pfeenYoGMB16uzjHVl 2-d-1 8-16 13-1020 17E-7 22-0-0 ' 2-0-1 59-4 i 5-94 3-7-13 i 45-9 Scale=1:38.6 2W 12 4x4 19 4 I� b 4x4 = 1x4 II 4x4 = 3x4 = 3x8 = 4x4 = Plate Offsets (X,Y)— 11:0-3-6,Edge1 16:0-2-10 Edgel LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc) Vde0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(L-) 0.26 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.25 7-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(CT) -0.06 6 n/a file BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 961la FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 1=846/0.8-0, 6=782/0-8-0 Max Horz 1=79(LC 6) Max Uplift 1=-668(LC 4), 6=601(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(I11) or less except when shown. TOP CHORD 1-2=1414/1134, 2-3=2244/1BIO, 3-4=1552/1222, 4-5=1589/1236, 5.6=1923/1553 BOT CHORD 1-10=-1101/1296, 9-10=-1152/1322, 7-9=1755/2197, 6-7=1404/1814 WEBS 2-10=-146/287, 2-9=-662/884, 3-7=783/843, 4-7=2671496, 5-7=400/416 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=20ft; B=45ft; L=24ft; eave=off; Can. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will el between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joints) except 0=16) 1=668,6=601. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albafii PE Na.39380 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING -Veiny dandies paramelen and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE AVFT473 rev. 10,031015 BEFORE USE. Design use for use only with Mnek® consedors. This design is based arty upon parameters shown, and Is far an Individual bailing component net � a wss system. Before use, me building designer must verify the apparsbllity of design parameters and properly Inmlp are this design Into me overall ��-��SO• butleingdeagn. Bracing Indicated is to prevent butting of lardedual buss web andles chard members only. AddNonaltempomryaMPetmaneMbreoing MiTek' Is always required for stability and to prevent coaapse with possible personal Injury and PrepeM damage. Forgeneralguldancerogardlagme fabdution,mamge,deavery,eredlonwdbradngofbussuand Wsssystems.see ANSMII quality Games, DSB49 and SCSI Building Component 69M Parke East Bird. Sar9rylnfearre on ave0able from Truss Bate lnattre, 218 N. Lou Streel, Suae 312, Alexandria, VAM14. Tampa, FL 3WI0 Job Truss Truss Type Oty Ply Saul Res. r T16311365 J37370 All Roof Special 1 1 Job Reference (optional) o.Lvu s uec o Lulo rut t eK mousutes, Inc. wee reD zu Um:at:J4 4UIU Scale =134.0 4x6 20D 12 3 4.00 12 sse = 1x4 *11 3x4 = 4.4 = 3x4 = LOADING (psp TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017rFP12014 CSI. TC 0.65 BC 0.72 WB 0.83 Matrix -AS DEFL. in Vefl(LL) 0.38 Ven(OT) -0.35 He CT) -0.07 floc) Well Lid 7 s662 240 5-7 >714 180 4 We n/a PLATES GRIP MT20 244/190 Weight: 76 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1302/1-6-10, 4=742/0-8-0 Max Harz 1=75(LC 4) Max Uplift 1=717(LC 4), 4=570(LC 8) FORCES. (Ib)-Mass. Comp.11iTen.-All forces 250(Ib) or less except when shown. TOP CHORD 11-2=-2659/2207, 2-3=1619/1277, 3-4=1664/1275 BOT CHORD 1-7=-2173/2594, 5-7-2173/2594, 4-5=1107/1547 WEBS 2-5=-1139/1164, 3-5=211/448 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=6.OpsY h=20ft; B=45ft; L=24ft; eave=oft; Cal. II; Exp D; Encl., GCpi=0.18; MWFRS (directional): cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chard live load noncencument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joinifs) except (jt=lb) 1=717,4=570. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Ib Thomas A.Albani PEalic 60 MTak USA, Inc. FL Cart 6604 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING -Wanly J"siyn 1uranm1— antl READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE Am 747I rev. 1WW12015 BEFORE USE. Design valid far use only with MITeks, connectors. This design Is based only upon parameters shown, and Is for an inumdual building component, no a Cass syslem. Belem use, the bunding designer must veal the appticabilny of dedgl parameters and property Nwrperste this design Into me owes buildingdesign. Bratlng indicated is to proven Waling of NdMdual muss web anmar Nord members only kadmonaltemponryandpamanealbecing M!Tek* is slail required for stability and to proved wbapso with possible personal Injury and pmpety damage. For genetzl guidance regarding the fabdrsgan, storage, delivery, eredim and bmcing of trusses and bass systems. sea ANSP I10uality Canada, DSB419 and BCSi Building Componene 6904 Parke East BNd. Salelyinfddnarkes available hem Tmss Plate 1naeUe, 218 N. Lee Stme1, Sufte 312. Alexandria, VA22314. Tampa, FL 36610 Job Truss TDles Type Oty Ply Saul Res. I T16311366 J37370 Al2 Root Special 1 1 Job Reference (optional) rum was, a R. n=i 34946,6240 s Dec 62018 MITek Industries, Inc. Wed Feb 20 09:41:32 2019 Page 1 ID:e4 n5VOsRHbTFeLzX3sXmDzjK5P-07PF96rBYFMnbArDTYZFR2MWeC3UJGUxUOxbfKzjHVH 6-7-0 11-7-5 174-15 6-7-0 5 5 5.9-11 2.00 12 16 Axe ZZ 3x4 = Ind II ASA = ADD 12 Scale=1:28.3 3x4 = N �a LOADING (lost) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/TPI2014 CSI. TC 0.49 BC 0.54 WB 0.41 Matrix -AS DEFL. in Vert(LL) 0.25 Vert(CT) .0.22 Hoa(CT) -0.05 (loc) NdeO L/d 5.6 -824 240 5-6 >942 180 4 n/a n/a PLATES GRIP MT20 2441190 Weight: 631b FT=0 LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=675/1-6-9.4=61410-8-0 Max Horz 1=70(LC 4) Max Uplift 1=625(LC 4), 4=-072(LC 8) FORCES. (lb) -Max. Ccmp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-2096/1850, 2-3=-1331/1051, 3-4=1364/1053 BOT CHORD 1-6=-1826/2043, 5-6=-1826f2043, 4-5=928/1269 WEBS 2-5=-851/923, 3-5=183/364 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=6.Opsf; h=20ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about 8s center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 100 It, uplift at joint(s) except at=lb) 1=625, 4=472. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban] PE No.39360 MITek USA, Inc. FL Cart 6634 6904 Perk. East Blvd. Tampa FL 3381D Date: February 20,2019 ®WARNING. Vanly oNslgn paramelers and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE 1011-7473 rev. W01,U015 BEFORE USE. Design Valid far use only wM MTek® canneaars. TNs design is based only upon paremeters Shown, and Is far an bolAdual bund'vig mmpanenL na Nat a Mass system. Before use, me binding designer must Verily Me applicabiSy of design paremeters and properly Ncaryarate this design a tofhe overall II.Itingdesign.Bracing indicated is to prevent InCIdAg ofind'MdualWss web andlachaN members unit. AddNonaltemporaryarMpermaneNbrecing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing Of trusses and Vuss Systems, see ANSVTPtl Gaddy, Ddteda, DSB49 and SCSI Building Component 6804 Parke East Bled. Saleylnformetlon available from Tmss Plate lnsmate, 218 N. Lee Street Suite 312, Nexardw, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Saul Ras, T18311367 J37370 A13G Roof Special Girder 1 1 Job Reference (optional) -••-•----••-••• •••••- - I o,dsuec ozulamuexmoustres,mc. Wed FeD2UU9A1:332U1a Scale =1:22.5 NAILED 4x4 2.00 12 ' • '^ 3 4.00 112 3x4— Special 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) 1/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.20 S-6 P830 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.16 5.6 .999 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) -0.04 4 Na Na BCDL 10.0 Code FSC2017FrP12014 Matrix -MS Weight: 50 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-0-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=639/1-6.9, 4=651/0-8-0 Max Hom 1=62(LC 4) Max Uplift 1=617(LC 4), 4=648(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1g) or less except when shown. TOP CHORD 1-2=-1973/1873, 2-3=1537/1370, 3-4=-156311385 BOT CHORD 1-6=-1848/1925, 5-6=-1848/1925, 4-5=1259/1461 WEBS 2-5=492/598, 3.5=346/475 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=17Cmph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcument 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-D-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 100 Is uplift at)oint(s) except 0=1b) 1=617,4=548. 7) "NAILED" indicates 3-1Od (0.148"irl") or 2-12d D.148'k3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 233 lb dawn and 229 lb up at 9-2-12 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-3=54, 34=54, 7-12-20 Concentrated Loads (Ib) Vert: 3=-30(B) 5=-233(B) 17=1(B) 18=5(B) 19=0(B) Thomas A.Albani PE No.39380 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING - Veriry design parameros and READ NOTES ON MrS AND INCLUDED hLTEK REFERENCE PAGE MIL7473 rev. Is OV2015 BEFORE USE. • Design valid for use only with MTeM connectors. This design is based only upon parameters shown, and is is, an IMMdual bugdmg component, not a arms system. Before use, the building designer must uedythe applicability of design parameters and properly mcomomte this design into the overall building design. Bracing indicated is lE Prevent bucking IN individual Miss web amUor chord members only. Additional temporary and pennaneit bracing MiTek' is amways mqulmd for stability and to prevent collapse with possible personal Injury act property, damage. For general guidance regareing Me fabdoebon, smrage. delivery, erection and bracing of misses and buss systems, see ANSURP11 Qualify Cdteda, DS8419 and BCS/Building Component 6904 Parke East Bind. Saimlylnroduction evadable f an Tram Plate tnsNuta. 218 N. Lee 9reH, Sulte 31Z Nexandrla, VA22314. Tampa, FL 36610 Scale =1.40.9 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 5x5 = 10x14 = 44 = 10XIO = 10x14 = 54 = 7x14 II Bx8 = HHUS48 HHUS48 6x10M18SHS =10x10 = HHUS48 HHUS48 HHUS48 Us = HHUS48 HHU948 1040 = HHUS48 HHUS48 HHU548 HHUS48 3-0.13 5-10-0 9-2.4 12-2-14 1S}7 18-7 11 1 11 5 21-0-14 24- I'l 3-0.13 2-9-3 }44 341-f0 3410 3-0-0 0. 0 2-59 3-0.13 Plate Offsets (X,Y)-- 16:0-2-0,Edgej, [7:0-0-8,0.5-01, [10:0.3-0,0-2-41, [11:U0-0,0.3-10]. [12:0.3-8,0.5-0], [15:0.5-0,0.2-12], [17:0-4-8,0.5-01, [19:0.3-8,0.5-41, [20:0-0-0,0-3-10], 120:0-3-4 D-2a1 LOADING (psf) SPACING. 2-0-0 CS]. DEFL. in (loc) Irde8 Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(-L) -0.36 15-17 >604 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(CT) -0.5015-17 >442 240 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO Via 0.98 HDa(CT) 0.02 13 n/a Na BCDL 5.0 Code FBC2017rrP12014 Mabel Weight: 3031b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP 270OF 2.2E TOP CHORD BOT CHORD 2x8 SP SS WEBS 2x4 SP No.3'Except' BOT CHORD 1-20,10-11,3-18,8-13: 2x8 SP No.2 9.13,10-12,1-19,2-18: 2x4 SP No.2, 3-17,4-15,7-15,8-14:2x4 SP No.1 REACTIONS. (Ildsize) 20=280110-8-0, 11=957/Mechanical, 13=8939/0-54 Max Uplift 11=-1167(LC 3) Max Grav 20=2804(LC 3), 13=8939(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown. TOP CHORD 1-20=1809/0, 1-2=-6095/0, 2-3=-10008/0, 3-4-1129210, 4.5=-8649/0, 5-7=-8649/0, 7.8=-945/0, 8-9=0/9022, 9-10=014834. 10-11=0/1376 BOT CHORD 19.20=0111B1, 18-19=0/6095, 17-18=0/10008, 15-17=0/11292, 14-15=01945. 13-14=-9022/0, 12-13=-4834/0, 11-12=565/0 WEBS 3-18=656/0, 8-13=3301/0, 9-13=4634/0, 9-12=0/1445, 10.12=4482/0, 1-19=0/5159, 2.19=-1430/0,2-18=0/4108,3-17=0/1328,4-17=0/496,4-15=-2761/0,5.15=265/0, 7-15=0/8038,7-14=.2405/0, 8-14=0/10309 Structural wood sheathing directly applied or 5.0.2 0o purlins, except end verticals. Rigid ceiling directly applied or 5-4-10 oc bracing. NOTES. 1) 2-ply truss to be Connected together with 10d (0.131'kKW) nails as follows: Top chords Connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 GC. Bottom chords Connected as follows: 2x8 - 2 rows staggered at 0-7-0 Go. Webs Connected as follows: 2x8 - 2 rows staggered at 0.9-0 off, 2x4 -1 row at 0-9.0 Do. 2) All loads are Considered equally applied to all plies, except 8 noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise Indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Gt=1b) 11=1167. 8) This truss has large uplift reactions) from gravity load Cases) @ Joint(11). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 9) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 co and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10) Use Simpson Strong -Tie HHUS48 (22-10d Girder, 8-10d Truss, Single Ply Girder) or equivalent spaced at 4-0-0 oc maxi starting at 0-9.0 from the left end to 22-9-0 to Connect tmsa(es) to front face of bottom chord. 111 Fill all nail holes where hen er is I Contact with to be A Thomas Albani PE No.39380 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33810 Dale: Continued on page g in r. 2 � February 20,2019 ®w-RNIND- vmily d-,,n paramnlars sod READ NO FES ON DUS AND INCLUDED MITER REFERENCE PAGE 6111-7473 rev, 1010312015 BEFORE USE. e Design valid for use only wan MiTek® comedian. This design Is based only upon parameters Shown, and Is for an individual building component net �C a mass system Before use. the bwlding designer must very the appawbilry of design parameters and property incorporate this design bed the overall -•Y�- bundingdesign. Bracing arrested is to prevent bulling oHndMdual Was web andler NON mermen only. AddnionaltempomgaMp maneNNacbg MiTek' Is sways required for stability and to prevent collapse will passible personal and properly damage. For general guidance regarding Me Rumanian. Storage. delivery, erection and bracing d masses and Buss Systems, us Affil 1Dueldy Cicada, DSB49 and SCSI Building Component 6904 Parke East Blvd. Serey/nioendlon evailamle hom Truss %ale IOSNwe.21a N. Lee Street, Sucre 312 PlexanOda, VA22314. Tampa, FL 36610 Job Oty Ply Saul Res.Ti6311368 jFG01 J37370 FLOOR 1 Job Reference (optional) L—iC—L IF Ubb, Fi. riera,L-34 8.24DS Dec 62018 MTek Industries, Inc. Wed Feb 2009:41:342019 Paget ID:e4_n5VOsRHbTFaLzX3s%mDzjK5P-MVX?aOSS4sWgU?wzcjWrRou0n6nl7EyKObjDzjHVF LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plt) Vert: 1-10=100, 11-20=-10 Concentrated Loads (Ib) Vert: 16=-1118(F) 13=881(F) 21=-422(F) 22=-421(F) 23=421(F) 24=-491(F) 25=881(F) 26-881(F) 27=-881(F) 28=-881(F) 29=881(F) ®WARNING -V.rdy desiynparsmeters—d READ NOTES ON THIS AND INCLUDED f.11TEN REFERENCE PAGEA11.74T3 rev. IA'0/i015 BEFORE USE. � DesgnvalidforuseonywMUTeMconnedom.Thisdesign Isbased Doryuponparametershown,and (swan Ndividualb.owi gcomponent.nm �� a bass system. Based use, MO building designermustwrynNe applicability of dolled parameters and ptopedy incmpmt oe We design into me inealu ■■■■��•iYYYil buildingdeslgn. Bracing Indicated is to prevent buckling ofbdMdual tmssweb Banks Word members any. AddIDOnattempormyarMpelmanentbracing MOW always requ'ded for stability and to prevent collapse wile possible personal injury sod property damage. For general guidance regarding Me fabRation,storage, delivefy. creation and bidding of trusses and ems systems, see ANS4rPlI QualityCitede, DS849 and BCSI Building Component 6904 Parke Feel 810. Sarerylnmrmatlon evaJable from Tmss plate Inndute, 216 N. Lee fitred, Suke 31R, PJeBenddd, VA 22314. Tampa, FL 36610 Job TrussType 0ty Ply Saul Res. rT16311369 =FLOI J37370 Floor 2 i Job Referents (optional) 03A H i 13 1 1-g 5x5 = 3Y3 = US = 1 2 263 U.24U S Uet e2UlB MI I ex Mausolea, Inc. Wed Feb 2009:41:3b2019 Pagel ID:e4 n5VOsRHbTFaLzX3sXmDzjKSP-ri4Nn8t4rAIMSeaoBg7y3g_?ZD4aWagNB_9FFfzjHVE i 14-0 I 1�0 i 2.0-0 1-0-0 3x3 = 44 = 1x4 II 1x4 II 3x3 = 4 5 27 6 7 8 3x3 axe FP = 3x3 = 3x3 = 5x5 = 9 10 11 12 13 3x3 II 3x3 = 3x3 II 3x3 = 3x8 FP =34 = 4,4 = 3x3 = 30 = 3x3 = 3x4 = 3x3 II 1000 �11-14 ON�30 B0 1 340 I 444 17-3p 0 lis&104 0 11-- Ile 13A8 1&108 184.0 INN ICI, o I „ I I I ..ram Plate Offsets (X.Y)— 11:0-2-0Edge) 113:0-2-0 Edgej (19:0-1-8 Edgel LOADING (psf) SPACING. 2-0-0 CSf. DEFL. in floc) Well L/d PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.19 17-18 >772 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(CT)-0,2617-18 >561 240 BCLL 0.0 Rep Stress Ina YES WB 0.63 Horz(CT) .0.02 13 n/a Na BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 111 Ib FT=O%F.0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Oal) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0.0 Be puffins, 1-9: 2x4 SP 270OF 2.2E(Bat) except end verticals. BOT CHORD 2x4 SP No.2(Oal)'Excepl' BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing, Except: 14-21: 2x4 SP 270OF ME(fat) 6-0.0 Be bracing: 23-24,22-23. WEBS 2x4 SP No.3(Oaq REACTIONS. All bearings 0-8-0 except (l=length) 1=0.3.0, 13=0-3-0. (Ib) - Max Grav All reactions 250111 or less atjoint(s) 1 except 23=580(LC 12), 20=668(LC 1), 13=739(LC 5) FORCES. (Ib) - Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3.4=-384/0, 4-5=607/0, 5.6=-1605/0, 6-7=-1605/0, 7-8=160510, 8-10=2057/0, 10-11=-1653/0, 11-13=735/0 BOT CHORD 20-22=0/627, 19-20=0/607, 18-19=0/1605, 17-18=0/2010, i6-17=0/1977, 15.16=0/1329 WEBS 6-19=-538/0, 7-18=0/259, 3-23=574/0, 5-20=757/0, 3-22=0/432, 4-22=353/0, 5-19=0/1329, 13-15=0/951, 11-15=832/0, 11-16=0/450, 1G-16=-451/0,8-18=-623/0 NOTES. 1) Unbalanced floor live loads have been Considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about *its center. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord beading and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Thomas A. Albani PE No.39300 NITek USA Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33010 Dale: February 20,2019 ®WARN-G - verily de ,i Parsrnnmrs ono RFAO NOTES ON THIS AND INCLUDED MITEK REFERENCEPAG£MI47473 rev. 1"312015 BEFORE USE. Deal, valid for use any with Straka connectors. Ibis design Is based only upon parameters shown, and is for an IMevidual building component, net a Bass system eefase use, the building designer must under the applicability of design paameters and prepery l000ryorzte ads design Into the overall i bueldingdesign. Bracing Inducaled is to prevent haddng of Individual Bass web anden Mom members only. Additlonal temporary and permanent bracing WOW Is always required far strany and to prevent collapse with possible personal Injury and properly Manage. For general guidance repeming the fabdw0gn Storage, delivery. emabr and bracing of Means and Bass synems, see ANSDITRI Boeing, Canada, DSB49 snd SCSI Building Component 6904 Parke East Blvd. Sofeylnrormatlon available from Truss Plate Innsute. 218 N. Lee SBaN, Buse 31Z Alexandra, VA22314 Tampa, FL 36610 Job Truss asType Oty Ply Saul Res. T76311370 J37370 FL02 Floor 3 1 Job Reference (optional) casr s,uax uuaa, n. na, r. Davie, 038 H . 1-30 I U.Z4U S Use b ZU1b all l ex lnaUSMes, Inc. Wool Y¢D ZU Ud:41:; Zulu Page ID.e4_n5VOsRHbTFaLzX3sXm DZjK5P-Juel9UuieTtD4n9 IOeBbuX60q jFOIXPevoo55jjHVD z 0.DLD:0.1 i 2-0-B I 1_1:M-1 OSd e =1:34 6 34 64 = 3x3 = 4x4 = 3x3 = 3x3 = ix4 II 1x4 II 30 = axe FP = 4x4 = 3x3 = GAG = 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 3.3 II Axe = 3x4 = 34 = 3x3 = 3x3 = 3x3 = 3x4 = 44 = 3x3 I 160-0 11-1-9 LOADING (par) SPACING- 2-0-0 CS'_ DEFL. in (lac) Ildefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.32 18-19 >715 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 Be 0.91 Vert(CT) -0.45 18-19 >520 240 BCLL 0.0 Rep Stress Ina YES IRS 0.68 Hoa CT) -0.08 13 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 106 lb FT=O%F,0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/size) 1=106310-3-0, 13=106310-3-0 FORCES. (lb) -Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-3=1106/0, 3-4=2700/0, 4-5=3722/0, 5-6=4211/0, G7=-0211/0, 7-8=4211/0, 8-10=3725/0, 10-11=2700/0, 11-13=-110610 BOT CHORD 21-22=012028. 20-21=0/3346, 19-20=0/4078, 18-19=0/4211, 17-18=0/4075, 16-17=013346. 15-16=012028 WEBS 6-19=-358/57, 7-18=318/43, 1-22=0/1434, 3-22=1289/0, 3-21=0/934, 4-21=-898/0, 4-20=0/523, 5-20=-518/0, 5-19=-172/608, 13-15=0/1434, 11-15=1289/0, 11-16FO/934, 10-16=-899/0, 1D-17=0/526,8-17=-496/0, 8-18=-170/583 NOTES- 1) Unbalanced floor live loads have been Considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its Center. 3) Recommend 2x6 strongleacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) Warning: Additional permanent and stability bracing for truss system (not part of this cemponent design) Is always required. Thomas A.Albani PE No.39380 MiTek USA, Inc. FL Cad 8834 6804 Parke East Blvd. Tampa FL 33910 Date: February 20,2019 ®WARNING -Verily tlnsiyn......l— antl R£AO NOTES ON TWS ANOINCLUOEO AV rEK REFERENCE PAGE 1111-7173 me 00,0312095 BEFORE USE. Dallas valid fal use onywah MITaI V connectors. Thlis design is based ony upon parameters shown, and Is for an Intimated budding component, not stress system Before use. the bugdNg dasyner must verily Me appgwblNy of design parameters and properly lnrnryome, 0is deugn into the o"NO bdraing design. greeting bldoded istoprevembuotling oflndMdualbusswebendforchordmemberaony. A4dnionaltemporaryand pemmnembradng MiTek' Is always requeed for stably and to prevent toupee wdh possible personel Injury and property damage. For general guidance regarding the fabdw0on,storage, delivery, erection and bracing of tresses and truss systems. see ANSUroll Odellry Gillette, DSB49 end BCSI Budget, Component 6904 Parke East BAN. Saletyleformeffen evaJable ham Truss Rale Inn6ule, 218 N. Lee Street. SuXe 312 Alexamina, VA 22314. Tampa, FL State Job Truss Truss Type CIS Ply Saul Ras. J37370 1 FLOG Floor 1 1 T76311371 Job Reference (optional) °-343 H 1-o-0 I eo zu ua:Af:it wlu rages ID:e4 n5VOsRHbTFaLzX3sXmD7jK5P-n4CBCpvKNn74hxkBG59Q8531NDgc UggeleLKXzjHVC o-ta° I 2-ao 1 1-37 1 sal V =1'3oa 6x6 = 3x3 = 3x4 = 3x3 = 3x3 = 1x4 II 1x4 II 3x4 = 3x4 = 3x3 = 6x6 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 ie 15 14 13 12 3.3 II 4x6 = 3x3 = 3x3 = 3x3 = 3x4 = W = 4x6 = 3x3 II e ola! 1-ae I 4as 6se I atae a to-6o Ina° II taT 1s tBl is 1 17 ns to- s Plate Offsets (%Y)— (15:0-1-e Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeff L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.24 16-17 >863 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(CT) -0.3316-17 >629 240 BCLL 0.0 Rep Stress Incr YES We 0.60 Hom(CT) -0.05 11 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrtx-S Weight: 96lb FT=O%F,0%E LUMBER. BRACING. TOP CHORD 2x4 SP No.2(eat) *Except' TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purling, 1-11: 2x4 SP No.l(flat) except end verticals. BOT CHORD 2x4 SP No.l(ffat) BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing, Except: WEBS 2x4 SP No.3(flat) 2-2-0 oc bracing: 16-17. REACTIONS. (lb/size) 1=94110-3-0. 11=941/0-6-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-3=-966/0, 3-4=2308/0, 4-5=-3096/0, 5-6=3245/0, 6.7=-3245/0, 7-8=3245/0, 8-9=-2291/0, 9-11=972/0 BOT CHORD 18-19=011766, 17-18=0/2832, 16-17=0/3299, 15.16=0/3245, 14-15=0/2816, 13-14=0/1769 WEBS 7-15=371/0, 1-19=0/1252, 3-19=111810, 3-18=(I/754,4-18=729/0, 4.17=0/367, 5-17=-337/0, 5-16=346/351, 11-13-011259, 9-13=1 11510, 9-14=0/726, 8-14=730/0, 8-15=01781 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"% W) nails. Strong backs to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5) Waning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Thomas A.Albani PE No.39380 MITek USA, Inc. FL Carl 0634 6904 Parke East Blvd. Tampa FL 33910 Data: February 20,2019 ®WARNING- Verily ✓esiyapanmelers and READ NOTES ON THIS AND INCLUDED m1TEK REFERENCE PAGE M1ll47473 rev. ld'W/2015 BEFORE USE. Design valid for use only with MBekdl wnmadors. This design Is based Dory upon parameters shown, and is fa an IndiWdual buJding component, not A Mass synem. Bef se use, the building designer must vesiymb, applicabilly of design parameters and properly inconsonant this design into me o,con! bWdingdeagn. Blaring nndiwed is to prevent bucking of indidduatmiss web anNa o Donn members any. Additional temporary and permanent bracing MiTek' :1 is always required for stabildy and to prevent wgapsewgh possible personal Injury was property damage. For general guidance regaming the fabdwgon, morage,delivery,erection and bracing oftrusses alMbuss sysnems.see ANSWMIDuelifyCriwda,DS849and BCSIButiding Component 6904 Parke East Bind. Sarefylnrarni awgable hom Tass Piale nnsnnute, 218 N. Lee "M, Suite 312, Alexandda, VA 22314. Tampa. FL 36610 Job Tnlss Truss Type Oty Ply Saul Res. a Ti6311372 J37370 FLO4 Floor 3 1 Job Reference (optional) Cast Coast truss, FL na,e, re -ar , o.L4ua END b2ultl run eK mausvles, Inc. Wad F eD zu B9:41:3B 2uly Fagel ID:e4 n5VOsRHbTF.L X3sXm DzjK5P-FHmW09vy857xJ5JNppgfhJcWwd6Mjxbgty0vs zjHVB 1J-0� 1�I 1-0-0 2� k 1�� 09 Soon =1:29.3 axe = 3x3 = 44 = lx4 II Ise II 3x3 = 3x3 = 3x3 = 3x3 = 5x5 = 1 2 3 20 4 5 6 7 8 9 10 !II —_ II,,I-i=.,d 3x3 II 3x3 = 34 = 4x4 = 3x3 = 3x3 = 3.3 = 3x4 = 34 II 14i•0 I 310.3 11t1 SS3 s6116611 7b11 7-83 3t1.3 12-s3 1411a I 1653 14&51 hk Plate Offsets (X,Y)— 110:0-2-0,Edgej, I16:0-1-B,Edgej LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in ([cc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.19 14-15 >798 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT) -0.2614-15 >580 240 BCLL 0.0 Rep Stress Incr YES WS 0.63 Hom(CT) -0.02 10 rda We BCOL 5.0 Code FBC20171TPI2014 Matrix-S Weight: 911la FT=O%F,O%E LUMBER- BRACING - TOP CHORD 2x4 SP 270OF 2.2E(flat)'Except- TOP CHORD 9-10: 2x4 SP No.2(flat) BOT CHORD 2x4 SP 270OF 2.2E(flal) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 19=420/Mechanical, 17=617/0-8-0, 10=743/43-0 Max Grav 19=441(LC B), 17=617(LC 1), 10=745(LC 4) FORCES. (Ib) - Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-443/0, 1-2=385/0, 2-3=-661/0, 3d=1657/0, 4-5=1657/0, 5-6=1657/0, 6-7=-2090/0, 7-8=1674/0, 8-10=-741/0 BOT CHORD 17-18=01691. 16-17=01661. 15-16=011657, 14-15=012051, 13-14=0/2005, 12-13=0/1342 WEBS 4-16=-538/0, 5-15=01251, 3-17=697/0, 1-18-0/513, 2-18=425/0. 3-16=011324, 10-12=0/959,8-12=-84210,8-13=0/462,7-13=-060/0,6-15=-605/0 Structural wood sheathing directly applied or 6-0-0 cc pullers, except end verticals. Rigid ceiling directly applied or 10.0-0 cc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oe and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) Warning: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cut6634 6866 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING - wuily d—gnparamefera and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE NIF7473 rev. 10,0312015 BEFORE USE. Design valid for use only win Meek® connectors. TNs design Is based only upon parameters shown, and Is for an Ndimdual bdeding component, non aMessystem Befmouse,DmbUldingdesign¢rmustvedlytheapplirabilayoidedgnparametemWdpmpedy Nwrporne Nindeslgnblo OeowrdI buildingdesign. Bracing indicated is to prevent buckling oflndividual muse web anWeeehord members only. AddIDonal temporary and permanent bracing MiTek' Is always required tar stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage. delivery,erection and bracing of Mason and buss systems, see ANSM11 Ovepy Ontario, DSB49 and BCSI Building Component 6904 Parke East BNd. Saloylntmmation av table Mm Tmss plate Intents, 21e N. Lee SMe1. Suite 312, Muondde. VA22314. Tampa, FL 36610 Jab Truss Truss Type pty ply Saul Res. 1 T16311373 J37370 FLOS Floor 6 1 Job Reference (optional) -------. .. '-------—"' .,.—,.eo o�morvn raA �nausuias, inc. regal ID:e4_n5VOsRHbTFaLzX3sXmDzjK5P-FHmW09vy857xJ5JNppghJcT8d51jyggtyOvs zjHVB 1-M� 1S3 20 I k 1-0.01 0(i Style-1:28.3 4x6 = 3x4 = 34 = 1x4 II 3,3 = 3x3 = 3x4 = 3x3 = axe = 1 2 3 4 5 6 7 8 9 1a 17 16 15 14 13 12 11 10 3.3 II 4x4 = 3x3 = 1x4 It 3x3 = 3x3 = 3x3 = 4x4 = 3x3 II 1 Hi ±H i56.11 1 8811 I 7.6-11 7-l3 g-11-3 1 12-5-3 1 14.11.3 1 16.5.3 16I88. I Plate Offsets (X,Y)- 11:Edge 0.1-81 LOADING (psQ SPACING. 2-0-0 CSI. DEFL, in (lac) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.22 13-14 >873 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(CT) -0.30 13-14 >645 240 BCLL 0.0 Rep Stress Ina YES WB 0.56 Hoa(CT) -0.02 9 n1a n1a BCOL 5.0 Code FBC20177TPI2014 Matrix-S Weight: 881b FT=O%F, O%E LUMBER- BRACING. TOP CHORD 2x4 SP No. 1(flat) *Except' TOP CHORD 8-9: 2x4 SP No.2(flm) BOT CHORD 2x4 SP 270OF 2.2E(flat) BOT CHORD WEBS 2x4 SP No.3(Bat) REACTIONS. (lb/sae) 18=890/Mechanical, 9=890/D-3-0 FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=888/0, 1-2=886/0, 2-3=-2142/0, 3-4=2820/0, 4-5=-2820/0, 5-6=.2836/0, 6-7=-2140/0, 7-9=908/0 BOT CHORD 16-17=0/1654, 15-16=0/2820, 14-15=0/2820, 13-14=0/2965, 12-13=0/2617, 11-12=0/1654 WEBS 3.15=5/293, 1-17=0/1180, 2-17=1067/0, 2-16=0/679, 3-16=931/0, 9-11=0/1176, 7-11=-1044/0, 7-12=01676,6-12=-663/0,6-13=01305. 5.13=258/0, 5-14=-003/228 Structural wood sheathing directly applied or 6.0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Unbalanced floor live loads have been Considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss Connections. 4) Recommend 2x6 strongbacks, on edge. spaced at 10-0-0 Go and fastened to each truss with 3.10d (0.131- X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Thomas A. Albert PE No.39380 MiTek USA. Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33010 Date: February 20,2019 ®WARNING. v.,dy nevgn p,ea ,en anUREAD NOTES ON TWS ANDINCLUDEO MITEK REFERENCE PAGE AM7473 rnv. 201OV2015BEFORE USE. R Design valid for use only with MIT&M connemors. The design is based only upon parameters shown. and is for an Ineiedual Wilding component, not �q a Russ system. Before use, the building designer must verify the appy,sait, of dedgn parameters and properly Inccrpomte this design into the Overall ■■■■��•iYYY�■■■ bvllding Eeslgn. Bracingindicatedistopm"nt WalingofhdMdual WsswebendlMr.o membem.*. Addribraltemporey.dayarmanemeraung MiTek' b always required for stability and to prevent Collapse wdh possible personal injury and property damage. For general Valance regarding the fabdwaon, MOMge,delivery, dowlon and bradng of tresses and Raw systems, we ANSITTP/f country anode, DS8419 and BCSI Buffering Component 6904 Parke East BIW, Safety Information available Ram Truss Plate Institute, 218 N. Lee street. SUM, 312. Alexandra, VA22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Saul Res. Ti6311374 J37370 FL06G Floor Girder 7 1 Job Reference (optional) 624U 5 LASS, b ZUllf MI I ex IndusVles, Inc. Wed Feb 20 09:41:39 2019 Page 1 ID:e4_n5VOsRHbTFeLzX3sXmDzjK5P-jTKudVwavOFmFIZNWBuDW91MiRkSOgz5c7SOOz�IyHBVA 1-3 139 I 1� i 7-0� 2�—i �� OF -I Sure =1:28.3 5x5 = THA422 axe I 400 = 1x4 II 1.4 It 3x3 = 3x3 = 3x3 = 3x3 = Sx5 = 1 20 2 3 21 4 5 6 7 8 9 10 a \\��I�/ I 3x3 It 3x3 = 3x6 = 4x4 = 3x3 = 3x3 = 3x3 = 3x4 = 3x3 II 1b0 1-SO 3-10.3 3.1 11 SSS 2d3 O . 1.5-a S 0. - 188-11 1.0.o 7-&11 7- 1-OO 0. - 9-11-3 2-10 12-i3 2-60 1411-3 2:. 1GS3 1 & 1 180 1 Plate Plate Offsets (X,Y)- 11:0-2-0 Edge) (10:0-2-0 Edge) 116:0-1-8 Edgel LOADING (pat) SPACING- 2-0.0 CSI. DEFL. in floc) War L/d PLATES GRIP TCLL 40.D Plate Grip DOL 1.00 TC 0.65 Vert(L-) -0.19 14-15 >798 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(CT) -0.26 14-15 >580 240 SCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(CT) -0.02 10 TUB Na BCDL 5.0 Code FBC2017rrPI2014 Matrix-S Weight: 96 ID FT=O%F,0%E LUMBER- BRACING - TOP CHORD Zx4 SP No.2(flat) *Except* TOP CHORD 1-10: 2x4 SP 270OF 2.2E(flat) BOT CHORD 2x4 SP 270OF 2.2E(flat) BOT CHORD WEBS 20 SP No.3(flat) REACTIONS. flb/size) 19=480/Mechanical, 17=64510-8-0, 10=745/0-3-0 Max Grav 19=501(LC 8). 17=645(LC 1), 10=747(LC 4) FORCES. (Ib)-Max, Comp./Max. Ten. -All forces 260(I1b) or less except when shown. TOP CHORD 1-19=-502/0, 1-2=-444/0, 2-3=-689/0, 3.4=1663/0, 4-5=1667/0, 5-6=-1667/0, 6-7=-2096/0, 7-8=1678/0, 8-10=743/0 BOT CHORD 17-18=0/802, 16-17=0/634, 15-16=0/1667, 14-15=0/2059, 13-14=0/2010, 12-13=0/1345 WEBS 4-16=474/0, &17=661/0, 1-18=0/578, 2-18=485/0, 2-17=-313/0, 3-16=D/1326, 10-12=0/961,8-12=-843/0,8-13=0/464,7-13=462/0,6-15=-600/0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girders) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131"X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) Use Simpson Strong -Tie THA422 (6-16d Girder, 6-1 Od Truss) or equivalent at 1-8-7 from the left end to connect truss(es) to back face of top chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required, 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=l.CO, Plate Increase=f.00 Uniform Loads (plt) Vert: 11-19-10, 1-10=-100 Concentrated Loads (Ib) Vert: 20=-90(B) Thomas A.Albani PE No.39380 Il USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2019 ®WARNING -Vwily tlesryn pamoraers and READ NOTES ON INIS AND INCLUDED AI TEa REFERENCE PAGE n91-7413 nrv. IW0312015 BEFORE USE. Design valid for use any with MiTeMconnectora. True design Is based only upon paametere Shown. and Is bran indsidual buadil Component, not a mass system. Before use, the building deslgnermust veriythe epplicau layef design promoters and property inoomomte We design into the overall �-�•YY bwldingdesign. Bracing indicated is to prevent bucking ofincMdualtass web answerem members only. Addaions temporary and Rudeness bating M!Tek' Is always required for stabilrly and to prevent collapse with possible personal injury and properly damage, For general guidance regarding be fabrication. storage, deavey, erection and bracing of busses and Muss system$. see ANSUTPIf quality Credo, OSB49 and BCS1 Building Component 6904 Rd" East BIW. Saleylefornumon owilable from Tass Rate Institute,218 N. Lee Street, Sude 312.Alexandra,VA22314. Tampa, FL 36610 Job Truss Truss Type Oft, Ply Saul Res. 1 T76311375 J37370 FL07G Floor Girder 1 1 Job Referents (optional) rx r,en.=. ,-L e'r o.z4u s use a Zeta run eK mausmes, mc. won reD LU UV:41:4U LU19 rage 1 ID:e4_n5VOsRHbTFaLZX3sXmD74KSP.BfuGgaDgiNfYPSIxE7mkhr6RiDBpZ6KGtOxszjHV9 1-3-0 I 1f- $3 -I 2�� 1- 10 am Scale=128.3 THA422 THA422 6x6 = THA422 Sxa II THA422 44 II 3.6 II Siva II 3.8 It 4xa II 64= 1 18 2 19 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 3x3 It 4x6 = 3x4 = 1x4 II 3x3 = 3x3 = 3x4 = 4xa = 3.3 I I5E-11 8811 76-117-8.3 9-11-3 1251 1413 1W 1M- 11m x Plate Offsets (X,Y)- 13:030,Eege), 14:0-3-0,0-0-01 LOADING (psQ SPACING- 2-G-0 CSI. DEFL. In floc) filter Ud PLATES GRIP TCLL 40.0 Plate Grip COL 1.00 TC 0.59 VerI LL) -0.20 12-13 -972 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(CT) .0.2812-13 >692 240 BCLL 0.0 Rep Stress Ina NO WB 0.73 Hoa(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC20171TP12014 Matrix-S Weight: 108 to FT= O%F, 0%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or B-0-0 cc purling, BOTCHORD 2x4SPNo.1(flaQ except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. REACTIONS. (Ib/size) 17=1128/Mechanical, 8=986/0-3-0 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (to) or less except when shaven. TOP CHORD 1-17=-1123/0, 1-2=-1176/0, 2-3=-2858/0, 3-4=3642/0, 4-5=3642/0, 5-6=3494/0, 6-7=2575/0, 7-8=1043/0 BOT CHORD 15-16=0/2217, 14-15=0/3642, 13-14=0/3642, 12-13=0/3775, 11-12=0/3162, 1D-11=011967 WEBS 1-16=0/1531,2-16=1412/0,2-15=0/886,3-15=1019/0,8-10=0/135B, 7-10=-1253/0,7-11=0/825,6-11=-796/0, 6-12=0/469, 5-12=-428/0,5-13=-291/317 NOTES- 1) Unbalanced floor live loads have been Considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for "as to truss Connections. 4) Recommend 2x6 slrongbacks, on edge, spaced at 1G-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Shangbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) Use Simpson Strong -Tie THA422 (6.16d Girder, 6.1Od Truss) or equivalent spaced at 2.5-0 oc max. starting at 1-8-7 from the left end to 7-8-15 to connect truss(es) to front face of top chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Warning: Additional permanent and stability bmUng for truss system (not part of this Component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pIQ Vert: 9-17-10, 1-8=100 Concentrated Loads (Ib) Vert: 3=-28(F) 4=125(F) 18=90(F) 19=-90(F) Thomas A.Albani PE No.39380 Milk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNIIIG-Veit, dusiyn yara,rmlers entl READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE M➢-7473 rev. 10/03/201S BEFORE USE • Design what for use only with Miele® connectors. This design is based only upon parameters shown, and B for an Individual building Component, net a mass sygem.Before use, the balding designer mug verify Me apphrablldy of design parameters and properlylncorponle Me designWe the overall Willing design. among Indicated is to prevent buckling of lndiodval truss web andror chow members ardy. Additional temporary and permanent brazing MOW is always required for Stability and to prevam collapse with possible personal Injury and property damage. For general guidance regarding me fabdesllon, froage,delivery, Creation and bracing of busses and Coss streams. see ANSVTPII Qualify Criteria, DSB49 and Best Building Component 6904 Parke East Brea. SafefyMfmmOon availablefarm Tmss Plain InWB e.218N.Lea6cee1,Suite3t2.Nmndha,VA22314. Tampa, FL Seat Jab Truss Truss Type Div Ply Saul Res. s T16311376 J37370 FLOB Floor 1 1 Job Reference (optional) 0 &10 F — r 1.30 6x6 = 3x3 = 1 2 3 d o <v is mu e6 mausvles, Inc, v"". Teo Lu uv:41:41 Lulu rage l ID:e4_n5VOsRHbTF.L 3SXmDzjK5P-fsSe2ByrROVWAZ1yVxEMlxEysr mGUGZwcZTJzjHVB aH 2-0-D III 0o,n33,-� s�di = 12e.1 4x4 = 3x3 = 1x4 II 3x3 = 3x8 FP = 3x3 = 3x4 = aura = Sx8 4 5 6 7 a 9 10 11 12 21 20 19 18 17 1S 15 14 13 3x3 II 4xfi = 3x3 =2x3 II 3x3 = 3x3 = 3x3 = 4x4 = 3x3 II kf1 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.24 16-17 >789 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.67 Vert(CT)-0.3416-17 >574 240 BCLL 0.0 Rep Stress Ina YES WB 0.69 Horz(CT) -0.03 12 Was n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 881b FT=O%F,O%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat)'Except' TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purling, 1-3: 2x4 SP No.1(flat), 1-8: 2x4 SP 285OF 1.8E(flat) except end venlcals. BOT CHORD 2x4 SP 270OF 2.2E(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3(0at) REACTIONS. (lb/size) 1=87510-6-0, 12=88110.3-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=1107/0, 4-5=2413/0, 5-6=2748/0, 6.7=2748/0, 7-9=2791/0, 9.10=2110/0, 10-12=-898/0 BOT CHORD 19-20=0/2019, 18-19=0/2748, 17-18=0/2748, 16-17=0/2907, 15-16=0/2579, 14-15-D/1635 WEBS 5-18=0/470,2-20=0/1441,4-20=1269/0,4-19=0/633,5.19=-846/0, 12-14=0/1163, 10-14=1031/0, 10-15=0/661,9-15=652/0, 9-16=0/295,7-17=-403/200 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Stmngbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Thomas A. Alban! PE NP.39360 MITek USA, Inc. FL Cart 6604 69U Parke East Blvd. Tampa FL 33610 Data: February 20,2019 ®WARNING-W1,11 Jasign Paramalers mJ READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE AIIL7473 rev. IM3,7015 BEFORE USE. Design vain for use only with bbTeM Connenom. This design is based any upon parameters shown, and Is for an IMindual WHOM component net asaaas M[ a Russ system. Before use. the building designer must verify me app eablity of design parameters and property lucorpomte Hill design WO Me overall buildngdesign. BOOM indicated is to prevent buckling ofladNideal truss web anwrcchol members any. Addnionn temporary and permanent kneeing MiTek' is always required for stabllM and to prevent collapse wdl passale personal Injury and property damage, For general guidance regaling Me fabrieation,storage, defvery, Oradea and trading ofmaees and Was systems, see ANSOFPIf Duality Comda,DSBJl9e0d BC5l BUflding Component 6904 Parke East BlAd. Saretylnrumafen eva0abbfrom TNaa Pmtelnslnule,210N.Lee Street Swte312Nexandda,VA22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Saul Res. 1 r T16311377 J37370 FL09 Floor 1 1 Job Reference (options]) 0.3.8 3x3 = 3 eo 4u 0.Y4 CA I zuse rage t ID:e4_n5VOSRHbTFalzX3sXmDzjK5P-fsSe2ByrROVWAZ1yVxEMIxEyUr76wJ7GZwCZTJzjHVB 0-10-0 1 2-0-0 —i 1-5-5 5-5 O1sfi Swlk=1:24.9 1x4 II 34 = 3x3 = 1x4 It 3x3 = 54 = 4 5 6 73x4 = 8 9 10 18 17 16 15 14 13 12 11 3x3 II 3x4 = 3x3 = 3x3 = 3x3 = ix4 11 3,6 = 3.3 II 4343 1-941 4-3b G941 8-10$ 9-DD 10-0-0 11-0-0 11 1 12-BS 1425 4A-11 o-a� tact 2h.n �xn r�5i „k-� I i„ e I Plate Offsets (%Y)— (1:0.2-0 Edae) 17:0-1-8 Edoel 110:0.2-0 Edge) LOADING (psq SPACING. 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Ven(LL) -0.21 14-15 >795 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(CT) -0.28 14-15 >584 240 BCLL 0.0 Rep Stress Ina YES W13 0.46 Horz(CT) -0.02 10 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-S Weight: 80 Us FT=O%F,O%E LUMBER. BRACING. TOP CHORD 2x4 SP No.2(flat)'Except' TOP CHORD 1-10: 2x4 SP No.1(flat) BOTCHORD 2x4 SP 270OF 2.2E(flat) BOTCHORD WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 1=751/0-3-0.10=751/0.6-0 FORCES. (III)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1.3=-748/0, 3-4=1692/0, 4-5=.2118/0, 5.6=1743/0, 6-7=-1743/0, 7-8=-737/0, 8-10=742/0 BOTCHORD 16-17=0/1353, 15-16=0/2030, 14-15=0/2058, 13-14=011743, 12-13=0/1743 WEBS 7-13=0/341, 1-17=0196B, 3-17=848/0, 3-16=0/471, 4-16=-471/0, 5-14=61310, 10-12=0/942, 7-12=-127010 Structural woad sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid Ceiling directly applied or 10-0-D oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked fora plus or minus 0 degree rotation about its Center. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Thomas A. Albani PE No.39380 INTO USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING - v-d,--wr yannmlem antl READ NOTES ON VMS AND INCLUDED MITER REFERENCE PAGE her -0Al rev. IMM015 BEFORE USE. Design wild for use only with MtTek®connedors. This design Is based any upon pamembno shown, and IS for an Individual budding own amen4 no a lass systen Before use. the building designer must writ' the applicability of deep parameters and properly Incorporate tills design into the overall butidinpdesign. Bracing lndicaled IS to prevent buckling of Ndliddual truss web andlor chord members only. Morainal temporary and peemaneN bracing MiTek' Is atways required for stability and to provers collapse with possible personal lnjugmd property damage. For general guidance regaining the fabrication, storage, delivery. erection and braing ofvusses and bass systems.see ANSUVPfl Duality CTNods, DS949 and BCSI BuI/ding Component 6904 Parke East BIM. Saferylntorma on aMtiablefrom Truss Plate Insidute,218 N.Lee Street, Suite 312. Ahodedia, VA 22314. Tampa, FL 36610 Job Truss a Truss Type Oty Ply Saul Res. g T16311378 J37370 FL10 Floor 1 1 Jab Reference (optional) 0.610 6x6 = 3x6 II 1x4 II 3x3 = 2 3 4 5 a.zAu s use O 2ula MI I eK IOOuaU1Bs, Inc Watl Feb 20 09:41:42 2019 Page 1 ID:e4_nSVOsRHbTFaLzX3sXmDzjK5P-7201 FXzTCJdMoic82e1br9n7jEPIffRPoaM671��zj13H§�V7 Bosh=1:22.0 303 6 3x3 = 3x3 = Sx5 7 e 9 16 15 14 13 12 11 10 3x3 II Sx5 = 3x3 = 3C5 = 3x3 = 3x4 = 3x3 II 0-6-10 1-6-0_ 1-9-1�2 2I 19-12 3-11d 6-2-0 &&4 I 11-24 12-8-0 1211-12 Plate Offsets (X,Y)— 6x6 = 3x6 II 1x4 II 3x3 = 2 3 4 5 a.zAu s use O 2ula MI I eK IOOuaU1Bs, Inc Watl Feb 20 09:41:42 2019 Page 1 ID:e4_nSVOsRHbTFaLzX3sXmDzjK5P-7201 FXzTCJdMoic82e1br9n7jEPIffRPoaM671��zj13H§�V7 Bosh=1:22.0 303 6 3x3 = 3x3 = Sx5 7 e 9 16 15 14 13 12 11 10 3x3 II Sx5 = 3x3 = 3C5 = 3x3 = 3x4 = 3x3 II 0-6-10 1-6-0_ 1-9-1�2 2I 19-12 3-11d 6-2-0 &&4 I 11-24 12-8-0 1211-12 Plate Offsets (X,Y)— f3:0.3-0 Edoej 19:0-2-0 Edgej 115:0-1-8 Ednej LOADING (psq SPACING- 2-0-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL . 1.00 TC 0.84 Vert(LL) -0.18 13-14 >834 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.25 13-14 >604 240 BCLL 0.0 Rep Stress Ina YES WB 0.90 Horz(CT) -0.01 9 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-S Weight: 70 lb FT=O%F,0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purling, 1-9: 2x4 SP 270OF 2.2E(Oat) except end verticals. BOT CHORD 2x4 SP NOA(Bat) BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. WEBS 2x4 SP No.3(Bat) REACTIONS. (flosize) 1=684/043.0,9=691/0.3-0 FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) Or less except when shown. TOP CHORD 2-3=-1287/0, 3.4=-1298/0, 4-5=-1287/0, 5-6=1794/0, G7=1502/0, 7-9=677/0 BOT CHORD 14-15=0/1287, 13-14=0/1726, 12-13=0/1770, 11-12=0/1225 WEBS 3-15=114110. 4-14=0/377, 2-15=011883,9-11=0/876,7-11=-768/0, 7-12=0/385, 6-12=-373/0, 5-14=-692/0 NOTES- 1) Unbalanced Boor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Recommend 2X6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and First diagonal or vertical web shall not exceed 0.5001n. 5) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Thomas A Alban] PE No.39360 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 AwARNINc-Veury daamn paramelns and READ NOTES ON THIS AND INCLUDE➢AINEK REFERENCE PAGE MII-7473 mv, ION12015 BEFORE USE, ' Design valid for use Onywittl MRek® connectors. This design Is based only upon parameters shown, and Is for an individual bustling component, net a MISS system. Before use, the building designer must very the applicztiay Of design parameters and PrOpedy IIICOMOnte this design bitoths overaff building Oeslgn. Bmcing Inmeated is to proven buckling oflndMduat muss web andbrmon member, only. AEONonallemporaryaMpennanenbracing MOW always required for stability and to proven ooeapse with possible personal Inlay and properly damage. For general guidance regarding Me fabrication,storage, delivery, erection and trading of messing and buss systems. see ANSVTPH eatery Cdield, DS949 and Best Building COmponent 6904 Parke East BIM. Sath ylnformWon awmabie Vora Truss Rate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA MIC Tampa, FL 36610 Job Truss Type Oty Ply Saul Res. s T"Is's Ti6311379 J37370 Floor / 117 Job Reference (optional) 0.3A 3x3 = 2 3x3 = 3 to ran arc mausvtea, mc. vvea ran Lu u891:43 Lu1B rage 1 ID:e4_n5VOsRHbTFalzX3sXmDzjK5P-cEZPTIzSzdlDPsBKcMGgOMJRkes3OFeZOE5gXBzjHVG 1 1-2-3 Sral =B 1:19.0 3x3 = 4 3x3 = 3x3 = Sx5 = 5 6 7 13 12 11 10 9 8 3x3 II 3x3 = 3x3 = 3x3 = 3x3 = 3x3 II Plate Offsets (X,Y)-- (1:0-2-0 Edge1 17:0.2-0 Edgej LOADING (psq SPACING- 2-041 CSI. DEFL. in (toe) BdeO L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 VerhLL) -0.03 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(CT) -0.0410-11 -999 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 HOR(CT) -0.01 7 nits n/a BCDL 5.0 Code FBC2017/7P12014 Matrix-S Weight: 62lb FT=O%F,O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(0at) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(gat) except end verticals. WEBS 2x4 SP No.3(0at) BOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. REACTIONS. (Ib/size) 1=560/0-3-0, 7=560/0-6-0 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shaven. TOP CHORD 1-3=525/0, 3-4=1092/0, 4-5=-1084/0, 5-7=504/0 BOT CHORD 11-12=0/946, 10-11=011214, 9-10-01929 WEBS 1-12=0/677, 3-12=592/0, 5.9=.598/0, 7-9=0/664 NOTES. 1) Plates checked for a plus or minus 0 degree rotation about 0s center. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131"X T) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 4) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Thomas A.Albani PE No.39380 MITOUSA, Inc. FL Celt 6634 69114 Parke East Blvd. Tampa FL 33610 Data: February 20,2019 ®WARNING Verily OmignPanmemrsand HEAD NOTES ON rNISANO INCLUDED MfTEK REFERENCE PAGEM67473m¢ IMW015 BEFORE USE. Design valkl ter use only wait SLTek®connecor. This design Is based only upon parameters shown, and Is far an Individual building cdemmumm, not ��®® awes system. Before use, the building designer must veriy the applifabilay of desV parameters and properly Inwryorale this design into the overall building design. Bracing Indicated is to prevent bu,Mingof individual lmss web andlar chord members any. Middlmal temparay and permanem bracing MiTek' Is always requited for stabiRy and to prevent couple with possible personal thuryand pmpeM damage. For general guidance regaMing lie fabdoulion. storage, delivery, erection and bracing oftmsses andbues systems, see ANSUTPn dually Ctlfeda, DSB49 and SCSI Building Component 6904 Parke East Blvd, Safely Information available from Truss Plate Institute, 218 N. Lee Street, Sure 312, mexamma, VA22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Saul Res. r T16311380 J37370 FL12 Fluor 1 1 Job Reference D tional B o-fi-10 5x5 = 3x3 = 2 3 o reo zV Ua:9T:5a zeta rage I ID:e4_n5VOsRHbTFaLzX3sXmOzjK5PaEZPTtz5zdlDPsBKcMGgOMJMSegLOFdZOE5gXBzjHV6 a1 Scale=1:18.3 airs = 1x4 11 3x3 = 3x3 = 5x5 = 4 5 6 8 14 13 12 11 10 9 3x3 II 3x3 = tx4 II 3x3 = 3x3 = 3x3 II 0.6-10 tarn 7-8-11 I 9-2-11 K9b-31 Plate Offsets (X,Y)— [2:0-2-0 Edge] I8:0-2-0 Edge1 LOADING (psp SPACING- 2-0-0 C51. DEFL. in (too) I/defl Lld PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 VLSI LL) -0.06 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(CT) -0.0812-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Hom(CT) -0.00 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 531b FT=O%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 1-8: 2x4 SP 270OF 2.2E(flat) except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(ffat) REACTIONS. (lb/size) 1=49410-6-0, 8=50010-3-0 FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-522/0, 4-5=946/0, 5-6=-94610, 6-8=.446/0 BOT CHORD 12-13=0/946, 11-12=0/946, 10-11=01811 WEBS 8-10=01575, 2-13=01679, 6-10=-513/0,4-13=577/0, 6-11=0/317 NOTES. 11 Unbalanced floor live loads have been Considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about as center. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-1Od (0.131"X 3") nails. Stmngbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) Wanting: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Thomas A. Aibani PE No.39360 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2019 ®WARNING - Verity tlasign Paramelefs and READ NOTES ON THISANDINCLUDED MITEK REFERENCE PAGEMII-7473 rev. 10N3/2015 BEFORE USE. Design valid house onlywah Mffek® eonnectors. This design I$ based only upon parameters sham, and is for an individual building comported, net ��®® a truss system. Before use, 0e building designer must verify the applicabilityof design parameters and property inwlporale this design mothe overall buildingdesign. Bracing indicated is to prevent budding of individual Was web suffix Nod members only. Additions] temporary and permanent bracing MOW always required for stabiNy and to prevent ci with possible personal injuryand property damage. For general guidance regaming the fabrication, storage, delivery. pre[tion and being morasses and truss stems,sea ANSVTPIf Duality Chinese, DSB89 and BCSl Building Component 6904 Parke East Blvd. Safeylnformisson available from Tmss Plate Institute, 218 N. Lee Strom, Sme 312. Neutrons, VA 22314. Tampa, FL 36610 Truss Truss Type Oty ply Saul Res, [Jb T16311381 7370 FL13 Floor 1 1 Job Referents (optional) .HbT�„Zoe Kj5'enonus=ieo, "ice. ..=e rammw.rerrmla raga ID:e9_nSVOSRHbTFaLzX3s%mDzjKSP-0R7ngOJkxt4l CmXA3n3was2G2Ac7k2iFtrD4dzIHVS 11-3-0� as i Scale =1:16.8 3x31x4 II 3X3 = 3x3 = Sx5 = i 3x6 = 2 3 4 5 6 12 11 10 9 3x3 8 7 3x3 = 1.4 II 13 = 3x3 I 3x3 II Plate Offsets (X,Y)— 16:0-2-0 Edgej LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (IDc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.05 8-9 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC OAS Vert(CT) -0.06 8-9 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.25 Hom(CT) -0.01 6 Na n/a BCOL 5.0 Code FBC2017rrP12014 Matrix-S Weight: 50 lb FT=O%F,0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied orb-0-0 cc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 104M cc bracing. REACTIONS. (lb/size) 12=456/110echanical, 6=456/D-3-0 FORCES. (Ib)-Max. Comp./Max. Ten. - All foxes 250(lb) or less except when shown. TOP CHORD 1-12=-447/0, 1-2=389/0, 2-3=-759/0, 3-0=-759/0, 4-6=405/0 BOT CHORD 1D-11=0/759, 9-10=0R59, 8-9=0/713 WEBS 6-8=0/521, 1-11--0/517, 4-8=-035/0, 2-11=-503/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131"X 3") nails. Strangbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 6) CAUTION, Do not erect truss backwards. 7) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Thomas A Albani PE No.39380 MITak USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING. wady design Parameters and READ NOTES ON TIUS AND INCLUDED MITEK REFERENCE PAGE AID 7473 ee¢ len1=015 BEFORE USE. Design Yield for use only wM MTeM connectors. Tais design is based ony upon parameters shown, and is form individual bUchng cempon ralLM �• a truss system. Before use, Me building designer must vedy the applicability of deign parameters and pmpeM inemname this design am the aMrall � buiidingdesign. Bowing Indicated is to prevent buckling of lnEMEual Wss web angler chard members only. Additional temporary and permanent bracing MiTew Is always Intuited for StabMy and to mew at collapse with possible personal injury and property damage. For general guidance regarding the fabrication,Storage.delivery, mxhOn and bradrag ofwsses and Voss systems,see ANSUTPIf Duality Cdfede, DSB.99and SCSI Building Component 6904 Parke East Blvd. Sefetylnfdrmatlun available from Truss Plate Institute.218 N.Lee Evan. Suite 312, Aleaandru, VA 22314. Tampa. FL deal Job Truss Truss Type Oty Ply Saul Res, s T16311382 J37370 FL10 Floor t 1 Job Reference (optional) 0610 I r 1-3-0 —1 8_ 5x5 = 3x3 = 1 2 3 4 1x4 II 5 3x3 = ec 0 GV 10 MI I BK Inausenes, me. Wea YeD Lu u9:41:492D1 B page ID:e4 n5VOsRHbTFaLZX3sXmDzIK5p4R7ngDJkxt4 I OmXA3n3wasaT2Db7kJiFUD4dzjHVS Scale: 1'=1' 3 3 = 5x5 = 6 7 12 11 10 9 3x3 = e 3x3 3.3 II 3x3 = 1x4 II 06-10 4�2 na to Plate Offsets ((,Y)— 12:D-2-0 Edge] 17:0.2-0Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.OD TC 0.44 VeTUUQ -0.02 10 -999 360 MT20 2441190 TCOL 10.0 Lumber DOL 1.OD BC 0.27 Vert(CT) -0.02 12 -999 240 BCLL 0.0 Rep Stress Ina YES WS 0.23 Horz(CT) 0.00 7 Na Na BCDL 5.0 Code FBC20171TPI2014 Matrix-S Weight: 38 lb FT=O%F, ME LUMBER- BRACING. TOP CHORD 2x4 SO No.2(flat) TOP CHORD Structural mod sheathing directly applied or 6-0.0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=304/0-6-0.7=310/0-3-0 FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-380/0, 4-5=380/0 BOT CHORD 10-11=0/380, 9-10=0/380 WEBS 7-9=0/289,2-11=0/486 NOTES- 1) Unbalanced floor live loads have been Considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about 8s center. 3) Recommend 2x6 srongloacks, on edge, spaced at 10-0-0 Be and fastened to each truss with 3-1Od (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) Wanting: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Thomas A Alban! PE No.39380 MiTak USA, Ind. FL Celt 8834 6904 Parke East Blvd. Tampa FL 33610 Dale: February 20,2019 ® WARNING -Vmly d-iyo paraprelcrs antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM-7473 rev. 16,03R01S BEFORE USE. Design van far use onywph MireM Connectors. This design Is besW only upon parameters shown, and Is tar an MdiVduN Wilding Component, net ��®® a miss System. Before use. Me building designer must why the zppgcabiay, of design parameters and properly Incorporate this design into the overall buildingdesign. Bracing indicated is to prevent budling b/individual buss web andhe chord members onN. Adddlonal temporary and permanent bradng M!Tek' h always requiretl for Stabday and to prevent collapse with possible personal i6i and property damage. Forgeneralguidan[eregardingthe labdwtlen,storage, delivery, section and trading o/busses and truss systems, we ANSMII Dually CMedd, DSB49 and BCS1 Building Component 6904 Parke East Bil Safeylnfamlatlon available from TmsS Plate InsldOe, 218 N. Lee Street, Suite 312. Alexandria, VA22814. Tampa, FL 36610 Job Truss Truss Type Cry ply Saul Ras. J37370 r FL15 Floor 2 1 T16311383 Jab Reference (optional) ------- ---- ---- -^- o.[ry s Vac 0 ZUI O ou I ex lnaueVles, Inc. Wed Yet, ZU U9:41:4D ZU1 a Pago1 ID:e4 n5VOsRHbTFaL 35XmDzjK5P-Ydh9u27LUE7xfALjknIlTnPgSScosDlrUXano4zjHV4 1.2-8 0."� 1-3.0 1 = 1 3xe = 2 tx4 II 3 lx4 II 4 Scale =19.4 3x3 = 3x3 = 8 7 6 5 3x3 11 3x3 11 388 3$8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) gde0 Ltd PLATES GRIP TCLL 40.0 Plate GNP DOL 1.00 TC 0.13 Vert(LL) -0.00 6 -999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(CT) -0.00 6 >999 240 BCLL 0.0 Rep Stress Ina YES War 0.09 Horz(CT) 0.00 5 n1a n/a BCDL 5.0 Code FBC20171-rPI2014 Matrix-S Weight 26 lb FT=0%F,O%E LUMBE R- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 cc purlins, BOT CHORD 2x4 SP No.2(ilat) except end verticals. WEBS 2x4 SO No.3(Dat) BOT CHORD Rigid ceiling directly applied or 10-D-0cc bracing. REACTIONS. (lb/size) 8=190/Mechanical, 5=190/3Aechaniral , FORCES. (lb) -Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 11 Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for lass to truss Connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-D-0 cc and fastened to each truss with 3-1Od (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Waring: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Thomas A Albani PE No.39390 MRakUSA, Inc. FL Cert 0634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 AwAR&,,,G- -ay -signp-sn- aand READ NOTES ON TMSAND INCLUDED MITEK REFERENCE PAGE MIL7473 rev, 101o14015 BEFORE USE. Design valid for use onywv%MRek® canneclors. T01s design Is based any upon parameters shown, and is for an Indicted bugWng component not ��• a muss system. Before use, Me balk ng designer mustvecfy Pe appllcabil y uldeop parameters and property Inmmoate She design Ntome overall bmldingdesgn. BracOgindintedistopmwntbucdngoflndiNdualtmsswebWWWaOMMembem My. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal inluryand property damage, For general guidance regarding me fabrication, storage, delivery. erection and brcdngot lassos and Was Systems, see ANSYr%I quality Crlroda, DSB49 and SCSI Building Component sees Parke East Blvd. SeerYbdoneamon INtuabde from Truss Plate InsMate, 219N. Lee Street, Suite312.Alexandria. VA22314. Tampa, FL 36a10 Job Truss Truss Type City Ply Saul Res. s T16311384 J37370 FL16 Floor Supported Gable 1 1 Job Reference (optional) ___, o Ze m run en muusuros, Inc. vveo reo ze Ds:R1:R0 Zulu rage s ID:e4_n5VOSRHbTFeLzX3sXmDzjK5P-Ydh9uZ7LUE1xfALjknifTnPrJSdOsEjrUXano4zjHV4 0-4 axe II 3,01 II 1x4 II 1 2 3 4 5 6 31 Srale - 1:9A 10 ads = 9 8 7 SK5 II 1.4 II 34 = 03-8 3.1-10 I n_u i Plate Offsets (X,Y)— f10:0-1-ea1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) IldeO Ud PLATES GRIP TCLL 40.0 Plate GNP DOL 1.00 TC 0.05 Ven(LL) -0.00 1 Nr 180 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Ven(OT) -0.00 1 1 120 BCLL 0.0 Rep Stress Incr YES Wit 0.03 Hoa(CT) 0.00 7 n/a ma BCDL 5.0 Code FBC2017/rP12014 Matrix.R Weight: 22111 FT=O%F, Di LUMBER. BRACING - TOP CHORD 2x4 SIG No.2(flal) TOP CHORD Structural wood sheathing directly applied or 3.1-10 on purling, BOT CHORD 2x4 SIG No.2(Oat) except end verticals. WEBS 2x4 SIG No.3(Oat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SIP No.3(Oat) REACTIONS. (lb/size) 9=9513-1-10, 7=8213-1-10, 8=13613.1-10 FORCES. (Ib)- Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. NOTES. 11 Plates checked for a plus or minus 0 degree rotation about its center. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 on and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Thomas A Alban! PE No.393g0 ll USA, Inc. FL Can 9894 ei Parke East Blvd. Tampa FL 33910 Data: February 20,2019 ®WARNING-Vnily Oesign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11d473 re, 1"3/2015 BEFORE USE. Design wild! for use amywith MTek®connectors. This design is based only upon parameters shown, and Is for an Individual Will component, not ��• a truss system. Before use, the building desgner must verify Me appheselly ofdeSp parameters and properly lncuryorale Nis design Into thotT all belu ingdeslge BracmgindicatedistopmvntbucingoflndMdual Wsswebw&wchommembersony, Ad/!tonal temporary and pennanem bracing MiTek' is always required for stability ai prevsm carapse with possible personal inluryand property damage. For general guidance regarding me fa0tlrzaun, storage.delivery, SeNon and bracing oftruasesand muss systems, see ANSVfPT Quallry Cdlerle, OSB49 and BCSIBUIle 9Component ages Palle East Blvd. Sahaylnfomlafion antable from Truss Plate Ireland,218 N. Lee Street Suite 31Z Aleaandda, VA22314. Tampa, FL 36310 0� axa = 3x3 = 3x6 = m 1143 2 1SO 31 Scale = 19.4 3x3 II 3x3 = 6 5 4 3x3 II 038 1A-0 3-2.0 t Plate Offsets (X,Y)— f1.0-2-0 Edge] LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL ICD TC 0.56 Vert(LL) 0.00 5 a999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.0D BC 0.02 VeACT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.01 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-P Weight: 22lb FT=O%F,O%E LUMBER. BRACING. TOP CHORD 2x4 SP No.2(Oal) TOP CHORD Structural wood sheathing directly applied or 3-2-0 cc purling, BOT CHORD 2x4 SP No.2(0at) except end verticals. WEBS 2x4 SP No.3(0at) BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. REACTIONS. (Ib/size) 4=144/Mechanical, 1=144/0-3-0 FORCES. gb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its Center. 2) Refer to girder(s) for truss to truss Connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131° X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Thomas A. Albani PE No.39360 M7ek USA, Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL 33910 Date: February 20,2019 ®WARNING verify design paramerers antl READ NOTES ON FHIS ANOINCWDEOMITEK REFERENCE PAGE Mb7473 rev. 10/0R015 BEFORE USE. Design valid forum only with Miele® connectors. This design is based any upon parameters shown, and is for an Individual bulling component, rim ��®® a truss system. Betas use. Me building designer must vent' Me applicability of design parameters and pet incorporate Nis design into the overall bulldingdesign. Bracing indicated is to prevent burkling miriivldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always rerulied for stabilM and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, Morass. delivery, erection and bracts of trusses and buss systems. see ANSITP/1 Quality Gironde, DSB49 and BCS1 Building Compononf Stlorylnfmmarlon available farm Truss Plate Instead.218 N. Lee Sbem, Suite 31"areandde. VA 22314. 69D4 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Oty Ply Saul Res. , T16311386 J37370 FLIB Floor 1 1 Jab Reference (optional) 0610 2 i l vo Au,e rage, ID:e4 n5VOsRHbTFaLzX3sXmD P-0pFX5uOzFY7oGKmHUpX??x?_subh0?iBKK8V ziHV3 3 1215 I p3.8 Style=1:8.9 Isadn s no.n 3x1 2-1 3x3 II I 2-7-1 l Plate Offsets (X,Y)— 13:0-2-O,Edgel LOADING (pen. SPACING- 2-0-0 CSI. DEFL. in (Joe) gde0 Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.01 5 -999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Ven(CT) -Mil 5 >999 240 BCLL 0.0 Rep Stress Incr YES VVB 0.00 Hom(CT) 0.00 3 We Na BCDL 5.0 Code FBC20171TPI2014 Matrix-S Weight: 181b FT=O%F,0%E LUMBER- BRACING. TOP CHORD 2x4 SO No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins, BOT CHORD 2x4 SP No.2(fiat) except end verticals. WEBS 2x4 SP No.3(fiat) BOT CHORD Rigid ceiling directly applied or 1M-0 cc bracing. REACTIONS. (lb/size) 1=114/0-6-0, 3=116/0-3-0 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Plates checked (or a plus or minus 0 degree rotation about its center. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Con SM 6904Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING-Vmly dmyn paumnlw4 —d READ NOWS ON WIS AND INCLUDED MREK REFERENCE PAGE h1114173—. 10,034015 BEFORE USE. Design valid foruse only with hini connectors. This design is based only upon parameter shown. and Is for an inUlvdiat building component, nth a truss system. Sakso use. Me colors designer Must verily me appacabiliy of design parameters and property incorporate this design into me overall ��-��•YYY buiidingdesign. BmaglndloetedistopmwntbualhgofMdMdualcus3webanwwchordmembemanly. Adddbnal temporary and permanent bracing MiTek' Is always required for stabildy and to prawm Camped wab possible personal injury and property damage. For general guidance regarding the fabricalim,storage, delivery,emodon and bracing ofbussesandtmss systems, see ANSU7PH duality Creedo, DS"9 and SCSI Building Component 6904 Parke East Blvd. Salctylnlormadon awiUDle from Truss Plate Institute, 218 N. Lee Strea6 Suite 312 Alexandria, VA??J14. Tampa, FL 36610 Job Truss Type Ory Ply Saul Res.T16311387 TFI..,5 J37370 FL19 1 1 Job Reference (optional) �•-+• • ..+• •. • •. ..... • •-- •^ s -no O Guia Ml l ex mDustnes, Inc. WEB PeD 2U Ue:91:41 ZUl9 Yage 1 ID:e4 n5VOSRHbTFaLzX3sXmDzjK5P-U7pwlECcOsFfuUVMLmYCU5mFJHKSbBxr3thyzjHV2 I 0-9-15 73-0 axe = 38= 2 Santa =1:9.5 Z �4 De Qp Qo 3x3 = 4 3 arts II 2- 15 3.3 II LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/deil L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Ve t(LL) -0.00 4 S99 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.01 HOR(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight: 19111 FT=O%F,0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(0al) TOP CHORD Structural woad sheathing directly applied or2-6-15 oc purling, BOT CHORD 2x4 SP No.2(0at) except end verticals. WEBS 2x4 SO No.3(0at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=128/0-3-8, 3=128/Mechanical FORCES. (III) -Max. CompJMax.Ten.-Allforces 250(I1b) or less except when shown. NOTES- 1) Plates checked fora plus or minus 0 degree rotation about its center. 2) Refer to girders) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 Do and fastened to each truss with 3-1 Od (0.131"X 3") nails. Strong backs to be attached to walls at their outer ends or restrained by other means. 4) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Thomas AAlbdBI PE No.39380 MiTex USA, Inc. FL Con 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING - Verily design pmmetws, and READ NOTES ON THIS AND INCLUDED hVIEK REFERENCE PAGE MIL7471 rcv. 10/01/2015 BEFORE USE. Design vxW for use any wah MReIW connectors. This design Is based only upon parxmelers shewn, and Is for an ItWlNdual butting component, not a truss system. Before use, Me building designer must verify the appherbitiry of design parameters and property Incorporate Nis design into the ovarall building design. Bracing indicated is to prevent Welding of lncMdual truss web andlor chord members ony Additional lempo2ry and permanent bracing MOW Is always Booed for B.1cily and to prevent collapse with possible personal hjugmd property damage. For general guHance regarding the febdoagon,storage, delivery.medion and boating ofbusses and Was systems. See ANSVTPII Ducay Cdredo, DSB49 and SCSI Buffering Component 6904 Pmka East Blvd. Seferylnhumadnn awflable from Tmas Plate Institute, 218 N. Lea Street, suite 312, Alexandria, VA22314. Tampa, FL 35610 Job Truss Truss Type 0ty Ply Saul Res. , T163N3B8 J37370 FL20G Floor Girder 1 t Jab Reference (optional) - 2 s uec o zuiu ml I eK Indusmes, Inc. Wed Feb 20 09:41:47 2019 Pagel ID:e4 n5VOSRHbTFaLzX3sXm DzjK5P-U7pwIE000SFfuUV6rCLmVCU3WFJFKBbBxr3thy74HV2 5.5 = 8 THA422 Q'e . 0 Qe �0 3x3 = 4 3 3x3 11 3.3 11 Scale =1:9.5 Plate Offsets (X,V)— ry:0-2-0 Edget 12:0-2-0 Edgel LOADING (psp SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.00 4 -999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) -0.00 4 >999 240 SCLL 0.0 Rep Stress Incr NO WB 0.01 Hom(CT) -0.00 3 n/a rda BCDL 5.0 Code FBC2017/TPI2014 Mainz-P Weight: 211b FT=O%F, O%E LUMBER- BRACING. TOP CHORD 2x4 SO No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc punins, BOT CHORD 2x4 SP No.2(flal) except end verticals. WEBS 2x4 SO No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. REACTIONS. (I alsize) 5=407/0-3-8, 3=225/Mechanical FORCES. (Ib) - Max. Comp./Man. Ten. -All farces 250 (lb) or less except when shaven. TOP CHORD 1.5=404/0 NOTES. 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strong backs, on edge, spaced at 1 D-0-0 0o and fastened to each truss with 3-1Od (0.131"X 3'� nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Use Simpson Strong -Tie THA422 (6-16d Girder, 6-1 Od Truss) or equivalent at M-11 from the left end to connect truss(es) to front face of top chord. 5) Fill all nail holes where hanger is in contact with lumber. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 3-5=-10, 1-2=100 Concentrated Loads (Ib) Vert: 6=376(1`) Thomas A. Albani PE No.39380 MI I: USA; Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING Vviry e-11. panmelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14I41473rev. lalOV2015 aEFORE USE Design valid for use only web unease connectors. This design is based on"On parameters shoNn, and is for an individual balding component not a bomSystem. Befve use. Me lauding designer must verily the appgdabiliy ofdesign parameters and property mum ode one design into me owned -•Y� Meldiagdesign. Bracing indicated is to prevent buckling of Individual INSS web easier chord members only. Additional temporary and permanent bMhg MiTek' Is always required for Statuary and to prevent collapse with possible personal lnjuryarid property damage. Forgeneralgulcanoenegardingthe fabrication. Storage, delivery, erection and bidding oftrusees and buss systems, See ANSUFPI1 Duality Corolla, DSB49 and SCSI Building Component 6904 Parke East Blvd. SefeItIMI.mml0a available hem Tmas Plate ln50We, 218 N.Lee Slreel, Suee 312, Alexandra, VA 9Y31d. Tampa, FL 35810 Job Truss Truss Type any Ply Saul Res. ' T16311369 J37370 FL21 Floor Supported Gable 1 1 JOD Reference (optional) ___--- ---- ¢pp>uec o mi D"" I on nmusua.. mc. vveO re04a Uroauvo Out a rages ID:e4_n5VOsRHbTFaL 3sXmDzjK5P-yCNIWa1EngNWWd41Pvs?4DOL2feS3bRIAVpRDP4HV1 09 p_� Scale =1:11.0 13 1.4 II 3x3 = 3x6 II 1 3x3 II 2 1x4 II 3 1x4 II 4 5 -6 7 12 11 10 9 8 axe = 1.4 II 1.4 II 1.4 II are It Plate Offsets (X,Y)— (13:0-1-8,0-1$] LOADING (psy) SPACING- 2-043 CSI. DEFL. in (too) War ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) 0.00 6 nrr 180 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) 0.00 6 n/r 120 BOLL 0.0 Rep Stress Ina YES We 0.03 Horz(CT) 0.00 8 We are BCDL 5.0 Code FBC20177TPI2014 Matrix-R Weight: 28 lb FT=O%F,0%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(gat) TOP CHORD Structural wood sheathing directly applied or 5.10-11 oc punins, BOT CHORD 2x4 SP No.2(gaq except end verticals. WEBS 20 SP No.3(Flat) BOTCHORD Rigid ceiling directly applied or 1 M-DGo bracing. OTHERS 2x4 SP No.3(Flat) REACTIONS. All bearings 5-10-11. (Ib) - Max Grav Al reactions 250 Ib or less at joint(s) 12, 8, 11, 10, 9 FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(ID) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Gable requires Continuous bottom chard bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-U oc. 5) Recommend 2x6 strongbacks, an edge, spaced at 10-0-0 oc and fastened to each truss with 3.1Od (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect times backwards. 7) Warning: Additional permanent and stability bracing for Imss system (not part of this Component design) is always required. Thomas A.Albert PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®wARNMe-Verily Jesiyn Varamerws and READ NOTES ON TRIS AND INCLUDED M?Ex REFERENCE PAGE MIL2473 I— IGOr2015 BEFORE USE �e Design valid Infuse cal with MRedsconnectors. This design Is based ony Upon downward shorn, and Is M an individual Wilting component, not ��• a truss system. Before we, are burning designer must vedythe appgrobiny of design parameters and property Incorporate this design into theoverall �-��•iYY1 OWldingdesign. BmcinglMicatedistopmwntWcklingafhdMdualtmsswebandlm OONmembemony. Additional temporary and permanent bracing MiTek' Is ahvays required for stabirRy and to prevent collapse with possible personal bjuryand propeM damage. For general guidance regarding the fabriwllon,storage. dOINery, erection and trading Of tresses and buss systems, see ANSIMFIi Dually Crifeda, DSB49 end BCSr Building Component Goes Parke East Blvd. SNh yleformapan available from Truss Plate Institute, 218 N. Lee Street, Sune 312, Alexandria, VA 22314. Tampa, FL 36610 I Job Truss Truss Type ply Ply Gaul Res. I T16311390 J37370 FL22 Floor 1 1 Job Reference o lional 10 u-1vnnien iuuuomeq nic vveu reueoun:rrrozula rag ID:e4 nSVOSRHbTFaLzX3sXmDzjKSP-yCNIWa1 En9NWWd41PVs7400KFfdv3Zn[AVpRDPziHVI 0-1-8 H 130 l 0.11-13 1.4 I 3x3 = 5x5 = U3b 1 3x6 = 2 1x4 II 3 4 5 ~� Scale=1:9.1 as 3x3 = a 7 3x3 = 6 3x3 II Plate Offsets (X,Y)— [5:0-2-0,Edgel, 110:0-1-8,0-1-81 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (too) vdeff L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.01 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(CT) -0.01 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Hom(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC20177TPI2014 Matrix-S Weight: 271b FT=O%F,O%E LUMBER. TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flal) WEBS 2x4 SP No.3(Bat) REACTIONS. (lb/size) 9=216/0.7-6, 5=222/0-3-0 FORCES. (Ib)-Max. Comp./Man. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 1-2=-252/0, 2-3=252/0, 3-5=-255/0 BOT CHORD 7-8=0/252 WEBS 5-7=0/290, 1-8=0/278 BRACING. TOPCHORD Structural wood sheathing directly applied or 4-7-13 oc purllns, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Recommend 2x6 strongbacks, an edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Off (0.131"X 3") falls. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert66M 6004 Padre East Blvd. Tampa FL 33610 Data: February 20,2019 ®WARNING -Verily design Parameters and READ NOTES ON THISANO INCLUDED MNEE REFERENCE PAGE MI1-7473rev. 10/M01S BEFORE USE. Design valid for use onywdh MTek® cannemors. This design Is based ony upon pammetem shown, and is for an individual building component, not ��• a truss system Before use, the holding designer must verify the applicabiliy, of design parameters and pmpedy incoryorale Nis design into the overall �-�•YY bmldingdesign. Bracingindiwtedistopreventbucklingofindiddualtrusswebandlorrhordmembersory. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent colapsewith possible personal injuryand property damage. Forgenemlguidaweregaraingthe fabdcxtion, minute, delivery, erection and bracing oftrusses and truss systems. see ANSUTP11 Chutily Criferra, DSB-89 and BCSI Building Component 69U Parke East Blvd. SarerylaBR ratfon available from Truss Plate Institute. 216 N. Lee Street, Suite 312, Authors. VA 22314. Tampa, FL 36610 Job Truss Truss Type 0ty Ply Saul Res. ' T76311391 J37370 FL23 Floor 1 1 Job Reference (optional) u r,. rm.,�-.rsru, dZ4US Use Ozbld MI I eK lnlusVles, Inc. Wed Feb 2009:41:492019 Pagel 1x4 11 ID:e4_n%MaBHbTFalzX3sXmDzIK5P-OOxgipgs N7neUzdNEddZWL3zkoltRP92IrzjHVO 0-1-8 �1 3x6 0b15 2 lx4 III[ D��.O_i 4 130 5l I 03A 1 Scale =1 JJ 38- 3x3 = 3x3 = 3.3 11 a 7 6 Plate Offsets (X,Y)— 15:0-2-0,Edgel, [10:0-1-8,0-1-8) LOADING (pst) SPACING- 2-D-0 CSI. DEFL. in (loc) Men Up PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES We 0.08 Horz(CT) -0.00 5 n/a n/a BCDL 5.0 Code FBC2017TTP12014 Matrix-S Weight: 23111 FT=O%F,0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(nat) TOP CHORD Structural wood sheathing directly applied or 3-5-15 Do purlins, BOT CHORD 2x4 SP No.2(nat) except end verticals. WEBS 2x4 SP No.3(flal) BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=153/0-7-6, 5=159/0-3-0 FORCES. (Ib)-Man. Comp./Max. Ten. -All forces 250(lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been Considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Recommend 2x6 strongbacks, on edge, spaced at 1G-0-0 oc and fastened to each truss with 3-1 Od (0.131" X V) nails. Strong backs to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal Or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Thomas A. Aland PE No.39360 MiTek USA; Ina FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 AWARNING -Vm,ry designpanmere . and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIN4T3 rev. le103/3015 BEFORE USE. Design veto tar use only wan MReMconne tors. This design is based only upon parameters shown, and Is far an individuM bugling commoners, no a truss system. Before use, Pe building deagner mdstvenry the applicability of design parameters and properly bee,orele Nis design into the overall @' buildingdesign. Bracing Indicated is to prevent budding of individual truss web antler chow members only. Addaianaitemperaryandpermanenlbmdng MiTek' is always roadbed for eatery and to p..Mcalisp. with possible personal inluryared properly damage. Forgenemiguedanceiegardingthe fabrication, storage, delwery,erection and broom, oftroses and truss"ems,see ANSI/TP/I Duality Ccmda, DSB49 and SCSI Building Component 6g04 Parka East Blvd. SaletylAlomealon available lom Truss Plate lnsNute,218 N.Lee Saeet,5une3t2, Alexandna,VA22314. Tampa, FL Sell Job Truss Truss Type any Ply Saul Res. ' J37370 FL24 Floor 1 1 T16311392 Job Reference (optional) ---------• ---,-- ---• .,.weouec onv,ow,,,exln.U6wles, in, vveOreOzuuB:RL4E2u1e rages 3x3 = ID:e4_n5VOsRHbTFaLM3sXm DzjK5P-DOxgjw2sYTVN7neUzdNEddZVG3_Yo27RP9Z_lmjFIVO 0.1E I—' I 3.3 II 2 1.5.1 3k 43E 1 Scale =1p.6 6 3x10 = 0-0-8 2-0.9 ndA1-1 Plate Offsets (X,Y)— 13:0-2-0 Edge) 16:0-1-8 0-1-8) LOADING (iii SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(L-) 0.00 5 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) -0.00 4-5 -999 240 BCLL 0.0 Rep Stress Incr YES WS 0.00 Hom(CT) 0.00 3 n/a Na BCDL 5.0 Code FBC2017rrPI2014 Matrix-P Weight: 16 Its FT=O%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(fiaU TOP CHORD Structural wood sheathing directly applied or 2-4-1 oc puriins, BOTCHORD 2%4SPNo.2(fiat) except end verticals. WEBS 2x4 SP No.3(flai BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (lb/size) 5=89/0-7-6, 3=95/0-3-0 FORCES. (III)- Max. Comp./Max. Ten. - At[ forms 250(lb) or less except when shown NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (OA31"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500m. 4) CAUTION, Do not erect truss backwards. 5) Wanting: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Thomas A. Alban PE No.39380 kill USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING -Vwify oes,yn Oa--ners alit READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473 mr, 10103Q015 BEFORE USE. assis Design valid for use only with Mili connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the appllwblNy of deep parameters and propeM incorporate this design into the overall ■■■��•��Y� build mg design. Bracing indicated is to prevent buckling of lndaddual truss web anion chord members only. Additional temporary and pelmanenl bracing MOW always received for stability and to prevent collapse with possible personal injury and propeM damage. For general guidance regarding the fabrication. storage, delivery arecion and bradng of trusses and "as systems, ace ANSVTFI10uality Coition., Di and BCS1 Building Component Tama PaEast Bind. Sareylnhrmarian available tram Truss Plate Institute,218 N. Lee Street Suite 312. Alexandria. VA22314. Tampa, FFL 36610 L Job Truss Truss Type Dty Ply Saul Res. a T16311393 J37370 FL25 Floor 1 1 Job Reference o tional ^� •�• •^• 3x6 o o,u a LIDO o zu10 MDex Invu5R1e5, mC. Wed Feb zu U9:41:bu2u19 Page 1 34 IQxg405VOsRHbTFaL 3sXm DzjK5P-uaU2xG3UJneElxDgWKuTAr6iKTK5XVMbdplYHHzjHV? 0-1-8 F1 °`3 21 3 I D-" I Scale = 17.8 34 = 0-0A 0-11-11 133 I Plate Offsets (X,Y)— 11:0-1-8,0-0-01, [2:D-2-0,Edgel [5:0-1-8Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.03 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.00 Vert(CT) -0.00 5 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 3 n/a rda BCDL 5.0 Code FBC2017rTP12014 Matrix-P Weight: 111b FT=O%F,0%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-3 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(0al) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=59/0-3-0, 5=56/0-7-6 FORCES. (lb) -Max. Comp./Max. Ten. -All fames 250 (Ib) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Recommend 2x6 strongbacks, on edge, spend at 10-0-0 Go and fastened to each truss with 3-1 Off (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. 4) Warding: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Thomas A Alban! PE No.39300 MiTek USA, Inc. FL Cart 06U 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2019 WARNING -Verify design Parameters antl READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE &1*7473 rev.1 0,03ama BEFORE USE, Design said for use only with MiTek® connectors. This design is based ony upon parameters shown, and is for an indiwdual building component, net a truss system. Before use, the building designer must very me app0ubuty of design parameters and properly incoRcrate this design into the overall buildingdesign. Bracing indicated is to prevent buckling of iadiNdual truss web andbrchoN members only. Additional temporary and permanent bracing MiTek' isafwaysrequbed faralabi1W and to proved collapse with passible personal cluryand property damage. Furgenersiplonceregardingthe fabdoa0an,storage, delivery erection and bracing ofrmsses and Voss systems, sea ANSITP11 Dually Crhada, DSB49 and BCSI Building Component 6904 Parke East Blvd. Salelylnlamladon mailable fmm Tmae Plate tnstilule, 218 N. Lee SVeet, Suite 312, Alexandna, VA22314. Tampa, FL 36610 Job Truss Truss Type Div Ply Saul Res. ' T16311394 J37370 ZEJ1 Jack -Open 1 1 Job Reference (optional) I was. rl. rlerce, rL- JRenb, 2x4 = LOADING (pst) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.01 TCDL 7.0 Lumber DOL 1.25 BC 0.02 BCLL 0.0 ' Rep Stress Ina YES AS 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SIG No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=40/0-8-0, 2=20/Mechanical, 3=20/Mechanical Max Harz 1=28(LC 8) Max Uplift 1=25(LC 8). 2=-20(LC 8), 3=16(LC 8) FORCES. (lb)-Max.Comp./Max. Ten. - All forces 250(lb) or less except when shown. 8.240a Dec 62018 Min-ek Industries, Inc. Wed Feb 20 09.41:50 2019 Pagel ID:e4_nSVOsRHbTFaLzX3sXm DzjK5P-uaU2zG3UJneEIxDgWKuTAr6ibTKvXVPbdplYHHzjHV? DEFL. in (loot I/de8 L/d PLATES GRIP Vert(LL) -0.00 4 >999 240 MT20 244/190 Vert(CT) -0.00 4 >999 180 Horz(CT) -0.00 3 me n/a Weight: 3lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and Fight exposed ; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pad bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 251b uplift at joint 1, 20 lb uplift at joint 2 and 161b uplift at joint 3. Sees =l:fi2 Thomas A.Albani PE No.39380 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33910 Data: February 20,2019 ®WARNING - wily design paramclers antl READ NOTES ON THIS AND INCLUDED h11TEK REFERENCE PAGE M➢�I4r3 rev. OW0312015 BEFORE USE. Design valid for use any MTek®connedars. Tbis design is based only upon parameters shown, and is for an individual buff ing component, not a MISS system. Before use. the building designer must verity the app4cabilTy of deep parameters and properly incorporate Nis design into the overall IsAdirgdeSlgn. Baidag lndlCiad is to prevent bualing of NdlNdual Wss web andlor Chord members only. Additional temporary and pemlanam bracing MiTek' is always required for atabiliy and to preveM collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing oftrusses and bass Systems, see ANblabil Qualify Carol OSB49 antl east Building Component 69041 Parke East BNtl. Saletylnformxtlon available tram Truss Plate tnUftute, 218 N. Lee SbeM, Suite 312, Alexandria, VAM1C Tampa, FL 36610 Job Truss Truss Type Div Ply Saul Res. T1631139S J37370 ZEJ1A Jack -Open 3 7 Job Reference (optional) Last coast l russ, Ft. Fierce, FL-JaVi LOADING (psf) SPACING. 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 TCDL 7.0 Lumber DOL 1.25 SC 0.02 BCLL 0.0 ' Rep Stress Incr YES INS 0.00 BCDL 10.0 Code FBC20177TPI2014 Matrix -MP LUMBER - TOP CHORD 2z4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=5/Mechanica1, 3=1/Mechanical, 1=74/0-5-0 Max Hors 1=28(LC 8) Max Uplift 2=-13(LC 8), 3=-1(LC 8), 1=47(LC 8) Max Grey 2=5(LC 1), 3=4(LC 3), 1=74(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. 1-1-3 3 8240 s Dec 62018 MTek Industries, Inc. Wed Feb 2009:41:51 2019 Page 1 ID:e4_n5VOsRHbTFeLzX3sXmDzjK5P-Nn208 W 644m5N5ot41 Pii2elGtg8GyftT254z1HV_ Scale = 16,2 DEFL. in (loc) Vdefl ud PLATES GRIP Vert(LL) -0.00 4 >999 240 MT20 244/190 Vert(CT) -0.00 4 >999 180 Horz(CT) -0.00 1 me ma Weight: 3111 FT=0% BRACING. TOP CHORD Structural wood sheathing directly applied or 1-1-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=20ft; Bari L=24ft; eave=4fl; Cat. II; Exp D; Encl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement olerances or rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 13 Ib uplift at joint 2, 1 Its uplift at joint 3 and 471b uplift at joint 1. Themes A Alban! PE No.3g3B0 MiTek USA, Inc. FL Carl 6634 Illicit Parke East Blvd. Tampa FL 33610 Date: February 20,2019 WARNING Verity design paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MLLl473 rev. IOWTGOI5 BEFORE USE. �e Design valid for use only with MTek® connection. This design is based only upon parameters shown, and is for an individual building component, not �p�• a Miss system Before use, the building designer must verify ME appenbilay of design parameters and property ineoryorare Nis design into the overall buildingdesign. Bmi indicated is to prevent buckling ofmdividual truss web anNor Nord members only. Additional temporary and permanent bracing WOW is always required for debility and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabriwVon, storage, barren, erection and bracing of tresses and Was systems, see ANSLAP11 Queasy Consul, DSB49 an BLSI Building Component 6904 Parke East Blvd. Sahylnformarion available from Truss Plate Institute, 21e N. Lee Street, Suite 31$ Ale cndda, VA 22314. Tampa, FL 36610 Job Truss Truss Type ply Ply Res. r T16311396 J37370 2EJ2 Jack -Open 1 1 Lull b Reference (optional) ea mausmus. Inc. vveo Teo zu ua:alml zuly vagei ID:e4_n5VOsRHbTFaLzX3sXmDzjK5P.Nn208U 44m5N5ot41 Pii2esHH3GyfksT25gjzjHV_ Scale =1:8.2 2x4 = LOADING (psf) SPACING. 2-0-0 CST. DEFL. in (lac) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Veri -0.00 4 ,999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.08 Ven(CT) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WS 0.00 Horz(CT) -0.00 2 n/a nla BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 7lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=131/0-8-0, 2=31/Mechanical, 3=1/Mechanical Max Ho¢ 1=57(LC 8) Max Uplift 1=-84(LC 8), 2=-52(LC 8) Max Grav 1=131(LC 1). 2=31(LC 1), 3=17(LC 3) FORCES. (ID) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-3-4 cc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=42ps1; BCDL=6.Opsf; h=2DR; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl.. GCpE:0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked fora plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 841b uplift at joint 1 and 521b uplift at joint 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Colt6634 6904 Parke East Blvd. Tampa FL 33010 Date: February 20,2019 ®WARNING-Vunyu-ign pannmlcrn anO READ NOTES ON THIS AND MCIDDED oVTEK REFERENCE PAGE MII-0dlJ rer: 1003,2015 BEFORE USE. �* Design vale for use only tern MTeka connectors. Tnis design is based only upon parameters Mown, and is for an Individual building componen, not a truss system. Before use, toe bulking designer must veriytM topical ofdevgn parameters and property Ncorporate Ins design Monte ovemll ■•Y bulldingdesign. Bracing indicated is to prevent bucking of Individual truss web orator Math members any. AadMonaltemporaryandpeimanerdbracing MiTek- Is always requlred for stability and to prevent collapse wdh possible personal injuryand property damage. For general guidance regaming the rubrication, starage,deevery, erection and bating oftmsseS endbusssysams,sea ANSInP/10uo0y Crlfode, DSB49 and SCSI Building Component 6904 Parke East Blvd. Saroyln'smanton awdl ill from Truss Plate lnsli 218 N.lee Street, Sake 312 Alexandria, VA22314. Tampa, FL Seat Job Truss Truss Type Cry Ply Saul Res. " T16311397 J37370 ZEJ2A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 2x4 = 2-ao B240 a Dec 62018 M7ek Industries, Inc. Wed Feb 20 09:41:52 2019 Page 1 IDD4_n5VOsRHbTFaLzX3sXmDzjKSP-rzcpMy4krOuy_FN3eIwxFGB19G?H?Pvt57neL iHUz Stale =1:6.2 LOADING (psi) SPACING- 2-0-0 CS'. DEFL. in (loc) feel Uld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(CT) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 7 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No,3 TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc p Iriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. REACTIONS. (lb/size) 1=81/0-8-0.2=49/1VIechanical, 3=32/Mechanical Max Horz 1=56(LC 6) Max Uplift 1=-52(LC 8).2=59(LC 8). 3=13(LC 8) Max Grav 1=81(LC 1).2=49(LC 1), 3=37(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; VUh=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=6.Dpsf; h=2Dft; B=45ft; L=241t; eave=oft; Cat. II; Exp D; Encl., GCpi=0,18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcerrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0paf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 521b uplift at joint 1, 591b uplift at joint 2 and 13 lb uplift at joint 3. Thomas A. Albert PE No.39380 Milak USA, Inc. FL Cart 0634 69D4 Parke East Blvd. Tampa FL 33610 Dale: February 20,2019 ®WARNING -Verify design parImemrs and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE AW-RI73 mv. I.OV2015 BEFORE USE. Design valid for use only win Mmek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ��• a Wss system Before use, the building designer amrdvedfy Me applicabilityof design parameters and prepedy incoM ales this design Into Me overall butilingdesign. Bracing Indicated is to prevent buckling of individual fares web andfor chord members only Additional temporary and permanent bracing M!Tek' is allays requbed car stabilay and to prevent collapse win possible personaliryuryantl property damage. For general guidance regarding Me fabdca0on, storage, delivery, erection and towns of Uusses and truss systems, see ANSVTP11 Qualify CTrmal, DSBa9 and SCSI Building Component! 6904 Parke East BNd. Serelylnlsumuch d available "In Truss Plate Institute, 216 N. Lee Street. Sidle ttlZ Alexaneda, VA22314. Tampa, FL 36610 Scale =18.2 2x4 = usu 1-9-0 LOADING (psp SPACING. 2-0-0 CSI. DEFL. in floc) Udell Uri PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ven(CT) .0.00 4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 rue n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 7lb FT=0 LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=13110-8-0.2=31/Mechanical, 3=0/Mechanical Max Horz 1=56(LC 8) Max Uplift 1=-84(LC 8), 2=52(1-C 8) Max Grav 1=131(LC 1), 2=31(LC 1), 3=17(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf h=2(ift; B=451t; L=24ft; eave=oft; Cat. 11; Exp D; Encl., GCpi=0.18; M WFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 6) Refer to gardenia) for truss to truss connections. 7) Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint 1 and 52 lb uplift at joint 2. Thomas A. Albani PE No.39380 MiTek USA; Ina FL Celt 6634 0904 Padre East Blvd. Tampa FL 3361D Date: February 20,2019 AWARNING - Verily a—gaparaurtlers and READ NO rES ON THIS AND INCLUDED MITEK REFERENCE PAGE ASC7473 re¢ 1 W03R015 BEFORE WE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component not a muss Systemm . Baton, Use, the building designer ustvenlythe apploabild rof design parameters and properly incorporate this design into the overall builcingdesign. Bracing indicated is to prevent buckling ofindividual Wss web andlor choul members only. Adddibnal temporary and permanent Weems MiTek' Is always required for stability and to prevent collapse with possible personat injury and popery damage. For general guidance regad leg the fabrication, Storage,delivery, emend and brddng of trusses and Lose systems, see ANSVTPI1 cloudy Cultures, DSB49 and BCS1 Building Component 6904 Parke East Blvd. Safelyinformstion available from Tuss Plate Institute. 218 N. Lee Street, Said 312, Musters, VA 22314. Tampa, FL 36610 Jab Truss Truss Type Oty, Ply Saul Res. J37370 • ZEJ2C Jack -Open 1 1 T16311399 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 2x4 = 8.240 s Dec 62018 M7ek Industries, Inc. Wed Feb 20 09:41:53 2019 Page 1 ID:e4_n5V0sRHCTFaLz%3sxm DzjK5P-J9ABZ15Mci0pcPyFCSRAnTkCsgLtks9l JnRCtczl Huy Scale: I SF=T • OL 1-7-14 LOADING (pal) SPACING- 2-0-0 CSI. DEFL. in (toe) Vde8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 4 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.00 HOR(CT) -0.00 2 ma ma BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 7lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SO No.3 TOP CHORD Structural wood sheathing directly applied art-1-14 oc purtins. BOT CHORD 2x4 SO No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 1=129/0-8-0, 2=28/Mechanical, 3=2/Mechanical MaxHors: 1=54(LC 8) Maxi 1=-83(LC 8), 2=-49(LC 8), 3=2(LC 1) Max Gmv 1=129(LC 1), 2=28(LC 1). 3=14(LC 3) FORCES. (Ib)-May. Comp./Max. Ten. -All forces 250(M) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, hiiai B=45ft; L=24ft; eave=4H; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about 8s center. 4) This Imss has been designed for a 10.0 par bottom chord live load nonconcuffent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 831b uplift at joint 1, 49 Ib uplift at joint 2 and 2 to uplift at joint 3. Thomas A.Alban! PE No.39380 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING -Verity o iyn parameters and READ NOTES ON TNISANG INCLUDED MITEK REFERENCE PAGE MII-7473rev. 1N0312015 BEFORE USE. eadee Design valid for use onywM MRek®connectors. This design is based only upon parameters shown, and is for an individual budding component, net � nit a mass system. Before use, the bolding designer must vent' the applicability of desgn parametersand property Incorporate this design into the overall buildingdesign. Bracing indicated Is to prevent buckling of Individual Wss web andforchom members ony. Additional temporary and permanent bracing WOW is ahvays required for stability, and to prevent collapse with possible personal injuryand property damage. For general guidance regarding Me fabrication. storage,delivery. erection and trading oftmsses and bass systems, see ANSIMPlf quality Crlretla, DS849 antl SCSI Building Component 6904 Parke East Blvd. Satetylntormstion avageblefrom Tmss PlelalnMftWG,218N.Ue Street Sude3t2AleM ddd,VAU314. Tampa. FL 36610 Scale =1:10.1 2x4 = Usti-U 2-11A LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Ven(LL) -0.00 3-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.00 3-7 >999 180 BCLL 0.0 ' Rep Stress Inch YES W3 0.00 Horz(CT) -0.00 2 n/a Na BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: ll lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=165/0-8-0, 2=62/Mechanical, 3=21/Mechanical Max Hoa 1=87(LC 8) Max Uplift 1=107(LC 8). 2=92(LC 8) Max Grant 1=165(LC 1), 2=62(LC 1), 3=43(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placementtolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 5) a This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 107111 uplift at joint 1 and 92111 uplift at joint 2. Thomas A. Albans PE No.39380 MiTekUSA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING. Ondy design paramelen and READ NOTES ON THIS AND INCLUDED MILK REFERENCE PAGE AIJI-T<TT rev. 1WOV2015 BEFORE USE. Deal, valid for use only wdh MTek® connectors. This design Is Cased only upon parameters shown, and Is for an individual Wading component, not a Bass systen Belpre use, the building designer must verify me applicability of deep parameters and property MCOPOrale this design imothe overall buildingdesign. BmWgindiceedistoprevent Wckhmg WlndiAdualnsswebanWa OoMmembemmy. Addaional temporary and permanent bracing MOW always re quiredforsMblayand to prevent caeapse wdh possible personal lhuryand propeM damage. For9eneralguidanceregandingme fornicator. storage. delivery, erednn and bracbg amassed and truss systems, see ANSM11 Quails, Ontario. DS949 and SCSI Building Component 6901 Parke East Blvd. Soleylnformatfon available form Truss Plate lnshtute,218 N. Lee Street, Sure 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type ply Ply Gaul Res. a T16311401 J37370 ZEJ3A Jack -Open i 1 Job Reference (optional) d.zou s use O Zula al lnGUSmeS, Inc. We0 FeD ZU UB:41:b4 2Ula Scale=1:10.1 2x4 = 34-14 LOADING Pat) SPACING. 2-0-0 CSI. DEFL. in (too) Vdeg L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.02 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 3-6 -999 180 BCLL 0.0 ' Rep Stress Inet YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: ll Ib FT=O% LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SO No.3 REACTIONS. (lb/size) 1=124/0-8-0, 2=78/Mechanical, 3=46/Mechanical Max Horz 1=86(LC 8) Max Uplift 1=-80(UC 8), 2=98(LC 8), 3=12(LC 8) Max Gmv 1=124(LC 1), 2=78(LC 1). 3=58(LC 3) FORCES. (Ib)-Max. ComkJMax.Ten.-Allforms 250(I1s) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsf; h=20ft; B=45ft; L=2411; eave=4ft; Cat. 11; ESP D; Encl., GCpI=0.18; MWFRS (directional); Cantilever left and Eight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 80 lb uplift at joint 1, 98 lb uplift at joint 2 and 12 lb uplift atjolnl 3. Thomas A. Alberti PE No.39390 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2019 ®WARNING.NOTES ON THIS AND INCLUDED MREa REFERENCE PAGE 1111-)47]ruv. love"015 BEFORE USE. Design valid for use onywith MBekaC connetlors. This design Is based only upon pnameters shown, and is loran indIvil l building component, net a MESS system Before use, the building designer mustveny me app4cebil'ayofdesign parameter and property inmrporete This design into Me owmH -•Y� bWldMgdeslgo. Bracing indicated is to prewnt Duckling ofindindual mod web snake Mod member ony. Additional temporary and pe,manent bracing MiTek' Is always required for stability and to prewnt collapse with possible personal injury and property damage. For general guidance regarding Me fabriunon,storage, dalivery,erocllbn and bmdng dMisses and Was"Wors, aee ANSUlPII Quality printed, and BCS7 Building Componenf 6904 Parke East Blvd. Safefylnformeilon available from TE.SS Plate Institute. 218 N. Lee Surest, Bode 312, Alexandra, VAM14. Tampa, FL 36610 Job Truss ypeprig Ply Saul Res.r FJ,,k60pen T16311402 J37370 ZEJ3B 3 1 Job Reference (optional) inn es lnausmas, me vveu rem zu uu:4i:ma zuR a rages ID:e4_n5VOsRHbTFaLzX3sXmDzjK5P-FYlx_z7d8JG Wri6eJtDelupW4U7OCmfKn5DlyVzjH Uw I4 2x4 Cc S_?1r-811il-A ' Ua 2-10-14 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.16 Vert(LL) -0.00 3-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOLL 1.25 Be 0.19 Vert(CT) -0.00 3-7 >999 100 BCLL 0.0 - Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 2 n/a file BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 111b FT=0 LUMBER - TOP CHORD 2X4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Iblsize) 1=165/0-8-0,2=62/Mechanica1,3=21/Mechanical Max Horz 1=86(LC 8) Max Uplift 1=106(LC 8), 2=91(LC 8) Max Gmv 1=165(LC 1), 2=62(LC 1), 3=43(LC 3) FORCES. (Ib)-Max, Camp./Max. Ten. -All forces 250(I1a) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-14 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=1.2ps1; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and Fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-D-D wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1061b uplift at joint 1 and 91 lb uplift at joint 2. Thomas A. Albans PE No.39380 MiTsk USA, Inc. FL C6R6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2019 ®LVARNINB -V--frls nurl READ NOTES ON THIS AND INCLUDED MREX REFERENCE PAGE Am r<D mv. lIV312015 BEFORE USE. R Design SAO for use only wills Mfiekae connectors. This des go is based only upon parameter shown, and is far an indiNtlual building component, not �e- atruss system. Before use. the buildingdeslgnef must verily the applicability of design parameters and property incorporate this deep No the overall �-�.YY■ building design. Bracing Indicated is to prevent butting of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek- Isswells required for stability and toprevemcollapse with possible personal sjuryand property damage. For general guidance regarding the fabricadon,storage,delvery, erection and bmcingoftmsses aM truss systems, see ANSUroll Qualify Cmede, DSB419 and SCSI Building Component 6904 Parke East Shad. Salerylalo m stlon available from Truss Plate Immune. 218 N. Lee street. Su9e 312 Alexxu da, VA22314. Tampa, FL 36610 Job Truss Tmss Type Oty Ply Saul Res. r T16317403 J37370 ZEJ3C Jack -Open 1 1 Job Reference (optional) "U.S, Ft. Pierce, rL- .woad, E;LIB 5,24D s Dec 6 2018 MiTek Industries, Inc. Wed Feb 20 09:41:55 2019 Page 1 ID:e4_n5VOsRHbTFaLzX3sXm DzjKSP-FYlx_z7d8JG Wri6eJtUetupWGU?ZCmfKn501yVzjHUw Scale =1:9.9 Dd0 2.9-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) vde0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.00 3-7 -999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 me Na BCOL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 1016 FT=0 LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-3.12 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-9-4 except gt=length) 1=0-8-0, 2=Mechanical. (lb)- Max Horz 1=84(LC 8) Max Uplift All uplift 100 Its or less an joints) 2 except 1=105(LC 8) Max Grav All reactions 250 Its or less 111, 2, 3,3 FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. NOTES• 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account fa these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live toad nonconcunent with any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas Where a rectangle 3-6.0 tall by 2-0-0 wide will lft between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at Joints) 2 except Qt=lb) 1=105. Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Can 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING-Nf,yd>vyn PaOun 1iin add HEAD NOTES ON TWS AND INCLUDEDNITER REFERENCE PAGE 141L7473,vv. IWO312016 BEFORE USE. Design valid for use or ywah MReWcomemors. Tal design is based only upon parsmeters shown, and Is form individual building componem not Not a Was System. BeWre Use. the building designer must very me appleability of design Parameters and property incorporate tale design" a me owrsll Wildingdaugn. Bracing Indicated is to prevent buckling of Individual truss web andiatchord members only. Additional temporary and permanent bracing MiTek' is always required far stability and to prew d collapse with possible personal Injury and property damage. Forgenead f uldence rega ding the fabrication, storage, delivery, erection and bracing strives and Was systems, see ANSUrP/f Dually Cdreda, DSB49 and Best Building Component Ba04 Paris East BIM. SafeylnramlNon awiUDle Wm Tmss Plate InMdUe, 218 N. Lee Street, Sure 312, Alexandra, VA22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Saul Res. T16311404 J37370 ZEJ4 Jack -Open 1 1 Job Reference (optional) East Boast Twas, Pt. Pierce, hL-34946, 2x4 = 8.240 s Dee 6 2018 MITek Industries, Inc. Wed Feb 20 09:41:562019 Page 1 ID:e4_n5VOsRHbTFaLzX3sXmOzjK5PjksJBJ7FvdONTshgtb?IP6MfMulXxDuT011sUxzjHUv Scale: 1'=1' Vail - 4-0 15 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Vde8 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Ven(LL) .0.02 4 S999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.02 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCOL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 14 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural woad sheathing directly applied. BOT CHORD 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=205/D-8-0, 2=92/Mechanical, 3=37/Mechanical Max Hoe 1=116(LC 8) Max Uplift 1=133(LC 8).2=-131(LC 8) Max Gmv 1=205(LC 1), 2=92(LC 1), 3=66(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wnd: ASCE 7-10; Vuh=170mph (3-second gust) Vasc1=132mph: TCDL=4.2psf, BCDL=6.Opsf; h=20ft; 8=45fl; L=24ft; eave=oft; Cat II; Exp D; Encl., GCpi=0.1B; MWFRS (directional); cantilever [attend right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility at the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chard 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 Chard and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except (jt=1b) 1=133, 2=131. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and V2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39390 MiTek USA Inc. FL Cen 66U 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING -Vent, Jeayn Pererrmtaa and READ NOTES ON THIS AND INCLUDED MIl REFERENCE PAGE htlldga rev. 10,0312015 UEFORE USE. Design vald for use only wait Mill cmnecors. This design is based only upon ru amee s Ehoem, and is far an individual building component, not �■E atmsssymem.Befomuse,thebuilChgdeslgner MUStWnfyMeappOcbiotyof0esynpaMMetersmdpmpe4yamaorMe Nlsdeslgn Nto Neoverall -.Y�• bulldingdesign. Bracing Indicated is to prevent buckling ofindMasul miss web mover chord members onq. Additional lempomry and permanent bracing MiTek' is always requited for stability and to prevent collapse will possible personal lnluryand properly damage. For general guidance regarding Me fabrication,Storage, delivery, erection and means ofineses and Wss systems, see ANSVTPH Quality Credits, DSS49 and BCSr Building Component 6901 Parke East BIW. Sareig,h rmmeflon Woulable hem Truss Plme Institute, 21a N. Lee Sheet, Suae 31Z Rd aUma, VA22314. Tampa, FL 36610 Job Truss was Type Oty Ply Gaul Res. fe T16311405 J37370 ZEJ4A Jack -Open 1 1 Job Reference (optional) 6.240 S Dec 62018 MTek Industries, Inc. Wed Feb 20 09:41:56 2019 Page ID:e4 nSVOSRHbTFaLZX3sXmDzjK5P-jksJBJ7FvdONTshgtb?tP6MfeuJmxDUTOIISUxzjHUv Scale =1:11.8 2x4 = Giw 3-11-10 LOADING (lest) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) -0.01 3-7 -999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.01 3.7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.01 2 me n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 14111 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-94 except (jt=length) 1=0-8.0, 2=Mechanical. (III) - Max Harz 1=113(LC 8) Max Uplift All uplift 1001b or less at joint(s) except 1=131(LC 8), 2=128(LC 8) Max Grav All reactions 250 Ib or less at joints) 1, 2, 3, 3 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vu8=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to amount for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 131 Ib uplift at joint 1 and 128111 uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural waotl sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A.Albani PE No.39380 MITexUSA, Inc. FL Celt 6834 6904 Parke East Bind. Tampa FL 33610 Date: February 20,2019 ®WARNING. Verily Jesibn Panrnelen and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE 411I4473 ruv. InV30015 BEFORE USE. *� R• R DesignvalNMluseonywnh MT7.Q..."Ws.ThisdesignisbaSMonlyuponpmmeem Mh ,mdisfaran IndiVduMbandingwmponeM.nm a truss system Before use, the building designer mustvenfythe applicability ofdeugn parameters and topey, Nwmorate this design Unable owrall -.Y■ bulldingdealgn. Bracing Indicated is to prevent buckling ofivdividual Was webandior ahcN members any. Addconal temporary and permanent bracing MiTek' Is sways required for liability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, savage, delivery. section and bracing of trusses and truss systems, see ANSWIP11 Quality Crdeds, DS849 and SCSI Building Component 6904 Parke East Blvd. SafetylnrmmHlan a.abblo from Truss Plata Instaule, 218 N. Lee Street. Sun.3tZ Alexandria, VA M314. Tampa. FL 36610 Job Truss Truss Type any Ply Saul Res. F h J37370 ZEJ8 Diagonal Hip Gimer 7 i T16311406 Job Ref(optional) 6.24Da Dec 52018 MTek Industries, Inc. Wed Feb 20 09:41:57 2019 Scale=1:16.4 NAILED 0-10-11 5-1-3 8-9.6 8-11 0-10-11 4-241 34 3 0-74 LOADING (psl) TCLL 20.0 TCOL 7.0 SPACING- Plate Grip DOL Lumber DOL 2-0.0 1.25 1.25 CSI. TC 0.28 BC 0.22 DEFL. Vert(LL) Vert(CT) in 0.05 0.04 (roc) 5-10 5 gden >999 >999 L/it 240 180 PLATES MT20 GRIP 2441190 BOLL 0.0 ' Rep Stress Ina NO We 0.21 Hoa(CT) -0.01 4 Flat Na BCOL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 35 lb FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=35711-5-5, 4=284/0-94 Max Harz 1=202(LC 5) Max Uplift 1=363(LC 4), 4=316(LC 5) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-2=-681/695 BOT CHORD 1-5=773/656, 4-5=773/656 WEBS 2-4=637f722 Structural wood sheathing directly applied orb-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6.8-1 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsf; h=20ft; 0=45ft; L=2411; eave=4fC Cat. II; Exp D; Encl., GCpI=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposetl; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable studs spaced at 2-0.0 oc. 5) This truss has been designed for a 10.0 fed bottom chord live load nonconcerrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 363 Its uplift at joint 1 and 316 to uplift at joint 4. 8) "NAILED" indicates 3-1 Off (0.148"x3) or2-12d (0.148'W.25") toe -nags per NDS guldlines. 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (fill) Vert: 1-3=54, 4-6=20 Concentrated Loads flat Vert: 13=1(F=-0, B=-O) 14=10(F=5, 8=5) 15=0(F=O, B=0) Thomas A. Albani PE No.39380 MiTek USA Inc. FL Cert 6634 6904 Padre Fast Blvd. Tampa FL 33610 Date: February 20,2019 ®WARNING -Verily duignparmneters anCREAD NOTES ON THIS AND INCLUDED AVTEN REFERENCE PAGE Mll-7473 ree 10/0312015SE£ORE USE. ■ Design valid for use onlywith Mrek®oonnedom. This design is based nary upon parameters shown. end is for an iMiNdual buAGng component, me a truss system. Before use, the bidding designermust venlyme eppaatbily, of design pammmers and property inrnryomte Ihb design Into due ove2g ■■■��•YYY bwddingdesign. Bracing indicated isto pmveM burgling of individual truss web andlw chord members only.Adddionaltemporeytidpermanembracing MiTek' is dWays requtredfor stWillyandtopowent collapse with possible personal lnluryind property damage, Forgeneralguidanderegamingthe iteration , Storage, delivery,emotion and bracing ofbusees and truss systems, see ANSM11 Duality Crdede, DSB49 end BCS1 Building Component 6904 Parke East Bye. Safety Information available from Truss Plate lns0ute.218 N. Lee street, Suite 312, AhNindmi. VA22314, Tampa, FL Seem Girder T16311407 3x4 = Scale=117.4 3x4 II NAILED 3 2,00 12 NAILED NAILED 14 I ld NAILED 3x4 2 13 NAILED a 12 16 17 6 5 NAILED 1.4 II NAILED _ 44 NAILED NAILED 16 4 NAILED Plate Offsets (X.1)— 13:0-2-13,0-0-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.06 6.11 SEES 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) 0.05 6-11 SEES 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.26 Horz(CT) -0.01 5 ma Fire BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 35M FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (Ib/size) 1=383/1-6-10, 3=95/Mechanical, 5=242IMechanical Max Horz 1=204(LC 5) Max Uplift 1=401(LC 4), 3=150(LC 5), 5=206(LC 5) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(to) or less except when shown. TOP CHORD 1-2=-809/835 BOTCHORD 1-6=911/783,5-6=911/783 WEBS 2-5=755/858 Structural wood sheathing directly applied or 6-0-0 oc purling, except end verticals. Rigid ceiling directly applied or 6.1-2 0o bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=oft Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconwrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to Was connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 lb upIM at joint 1, 1501b uplift at joint 3 and 2061b uplift at joint 5. 7) Gap between inside of top chord bearing and first diagonal Or vertical web shall not exceed 0.500m. 8) "NAILED" indicates 3-1 Od (0.141INY) or 2-12d (D.14Vix3.25") toe -nails per NOS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Incease=1.25 Uniform Loads (plt) Vert: 1-3=-54, 4-7=20 Concentrated Loads (lb) Vert: 13=-1(B) 14=16(F=0, 13=15) 15=-12(8) 16=6(F=5, 3=12) 17=-23(F=0, B=-23) Thomas A.Al6ani PE No.39390 MiTek USA, Inc. FL Cam 6634 6004 Parke East Blvd, Tampa FL 33610 Date: February 20,2019 WARNING -Wily Wsiyn pramvters dnd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-I413 rev. 101W0016 BEFORE USE Design valid forufe only with Mffeme connectors. Thb design is based any upon parameters shown, and Is for an Individual building component, not MW a Bass system Before use. Me building designer must verify Me appecal,14 of design parameters and propery lncomonce Nis design into me oveall buildingdesign. Bracing indicated is to prevent buckling of Individual Was web area clord members only. Additional temporary and permanent bracing MiTek' is aWays requ'ved for maturity and to prevent conapea with posaide personal INury and propeny damage. For general guidance regarding me fabrication. storage,delivery, erecran and bracing of vases and Was systems. see ANSI/TRI1 Dually Ctllede, DSB89 and SCSI Building Component 6904 Parke East Bind. Safety Mni mention avarabte ham Truss Plate ln9tNe 218 N. Lee amid, Suite 312. Alexandria, VA fri Tampa, FL MID Symbols PLATE LOCATION AND ORIENTATION � " Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-yi r For 4 x 2 orientation, locate plates 0- y,d' from outside edge of truss. This symbol indicates the required direction of slats in connector plates. Plate location details available in MiTek 20120 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated symbol shown and/or by textth in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design,Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 I I dimensions shown in sixteenths (Drawings not to scale) TOP CHORDS c1.z cza WEBS of_'tO No4Cl U a ~ cr-e rsr cm 0 BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTeka MiTek Engineering Reference Sheet MII-7473 rev. 10103/2015 ® 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 Imss 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 ANSIrrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSITPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. Unless expressly noted, this design is net 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 pudins 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 cal 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 ANSIrrPI 1 Quality Criteria.