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TRUSS PAPERWORK
MiTek' Lumber design values and in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. FILE CO PY- RE: 1641717 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GONZALI ZAMUDIO Project Name: 1641717 Model: CUSTOM Tampa, FL33610-4115 Lot/Block: N/A Subdivision: ZAMUDIO RESIDENCE SCANNED Address: SE CORNER OF ARNOLD & 38TH ST gy City: FORT PIERCE State: FL St, LucieCOU Name Address and License # of Structural Engineer of Record, If there is one, for the building. fltlp 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 Wind Speed: 160 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 19 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that [,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# I Truss Name Date No. Seal# Truss Name Date 1 1 T16191994 1 CJ01 2/5119 118 1 T16192011 1 T11 2/5/19 12 1 T16191995 I CJ02 12/5/19 119 I T16192012 I T12 12/5/19 13 1 T1 6191996 1 CJ03 12/5/19 1 1 1 1 1 1 1 1 I 1 14 1T161919971HJ01 2/5/19 15 1T161919981J01 I2/5/19 6 T16191999 PEI01 2/5/19 17 IT161920001P1302 12/5/19 18 1 T16192001 I T01 12/5/19 19 I T161920021 T02 2/5/19 110 I T16192003 I T03 12/5119 Ill I T16192004 I T04 12/5/19 112 I T16192005 I T05 12/5/19 113 I T16192006 I T06 12/5/19 114 I T16192007 i T07 12/5/19 115 I T1619200B I T08 12/5/19 116 I T16192009 I T09 12/5/19 117 I T16192010 I T10 12/5/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. 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 ANSVTPI 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. NS No 39380 O. * f 19 ST E00. Thomas A Albanl PE No.39380 MR USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 5,2019 Albani, Thomas 1 of 1 Joh Truss Truss Type Cty Ply �rjoi T16191994 1641717 Jack -Open 8 1 Joh Reference laotionall -- Builders FirstSource; Tampa; Plant City, Florida 33566— - - — — - - -8.220 a Nov462018-MiTek Industries, Inc.TueFeb-5.12:01:442019-Page] ID:7JR9n37?Ic4Swh?CwEeBYCzoCXf-?hmOjATOLcnOfnOKMas9tW MxbgFnGc9F4kE5XtzoBn Scale = 1:7.1 Plate Offsets (X Y)- I2:0-1-140-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 ISO BCLL 0.0 Rep Stress [nor YES WB 0.00 Hom(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-8/Mechanica1, 2=206/0-8-0, 4=-26/Mechanical Max Horz 2=44(LC 8) Max Uplift 3=-8(LC 1), 2=-127(LC 8), 4=-26(LC 1) Max Gmv 3=17(LC 8), 2=206(LC 1), 4=32(LC 8) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with anyother live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjolm(s) 3, 4 except (jt=lb) 2=127. 6) This manufactured product is designed as an individual building component. The suitability and use of this component for any ,` A�Iq�� `� O�• particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' ��,�•r ; •� C E N S ••..92ii' No 39380 6 N A, '��,�%% Thomas A. Alban] PE No.39HO Mfrek USA, Inc. FL Cart 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: February 5,2019 -Veritydesignperametersend HEAD NOTES ON THISAND INCLUDED UTTEKREFERANCE PAGE MX747Smv. 1Dm12015 BEFORE USE. for use only with Mnei�1 connectors. This design Is based only upon parameters shown, and Is for an Individual buildMg component, not ��' 1. Before use, the building designer must verify the cppllcablllfy of desIgn parameters and properly Incorporate this design Into Me overall On. Bracing indicated Is to prevent buckling ofIndMtlualMuss web and/or chord members any. Adtlitionaltemporaryandpermanentbradng MiTek' ulred for stability and to prevent collapse with ocarbla personal Mlury and property damage. For general guidance regarding Me forage, delHery, erection and bracing of trusses and trims systems seeANSUMil Cu Criteria, DSed9 and BCSI Building Component 69N Parke Eesl Blvd. satbravollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexontltlo. VA 22 14. Tampa, FL 33610 Job Truss Truss Type r O1Y Ply T76191995 1641717 CJ02 Jack -Open 8 1 Jab Reference o tional euntlers FIrsl6ource, Tampa, Plant Cny, Ylontla 33566 6.220 s Nov 16 2018 MiTek Intlustses Inc. Tue Feb _5_12:01:44 2019. P.age1. ID:ZJR9n377jc4Swh7CWEe8YCzuCXf-7hmO)ATOLcnOfnOKMasgtW MxbgE5Gc9F4kE5X1zoBrr Scale = 1:11.3 3.0-0 Plate Offsets (Y)-- f2:0-0-2 0-0-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL in floc) VdeB Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 4-7 >999 240 MT20 2441190 -[CDL 10.0 Lumber DOL 1.25 BC 0.08 VerI CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a QCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 12 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=13Wechanical, 2=236/0-8-0, 4=29/Mechanical Max Harz 2=71(LC 12) Max Uplift 3=-39(LC 12), 2=-98(LC 8) Max Grav 3=64(LC 1). 2=236(LC 1).4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsf; h=18B; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-6-11 to 1-5-5, Intedor(1) 1-5-5 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord -live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 2. `111111111//T 6)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer ANSI TPI 1 as referenced by the building code." ,��� S A (�P• per ,�� No 39380 P i�i,�s •.• O R � � Cj�=�� S'0 N A1 o1 11,��. Thomas A Ali PE No.39380 MRek USA, Inc. R. Carl 6634 69N Parke East Blvd. Tampa R. 33610 Date: February 5,2019 ,&WARNING-Verlry deskeparamefen, and READ NOTES ON THIS AND INCLUDEDMITEKREFERANCE PAGE M11-7473mV 1011MGMIS BEFORE USE Design valid for use only with M6ek0connectors. TNs design Is based only upon parameters shown and Is for an IndNlduol building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly Incoporate this design Into the overall bulltling design. Brccing Indicated is to prevent buckling of Individual has web and/or chord members only. Additional temporary and permanent brocing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricationt storage. delivery, erection and bracing of trusses and huss systems, sooANS1,011 DualNy Criteria, DSB49 and BCSI Building Component 6904 Pahl East Blvd. Safety from Truss Plate Institute, 218 N. Lee Sheet. Suite 31Z Alexandria. VA 2231A. Tampa, FL 33610 Job Truss Truss Type City Ply r T16191996 1641717 CJ03 Jack -Open 8 1 Job Reference (optional) Bidders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc, Tue Feb 5 12:01:45 2019 Page 1 ID:ZIRgn3??jc4Swh?CwEeBYC=CXf-TtKoxW UO6wvtHxbWwHNOOjv4H3XV?3POJ0_f3KzoBry -12 0 5-0-0 1-6-0 5-0.0 Scale = 1:15.4 LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.34 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18 lb FT=20% LUMBER- BRACING- YOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=123/Mechanical, 2=306/0-8-0, 4=60/Mechanical Max Horz 2=105(LC 12) Max Uplift 3=-75(LC 12). 2=-100(LC 8). 4=-1(LC 12) Max Grav 3=123(LC 1), 2=306(LC 1), 4=89(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=1b) 2=100. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A. �`` `r • � C E N S • •9,j,�ii F No 39380 k lz Thomas A Alban) PE No.393BD. MITek USA Inc. FL Cert 66M 6904 Padre East Blvd. Tampa FL 33610 Date: February 5,2019 O WARNING- Vedodesign panrh&.. end READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGE 18614r3 Y. 10411V9ISBEFOREUSE Design valld for use only with MflekG) connectors. Ths design Is based any upon parameters shown. and Is for an Individual bullding component, not ��• a truss system. Before use. the buiding doslgner must verify the applicability of design porameters and properly Incorporate this tleslgn Into the overall bulldIngdesign.&ocing Indicated Is to buckling of IndNltlual tnasweb and/or chord members only. AddiManal temporary and permanent bracing WOW prevent Is always requlredfor stability and to prevent collapse with possible personal Inury and property damage. For general guidance regarding Me fabrication. storage. delivery, erection and bracing of trusses and truss systems, SeeANSVIPII Cualey Cdterb, DSB-89 and BCSI Building Component 690a Parke East Bind. Safety Mfomlallonovdloble from Truss Rate Institute. 218 N. Lee Sheet Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type OIY pty ' T16191997 1641717 HJ01 Diagonal Hip Girder 4 1 Job Reference (optional) buuaers Firslbource, Tampa, , viana ary, Fiance 33bW 8.220 a Nov 16 2016 MiTek Industries, Inc. Tue Feb 5 12:01:46 2019 Page 1 ID:ZIR9n3??jc4Swh?CwEe8YCzoCXf-a3uA8sVfsElku4AiT?udyxR9XToDkT5YY2jCcmwBrp -2-1-7 4-2.11 7.0-7 9-10.1 2-1-7 42-11 2.9-12 2.9-9 Scale = 1:23.4 ld . l 3x4 = NAILED LE o NAILED NAILED NAILED NAILED LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 f3CDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FBC2017/rP12014 CS]. TC 0.76 BC 0.61 WB 0.23 Matdx-MSH DEFL. in Vert(LL) 0.21 Ven(CT) -0.37 Horz(CT) 0.01 (too) Well Ud 7-8 >557 240 7-8 >318 180 6 Na n/a PLATES GRIP MT20 2441190 Weight: 42 lb FT=20% CUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. ROT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=233/Mechanical, 2=473/0-10-15, 6=229/Mechanical Max Horz 2=156(LC 22) Max Uplift 5=-106(LC 8), 2=-178(LC 4), 6=-76(LC 8) FORCES. (lb) -Max COmpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 920/240 BOTCHORD 2-8=-303/B70,73=-303/870 WEBS 3-7=-956/333, 3-8=-64/302 NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by truss to bearing 1001b ``11111111111j� 1I, others) of plate capable of withstanding uplift at joint(s) 6 except (jt=lb) 5=106, 2=178. ,�� S A .� tJYP A4 ',. 6) 'NAILED" indicates 3-1 Ed (0.148'x3') or2-12d (0.148'x3.25') toe -nails per NDS guidlines. � ,����.� ••�G E N 8 •• 9y'j� ��. '•, 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). lC / i 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any � NO 39380 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard = = 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p o ' 13 :• F • (/j Z Vert: 1-5=-60, 6-9=-20 Concentrated O % Vert: 7=-63(Fb32, B= 32) 4=-76(F=38, B=-38) 8= 7 F=-4, B=-4 12=58 F=29, B=29 F=32, i�C� '•: O R 1 Q e'• ���,` 13=65 B=32 - Thomas A Albanl PE No.39380 MRek USA, Inc. FL Cert 6634 6904 Parke Fast BIW, Tampa FL 33610 Date: February 5,2019 Q WARNWO-9er/lydesign parameters andREAO NOTES ON TNISANO INCLUDED M?EKREFERANCEPAGEMh74M#x,. 101112015aEFOREOSE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an IndMlduol building component, not a hurt system. Before use, the building designer must verity me oppllcabllHy of design parameters and propery Incorporate this design Into the overall buildingdesign. Brccingindicated Istoprevent buaklingofIncMdual#=weband/or chord members any. AddlHonaltempormyandpermanontbracing MiTek' h always requbed for stability and to prevent collapse with possible personal injury and property domage. For general guidon a regarding the fabrication, storage. delivery. erection and bracing of trusses and bust systems. seeANSMII Qually Corolla, DSB-89 and BCSI Bu1dIng Component 6904 Parke East Blvd. Safety from Tntst Plate Institute. 218 N. Lee Street Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Toss TypeT16191998 701 1641717 Jack -Partial 46 1 Job Referertco o tional Emitters 1-MaSource, Tampa, Plant City, Ronda 33566 3.4 = 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Feb 512:01:47 2019 Page 1 IDZIR9n3??jc4Swh?CwEe8YCzoCXf-PFSZMCVHdX9bW EkvliPsV8_LFt9rTzvhniTl8CzoBro Scale=1:19.4 7-0-0 Plate Offsets (X Y).- [2:0-1-14 0-0-21 LOADING (psf) SPACING- 2-M CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.14 4-7 >581 240 MT20 2441190 TCDL 10.0 LumberOOL 1.25 BC 0.52 Vert(CT) -0.22 4-7 >372 180 6CLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20177FP12014 Matrix-MSH Weight: 24 On FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=180/Mechanical, 2=381/0-8-0, 4=87/Mechanical Max Ho¢ 2=139(LC 12) Max Uplift 3 109(LC 12), 2=-109(LC 12), 4=-2(LC 12) Max Gmv 3=180(LC 1), 2=381(LC 1), 4=127(LC 3) FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf: BCDL=3.Opst h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2)-1-6-11 to 1-5-5, Intedogl) 1-5-5 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members., 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=109, 2=109. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O11" If p'Op.S' A iq<e,',i No 39380 IZZ -33 OR %ID 'ON At ,E�%%% Thomas A Nbanl PE No.39380 MICek USA. Inc. FL Cert 68M 6904 Padre Cast Blvd. Tampa FL33610 Date: February 5,2019 QWARNING-Ver/rydestgnperemefenend BEAD NOTES ON THOANDWCLUDEDMREKB£FEBANCEPAGEMX74n.re .. 1021'42015BEFOREUSE Design volW for use only with MOek® connectors. This design s based only upon parameters shown and is for an Individual bW ding component, not ��- a toss system. Before use. the bulldlng designer mutt verify the appllcabYity, of design parameters and properly Incorporate this design Into the overall bWOing design. Bracing Indicated is to prevent bucelog of hOvidual toss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for slobUlly and to prevent collapse with possible personal iNury and property damage. For general guidance regarding me fabncofion, storage, deRvery, erection and bracing of trusses and buss systems seeANSUIPII QuaCrSrrlb. 05549. and IIC51 Building Component 6904 Parke East BIM. Safely MfonnelbnavoYable from Tnas Rate Insmute, 218 N. Lee Street, Suite 31Z Alexandria VA 22314. Tampa, FL Men Job Truss Truss Type OtY Ply T76191999 1641717 PBOI Piggyback 2 1 Job Reference (optional) builders tIBl3ource, l amps, Ylam lily, tlonea 335BB 3.9-11 3-9-11 3x4 = 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Feb 5 12:01:48 2019 Page 1 ID:ZIR9n377jc4Swh?CwEe8YCzoCXf-t50xZYW vOrHS8OJ5bOw52MXeOHX7COFY1MCJgfzoBm 7-9-11 11-7-6 4.0-0 3-9-11 Scale =1:19.2 3x4 = 10 2x4 = 2x4 11 2x4 — 11-7.6 Plate Offsets (X Y)-- T3:0-2-00-2-111 T5:0-2-00-2-111 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) n/a - n/a 999 EICLL 0.0 ' Rep Stress ]nor YES WB 0.06 HorgCT) 0.00 7 n/a Na BCDL 10.0 Code FBC2017/IPI2014 Matrix-SH Weight: 331b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. Allbeadngs11-7-6. (to) - Max Horz 1=22(LC 12) Max Uplift All uplift 100lb or less atjoint(s) 1, 7, 8 except 2=-133(LC 12), 6=-125(LC 13) Max Grav All reactions 250 Ib or less at joints) 1, 7 except 2=384(LC 23), 6=384(LC 24), 8=282(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-275/273, 3-4=-217/279, 4-5=-217/279, 5-6=-275/272 NOTES- (9) 1) Unbalancedroof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-4-9 to 3-4-9, Interior(1) 3-4-9 to 3-9-11, Exterior(2) 3-9-11 to 11-2-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requirescontinuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 7, 8 except Qt=lb) 2=133. 6=125. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A' •�•�`.' GENS •q '•i No 39380 i� dj 9O�Ccs O R 10 �G\=�� 1ONA� tE����� Thomas A Albanl PE No.39380 Mlrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 5,2019 Q WARNING-Vedly design paramefersand HEAD NOTES ON TH/SANDINCLUDED MREKNEFENANCEPAGEMIP74TJ rsv. lq/0.Y1015BEFORE USE. Design valid for use only with Mnerg connectors. this design Is based only upon parameters shown, and b for an individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall builtling design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance recording the fobrlcolion, storage, delivery. erection and bracing of trusses and truss system& seeANSVTPII Duality CrBeda, DSB49 and BCSI Building Component Safety Informatbmvailoble from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. MiTek' 69U Parke East Blvd. Tampa, FL 33610 Job Type OtyPly FTruss T76192000 1641717 Piggyback 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33556 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Feb 5 12:01:49 2019 Page 1 I D:ZIR9n3??jc4Swh?CwEeBYCmCXf-LeaJnuXX99PJIYGH87RKaZ3rslhuhxt W_EOysC5zoBrm 5-9-11 11-7-6 5-9.11 5.9-11 2x4 = 2x4 = Scale=1:18.9 11-7-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(L-) i - rJa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(CT) n/a - 1 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 4 1 n/a 6CDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 351b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-7-6. (Ib) - Max Harz 1=34(LC 16) Max Uplift All uplift 100 Ib or less at joints) 6 except 1=-158(LC 23), 5=-158(LC 24). 2=-180(LC 12), 4=-173(LC 13) Max Grav All reactions 2501b or less atjoint(s) 1, 5 except 2=421(LC 23). 4=421(LC 24), 6=354(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-4-9 to 3-4-9, Interior(1) 3-4-9 to 5-9-11, Exterior(2) 5-9-11 to 8-9-11, Interior(1) 8-9-11 to 11-2-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 pst 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 Be uplift at joint(s) 6 except 61=11o) 1=158, 5=158, 2=180, 4=173. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.° ,,`��III11111////,, `%%.�� �� G E N g�.; 9iL, No 39380 Ss'O N Al �e . Thomas A. Albanl PE No.39380 MIT& USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 5,2019 ,&WARNING -Verity design Parameters and READNOTES ON MIS AND INCLUDED Mr/EKREFERANCEPAGEM11-7473rev. MUM?OISBEFORE USE Design valid for use only with MneW connectors. This design Is based only upon parameters shown, and Is for an Individual building component not ��- a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual tress web end/or chord members only. Additioncl temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and buss systems, seeAHSEMII Quoi Cdeda, DSB49 and BCSI Buldhry Component 69M Pane East Blvd. Safety Informallsnvalloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 31Z Alexandria, VA 22314. Tampa, FL W610 Job - Truss Truss Type Oty Ply ' T76192001 1641717 T01 HIP GIRDER 2 =JobReferenm o tional aUeaers rlrstaource, temps, visor city, rlonaa 33bbb 8.22U S NOv 162UIU Mi lek Industnes, Ina Tue Feb 512:01:582019 Scale=1:106.0 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special 2x4 II NAILED NAILED NAILED NAILED NAILED 5.00 12 5x6 = NAILED NAILED _ Special -NAILED NAILED 5x12 = 3.6 = 2x4 II NAILED SA - NAILED 3.6 = 2.4 II NAILED 4x12 - Sx6 = 3 4 30 31 32 33 5 34 35 6 367 37 38 39 408 41 42 9 4310 44 45 46 11 47 198 ci 1 2. 1314 In 1 o. to 1 25 24 5R253 52 21 57 19 16 15 69 49 50 23 54 55 520 58 59 60 61 62 658 65 1Tr,4 66 67 68 ST1.5x8 STP = ST1.Sx8 STP = 4x6 = NAILED NAILED 5xa = NAILED 2x4 11 NAILED Sx12 = ST1.5xB STP = ST1.5x8 STP = 46 = 2x4 11 NAILED 2x4 11 NAILED 4x6 - NAILED NAILED 4x6 =NAILED 3xS 11 4x6 = 4x6 = Sx8.= NAILED NAILED NAILED NAILED NAILED NAILED Special Special NAILED NAILED NAILED NAILED NAILED NAILED LOADING (psi) TCLL 20.0 TCDL 10.0 6CLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.98 BC 0.93 WE 0.91 Matrix-MSH DEFL. in (too) I/defl Ud Ven(LL) 0.38 19-21 >999 240 Vert(CT) -0.6719-21 >700 180 Horz(CT) 0.03 16 n/a n/a PLATES GRIP MT20 244/190 Weight: 647 to FT=20% LUMBER- BRACING- 70P CHORD 2x4 SP No.2 *Except" TOP CHORD Structural wood sheathing directly applied. 3-6,9-12: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. SOT CHORD 2x6 SP No.2 WEBS 1 Row. at midpt 5-24, 8-18 WEBS 2x4 SP No.3 *Except` 5-24,5-21,821,8.18,11-18: 2x4 SP No.2 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=54(LC 31) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-1354(LC 20), 24=-2258(LC 5), 16= 2453(LC 4), - 13=-1283(LC 19) Max Grav All reactions 250111 or less at joint(s) except 2=523(LC 6), 24=5734(LC 19), 16=6261(LC 1), 13=493(LC 4) FORCES. (III) -Max. Comp_/Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1691/4273, 3-4=-1546/3999, 4-5=-1546/3999, 5-7=-6135/2480, 7-8=-6135/2480, 8-10=-1749/755,10-11=-1749!/55,11-12=-1382/3616,12-13=-1501/3836 BOT CHORD 2-25=-3929/1623, 24-25=-3999/1651, 22-24=-96B/2613, 21-22=-968/2613, 19-21= 2259/5835, 18-19=-2259/5835,16-18= 5880/2369,15-16=-5880/2369, 13-15= \\PS 436/552, 4 WEBS 3-25=-143fi/552,4-24=-1227/643,5-24=-6995/2787,5-22=0/488, 5-21=-1489/3750, 7-21=-946/556, 8-21=-115/327,8-19=0/670,8-18=-4358/1723, 10-18=-950/566, \\\ \\ 11-18=-3200/8098, 11-16=-5716/2371, 11-15=-1189/3159, 12-15=-1864/774 ,\ O B NOTES- (12) No 39380 1) 2-ply truss to be connected together with 10d (0.131"x3°) nails as follows: * Top chords connected as follows: 2x4 - 1 row at 0-9-0 Do. �_ Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. = Webs connected as follows: 2x4 -1 row at 0-9-0 oc. -O 2) All loads are considered equally applied to all plies, except if noted as from (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 roof live loads have been considered for this design. i�,,T� O 1 Q 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 DOL=1.60 R !I stS�-.a...... `\\\ plate grip Provide drainage 5) adequate to prevent water ponding.A; O`,\ 6) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 7) ' This muss 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 Thomas A. Alberti PE No.39380 will fit between the bottom chord and any other members. MITek USA, Inc. R. Geri 6634 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1354 Ib uplift at joint 2, 2258lb uplift at 6904 Parke East Blvd. Tampa R. 33610 joint 24, 2453111 uplift at joint 16 and 1283 Ib uplift at joint 13. Date: 9) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward February 5,2019 u WARNPIG-Verify Eeslgn Xrs etenmd READNO7 SONMSANDINCLUDEDMREKREFERANCEPAGEMIN473ree 1Q=?0158EF0REUSE. Design volid for use oNy Wth MgelG connectors. this design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. Me buiidina designer must VoiN the ODDllcobiliN of desian norametem and orooerly incomorata ink dazlan Into the aver, 6904 ParoI East Blvd. Tempe, FL 33610 Job Truss Truss Type Ply1641717 T01 HIP GIRDER r 2 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Feb 5 12:01:58 2019 Page 2 ID:7JR9n3??jc4Swh?CWEe8YCmCXf-aNcjfwA2wY1 KW4OAW 6RSTx86Jp6YLJlvdrl 31 NOTES- (12) 10) 'NAILED" indicates 3-1 Od (0.148SC3") or 3-12d (0.148SC3.25') toe -nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 315 lb down and 2421b up at 7-0-0, and 315 lb down and 2421b up at 51-0-0 on top_chordand 268 lb down and 127 Ile up at 7-0-0, and 268 lb down and 1.27 lb_ up at_50-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-12=60, 12-14=-60, 2-13=-20 Concentrated Loads (lb) Vert: 3= 268(F) 6=-120(F) 12=-268(F) 25=-268(F) 15=-268(F) 9=-120(F) 30=-120(F) 37=-120(F) 38=-120139= 120(F) 40=-120(F) 41=-120(F) 42=-120(F) 43=-120(F) 4 51=67(F) 52=67(F) 53=67(F) 54=-67(F) 55=-67(F) 56=67(F) 57=67(F) 58=-67(F) 66= 67(F) 67=-67(F) 681 69=-67(F) 33=-120(F) 34=-120(F) 35=-1 20(F) 36=-1 20(F) 3=-120(F) 47=-120(F) 48=-120(F) 49=-67(F) 50=-6 =67(F) 62=-67(F)63=67(F) 64=67(F) 65=67(F) O WARNING - NOTES ON THMANO INCLUDED MTEKREFERIINCEPAGEMX74TJ1ev. 10T1340159EFOREUSE. Design valid for use only with Wei connectors. This design a based only upon parameters shown and Is for an Individual building component net ��' a truss system. Before use, the building designer must vedp the applicability of design parameters and properly incorporate this design Into the overall buiidingdesign. BraUng Indicated is to prevent buciding of Individual truss web and/or chord members only. Additional temporary and permanent biocing MiTek' Is always required for stobitly and to prevent collapse with posvble personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and buss systems seeANSI/TPII GualXXyy Cdtodo, DSB49 and BCSI Building Component 6901 Parke East BNd. brp Safety Informalvoiloble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexontlrio, VA 22314. Tampa, FL 33610 Job Truss Truss Type Of! Ply ' T16192002 1641717 T02 Hip 2 1 Jab Reference (optional) Builders Finittiource, Tampa, Plant City, Florida 33566 8.220 S Nov 16 2018 MITek Industries, Inc. Tue Feb 5 12:02:00 2019 Page 1 Scale=1:106.0 3x6 II 5.00 12 6x8 4 3x6 = 3 4 532 2.4 II 5xa = 3x6 = 5x8 = 3x6 = 2x4 II 5.6 - 6 7 8 9 1033 11 12 Jc 314 18 24 23 22 21 20 19 18 17 16 15 4x6 = ST1.5x8 STP = 3x6 = SxB = 2x4 11 5x12 = ST1.5x8 STP = 4x6 = 6xB = 5x6 = 4x6 = 3.6 = 3x6 11 2x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip.DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 CSI. TC 0.95 BC 0.84 WS 0.95 Matrix-MSH DEFL. in (loc) Udell Ud Ven(LL) 0.3515-30 >354 240 Vert(CT)-0.6415-30 >192 180 Horz(CT) 0.03 16 1 n/a PLATES GRIP MT20 244/190 Weight: 2831la FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 -Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 4-6,6-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-5-13 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-21, 8-21, 8-18, 11-18, 4-22 WEBS 2x4 SP No.3 *Except* 4-22: 2x4 SP No.2 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-66(LC 13) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-658(LC 24), 24=-873(LC 8), 16=-683(LC 9), 13=-205(LC 13) Max Gram All reactions 250 lb or less at joints) 2 except 24=2906(LC 1), 16=2095(LC 23), 13=276(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-935/2144, 34=-754/2073,.4-5=-1072/678, 5-7=-2542/1361, 7-8=-2542/1361, 8-10=-1704/1037, 10-11= 1704/1037,11-12= 1761791,12-13= 261/889 BOT CHORD 2-24=-1931/1012, 22-24=-1729/954, 21-22=41611072, 19-21=-124212784, 18-19=-1242/2784,16-18=-791/355,15-16=-791/355,13-15=-795/358 WEBS 3-24=-72W56, 5-22=-1224/730, 5-21=-761/1649, 7-21= 452/319, 8-21— 276/160; 11-18=-1119/2489, 11-16=-1781/928, r I ,,.- 4-24= 2302/931, 4-22=-1526/30988=-422/333, `,`M1 p,S A q� NOTES- (7) `•2`��```•++•�CEN `,`S+•e'9?.�ii F•••, 1) Unbalanced root live loads have been considered for this design. : V 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., No 39380 GCpi=0.18; MW FRS (envelope) and C-C Exterior(2)-1-6-11 to 4-2-15, Intedor(1) 4-2-15 to 9-0-0, Extedor(2):9-M to 17-2-7, Interior(1) 17-2-7 to 49-0-0,.Exte4or(2) 49-0-0 to 57-4-0, Intedor(1) 57-4-3 to 59-6-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. "O _ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ^ �• <L/ �(/ 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 fit between bottom •, will the chord and any other members. 0 Ft \ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding .6581b uplift at joint 2, 8731b uplift at ��``S1O . • . joint 24, 683 lb uplift at joint 16 and 2051b uplift at joint 13. 'This is designed individual building The and for I� l)� �i��/ON A%i����` 7) manufactured product as an component. suitability use of this component any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A Alban] PE No.39380 MITek USA, Inc. R. Cert 66M 6904 Padre East Bind. Tampa FL 33610 Date: February 5,2019 Q WARNING- VedlyCesignpammetersand READNOTES ONTNLSANDMCLUDEDMfTEKREFERANCEPAGEM&7473rev. fe=!C115BEFOREUSE. Design valid for use only with MBek®connectors. This design is based only upon parameters shown, and 8 for an lnc Mdual building component. not ■` a truss system. Before use, me building designer must verify the applicability of design parameters and property Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addmonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery. erection and bracing of trusses and buss systems. seeMS1/Ipft Quarry Criteria. DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnatlorlavaioble from Truss Plate Institute. 218 N. Lee Sheaf. Suite 312, Alexandria. VA 22314. Tampa, 1 33610 Job Truss Truss Type Oty Ply T16192003 1641717 T03 Hip 2 1 Job Reference (optional) Builders FrstSource, Tampa, Plant City, Flonda 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Feb 5 12:02:01 2019 Page 1 ID:ZI R9n3??jc4Swh?CwEe8YCzoCXf-?ylrl-g3KrwcBOpbref835ZfzW sN4Al?tsVdOzoBra so312 1E 6-4-0 11-0-0 16.2E 106 13 32-73 39-9-10 47-0-0 4 - 5e 0-0 9- Bd-0 ]-2E ]-2 6 ]-2E 0-e-0 7." E- __ 2712 Scale. 1:106.0 ST1. 3x8 = 5.00 12 4x6 4 5x8 = 2x4 II 3.6 = 2x4 11 3 4 5 33 6 7 8 3.6 = 3x6 = Sz6 = 9 10 11 2x4 �M 24 23 4x6 = ST1.5x8 STP= 3x6 II 4x6 = 22 21 20 19 18 3x6 = 2x4 II 5xB = 5.8 = 3x6 = 17 16 15 4x6 = ST1.5x6 STP = 4x6 = 3z8 = 6xB = 8-0 iLl-B2O 18-2-fi 275413 32.7-3 39-9-10 47"0 1 OR 8-4-0 2-8-0 7-2-6 7.2-6 7-2-6 7-2-e 7-10.7 10-4-0 P= 1314 Plate Offsets (X,Y)- 14:0-5-12 0-2-81 f 11:0-3-0 0-2-41 115:0-3-8 0-3-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (too) Aloft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.23 15-30 >535 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.521530 >242 180 BOLL 0.0 ' Rep Stress [nor YES WB 0.91 Hom(CT) 0.03 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2971b Fr=20% 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 or 4-2-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-21, 6-21, 6-18, 11-17 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=79(LC 16) Max Uplift All uplift 100 Ib or less at joint(s) except 2=354(LC 24), 24=-716(LC 9), 15=-796(LC 8), 13=-345(LC 23) Max Gmv All reactions 2501b or less at joint(s) 2, 13 except 24=2423(LC 23). 15=2632(LC 1) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-547/1387, 4-5=-1486/881, 5-6=1486/881, 6-8=-1990/1073, 8-10=-1990/1073, 10-11=-9121601,11-12= 596/1508,12-13=-495/1374 BOT CHORD 2-24=-1230/659, 23-24=-1230/659, 20-21=-861/2178, 18-20=-861/2178, 17-18= 290/912, 15-17= 1135f701, 13-15=-1231/615 WEBS 3-24=-219a/1139,3-23=-734/1743,4-23=-1311/632,4-21=-952/1973, 5-21=-470/379, 6-21=-822/377, 6-20=0/282, 8-18=-424/299, 10.18=-607/1296, 10.17— 1171/681, 11-17— 1164/2388,11-15=-2107/1052,12-15=-415/410 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-6-11 to 4-2-15, Intedor(1) 4-2-15 to 11-0-0, Exterior(2) 11-0-0 to 19-2-7, Interior(1) 19-2-7 to 47-0-0, Elderior(2) 47-M to 55-2-7, Interior(1) 55-2-7 to 59-6-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 354lb uplift at joint 2, 7161b uplift at joint 24, 7961b uplift at joint 15 and 345 lb uplift at joint 13. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' `\\\\111111/rr� J�p "opS A 0 fir;-\GENS�.ZIP,�i'. No 39380 ' �40eNA1 E` 01, rnnn\\ Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 5,2019 QWARNING-Verlry design pa.sfI..rd READ NOTES ON MIS AND INCLUDED MI/EKNEFERANCEPAGEMIF74TJre, 16'DY1015 BEFOREUSE void for use only with Mnek® connectors. This design Is based only upon parameters shown, and a for an IndNldual burping component, not a truss system. Before use, the building designer must verity me applicabli fy of desgn parameters and properly Incorporate this design Into the overall bulidingdestgn.&acInDIndicated Istoprevent buckling oflndlAducltruss web and/or chord members only. Adollonal temporary and permanent bracing Is always required for Stablllty and to prevent collapse with possible personal injury and popery damage. For general guidance regarding the fobrlcallom storage, delivery, erection and bracing of cusses and buss systems, seeANSVrpp Qua, Cdfedo, DSB-69 end ICSI SuldbD Component Safety InfoenallonavaJoble from Truss Plate Insalute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Nit MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cty Ply ' T16192004 1641717 T04 Hip 2 1 Job Reference (optional) to iaers irmabource, I amps, mam ury, rionca uuaab 5.8 = 5.00 12 4 5x6 3 Si STP=29 a.eeu s Nov l a eul Is Ml l ex mousmes, Inc. Ius rep aiC;uz:uz zu ra 2x4 11 5x8 = 2x4 11 5x8 = 2x4 I 5 6 ] B g Scale=1:106.0 32 1112 22 21 20 33 19 18 34 17 35 16 15 36 14 13 4x6 = ST1.6xB STP= Si 3x6 = 4x12 4x6 = 2x4 II 5x6 = 46 = Si STP= 4x6 = 3x6 II 2x4 11 3x6 = 8-40 13.0-0 21.0-14 29.0-0 I 3fi-11-2 45-0-0 47-8.0 58-0-0 R.rLtd �J. F-n iM1d.n Plate Offsets (X Y)-- [4:0-6-00-2-81 [6:0-4-0,0-3-0) [8:0-5-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.31 14-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.66 14-16 >719 180 13CLL 0.0 ' Rep Stress Incr YES WB 0.94 Houi 0.10 11 1 1 BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2991b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 3-2-15 ad puffins. 4-6,6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 4-19, 6-19, 6-16. 8-16 181 SP No.2 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (Ib) - Max Harz 2=-91(LC 13) Max Uplift All uplift 100 lb or less at joinifs) except 2=-514(LC 24), 22=-860(LC 9), 13=-259(LC 13), 11=-376(LC 9) Max Grav All reactions 250 lb or less atjoint(s) 2 except 22=2963(LC 1), 13=949(LC 1), 11=1208(LC 1) FORCES. (Ib) -Max. ComplMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-765/1808, 3-4=-546/395, 4-5=-2245/1257, 5-6=-2245/1257, 6-7=-3003/1634, 7-8=-0003/1634,8-9=-2114/1153,9-10=-2010/1067, 10-11=-2231/1135 SOTCHORD 2-22=-1612/818; 21-22= 1612/818, 19-21= 34/412, 17-19=-1274/3049, 16-17= 1274/3049, 14-16=-714/1866,13-14=-718/1867,11-13=-865/1992 WEBS 3-22=-2752/1442,3-21=-1077/2475,4-21=-1372/692,4-19=-1069/2250,5-19=-530/416, 6-19=-1045/463,6-17=0/318,7-16=-550/424,8-16=-689/1425, 9-13=-410/275, 10-13=-223/277 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; E>to B; Encl., GCpi=0.18; MW FRS (envelope) and.C-C Exterior(2)-1-6-11 to 4-2-15, Intedor(1) 4-2-15 to 13-0-0, Extedor(2) 13-0-0 to 21-0-14, Interior(1) 21-0-14 to 45-0-0, Extei r(2) 45-0-0 to 53-2-7, Intedor(1) 53-2-7 to 59-6-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding .514It, uplift at joint 2, 860 lb uplift at joint 22, 259 lb uplift at joint 13 and 376 lb uplift at joint 11. 7) This manufactured product is designed as an individual building component. The suitability and use of this Component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." SI l A A<64 4S 3F No 39380 pSSiONAl- %"' 11111111111 Thomas A. Alban] PE No.39380 MITek USA Inc. FL Cert rx634 6904 Parke East Blvd. Tampa FL 33610 Date: February 5,2019 Q WARNING- VenlybeslSn,a1ahxf....d READ NOTES ON TN/SANDINCLUDED MREKREFERANCEPAGEM/F74n.re.. 1001Q015BEFORE USE. Deelgn valid for use only with MIi connectors. Phis design Is based only upon parameters shown, and Is for an Inc Mdual building component. not a truss system. Before use, the butdIng designer must verify the appIdabillty of design parameters and property Incorporate this design Into the overall ItUrdingdeslgn. Bracing Indicated Is to prevent buckling oflndNldaaltriweb and/or chord members any. Additional temporary and permanent bracing WOW WOW is always required for stability and to prevent collapse with possible personal injury and property damoge. For general guidance regarding the fabrication, storage. delivery, erection and brci of }asses and truss systems. weANSVIPII Quality Ctnoda, DSII-89 and SCSI Building Component 6904 Parke East BNd. Safety YlldrmaMorlavailable from Truss pate Institute. 218 N. We Sheet, Suite 312. Alexondrio. VA 22314. Tampa. FL 33610 Job - Truss Truss Type Oty Ply ' T16192005 1641717 T05 Hip 2 1 Job Reference (optional) Builders FIrstSource, Tampa, Flant City, Honda 33568 5.00 12 Sx8 = 4x6 i 3xa 5 8.220 S Nov 16 2018 MITek InduSlneS, Inc. I ue "D b 12WW4 2U1 a Fage 1 ID:ZIR9n3??jc4Swh?CwEe8YCzoCXf-PX_wOjxdmlB2rYAXnDrhkBBgkvRyRUBhr49EjzoBrX 22-0-14 29.0.0 35-11-2 43-0.0 4___ 50-6-11 58-0-0 59-6.0 7-0-14 6-11-2 6.11-2 7-0-14 4-8-0 2-10-H 7-5' Scale = 1:108.0 3x8 = 2x4 II 3x6 = 20 II 6 34 7 8 35 9 5z8 — 46 O 10 3x6 -- 1415 25 2423 38 22 21 39 20 40 19 41 1817 16 46 = ST1.5x8 STP= 3x6 = 5xB = 3x6 = 2x4 11 5x8 = 3x8 = STI.5x8 STP = 4x6 = 3x6 11 3x8 = 3x6 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Van-0.23 16-31 >529 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(CT)-0,5116-31 >243 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Hom(CT) 0.04 16 n/a Na BCOL 10.0 Code FBC20177FP12014 Matrix-MSH Weight: 3161b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-22, 7-19, 10-19 REACTIONS. All bearings 0-8-0. (lb) - Max Hom 2=-104(LC 13) Mau Uplift All uplift 100 Ib or less at joint(s) 2 except 25=-591(LC 9), 16=-669(LC 8), 14=-116(LC 13) Max Gmv All reactions 250 In or less at joint(s) 2,14 except 25=2176(LC 1), 16=2389(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-283/732, 3-5=-1154/666, 5-6=-1807/1075,,6-7=-1807/1075, 7-9= 1559/960, 9-10=-1559/960,10-12=-573/416, 12-13=-053/911, 13-14=-2657759 BOT CHORD 2-25=-619/374, 24-25=-619/374, 22-24=-287/963, 20-22=-754/2004, 19-20= 754/2004, 17-19=-38/490, 16-17=-837/573, 14-16=-663/366 WEBS 3-25=-1964/1105,3-24=-740/1764, 5-24=-690/390, 5-22=-568/1168, 6-22=-460/368, 7-22=-307/107, 7-20=01319, 7-19=-615/274, 9-19=-457/367, 10-19=-733/1485, 10-17=1121/591,12-17=-824/1778,12-16=-1878/1011, 13-16=-420/300 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and CC Exaflor(2)-1-6-11 to 4-2-15, Interior(1) 4-2-15 to 15-0-0, Extedor(2) 15-0-0 to 23-2-7, Interior(1) 23-2-7 to 43-0-0, Exterior(2) 43-0-0 to 51-2-7, Intedor(1) 51-2-7 to 59-6-11 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) 2 except (jt=1b) 25=591, 16=669, 14=116. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' ' �Q�PSA , �%% No 39380 OR1�. iONA' `0?,`,� Thomas A. Albani PE ND.39380 MMk USA, Inc. FL Oert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: February 5,2019 ®WARNNG-VeNtydesi9nparr eters and READ NOTES ON MISAND MCLUDED MREKBEFERANCEPAGEMIF747arex. 10TS12015BEFORE USE Design valid for use only with MRek® connectors. This design b based only upon parameters shown, and 6 for on Individual building component, not a buss system. Before use, the bulltling designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of hdivIdual truss web and/or chord members only. Additional temporary and permanent trading MiTek' Is always required for stabllly 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 huss systems. seeANSU1P11 Gualky CMnlu, DSB419.end BCSI Bidding Component Safety Infoenationovorable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexcntlno, VA 22314. 6904 Palle East Blvd. Tampa, FL 3a6t0 Job Truss Truss Type Oly Ply T16192006 1641717 TO6 Hip 2 1 Job Reference (optional) --••••••-••••••�•���•K, •�•••vw -,. •r, 0.44ob Nevmmro W11 I UK muusmes, Inc. rue reo b l Z:UZ:Ua2U1e rages ID:7J R9n3??jc4Swh?C W EeBYCzoCXf.LV5kLIkB9NZVlghYeCFJm9H W?XaDOK9UBSZGJLzOBlV 1-& &4.0 17.0-0 25.0.9 32-11-7 41-0-0 47-8.0 50-e-11 58-0-0 9.6- -& F4.0 8-e-0 & 9 7-10.13 8-0-9 6-B-0 2-1P11 7-5.5 -6- Scale=1:108.0 5.00 12 5x8 = 2x4 11 3x8 - 5z6 = 5 6 7 8 9 4x6 31 10 2x4 4 3 1112 32 ST1.5x8 STP-30 335T1.Sx8 STP= IL 2 1 1314 6 ro 23 22 21 34 2019 35 18 36 17 16 15 4x6 = ST1.5x8 STP= 3x8 = 2x4 II 5xB = ST1.5x8 STP= 4x6 = 6xB = 8.4-0 17.0-0 250.9 32-1.1 7 41-0-0 47-8-D 5&0-0 9-4-0 8-8-0 8.0.9 7-10-13 110-9 fi-8-0 10-4-0 Plate Offsets (X Y)-- I5:0-5-12 0-231 I9'0-3-0 0-2-41 [15�0-3-8 0-3-0] LOADING (pst) SPACING- 2-M CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.98 Ven(LL) -0.23 15-29 >537 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.51 15-29 >245 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.99 Horz(CT) 0.05 15 n/a i BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 310 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 3-21,8-17 REACTIONS. All bearings 0-8-0. (lb)- Max Hoe 2=-116(LC 13) Max Uplift All uplift 1001b or less at joint(s) 2 except 23=-536(LC 9), 15=-626(LC 8), 13=.123(LC 13) Max Gmv All reactions 250111 or less at joint(s) 2, 13 except 23=2076(LC 1), 15=2327(LC 1) FORCES. (lb) -Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23= 161/493, 3-5=-1465/813, 5-6=A867/1116, 6-8=-1867/1116, 8-9=-858/638, 9-10=-1004/612, 10-12=.268/733, 12-13=-212/599 BOT CHORD 2-23= 366/248, 21-23=-366/248, 20-21=-412/1253, 18-20=-634/1789, 17-18=-634/1789, 15-17= 663/486,13-15=-516/303 WEBS 3-23=-1856f1072,3-21=-710/1727,5-21=-468/318,5.20=-424/882,6-20=-510/394, 8-18=0/410,8-17=-1276/596,10-17=-805/1803,10-15=-1845/1046,12-15=-373/262 NOTES- (8), 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124ri TCDL=4.2psf; BCDL=3.Opsf; h=18H; Cat. II; E>ia B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-6-11 to 4-2-15, Interior(1) 4-2-15 to 17-0-0, Extenor(2) 17-0-0 to 25-0-9, Interior(l) 25-0-9 to 41-0-0, Etderior(2) 41-0-0 to 49-2-7, Interior(1) 49-2-7 to 59-6-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pelf bottom chord live load nonconcument with any other live loads. 6) ' 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 tit between the bottom chord and any other members, with 13CDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joints) 2 except (jt=lb) 23=536, 15=626, 13=123. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A. q4@'eeO No 39380 -10 O R 1 ID �� -of;gs1ONA� 01If, Thomas A. Alberti PE No.39380 MrTek USA, Inc. FL Gert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: February 5,2019 AWARNING-VeMydeslynpsraMetersand READNOTES ON TH/SANU INCLUDED MNEKREFERANCEPAGEMII-74il3rev. 101412011BEFORE USE Design valid for use only with MOek®cormectors. This design b based only upon parameters shown, and Is for an Individual building component not a trues system. Before use, Me building designer must verify the applicability of design pommefersond properly Incorporate Mlsdesign info the overall rs /� buiidingdesign. Bracing indicated Is to prevent buckling of Individual from web and/or chord members only. Additional temporary and permanent bracing MfTek* Is always required for stabllily and to prevent collapse WM possible personal injury and property damage. For general guidance regarding the fabrication, storage, delWry, erection and bracing of heroes and hum systems, seeANSU1Pll QuaTQyCdbri. DSB49 and 1101 Building Component 6904 Parke East Blvd. Sabin Informatlonovollobie from Truss Rate Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T76192007 1641717 T07 Hip 2 1 Job Reference factional) ..,,,,,..,. -.,a... a, mpa, I..II ,,,y. r,unue „e.aa a.cGV S,mv ro zur a mi te6,nausmes, Inc. rue reo a iz:uz:ut CUTY 3xB = 5.00 12 5x8 - 2x4 If 3a6 = Sx6 = 6 7 32 B 9 10 3x6 i 2x4 31 3 4 $T1.$a8 STP=30 JZ 1 2 d 23 06 = Si STP= Sale = 22 -° 21 37 M 3x6 = 20 38 5x12 = 19 2x4 II 39 18 17 5x8 = 3x6 = Scale=1:108.0 3x6 3x6 11 12 33 2x4 13 h 34 ST1.5x8 STP - 14 b 15 6 16 ST1.5xB STP= 4x6 = 6xB = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS]. TC 0.85 BC 0.98 WB 0.72 Matrix-MSH DEFL, in floc) Vdefl Ud Vert(LL) 0.14 23-26 >724 240 Vert(CT) -0.32 16-29 >386 180 Horz(CT) 0.06 16 We We PLATES GRIP MT20 244/190 Weight: 326 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directlyapplied or 1-11-14 oc pudins. 10-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at micipt 5-23, 9-18, 12-18 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Hoe 2=129(LC 12) Max Uplift All uplift 100 lb or less atjointfs) 2 except 23=-529(LC 9), 16=-560(LC 8). 14=-139(LC 13) Max Grav All reactions 250 Ile or less at joint(s) 2 except 23=2141(LC 2), 16=2201(LC 1), 14=314(LC 24) FORCES. (Ib) -Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-219/554, 3-5=-60/530, 5-6=-1544/913,6-7=-1756/1088, 7-9=-1743/1078, 9-10=-1124/801, 10-12=-1309/766, 12-13=-127/464, 13-14=-102/349 BOT CHORD 2-23=-424/313, 21-23=369/931, 20-21=-437/1374, 19-20=-581/1695, 18-19= 581/1695, 16-18=395/342,14-16=-287/196 WEBS 3-23=-466/358, 5-23=-1983/990, 5-21=-178/691,6-21=-271/193, 6-20=-357/672, 7-20=-428/350, 9-19=0/353, 9-18= 942/439,12-18=-719/1690,12-16=-1752/1034, 13-16= 300/211 ll1111111/1j1 NOTES- (7)p.S 1) Unbalanced roof live loads have been considered for this design. A. (e i� %% 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124rnph; TCDL=4.2psf; BCDL=3.Opsh h=18ft; Cat. II; E� B; Encl., `���.r� ••�G E N,••.9iL�i� j F ••• GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-6-11 to 4-2-15, Interior(1) 4-2-15 to 19-0-0, Extedor(2) 19-0-0 to 27-2-7, : V / i Interior(1) 27-2-7 to 39-0-0, Exlerior(2) 39-0-0 to 47-2-7, Interior(1) 47-2-7 to 59-6-11 zone;C-C for members and tomes & MWFRS NO 39380 for reactions shown; Lumber DOL=1.60 plategrip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This muss 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 "G Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. :• • ((/ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=1b) �j •� 23=529, 16=560, 14=139. T Q`: �� �i�t� •' O I 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Ft �•'• (?� `% 'i�ss/O %% N AL 1j1111111111111 Thomas A AI_banl PE No.39380 MBek USA, Inc. FL Cert 66M 6904 Padre Fast Blvd. Tampa FL 33610 Date: February 5,2019 Q INANNi Verlfydeslgnparemerersend NEADNOTES ON THIS AND INCLUDED 11017EKBupefrANCEPAGEM67473rex. rea'Y201SBEFONEUSE Design valid for use only with Wek®connectors. IDls design is based only upon parameters shown, and is for on lndlvldual building component, not o trust system. Before use, the building designer must verify the oppllcobUlty of design parameters end properly Incorporate this design Into the overall building design. Bracing Indicated b to prevent buckling of Individual iwss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllly and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and lauss systems, seeANSVrPI I Quality Criteria, DSB49 and BCSI Building Component Safety hsfomralbncivollable from Truss Rote Insthute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. �■• `■ MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss I nc s Type PlyT16192008 1641717 TOB Hip ry 1 Job Reference (optional) tlmlaere I-mrSoures, Tampa, Plans City, Honda 33566 5.00 12 5x8 315 Us 44 ST1.5xB STP=30 8.220 s Nov 16 2018 MiTek I D:ZIR9n377jc4Swh7CwEe8YCzoCXf-mL 37.0.0 41-8.9 47-8-0 -, 0 4-6-9 64-7 2x4 II 5xS _ 7 8 3l 9 Inc. Tue Feb 5 12:02:09 2019 32 2x4 II 0 2x4 1112 Scale = 1:108.0 33 ST1.5x8 STP- a 1 2!� Y UZ 13 o U 21 19 3418 35 36 16 37 14 23 22 20 17 15 ST1.SxB STP= 3.8 = US = ST1.Sx8 STP= 46 = 4x6 = 6.8 = 840 13.8-05 2h0.0 29.0.0 37-0-0 47-8.0 58-0-0 8-0-0 5.4-05B-n-D P-n.a 1n.R.n i 'Fan Plate Offsets (X Y)-- [6:0-5-12 0-2-81 [8:0-5-12 0-23] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.37 15-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.77 Vert(CT) -0.2715-29 >463 180 BCLL 0.0 Rep Stress lncr YES WB 0.95 Hom(CT) 0.05 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 3271b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • 19-21; 2x4 SP No.2 WEBS 1 Row at midpt 6-20, 7-18. 8-17, 9-15 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (Ib) - Max Hom 2=141(LC 16) Max Uplift All uplift 1001b or less atjoint(s) 2 except 23=-544(LC 12), 15=-545(LC 13), 13=-126(LC 13) Max Gmv All reactions 250 lb or less at joint(s) 2 except 23=2106(LC 1). 15=2211(LC 2), 13=337(LC 24) FORCES. (Ifit) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-183/546, 3-5=-1157/695, 5-6=-1598/944, 6-7=-1645/1054, 7-8=-1645/1054, B-9=-1439/872, 9-10=-81/474, 10-12=-173/430, 12-13=-107/290 BOT CHORD 2-23=-402/277, 22-23=-402/277, 20-22=-390/1014, 18-20=-450/1408, 17-18=359/1282, 15-17= 314/937 WEBS 3-23=1894/1005, 3-22= 794/1687, 5-22=-799/487, 5-20=-150/547, 6-18=-224/469, 7-18=-557/426,8-18=-358/654,8-17=-306/204,12-15=-367/270, 9-17=-1721664, 9-15=-1984/1001 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedar(2)-1-6-11 to 4-2-15, Intedor(1) 4-2-15 to 21-0-0. Exterior(2) 21-0-0 to 29-0-0, Intedor(1) 29-0-0 to 37-0-0, Extedor(2) 37-0-0 to 45-2-7, Interior(1) 45-2-7 to 59-6-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) 23=544, 15=545, 13=126. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' ,``lllllllll/I/�I No 3938)III III Thomas A. Albani PE No.39380 MfTek USA, Inc. R. Cert 659 6904 Padre East Blvd. Tampa FL 33610 Date: February 5,2019 Q WARNMG-Vedlydeslgnp4ramefers4nd READNOTE80N TNISANDMCLUDEDMREKREFERANCEPAGEMp74M... 10,012915BEFORE USE Design valid forum onl lM Mnek8 connectors. This tleslgn Ls based only upon parameters shown, and is for on Individual bullding component, not a truss system. Before use. the building designer mustverily the applicability of design parameters and propery Incorpomte this tleslgn Into the overall building design. Bracing Indicated Ls to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storci delivery. erection and bracing of trusses and fuss systems seeANSVrPII Qua' tlyClenq, DSS459 and BC91 bull Component Safoty Nformatbrn rollable from Trull Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16192009 1641717 T09 Hip 2 1 Jab Reference factional) ouimers ITSlaource, I amps, rmm wy, rronaa ababb elaU a NOV lb aUlb MI I eK inauslnes, Inc. ue reD a 12:U2:1U 2U19 Scale - 1:108.0 SIB 2x4 II 5.00 12 6 32 7 33 13 14 24 23 z[ ao 21 a1 .201e ab 18 49 17 16 15 4xe = ST1Sx8 STP= 3x8 = 3x8 = ST1.5xe STP= 46 6x8 = LOADING IPSI TCLL 20.0 TCDL 10.0 13CLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177TPI2014 CSI. TC 0.81 BIG 0.73 WB 0.81 Matrix-MSH DEFL. in (roc) Vdefl Ud Vert(LL) -0.24 15-30 >526 240 Vert(CT) -0.5115-30 >241 180 Hoa(CT) 0.04 15 n/a n/a PLATES GRIP MT20 244/190 Weight: 342 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 6-21, 8-18,.7-20 WEBS 20 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=154(LC 16) Max Uplift All uplift 1001la or less at joints) except 2=-101(LC 8), 24=-560(LC 12). 15=-557(LC 13), 13=-132(LC 13) Max Grav All reactions 250 He or less atjoint(s) except 2=279(LC 23), 24=2054(LC 1), 15=2201(LC 1), 13=332(LC 24) FORCES. (Ib) -Max. Comp-IMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-125/451, 3-5= 13701793, 5-6=-1595/969, 6-7=-1480/1012, 7-8=-1480/1012, 8-9= 1458/905, 9-11=-1004/619, 11-12=-159/469, 12-13=-78/306 BOT CHORD 2-24=-298/223, 23-24=-298/223, 21-23=-472/1205, 20-21=-444/1396, 18-20=-383/1273, 17-18=-305/890,15-17=-436/379 WEBS 3-24= 1848/974, 3-23=-789/1707, 5-23=-657/433, 5-21=-35/329, 11-15=1707/892, 9-18=-175/548,12-15=-418/295,9-17=-932/564,11-17=838/1690, 6-201 7-20=-397/306,8-20=-266/495 IIIIII1111111 A.44,9 1���� NOTES- (8) 1) Unbalanced live loads O�p�PS G E N S'• 9 F•'•, L/ �� roof have been considered for this design. ,�` V.Y 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; Cat. II; Exp B; Encl., N O 39380 GCpi=0.1& MWFRS (envelope) and C-C Exterfor(2)-1-6-11 to 4-2-15, Interior(1) 4-2-15 to 23-0-0, Extedor(2) 23-0-0 to 31-2-7, Intedor(1) 31-2-7 to 35-0-0, Exterior(2) 35-0-0 to 43-2-7, Interior(i) 43-2-7 to 59-0-11 zone;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 = — 3) Provide adequate drainage to prevent water pending. -O 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 bottom live load live loads. �!O• �((y` psf chord nonconcument with any other 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 ' �i T P •' `� �i�:C '' R �•'• will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing Capable of withstanding 101 lb uplift at joint 2, 560 lb �j�,�` • •• • • • • •�� plate uplift at 24, 5571b 15 1321b �% �IIII0N A, joint uplift at joint and uplift at joint 13. 'This lull% 8) manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A.Allan! PE ND.39360 MRek USA, Inc. FL Cert 6634 691 Parke fast Blvd. Tampa FL 33610 Date: February 5,2019 Q WARNING- Nfily Eesignparameters and READ NOTES ON TIISAND INCLUDED MIIEKNEFENANCEPAGENII7473rev. I"=156EFONE USE Design valid for use only with MRekli) connectors. This design is based any upon parameters shown, and is for on Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate thb design Into the overall building design. Brocing Indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* N always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabAcatlon, storage. delivery, erection and bracing of trusses antl truss systems seeANS1/RIl Quality Criteria, VS349 and BC31 Building Component 69M Parke East Blvd. Safety formationavallable from Truss Rate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314, Tampa. FL 33610 Job Truss Truss Type Oty Ply ' T16192010 1641717 T10 Hip 2 1 Job Reference (optional) Builders FuStSoume, Tampa, Plant City, Florida 33566 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Feb 5 12:02:12 2019 Scale = 1:108.0 Sire = 5.oe 12 Sx6 = 13 14 24 23 Le 21 36 20 la 36 18 47 17 t6 15 4x6 = 3T1.5xB STP= 3xa = ST1.5x8 STP= 4.6 6xa = 1 B44-00 ] 25A 39-1111--1132 7-8-0 0F4 6-6-a-43 2 0.33.-0 Se-0.0 10-4-0 Plate Offsets (X Y)-- (7:0-5-12 0-2-81 r8:0-3-0 0-2-41 rl5:0.3-8 0-3-01 LOADING (psQ SPACING- 2-" CSI. DEFL. in (Joe) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(ILL) -0.22 15-30 >563 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.49 15-30 >254 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.04 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 3401b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 7-8:2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 6-20, 7-18, 11-17 WEBS 2x4 SP No.3 *Except* 7-18: 2x4 SP No.2 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=166(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2 except 24=-594(LC 12), 15=-561 13), 13=-137(LC 13) Max Gmv All reactions 250 lb or less atjoint(s) 2 except 24=2107(LC 1), 15=21511). 13=366(LC 24) FORCES. (III) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-168/534, 3-5= 1033/606, 5-6=-1503/900, 6-7=-1531/968, 7-8=-1275/940, B-9=-1454/935,9-11=-1287/758,11-12=-104/371 BOT CHORD 2-24=-3S3/260, 23-24=-383/260, 21-23=-296/881, 20-21=-50511356, 18-20=-397/1352, 17-18=-400/1124,15-17=-322/319 WEBS 3-24=-1892/983,3-23=-692/1558, 5-23=-896/453, 5-21=-3131725, 6-21=-363/266, 7-20=-70/326, 9C8=-37/315, 9-17=-681/436, 11-17=787/1661, 11-15=-1679/894, 12-15=-352/248 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=18ft; Cat. II; Et¢ B; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2)-1-6-11 to 4-2-15, Interior(1) 4-2-15 to 25-0-0, Exterior(2) 25-0-0 to 41-2-7, Interior(1) 41-2-7 to 59-6-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' 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 fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001Is uplift at joints) 2 except Ot=lb) 24=594,15=565,13=137. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' ``��pnungr��i %�O�pS GE 9 No 39380 IZZ :0 �4: Thomas A Alban] PE No.39380 MlTek USA, Inc, f-l. Cart 6634 61 Parke Fast Blvd. Tampa FL 33610 Date: February 5,2019 ,&WARNING-V n1ydes19n Parametersend READNOTES ON TN/SANDINCLODEDMREKREFERANCEPAGEMi474nJ l.. 101XV2015BEFOREOSE Design volld for use only with Mirek® coni thls design Is based only upon parameters shown, and 6 for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and popery Incorporate mis design Into the overall bulichgdeslgn. Brocing indicated is to prevent buckling of lndMldual hussweb and/or chord members only. Additional temporary and permoneatbrocing M!Tek' 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 hues systems meANSIMII Quality COfeffo, 03349 and SCSI Bulding Component 6904 Parke East Blvd. Safety Informalsonwallable from Truss Plate Institute, 218 N. Lea Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Tmss Type Oty Ply • T1619 0011 1641717 T11 Piggyback Base 2 1 Job Reference (optional) bnioers humbource, I ampa, riam ary, rlonaa 33bbb m 0 5.00 12 5x8 = 6 6.22u s Nov l6 Zuia Mi leK 2x4 II 5xB = 32 7 33 a Inc. Ue reD o 12:u2:TJ 2U19 24 2322 35 21 36 2019 37 18 38 1716 15 4x6 = Si STP= 3xS = 3x8 = 3x8 = STI.5x8 STP= 4.6 6x8 = scale = 1:108.0 13 e 14 c LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate GOP.DOL 1.25 Lumber DOL 1.25 Rep Stress trial YES Code FBC2017/TPI2014 CSL TC 1.00 BC 0.73 WB 0.91 Matdx-MSH DEFL. in (loc) I/defl L/d Ved(LL)-0.2415-30 >517 240 VeR(CT)-0.5215-30 >238 180 Hoa(CT) 0.04 15 n/a n/a PLATES GRIP MT20 244/190 Weight: 342 lb FT=20% 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 or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-21,7-19,.8-18 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=155(LC 12) Max Uplift All uplift 100111 or less atjoint(s) 2 except 24=-565(LC 12), 15=-562(LC 13), 13=-130(LC 13) Max Grav All reactions 250 Ib or less at joints) except 2=266(LC 23), 24=205B(LC 1), 15=2218(LC 1), 13=325(LC 24) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-134/459, 3-5=-1433/818, 5-6=-1601/974, 6-7=-1469/1008, 7-8=-1469/1008, 8-9=-1470/899, 9-11=-879/554, 11-12= 176/503, 12-13=-88/325 BOT CHORD 2-24=-307/230, 23-24=-307/230, 21-23=-492/1260, 19-21= 445/1402, 18-19= 3B4/1276, 16-18=-265/799,15-16=-469/400,13-15=-258/102 WEBS 3-24=-1852/978; 3-23= 805/1748, 5-23=-618/416, 5-21=-10/285, 6-19=-137/284, 7-19=-375/287,8-19=-260/483,9-18=-213/620,9-16=-1033/630, 11-16= 867/1713, 11-15=-1726/877,12-15=-442/312 \11111111/1/� NOTES. (8) 1) Unbalanced roof live loads have been considered for this design. \\\\ S A 2) Wind: ASCE 7-10; Vult=160mph,(3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., v ••�Ci E•(iJ ��\�•rO S+'••,'92�i� F '•• GCp1=0.18; MWFRS (envelope) and C-C Exterior(2)-1-6-11 to 4-2-15, Intedor(1) 4-2-15 to 23-2-5, Exterior(2) 23-2-5 to 31-4-12, V Interior(1) 31-4-12 to 34-9-11, Extedor(2) 34-9-11 to 42-10-11, Interior(1) 42-10-11 to 59-6-11 zone;C-C for members and forces & NO 39380 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. = 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -O 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide �O �•• ; �C(/: will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 lb uplift at joints) 2 except (jt=lb) �i�'n plate 24=565, 15=562, 13=130. "This ( Q 0 R \� �I ss�/O '• • 8) manufactured product is designed as an individual building component. The suitability and use of this component for any �\N \\� N A, % particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."11,11181111111 1 t,\ Thomas A Albanl PE No.39380 MITek USA, Inc. R- Cert 6634 6904 Parke Fast Blvd. Tampa R. 33610 Date: February 5,2019 WARNING- VeKydeegnparamemrsandREAD NOTES ON THISAND/NCLUDED MITEKREFERANCEPAGEMI47413 rev. faM32015BEFORE USE. sign valid for use only with MTeI� connectors. This design Is based only upon parameters shown, and b for on IndWdual building component, not ��' mss system. Before use. the bullding designer must verity the applicability of design parameters and property Incorporate this design Into the overall idingdesign. Bracing indicated 6 to prevent buckling of individual ruse web and/or chord members only. Moillonal temporary and permanent bindng MjTek' always required for stability antl to prevent collapse with possible personal Injury and property damage. For general guidance regardingtrie Acation. Storage, delNery, erection and bracing of trusses and trust Systems. SeeANSVTPII Quota Ciliate, Dsea9 and SCSI Building Component 69D4 Palle East BNd. Ioh, Infolmatbmvalloble from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexantllia. VA 22914, Tampa, FL 33610 Job Truss Truss Type Ply • T1fi192012 1641717 T12 - Piggyback Base �9y 2 1 Job Reference (optional) Builders FirstSource, Tampa, 4,16 = Plant City, Florida 33566 5.00 f 12 5x8 = 8.220 s Nov 16 2018 MiTek 2.4 II 5x8 = 32 7 33 8 24 2322 35 21 20 3619 37 18 38 1716 15 ST1.5x8 STP= 3x8 = Inc. Tue Feb 512:02:15 2019 3x8 = ST1.5xB STP= 6.8 = 8.4 3.2 9 4-9-11 4%1-01 I47 58-0-0&40 59-5 -----0 6.8015 59-11 93 4x6 = Scale = 1:108.0 H 13 17 14 d Plate Offsets(XY)— [6:0-5-120-2-8] [8:0-5-120-2-81115:0-3-80-3-0] [16:0-3-80-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.24 15-30 >517 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.5215-30 >238 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Hon(CT) 0.04 15 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 342 to FT=20% LUMBER- BRACING - FOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 4-6,8-10: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP N0.2 WEBS 1 Row at midpt 6-21, 7-19, 8-18 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (Ib) - Max Harz 2=155(LC 16) Max Uplift All uplift 100 lb or less at joint(s) except 2=-102(LC 8), 24=-562(LC 12), 15=-557(LC 13), 13=-133(LC 13) Max Grav All reactions 2501b or less atjoint(s) except 2=283(LC 23), 24=2049(LC 1), 15=2197(LC 1), 13=336(LC 24) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-117/437, 3-5=-1405/808, 5-6=-1592/971, 6-7=-1466/1009, 7-8=-146611009, 8-9=-14721902, 9-11=-895/565, 11-12=-157/470, 12-13=-68/297 BOT CHORD 2-24=-283/216, 23-24=-283/216, 21-23=-482/1235, 19-21=-442/1394, 18-19=-387/1279, 16-18=-275/813,15-16=-438/381 WEBS 3-24=-1841/972,3-23=-785/1709, 5-23=-630/419, 5-21=-19/300, 6-19= 142/291, 7-19=375/288, 8-19=-256/474, 9-18=-204/605, 9-16=-1018/621, 11-16=-854/1691, 11-15=-1706/867, 12-15=-441/311 NOTES- (8) 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 Bit; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-6-11 to 4-2-15, Interior(1) 4-2-15 to 23-2-5, Extedor(2) 23-2-5 to 31-4-12, Interior(1) 31-4-12 to 34-9-11, Exterior(2) 34-9-11 to 42-10-11, Intedor(1) 42-10-11 to 59-6-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 part bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1021b uplift at joint 2, 562 lb uplift at joint 24, 5571b uplift at joint 15 and 133 lb uplift at joint 13. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." PC N$�:e9iJy'i� No 39380 ONAL Thomas A. Aldan] PE No.39380 Mlrek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Date: February 5,2019 QWARNING- Vedrydeegn paramefersand READNOTES ON TNISAND INCLUDED MITEKREFERANCEPAGEM67473rev 1hAY20158EF0REUSE Design valid for use only with MneW connectors, this design B based only upon parameters shown, and Is for an InditAdual building component not o truss system. Before use, the building designer must veray Me applicability of design parameters and properly incorporate MIs design Into the overall building deslgn. Bracing Indicated B to prevent bucMng of lndlvldualtruss web and/or chord members only. Additional temporary and permanent bracing MiTek' B 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 huss systems, seeANSVTPIT Quallty Cr6nlo. DS849 and BCSI Balding Cpmpenmt satisfy Infomationavoilable from Truss Nate Ins1IMe. 218 N. Lee Sheet, suite 312. Alexandria, VA 223W. 69 W Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 nZ43Center plate on joint unless Y. y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss a ndd fully embed teeth. For 4 x 2 orientation, locate plates 0-114 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular (� X 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of The output. Use T or I bracing If Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown Is for crushing only. Numbering System I dimensions shown in sixteenths I scale) (Drawings not to scale) 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS [CC -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. Industry Standards: ANSI/TPII : 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. MITek Engineering © 2012 MiTek® All Rights Reserved MiTek' MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or altemative Tor I bracing should be considered. 3.Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/IPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANsfTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum ploting requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSVI-PI 1 Quality Criteria.