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HomeMy WebLinkAboutTRUSS PAPERWORK$ Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. BILE RE: 1550381-BEEBE_RES -SEALS MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: TREFELNER CONSTRUCTION IN Project Name: BEEBE RES Mo3e� 13 EffnE4�15 Lot/Block: N/A Subdivision: BEEBE RES Address: CODY LANE, CODY LANE sf c'$y City: Fort Pierce State: FL 'r/ 'L�. Name Address and License # of Structural Engineer of Record, If there is one, for the building. /�C Name: License #: �G Address: 4� 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: 47.0 psf Floor Load: N/A psf This package includes 29 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. INo. ISeal# ITruss Name I Date INo. ISeal# ITruss Name Date 1 IT15344802 lAl 10/16/18 118 IT15344819 IV10 10/16/18 12 I T15344803 I A2 110/16/18 119 I T15344820 I V 11 110/16/18 I 13 IT16344804 IA3 10/16/18 I20 T15344821 I V12 110/16/18 I 14 I T15344805 ICJ 1 16/16/18 I21 I T15344822 I V13 110/16/18 I 15 I T15344806 I CJ3 110/16/18 122 I T15344823 I V2 110/16/18 I I6 I T15344807 I CJ5 10/16/18 123 I T15344824 I V3 10/16/18 I7 I T15344808 I EJ5 10/16/18 124 IT15344825 IV4 10/16/18 18 I T15344809 I EJ7 110/16/18 125 I T15344826 I V5 110/16/18 I 19 IT15344810 I GR1 110/16/18 126 I T15344827 I V6 110/16/18 I 110 I T15344811 I GR2 110/16/18 127 I T15344828 I V7 110/16/18 I Ill IT15344812 H1 110/16/18128 IT15344829IV8 110/161181 112 I T15344813 I H2 110/16/18 129 I T15344830 I V9 110/16/18 I 113 I T15344814 I H3 110/16/18 I I I I 114 T15344815 HA 1 110/16/18 15 T15344816 HJ2 I10/16118I 116 IT15344817 S1 10/16/18 117 IT15344818 I V1 110/16/18 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, 2019. 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 MTek. Any project speck 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/rPl 1, Chapter 2. .`%%O PS t A- q4e t,, No 3938 ;9 .. STATE OF 'ONA����, Thomas A. Alban PE No.39380 MiTek USA, Inc. FL Gen 6634 6904 Parke East BW. Tampa R. 33610 Date: October 16,2018 Albani, Thomas 1 of 1 Truss Truss Type Ott, Ply SEALST75344802 Ejoby -BEEBE_RES At COMMON 4 1 II 0all Builders First Source, Plant City. FL-33bbb, S-S13 55-13 Scale=1:58.7 Ann 4x6 = 3jo 3xo — -- 3x4 = 4x6 = 3x8 = 41 = 3x4 = LOADING (pso TCLL 30.0 TCDL - 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TIC 0.76 BC 0.82 NIB 0.B8 Matrix-SH DEFL. in (loc) Well Ud Vert(LL) -0.22 11-13 >999 240 Vert(CT) -0.37 11-13 >999 too Hoa(CT) 0.12 9 n/a We PLATES GRIP MT20 244/190 Weight: 176111 FT = 20% LUMBER- BRACING- 1 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-2 0o bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13 REACTIONS. (lb/size) 1=1561/0-B.0, 9=1745/0-8-0 Max Horz 1=201(LC B) Max: Uplift 1=517(LC 12), 9=597(LC 13) FORCES. (Ib) - Max. Comp./Mx. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2856/1635, 2A=-2587/1544, 4-5=1822/1191, 5-6=1822/1161, 6-8=2551/1431, 8-9=-2832/1486 BOT CHORD 1-15=1274/2462, 13-15=-873/2026, 11-13=-90712013, 9-11=-1165/2412 WEBS 5-13=72711169, 6-13=-704/561, 6-11=164/459, 8-11=-322/290, 4-13=-723/573, 4-15=-287/491, 2-15=-351/404 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsY h=18ft; Cat. II; Exp C; Encl., lfor r forme(mbers A. 2a 0-0 to 36.0-0 zone; canfilever left and night exposed end vertical left an(d ngh exp sed;GExterior(2) and es & MWFRS7) 'h:k for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This W has been designed fora 10.0 botom chord live load noncenement with any other live loads. ♦♦ •' • G E N • •. 92 �� S ss pst ♦♦ ,r\`Z` \ \' F 4) • This truss has been designed for a live load of 201 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. No 39380 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift atjoinl(s) except W-lb) 1=517, 9=597. �%`k Thomas A Alban) PE No.39380 MITek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ®WARNING -Verify design pommetwe and READ NOTES ON MIS AND INCLUDED fill REFERENCE PACE MIl-7Qd rev. 16'dY2afe BEFORE USE R Design valid for use only vMh MRek® comeclors. This design is based only upon parameters shown, and is for an Individual building component, not [3 a Was system. Before use, the building designer must verify the applicability of design pammelers and property tncomomle this design Into the overall ■■■��.��Y■■ buildingdesign. Bracing indicated Isbprevent buckling of individual truss webandforchord members only. AWboaaltemporary and permanent trading MiTek' Is ehvays required for weeilily wd to prevent wllapse with Possible personal injury and pmwM damage. For general guidance regarding the falmaxion, storage,delivary, wwwn and bRfNg of W9See and Waa systems, we ANSIrtP11 Quality Criteria, DSB S and BCS1 Building Component Seel Parke Eaal Blvd. Safety Infamutlon available tom Truss Plate Institute, 218 N. Lea Sweet, Suite 312, Alexandria, VA 22314. Temp., FL 36510 ob x Truss Truss Type Oy Ply SEALS T15344803 1550381-BEEBE RES A2 COMMON 1 1 Job Reference (optional tluse 9i s 11^ T„e nn la lav15 pmB Pare Builders First Source, Plant City, FL-33566, Sep 24 i e n , 55-13 3.6 = 46 = 3x8 = 5-5-13 Scale = 1:56.8 15 axd — LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Ved(LL) -0.22 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.82 Vert(CT) -0.36 12-14 >999 180 BCLL 0.0 Rep Stressincr YES WB 0.88 Horz(CT) 0.12 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP.CHORD Structural wood sheathing directly applied or 2-8-10 Do pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-12 REACTIONS. (lb/size) 1=1567/0-8-0, 9=1567/0-8-0 Max Hom 1=176(LCll) Max Uplift 1=-518(LC 12), 9=518(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2870/1643, 24=-2600/1553, 4-5=-1834/1198, 5-6=1834/1198, 6-8=2600/1553, 8-9=-2870/1643 BOT CHORD 1-14=1327/2474, 12-14=-963/2037, 10-12=-968/2037, 9-10=1322/2474 WEBS 5-12=-733/1178, 6-12=723/573, 6-10=-288/491, B-10=351/403, 4-12=-723/573, 4-14=-288/491, 2-14=351/403 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.Opsf; hot Bit; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-4-0 to 64-0, Interior(1) 64-0 to 17-0-0. Exte(or(2) 17-0-0 to 23-0-0, Interior(1) 23-0-0 to 33-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord 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, with BCDL = I O.Opsf. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joints) except (jt=lb) 1=518, 9=518. J��p PspArr �6�,. 10 � •E S • • 9�ji�'i No 39380 ' :9 STArT� F �Z ,..If &/ N A� E?C�%% Thomas A. Alban] PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ®WARNING-Verlyy desk riparamdere and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M67473 rev. 1003 15 BEFORE USE. Design valid for use only Wth MTek®connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss aystom. Before use, Me building designer must verily the applicability of design pammeten and property incorporeal, this design Into the overall b tdingdesign. SmangindiratedislopreventbucklingofindividualWaswebneverdordmembersony. Addiionaltempormyand permanent bmtlng MiTew Is always required for stability and to prevent collapse wW possible personal injury and property damage. For general guideree regarding the insulation, address, delivery, erection and bmang of trusses and truss systems, see ANStrmlt Duality Critelli, DSB-89 and SCSI Building Component 6901 Parke East Blvd. Safety Information available Wm Truss Plate Indiana. 218 N. Lee Stme%Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Ob T Tmss Tmss Type �Qty Ply SEALS T15344804 1550381-BEEBE RES A3 COMMON 1 1 Job Rf o toplionall Builders First Soumz, Plant City, FL - 33566, 8.220 s Sep 24 2018 MRek IndusUies, Inc. Tue Oct 1613:34:18 2018 Page g34 10-0-0 1441-12 204W 4 12 4-8-12 5i3-4 Scale = 1:34.2 4.6 = la 3x. — Sx8 = LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gnp DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017lrP12014 CSI. TIC0.44 BC 0.91 WB 0.25 Matnx-SH DEFL. in Vert(LL) -0.16 Vert(CT) -0.34 Hoa(CT) 0.04 (loc) I/dell L/d 1-0 >999 240 1-6 >688 180 5 Na n/a PLATES GRIP MT20 244/190 Weight 86111 FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6i1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=909/0-8-0, 5=90910-8-0 Max Horz 1=104(LC11) Max Uplift 1=300(LC 12), 5=300(LC 13) FORCES. (Ib) -Max. Ccmp./A4ax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1511/996, 2-3=-1127r757, 34=1127/757, 4.5=1511/996 BOT CHORD 1-6=77611289, 5-6=-780/1289 WEBS 3.6=385/612, 4-6=437/464, 2-6=437/464 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psL BCDL=3.0psf; h=18ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 04-0 to 64-0, Interior(1) 64-0 to 10-0-0, Extefior(2) ID-0-0 to 16-0-0, Interior(1) 16-0-0 to 19-8.0 zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS Dfor f f for ons shown; Lumber ate grip tittlill A Thistrussdesignedfor10.0 bottom f ontheve load live Coss n q_<6 elload of 20. pssf has been deeen signed a bottom chord all areas where arectangle 3-6-0 tall by 2-0-0 wide 4) ���`�p�`PS G E N S '•.9�j. �i will fit between the bottom chord and any other members. �� ,�`Z` •'' �' '• i 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 At uplift atjoint(s) except (jt=11g) 1=300,5=300. No 39380 �-TAT1~ ".OrF 41J .,',SS �0 N A, 1i,.`` Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Deft 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ®WARNING -Ver1y dindim pmam xera and READ NOTES ON FN/S AND INCLUDED MITER REFERENCE PAGE MIFI473 nv. f6'0Y1af5 BEFORE us& Design valid for use onlywith MITek0 conneclam. This design Is based only upon br pammeten shown, and is an Individual building component, not ans, stem. Before use, the building designer must verify the applicabilityof design parameters and property incorporate this design Into the overall e truss Win buildingdesign. Bracing indicated is to prevent buckling of individual bass webandrmNmrdmembers only. AdEitionaltempomryandpemwnenibracing MiTek' Is akvays required for stability aM to prevent collapse with possible personal Injury and pmperfy damage. For general guidance regarding the Fabrication, storage, delivery, erection and bracing of trusses and Lass systems, we ANSIRPII Quality Creeds, DSB29 and BCSI Building Comparison 69014 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lea Street Suite 312. Alexandra, VA 22314. Tampa, FL 3e81D 7 Truss Truss Type Cry Ply SEALS T75344805 Isola 15503B1-BEEBE RES CJ1 Pas 16 1 - Reference al a ose1 Builders First Source. Plant City, FL.c -33556, onu eSep 24201 a=o•.•�••.•,�� ,e•e„•= •__�•-•-•- ..,e_. ID:U5eYbfnMFe9ghYlAnK6ykyZ8nw.x851Gs1M72eAVN90F3MEsgDKBRa nuBeO42UN%ySg5K -2-0 0 1-00 2-M 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.52 TCDL 7.0 Lumber DOL 1.33 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017r1P12014 Mabix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=138/Mechanical, 2=368/0.8.0, 4=9/Mechanical Max Holz 2=67(LC 12) Max Uplift 3=138(LC 1), 2=172(LC 12) Max Gmv 3=90(LC 8), 2=368(LC 1), 4=18(LC 3) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:9.5 DEFL. in (roc) Ude0 Ud PLATES GRIP Ven(LL) -0.00 2 >999 240 MT20 2441190 Vert(CT) -0.00 2 >999 180 Holz(GT) 0.00 3 n/a Na Weight: 7111 Fr = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; canfilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 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 buss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except dt=1b) 3=138, 2--172. `O PS11A4v1g4e',', No 39360 lillit Thomas A Ali PE No.39380 MiTek USA, Inc. FL Ded 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 &WARMNO.Vody design pessushesand READ NOTES ON MIS AND INCLUDED Iffli REFERENCE PAGE M11.703ra✓. 1WON2015 BEFORE USE. gn is based only upon paraeters shaven, and Is far an individual building compo tenl, not Design valid far use ony Thi Win MiTek® oonnedora. s design m a Was system. Before use, Me building designer must verify the applicability of design parameters and properly ircorymate this design into the overall bolding design. among Indicated is to prevent budding of individual truss web mal tlwrtl members ony. Additional temporary and permanent bretlng MiTek• is allays required for slability and to prevent whapse Min possible personal injury end p operty damage. For general guidance regarding the fabrication, storage, delivery, erection and bearing of trustee and truss systems, we ANSUTPII Quality Cdhde, DSBd9 and Best Building Component 69N Parke East Bi Safety InrormaDon available from Truss Plate Insntule, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 361310 ob t TrussPo"s Type Oty Ply SEALS T15344806 755D381-BEEBE_RES CJ3 RNER JACK 16 1 __.,.._.__... ,,..e ere°..._� _ r.._..-.._.=�. .o 'n.o .,...... dulluers rust source, ..enwny, rr.-aw , ma-i LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Ioc) Well Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.65 Vert(LL) -0.00 24 >999 240 TCDL 7.0 Lumber DOL 1.33 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Hom(CT) -0.00 3 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=19/Mechan]cal, 2=372/6-&0, 4=26/Mechanical Max Horz 2=117(LC 12) Max Uplift 3=37(LC 12), 2=143(1_C 12) Max Gav 3=27(LC 19), 2=372(LC 1), 4=52(LC 3) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:14.6 PLATES GRIP MT20 2441190 Weight 13 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc muffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 Do bracing. NOTES- t 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst,, BCDL=3.0psq h=18fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 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 100111 uplift at joint(s) 3 except at --lb) 2=143. ,`O= NS No 39380 IT '�''sS��NA� E?C�,• Thomas A. Alban] PE No.39380 MITek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ® WARNING - Wdy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil-7473 m. 1WOW015 BEFORE USE. Design valid forum only With MfTekO connedous. This design Is based only upon parameters shown, and Is for an individual building component, not a Wss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate lhb design Into the overall buldingdesign. BretlE ngindicatedistopreventbucklingofIndividualbassyreanNorcrordmembersony. Additional temporary and permanent musing WGk' Is always retrained for stability and to prevent wltapse went possible personal Irley and pmpeM damage. For general guidance regarding the fabrication, storage, delivery, erection and bmdng of Uusses and tress issuers, me ANSUIPI10ualiy Criteria, DSB S and BCSl Building Component 6904 Parke Ead Blvd, Safety Inflammation available from Trust Plate Institute, 218 N. Lee Sbeal, Suite 312, Ma iandria, VA 22314. Tampa, FL 36610 Type Oty Ply SEALS T75344807 ERJACK 14 1 -2p0 5-0O 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.65 Ved(LL) -0.03 24 >999 240 TCDL 7.0 Lumber DOL 1.33 BC 0.26 Ved(CT) -0.05 24 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Manix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=127/Mechanical, 2=433/0-8.0, 4=46/MechaniwI Max Horz 2=168(LC 12) Max Uplift 3=-111(LC 12), 2=149(LC 12) Max Grew 3=127(LC 1), 2=433(LC 1).4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:19.5 PLATES GRIP MT20 244/190 Weight 191b FT=20% BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-0 Oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 Oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0.0, Interior(l) 4-0-0 to 4-11-4 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par 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 t0 girder(s) for truss to truss Connections. 5) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joints) except (jt=1b) 3=111. 2=149. `111111111111//!/// O��p�`PS A. No 39380 IT 2 �9TtTrO� fug 441: �pR1OP���`. S .11 Thomas A. Alban] PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 mWARNING-Verhy dmlgnperem,Uars and READ HOWSON MIS ANDINCLUOEO M WIt REFERENCEPAGEMI424T3 tev, MachineBEFORE USE. s design is based only upon parameters shown, and Is for an individual building component, not Design valid for use only wide Mi rek®The a hunts system. Before use, the building designer must verify the applicability of design parameters and parody Incorporate this design Into the overall buildingdesign. Bracing Indicated is to prevent buWing at individual tmss web andlor chord members only. Additionaltempomryandpemnamadlaradng MiTek' Is anvays recruited for slabiliy and to prevent milapse Who Possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bmWg of Oussas and truss systems, we ANSVIPII Duality Criteria, DSB-89 and Goal Building Component 69M Parke East Blvd. SafetyInformation available Dom Truss Plate Ins hale, 218 N. Lee consul, Suite 312. Alexandria, VA M314. Tampa, FL 36610 Job 1 Truss Truss Type Oly Ply SEALS T15344808 15503B1-BEEBE RES EJ5 JACK -OPEN 4 1 - IbR t r t' 11 Builders First Source, Plant City, FL-33566, 9.22Ds Sep242018Ml,cAIndustries, Inc. Tue Oct1613:34:192018 Pagel ID:USeYbfnMFe9ghYW nK6ykyZenw-tXDMY2dfguukhJmNUPixFleeFB WFohxrNXbSOySg51 2-0-0 5-0O A Plate Offsets tX Y7- f2 0-2-0 Edael LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.65 Vert(LL) -0.03 24 >999 240 TCDL 7.0 Lumber DOL 1.33 BC 0.26 Vert(CT) -0.05 24 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (Ib/size) 3=127/Nlechanicel, 2=433/D-8-0, 4=46/Mechanical Max Horz 2=168(LC 12) Max Uplift 3=111(LC 12), 2=149(LC 12) Max Gmv 3=127(LC 1), 2=433(LC 1), 4=92(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:19.5 PLATES GRIP MT20 2441190 Weight 19 lb FT = 20% Structural wood sheathing directly applied or 5-D-0 oc purlins. Rigid ceiling directly applied or 10-D-0 of; bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exid C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Intedor(1) 4-0.0 to 4-114 zone; cantilever left and right exposed ; end vertical left and right exposed;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 lost bottom chord live load noncencurrent 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 In uplift aljoint(s) except (it -lb) 3=111, 2=149. ,,%% 'ONS1AFfq<eyi. GEN No 39380 ,ONAIII I 1 III Thomas A Albanl PE No.39380 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ®WARNING-VerHy design samandem and READ NOTES ON MIS AND INCLUDED MTO( REFERENCE PAGE MII.7473 ny. 1M MUSBEFORE USE. Design valid forum onymnth Maek® connectors. This design is based only upon parameters shown, and Is for an inamdual building component hot La a truss never. r. Before use, Me building dengner must vents the applicability of design pammelers and properly Incorporate ells design into the overall building design. BraGrg Indicated is to prevent buckling of individual truss web all Nord members only. Additional temporary and permanent bidding MiTek' Is WM smquimdbrstabliybMtopmvenlwlla ws ffipassiblepmsonallnjury pmpeMdamage. Forgeneralguidancere6ardingrhe label®don, sromge, delivery, erection antl bmdng of trusses end bvsa syskms, see ANSUmIt Quality Criteria, DS0-B9 and SCSI Building Component 69M parka East BIM. Safety Information available both Tmse Plate Institute, 218 N. Lee Steel. Sure 312, Aleeandria, VA 22314. Tempe, FL 36610 Jo0 I Truss Tmss Type Oy Ply SEALS T75344809 1550381-BEEBE RES EJ7 JACK -OPEN 33 1 Builders First Source. Plant Ciry, FL-3 btt. Job Ref1 f 11 8.220s Sep 242D78 MRexlndustnes, Inc. Tue Oct to 13:34:202018 Paget N:wel 2-0 G 7-0-0 2-0-0 7-0-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (]cc) pde0 L/d TCLL 30.0 Plate Gnp DOL 1.33 TC 0.92 Vert(LL) 0.12 2A >689 240 TCDL 7.0 Lumber DOL 1.33 BC 0.53 Vert(CT) -0.18 2A >448 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -D.00 3 RIB nla BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=205/Mechanical, 2=514/0-8-0, 4=75/Mechanical Max Horz 2=220(LC 12) Max Uplift 3=155(LC 12), 2=166(LC 12) Max Grav 3=205(LC 1), 2=514(LC 1), 4=120(LC 3) FORCES. Qla) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale: 1rd'=l' PLATES GRIP MT20 2441190 Weight 26 111 FT = 20 % BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 Go bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-seccnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Enci., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 6.11-4 zone; Cantilever left and right exposed ; end vertical left and right exposed;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 atjoint(s) except (it --lb) 3=155,2-166. OPS1 Aft��e,,'' NS No 39380 S7A�E O� Thomas A Milani PE No.39389 MITek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 WARNING -Verify design paramWem end REAO NOTES ON T NI S AND INCLUDED MTEK REFERENCE PA GE hU1Jq] my. 1"=OI S BEFORE USE. / Designvaad forum ontywilh MifeWconectors. This design is based only upon parameters show, andis foram individual building component not a "m system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate Nis design Into the overall budding design. Bracing indicated la to prevent buckling of indvldual glass web lodger NON members only. Additional temporary and permanent dancing Welk' Is ahsays required for stability and to prevent collaps>wiN possible personal Injury and property damage. Forgeneralituidancaragardinglhe fabrication, storage, delivery, emotion and boating of trames and rose systems,MO ANSVIPI1 Quality Criteria, OSBA9 and SCSI Building Component 69M Parke East Blvd. across Infomution available from Trust Plate Institute, 218 N. Lee Si Suits 312, Alexandria, VA 22314. Tampa, FL =10 Job r Truss Truss Type Dty Ply SEALS T15344810 1550381-BEEBE RES GR1 HIP GIRDER 3 2 b(antionall Builders First Source, Plant City, FL-33568, 8.220 s Sep 242UIU MI ID:U5eYbfnMFe9ghYiAnK6ykyZBnw-I61 -2-0-0 7-M 73R0 204.0 27.0-0 24)-0 7-0-0 6A-0 6-8-0 G." 3x4 = 4x6 - 3x4 = 3x4 = 9, 06 = 3x4 4XIO MT20HS = .. 3x4 = V 4x10 MT20HS = 3x4 = 2-0-0 Scale=1:61.9 LOADING (pso TCLL 30.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2017/rP12014 CSI. TC 0.94 BC 0.77 WB 0.63 Matrix -Set DEFL. in (hoc) 9dell L/d Ven(LL) -0.28 12 >999 240 Ven(CT) -0.47 W-12 >848 180 HOR(CT) 0.11 8 n/a Na PLATES MT20 MT20HS Weight 3671b GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ituf ize) 2=3106/0-8-0, 8=3106/0-8-0 Max Hoa 2=93(LC 25) Max Uplift 2=1339(1_C 8), 8=1339(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=584412570, 34=-515912362, 4-6=7711/3435, 6-7=-5160/2363, 7-8=5845/2571 BOT CHORD 2-14=-2233/5080, 12-14=3412/7468, 10-12=3387/7470, 8-10=2178/5081 WEBS 3.14=668/1883, 4.14=-2691/1382, 4.12=0/595, 6-12=0/594, 6-10=2692/1383, 7-10=-669/1884 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords Connected as follows: 2x6 - 2 rows staggered at 0.9-0 oQ 4 follows:Webs Connected as 2) All loads are Considered equally applied to all plies, except it noted as front (F) or back (S) face in the LOAD CASE(S) section. Ply to p,S A. ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ���` ,Z,0 • • C E N •' S' ••.92 3) Unbalanced roof live loads have been considered for this design. ,� \ \' 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps/; BCDL=3.Opsh hot Oft: Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.60 plate grip : No 39380 DOL=1.60 •; 5) Provide adequate drainage to prevent water pending. _ 6) All plates are MT20 plates unless otherwise indicated.- 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. i p '• -STA 6. : 8) • 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. 1= �/i/ '• `�' -= "-`-• 9) Provide mechanical connection (by others) of truss to bearing Capable of withstanding 100 lb uplift aljoint(s) except (it=1b) plate �,i �s • O fi \�•• ����� 2=1339,8=1339. �����5;� providb sufficient to Concentrated and 281 lb up 1b or other Connection ce(�12, 10) Hanger7-0-0, and p and1581b up atport 131 lb down and 158 lb up a) 131 down1 t-0-12, 131 lb down 158lb at 13-0-12, 1 1 dam and 1581b up at 150.12, 131 Ib clown and 1581b up at 17-0.0, 131 16 down and 1581b up at 18-11-4, 131 Ib down and 158 Thomas A Alban] PE No.3938D Ib up at 20-1 l-4, 131 Ib dawn and l5B lb up of 22-11A. and 131 Ib down and 1581b up at 24-114, end 2521b down antl 281 lb MRek USA, Inc. FL Cad 6634 up at 27-0-0 on top chord, and 348 Ib down and 156 lb up at 7-0-0, 80 lb down at 9-0.12, 80 lb down at 11-0-12, 80 lb down at 13.0-12, 8016 dawn at 15-0-12, 801b down at 17-0-0, 801b dam et 18-114, 80 Ib dawn at 20.114, 801b down al 22-114, and 6904 Parke East Blvd. Tampa FL 33610 801b clown at 24-114, and 3481b down and 156 Ib up at 26-114 on bottom chord. The designtseledion of such Connection Date: device(s) is the responsibility of others. October 16,2018 e e arsesaasea WARNING. Verily design parameters and READ NOTES ON IRIS AND INCLUDED MITER REFERENCE PAGE All rsv. 1010341015 BEFORE USE. Design valid Mr use only with Mill connectors. This design is based only, upon parameters shown, and Is for an individual building oompanenl, not HV 11 a buss system. Before use, Me building designer must wi y the appgrabsty of design parameters end properly imorpomte Nis design Into the overall bu4din9design. BmingindiwtedlstopmvenlbucMingdf diviWal Wssmban&w Gmdmembeoony. Addisonaltempoaq and pomammil Imdng MiTek• Is.lways rswired for slability and to prevent collapse WM paesible personal Injury and property damage. For general guidanm regaling Me labriatnor, storage, delivery, erection and bracing of trusses and thin systems, see ANSa1Pl1 Quality Criteria, DSBd9 and BC51 Building Comparison 6904 Parke East Blvd. Selers Information available hem Truss Plata Institute, 218 N. Lee 61reeL Bata 312. Alexandria, VA 22314. Tampa, FL 36610 4ob r Truss Truss Type City Ply SEALS T75344810 1550381-BEEBE RES GR1 HIP GIRDER 3 2 Builders First Source, Plant City, FL-33566. 8.22us Sep 242018 MTek Industries, Inc Tue Od 16 13:34:22 2018 Page ID:USeYbfnMFe9ghYftK6ykyZBnw-IGueJZ5VybGTb82L2dyPZuw5MS5DSOZNYLmF3lySg5F LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pill Vert 1-3=74, 3-7=74, 7-9=74, 2-8=-20 Concentrated Loads (Ib) Vert: 3=182(11) 5=-131(B) 7=-182(B) 13=55(B) 14=-348(B) 12=55(B) 10=-348(B) 11=55(B) 15=-131(B) 16=131(B) 17=131(B) 18=-131(S) 19=1MIS) 20=-131(9)21=-131(B) 22=-131(B)23=-55(B) 24=-55(B) 25=55(8)26=-55(B)27=-55(B) 28=-55(B) ®WARNING - Verity design panslates end READNOFES ON MIS AND INCLUDEDNn'EKREFERENCE PAGE MIA7473rea, Womble BEFORE USE. Design valid for use only vdth MRekQ connectors. We design is based only upon parameters shovel, and Is for an individual building component, not ' a Voss syslem. Before use, me building designer must verify the applicability of design Parameters and properly Incorporate mis design into the overall r buildingdesign. among indicated isroprevent bucking ofMdividualtrussweband/urdordmembers only. Addiemallemporaryandpelmanenlbraung MiTeW Is akvaysre,hed evehbgily motto preventmllap.,eilh POSableperso alinjury andpropeM damage. FOlgemmlguldanoeregardlAglhe fabrication, storage. delivery , erection and bmdng cltmsses and truss systems,sea ANSMI Quality Crilede, DSB69 antl BCS1 Building Component 6904 Parka East Blvd. Safety Informa Ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA=314. Tampa, FL 36610 Type IOly IPly I SEALS T75344811 GIRDER 2-0-0 05 = 2-" Scale = 1:3G5 11 LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2017ITP12014 CSI. TC 0.60 BC 0.65 WB 0.33 Matrix-SH DEFL. in Veri(LL) -0.20 -Vert(CT) -0.41 Horz(GT) 0.04 (loc) I/deg Ud 6-8 >999 240 6-8 >569 180 6 n/a n/a PLATES MT20 MT20HS Weight: 93 lb GRIP 2441190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purling. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9-11-1 m bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1333/D-B-0, 6=1332/0.8-0 Max Herz 2=-123(LC 6) Max Uplift 2=494(LC 8), 6=-494(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1896/707, 34=1413/476, 4-5=-1413/476, 5-6=-18967707 BOT CHORD 2-8=-619/1620, 6-8=-540/1620 WEBS 4-8=255/860, 5-8=-514/394, 3-8=-515/394 NOTES- 1) Unbalanced roof live loads have been mnsidered for this design. 2) Wind: ASCE 7-10; VUH--160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.Opsf; h=1811; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gap DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. T11111111/�� `,yT I7j A. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `� �pkS qL 7�A 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 �� to G E N 5k' 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 joint(s) except Ot=1b) `,��` •. �� 2=494,6=494. 7) Hanger(s) or other connection devioll shall be provided sufficient to support mncenlraled load(s) 257 IS down and 250 lb up at No 39380 ,�. 5-0-0, and 2571b down and 250 to up at 14-11-4 on top chord, and 115 Ib down and 31 Ib up at 5-0-0. 52111 down at 7-0-12, 52 lb The dawn at 9-0-12, 521b down at 10-11-4, and 52 Ib down at 12-114, and 115 lb down and 31 Ib up at 14-114 on bottom chord. design/selection of such connection device(s) is the responsibility of others. TA1''E 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). e•'© .P•' i��i(x+y.""� ��� • L O � . LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 i��s ••'•''�• �% Uniform Loads (p Vert: �74, 47=74, 2-6=-20 1 t Concentrated Loads fib) Vert: 5=112(F) 3=112(F) 9=-87(F)10=26(F)11=26(F)12=-26(F) 13=26(F) 14=-87(F) Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ®WARNING. Undo, deals. psmme ve antl READ NOTES ON THISANU INCLUDED MITER REFERENCEPAGEMOJO3 mW. 10'001,2016 BEFORE USE Design valid for use ord, Win MRek® eon teoom. This design is based only upon parameters shown, and is loran individual building component, not m� e Was Wslem. Before use, the building designer must verify the epplimblity of design parameters and property incorporate this design Into the overall buld'mgdesign. Bracing indicated is to prevent buckling of Individual truss webandlurchord members only. Additionaltemponsyandpermsententbmting MiTek' is always mQuired forstabilly and to prevent collapse With possible personal injury and propeM damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and Was systems, see ANSIRM Quality Criteria, DSB419 and SCSI Building Component 6904 Parke East Blvd, Safety Informanon avi fable Wm Trues Plate Institute, 218 N. Lee Street, Suits 312, Ahouredru, VA 22314. Tampa, FL 36510 T15344812 2-00 4�2-12 06 = 3xB = 8-0-0 4x6 = 3x8 = 4x6 = 2.4 II Ax6 3xB = 4-94 2-M Scale=1:61.9 LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress lncr YES Code FBC2017/TPI2014 CS'. TC 0.79 BC 0.86 WB 0.41 Matnx-SH DEFL. in (loc) Vdeg Ud Vert(ILL) -0.24 12 >999 240 Ven(CT) -0.39 1012 >999 180 Horz(CT) 0.14 8 Na may PLATES GRIP MT20 244/190 Weight: 1711b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except• TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc purling. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-9-3 0o bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-14, 5-10 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1739/0-6-0, 8=1739/0-8-0 Max Harz 2=113(LC 10) Max Uplift 2=516(LC 12), 8=-516(LC 13) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=2818/1765, 3A=2546/1570, 4-5=-2239/1496, 5-6=2239/1496, 6-7=2546/1570, 7-8=2818/1765 BOT CHORD 2-14=-1376/2403, 12-14=-1491/2946, 10-12=-1491/2948, 8-10=1396/2403 WEBS 3-14=-229/370, 4-14=356/680, 5-14=-950/570, 5-12=0/292, 5-10=950/570, 6-10=-356/680,7-10=-230/369 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; What 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh, h=18ft; Cat. 11; Exp C; Encl., 11 f 4 f to and C-C nlnterior(1) and G7-5-13 tillillt A. to 25-0-0, Extenor(2) 2)5-0-0 t 1&O33-B-0 to 36-0 zolne cantilever left right) exposed' end vertical eft(1) %�"Op S 4 I ` q( �j and fight exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �� O�P • ` -• • G E N 5+' •.; 9iL �� 3) Provide adequate drainage to prevent water ponding. �� A� �' F 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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 wideee No 39380 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 (it -lb) _ 2=516, 8=516. '� % ' Thomas A Albanl PE No.39380 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa R. 33610 Date: October 16,2018 ®WARNING .Verify design paremerere and READ NOTES ON IRIS AND INCLUDED NQTEN REFERENCE PAGE 1,111-7w3 rev. 1,10Y2016 BEFORE USE Design valid for use only with MiTek® connedo s. This design Is based only upon parameters shown, and is for an individual building component, not Sal a truss system. Before use, the building designer must vent' the applicabity of design paramrs eteantl properly imomomle this design Into the overall building design. Bidding Indicated is to prevent budding of individual truss web mayor cLON members any. Additional temporary and permanent yading MiTek' Is always mWired for stability and to prevent collapse vri0l possible Personal injury and property damage. Forgeneral guidancerega ding the fabrication, storage, deliver , erection and bathing of trusses and truss systems, see ANSVTPII Quality Criteria, DS9E9 and BOSI Building Component 6904 Palle East Blvd. Safey, Information available from Truss Plata Institute, 218 N. Lee Sleet, Suite 312. Alexandra, VA 22314. Tampa, FL 36610 r=RESHM2" Truss Type Dry Ply SEALS T153448/3 rato 550381-BEEB HIP 1 1 (optional) Builders Film Source, Foam ctly, rL- aaaoo, 5-2-12 6.0-0 62-12 6-94 Ban = 20 5xB = 3 17 4 B 5 Scale=1:57.5 9 16 'a 3X6 = 14 la - n = 3x8 = 2.4 I 3x4 = 3x8 = 3x4 = 2x4 I 3x4 = 3.4 = LOADING (pso TCLL 30.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress lncr YES Code FBC2017rrPI2014 CS]. TC 0.67 BC 0.71 WB 0.40 Matrix-SH DEFL in (too) Udefi Ud Vert(LL) -0.20 11 >999 240 Vert(CT) -0.32 11-13 >999 180 Hom(CT) 0.13 7 RIG n/a PLATES GRIP MT20 244/190 Weight: 177 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 2-11-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (no/size) 1=1567/0-8-0, 7=1567iG.8-0 Max Horz 1=114(LC 10) Max Uplift 1=463(LC 12), 7=463(LC 13) FORCES. fib) - Max. Comp.lMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=2944/1849, 2-3=2408/1587, 34=2408/1699, 4-5=2408/1699, 5-6=2408/1587, 6-7=-2944/1849 BOT CHORD 1-14=-1561/2519, 13-14=1561/2519, 11-13=1113/2077, 9-11=1086/2077, 8-9=.1533/2519, 7-8=-1533/2519 WEBS 2-13=523/516, 3-13=213/363, 3-11=-028/611, 4-11=503/433, 5-11=-328/611, • 5-9=-213/363, 6-9=-523/516 NOTES- 1) Unbalanced roof live loads have been considered for this design. r t • 2) Vasd=124mph; CD[ o (l) sC.0 tor(2) s q� Exteriecond Cp 0 18; MWFRS (envelope) and 04-0 to 64-0) 6-4-0 to 1-0-0, Extenor(2)t111-0.0to 19-5-13, A. ,���op IS 19-5-13 to 23-0.0, Exterior(2) 23-0.0 to 31-5-13. Interior(1) 31-5-13 to 33-8-0 zone; cantilever left and right exposed; end Lumber DOL=1.60 DOL=1.60 �� O • • • I, ISO,, • G E N S' •.; 9.y vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; plate grip ��`,r,�` 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconament with any other live loads. No 39380 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 b others of truss to Dearing late Capable of withstanding 1001b uplift at'oint(s) except t-Ib — (Y ) 9P P 9 P 1G-)-illy •IZ` ' 1=463, 7=463. 411; NA� 111111 fit Thomas A. Milani PE No.39380 MTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ®WARNING -Verity design parameters and READ NOTES ON MIS AND INCLUDED MITEN REFERENCE PAGE MII-T4y3 rev. leaned BEFORE USE. Design valid for use any, with MTek® Contractors. This design is based only upon parameters shovm, and is for an Individual building component, not **�6 KV a Was system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing indicated 13 to prevent bucking oflndivldual truss web andar chord members only. Additionaltempore,mlpmmanenthrocing WOW ise"s recluses for stability and to prevent collapse with possible personal injury and property damage. ForgeneraiguidanmregaNingthe fabrication, storage, deliver,, erection and bmctng of busses and truss systems, we ANSIIIPII Quality Criteria, DS9-69 and BCSI Building Component 69M Parke East Blvd. SafetyInfomution available from Tmas Plata Institute, 216 N. Lea Street. Suite 312, Ahroandda, VA 22314. Tampa, FL 3661D rob . Truss Truss Type ay, Ply SEALS T15344814 1550381-BEEBE RES H3 HIP 2 1 o to a sbie5 m^,- r"^ n,i 1B t3.3d-27 2n1R Pane 1 Builders First Source, Plant City, FL-W566, Sep 2 l e n u , 4-2-12 4-2-12 Srate=1:59.1 4x6 = ass = 154 16 46 3xB 3x8 = = 48 � 4,5 _ 3x8 axe — = ll = LOADING (psq TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress lncr YES Code FBC2017/TPI2014 CSI. TIC0.81 BC 0.87 WB 0.41 Matrix-SH DEFL. in Vert(LL) -0.24 Vert(CT) -0.40 Horz(CT) 0.15 (loc) I/dell Lid 11 >999 240 9-11 >999 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight 167 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 •Except• TOP CHORD Structural wood sheathing directly applied. 3-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 413, 4-9 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1561/U-8-0,7=1745/0-8-0 Max Horz 1=125(LC 13) Max Uplift 1=460(LC 9), 7=-518(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -Ail forces 250 (Ib) or less except when shown. TOP CHORD 1-2=2873/1825, 2-3=2590/1641, 3-4=-2275/1541, 4-5=2251/1539, 5-6=-2560/1617, 6-7=-2831/1811 BOT CHORD 1-13=1425/2480, 11-13=-1569/2969, 9-11=-1569/2969, 7-9=1436/2414 WEBS 2-13=-263/399, 3-13=-377f/06,4-13=-946/515, 4-11=0/291, 4-9=960/576, 5-9=-377/686, 6-9=229/367 NOTES- 1) Unbalanced roof live loads have been Considered for this design. f ; hall econd gust) 2) sC-C 111111 f p 2' GCp 0 18; Mill (envelope) and Exledor(2)se-0-0 to 6A-0 Innterio (1) 6-4-0 to 9-0-0 Exi nottr(2) 9-0-0 to17-�5-13, Intedor(1) `����p,S A. 17-5-13 to 25-0-0. Fxtenor(2) 25-0-0 to 3a 8-0, Interior(1) 33-8.0 to 36.0-0 zone; cantilever left and right exposed ; end vertical left `�� Q • • •� C, E N S' • and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 �� �� �••• 2 3) Provide adequate drainage to prevent water pending. : 4) This truss has been designed for a 10.0 psf bottom chord live load nonconctlmentwith any other live loads. No 39380 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. B Provide mechanical connection others) of truss to bearing late Capable of Withstanding 100 111 uplift at joint(s) s except Ot=lb (by 9 P 9 P 1� O) �^� :• �.`. 1=460, 7=518. p ,'1"'y"C^',(r{%fir••/Y �ii FS R • �? Se S` 1� Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Ced 6634 • 6904 Parke East Blvd. Tampa FL 33610 Date: Odober 16,2018 ®WARNING.Water design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-741`3 rev. IG'Oaf2013 BEFORE USE. Design valid for use ony with MRek®cor adme. Th9 design is based only upon parameters shown, and is for an individual building sompanent, not a Mass system. Before use, tie building designer must verify the applira6ility of design paremders and property incorporate this deslgn Into the overall building design. Bracing Indicated is to Noting of Individual buss web andfor dmord members only. Additional temporary and permanent trading � prevent i.maudys re,tr dforslabint Matto preventoollepsewiN posstblepenonalinjury and poperty damage. Far6eneml guidance regarding the MiTeW fabrication, storage. delivery, erection and boding ofbuazas and truss systems,see ANSIMPH Ouality Criteta, DSBa9 and BCS1 Building Component 6904 PaAa East Blvd. Safety Infoma lon available from Truss Plate Institute, 218 N Lee Steel Suite 312. Alexandra, VA 22314. Tampa, FL Still fob r Truss' Truss Type oty Ply SEALS T15344815 1550381-BEEBE RES Builders Firs[Source. Hit Plant City. FL-33556, DIAGONAL HIP GIRDER _Job 6 1 R1 o forptiq Il 8.22GSSep 242018 MTek Industries, Ina Tue --O-- ct 1:282018 Pagel iu:Qaer mnmreoyn r wmOyyw....-,...,.............r........__. _.-.....____, -2- 15-2-9-11 5.1-9 9-10-1 2-9-11 5-1-9 4AA Scale -1:26.0 a,I ADEQUATE SUPPORT REQUIRED LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.51 Val(LL) -0.04 6.7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.33 BC 0.50 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO We 0.30 Hom(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.7-14 oc bracing. _ WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except (t=length) 2=0.10-15. (lb)- Max Horz 2=228(LC 4) Max Uplift All uplift 100 Ile or less atjeint(s) 1 except 4=125(LC 4), 2=148(1_C 4), 5=135(LC 4), Max Grav All reactions 2501b or less aljoinl(s)1. 4 except 2=735(LC 35), 5=328(LC 35) FORCES. (Ite) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=878/258 BOT CHORD 2-7=370f703, 6-7=-370t7O3 WEBS 3-6=-7641402, 3-7=0/277 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 Oft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; 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 "as Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 100 lb uplift aljoint(s) 1 except at -lb) 4=125, 2=148, 5=135. 6) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 164 Or down and 242 lb up at 1-4-15, 164 He down and 242 lb up at 1-4-15, 131 He down and 34 lb up at 4-2-15. 131 He down and 34 Ib up at 4-2-15, and 59 lb down and 109 He up at 7-0-14, and 59 Ib down and 1091b up at 7-0-14 on top chord, and 1 Ib down at 1-4-15, 1 Ib down at 1-4-15, 18 Ite down at 4-2-15, 181b down at 4.2-15, and 38 Ile down at 7-0-14, and 38 Ile down at 7-0.14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase--1.33 Uniform Loads (elf) Vert: 1-2=95, 2A=74, 2-5=20 Concentrated Loads (Ib) Vert 8=92(F=46, B=46) 10= 14(F=22, B=22) 13=36(F=18,'8=18) PS A '.. .0 No 39380 *.----7 STATE ,lift i� N Al ��C �,• Thomas A Abort PE No.39380 MITek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 &WARNING -Ved/y deelg0 parome9. and READNOTES ON MIS ANDINCLUDEO MITEK REFERENCE PAGEMII-TQJ re110,0351015 BEFORE USE. Dart, valid for use onlywtth UTekO connectors. This design is based only upon parameters sharer, and is loran individual building component, not a three system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the Overall burding design. Bradng indicated is to prevent buckling of individual truss web andror chord members only. Additional temporary and permanent bratlng WOW Is okays repaired for stability and to preventmeapse with passible personal injury, and properly damage. For general guidance regarding the fabrication, slorage. delivery, erection and bmang of trusses and buss systems, we ANSUTIM Quality Criteria, DSB-e9 and Won Building Component 6904 Parke East Blvd. Safety Intonation available hom Truss Met. Institute, 216 N. Lee Surat, Suffer 312, Aleeandra, VA 22314. Tampa, FL 36610 1550381-BEEBE RES ADEQUATE SUPPORT REQUIRED Type HIP GIRDER 3-74 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.73 Vert(LL) -0.11 5-6 >717 240 TCDL 7.0 Lumber DOL 1.33 BC 0.52 Vert(CT) -0.16 5-6 >509 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(CT) 0.01 4 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 T15344816 2018 Pagel rgxy7orySg58 Scale = 1:21.5 PLATES GRIP MT20 244/190 Weight: 28111 FT = 20 % BRACING - TOP CHORD Structural woad sheathing directly applied or 6.0-0 cc purling. BDT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. REACTIONS. All bearings Mechanical except (jt=length) 2=0-1 OA 5. (lb) - Max Horz 2=177(LC 4) Max Uplift All uplift 100 Ib or less at joints) 4, 5 except 1=116(LC 22), 2=t22(LC 4) Max Grav All reactions 2501b or less aljoint(s) 1, 4, 5 except 2=687(LC 35) FORCES. (Ib) -Max. Comp.Mlax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chard 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 1001b uplift atjoint(s) 4, 5 except GI=1b) 1=116,2=122. 6) Hangets) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 164111 down and 242 lb up at 1-4-15, 164 Ib down and 242 lb up at 1-4-15, and 131 lb down and 341b up at 4-2-15, and 131 It, down and 34 Ib up at 4-2-15 on top chord, and 1 Ile down at 1-4-15,1 lb down at 14-15. and 181b down at 4.2-15, and 18 It, dawn at 4-2-15 on bottom chord. The design/selection of such Conneclion device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-2=95, 24=74, 2-5=-20 Concentrated Loads (Ib) Vert 7=92(F=46, B=46) ```,o'OPS1A. q�e �.` .• ... GENS No 39380 ' Thomas A. Alban] PE No.39380 MITek USA, Inc. FL Cell 6634 691M Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ®WARNING - Vorrrydesign parametersand READ NOTES ON MIS AND INCLUDED MITEK REFERENCEPAG£11174 0nv. fa'O3R015 BEFORE USE Design valid for use only whg ilh Tek® connectors. This design is based only upon parameters shear, and Is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall Widingdesign. Bracing indicated is to prevent bucNing of individual truss web and/or chord members any. Additionallemporeryan1permanentbretlng MiTek' Is always required for slabiliy and to prevent collapse Wish possible personal injury and property damage. Forgenerelguidznceregardinglhe fabrication, storage. delivery, amdon and bracing oftruseas and truss systems,sae ANSV 11 Quality Criteria, Di and BCSI Building Component 6904 Palle East Blvd. Safely Information available hom Truss Plate InatiMe, 218 N. Lee street, Style 312, Alexandra, VA 22314. Tampa, FL 36610 T15344817 5-11-10 56-3 6.8 4.6 II scale = 1:56.2 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Lid PLATES GRIP TCLL 30.0 Plate Gap DOL 1.33 TC 0.79 Vert(LL) -0.58 12 ,689 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.98 Vert(CT) -0.98 12-14 >406 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Hom(CT) 0.68 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 158111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x4 SP No.1 BOTCHORD Rigid ceiling directly applied or 2-2-0Dobracing. BOT CHORD 2x4 SP No.2 *Except' 1-13,9-it: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1567/0-8-0, 9=1567/0-8-0 Max Harz 1=-177(LC 10) Max Uplift 1=-518(LC 12), 9=-51 B(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5051/2812, 24=-4694/2514, 4.5=-3418/1788, 5-6=3418/1781, 6-8=4694/2507, 8-9=-5051/2806 BOT CHORD 1-14=-2421/4521, 12-14=-1863/3964, 10-12=1876/3964, 9-10=-2409/4521 WEBS 5-12=-1261/2594, 6-12=-9457750, 6-10=296/541, 8-10=-315/451, 4-12=945/750, 4-14=-295/541, 2-14=315/450 NOTES- 1) Unbalanced roof live leads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Evp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) GA-0 to 6-4-0, Interior(1) 6-4-0 to 17-0-0, Exterior(2) 17-0-0 to 23-0-0, Interior(1) 23.0-0 to 33-8-0 zone; Cantilever left and right exposed ; end vertical left and fight exposed;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord 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) Bearing at joint(s) 1, 9 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) except Qt=1b) 1=518, 9=518. PS 1IFl11 g 'q�e'''' E5; • . -Q ��� No 39380 ' 1. i� N A7 ANC �,• Thomas A Albert PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 WARNING-vergy design Panamanian and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE MIIdg3 rev, 164034015 BEFORE USE. Design (a, use onywllh Mmnl) connectors. This design is based only upon parameters shovm, and is for an individual building Component not savess Ist valid a buss system. Before use, the building designer must very the applicability al design parameters antl property incorporate this design Into the overall bustling design. Binding indicated B to prevent buckling of individual Wes web mayor chord members only. Additonal temporary and permanent braWg M(Tek is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bncutg of busees and tress systems, we ANSVITTI Quality organic, DSB-89 and BCSI Building Component fig09 Parke East Blvd. Safety Information available hom Truss Plate Institute, 218 N. Lee Street Suite 312, Melanesia, VA 22314. Tampa, FL 36510 lob I Truss Truss Type Ob Ply SEALS , T75344818 1550381-BEEBE RES V1 VALLEY 1 1 —Job Reference (optignall a 13.9Am1 only Page 1 Builders First Source, Plant City, FL-33556, ID:USeYbfnMFe9ghYLAnKeykyZ8mv-%rx2CeC$gMOBA%E440cWOnolt51N3CEicFRDljySg56 4x5 = 3.4 i 9 B 7 6 3.4 2x4 II 214 II 30 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 30.0 Plate GOP DOL 1.33 TC 0.44 Vert(LL) n1a - n1a 999 TCDL 7.0 Lumber DOL 1.33 BC 0.26 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Holz(CT) 0.00 5 n/a rda BCDL 10.0 Code FBC2017rFPI2014 Matrix-SH Scale=1:33.0 i PLATES GRIP MT20 244f190 Weight 71 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 GO bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-8-0. (lb) - Max Horz 1=95(LC 8) Max Uplift All uplift 100 Ib or less at jomt(s) 1, 5,8 except 6=289(1.0 13), 9=289(LC 12) Max Gcav All reactions 250 lb or less atjoint(s) 1, 5 except 8=488(LC 1), 6=533(LC 24), 9=533(LC 23) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=3641186, 4-6=4331479, 2-9=-4331479 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.0psf; h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Inter]or(1) 6-7-9 to 9-10-8, Exlerior(2) 9-10.8 to 15-9-0, Interior(1) 15.9-0 to 19-1-7 zone; cantilever left and right exposed ; end ver8ral left and right exposed;GC for members and forces 8 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 for a 10.0 psf bottom chord live load nonconwrrent 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 3-6i0 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 atjoints) 1, 5, 8 except Ut=lb) 6=289, 9=289. �.`�.•�GENS No 39380 t— '9 FATE Or :•�u �'. (O •. rµ0 q � O. •' ���� i�'4'SS`O N A� E?C ��• Thomas A Alban] PE Na.39380 MRek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: October 16,2018 WARNING. Verily design parameters and READ NOTES ON TRISANDINCLUDED MITER REFERENCE PAGE III rsv. IWQMO15 BEFORE USE. Design valid for use onN with MiTek0examodors. This design is based only upon parameters shavm, and is for an individual building component, not a Was system. Before use, Pe building designer must ve* the applicab0ity or design parameters and primary Inax,mas this design Into the overall Y 7 building design. Bracing lndlealed is to prevent budding of individual buss web author chord members ort Additional lempomry and permanent bradng pq M!TeW Isa"srsguiredforstabilxy and lopraventmllamelvAN posslble,um,onalinjury and property damage. Forgenemlguidanceregardingthe fabrcatian, storage, delivery, emdion end bmdng of Wsws end Wss system; sae ANSUrPn Ouelity Cherie, DSB 9 and SCSI Building Component 69M Parke East Blvd. Santry Infnmmtlan available from Truss Plate Institute, 218 N Lee Stmel, Suite 312. MonomaM, VA 22314. Tampa, FL 36610 SEALS T15344819 Fq 4x6 = 3 8-1" 3x4 i 9 8 7 6 3x4 2x4 II 2x4 II 3x4 = 2x4 II Style=1:29.4 7-841 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) War Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.30 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.33 BC 0.17 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Hom(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-SH Weight 64111 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Do bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-8-0. (lb)- Max Horz 1=85(LC 8) Max Uplift All uplift 100 lbor less atjomt(s) 1, 5, 8 except 6=-251(LC 13), 9=251(LC 12) Max Grav All reactions 2501b or less at joint(s) 1, 5 excepl8=399(LC 1), 6=465(LC 24), 9=465(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-8=300/139, 4-6=370/429, 2-9=-370/429 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2pst BCDL=3.OpsQ h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; M WFRS (envelope) and C-C Exterior(2) 0.7-9 to 6-7-9, Interior(1) 6-7-9 to 8-10-8, Exterior(2) B-10-8 to 14-10-8. Interior(1) 14.1 O48 to 17-1-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 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 for a 10.0 psf bottom chord live load nonwncument 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 atjoint(s) 1, 5, 8 except Ijt=1b) 6=251, 9=251. PS 111111111 e,,'' ��� �.•' \C E N No 39380 ' v * /J •rr= ;9 STAr7E OF : �� O ,_ Qj . (O R , O P N�,�� S'O N A' EC��p Thomas A. Albanl PE No.39380 MUek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3361l) Date: October 16,2018 ®WARNING -Verify design pammeaen and READ NOTES ON MIS AND INCLUDED MITEI<REFERENCEPAG£ Mll-7473 rev. 1"342015 BEFORE USE. Design valid for use onlywitb Milaniconnedor. his design is based only upon parr ameteshown, entl is forout Individual buildingComponent, not a truss system. Befor use, the building designer mull verify, the applicability of design Parameter and property incorporate Nis design Into the overall building design. Bracing Indicated! is to prevent budding of individual truss web SnWor chord members only. Additional temporary and permanenl bracing MtTek is abvays reyuiretl for stabflily and to proven[collapse sad,posslos personal injury and properly damage. Forgenensguldaneeregardinglhe fabrication, Manage, delivery, emaon and trader, of busses and bass systems, sea ANSVTPII Duality Creeds,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safetylnfamutlon available horn Truss Plate Institute, 218 N. Lee Steel Suite 312. Mexandda, VA 22314. Tampa FL 34610 1550381-BEEBE RES T15344820 6-10-8 4.6 = Stale =1:22.8 3x6 i 3 a 2x4 1 II LOADING (psf) SPACING- 2-0-0 CS'. DEFL, in (tort)/deg Ud TCLL 30.0 Plate GOP DOL 1.33 TC 0.56 Vert(LL) n/a - n1a 999 TCDL 7.0 Lumber DOL 1.33 BC 0.49 Vert(CT) Na - US 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 3 n/a We BCDL 10.0 Code FBC2017rrP12014 Matdx-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=264113-8-0, 3=264/13-8-0, 4=645H3-8-0 Max Horz 1=-64(LC 8) Max Uplift 1=-106(LC 12), 3=-117(LC 13). 4=176(LC 12) Max Grav 1=271(LC 23), 3=271(LC 24), 4=645(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=422/387 PLATES GRIP MT20 244/190 Weight: 45111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp C; Encl., GCpi=o.18; MWFRS (envelope) and C-C Exterior(2) zone; Cantilever left and right exposed ; end vertical leg and right exposed;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 for a 10.0 psf bottom chord live load noncencurrenl 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 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 Ib uplift at joints) except Ot=lb) 1=106, 3=117, 4=176. oPslAffq<6���� No 39380 .O . SA� Thomas A. Alban] PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 WARNING - Verily design pardentere and READ NOTES ON MIS AND INCLUDED Mortar REFERENCE PAGE MX7473 rev. 10'0=015 BEFORE USE. Design Id f r use onymth MTel,0 connectors This design is based only upon parameters Atnn, and is for an iralmd Iblding component, not a truss system. Before use, Me building designer must verily ta IM1e ap,e b l,ty of design parametr eand property incorporate this design Into IM1e overall buildingdesign.Bmdngind, tedistopreventbualingofindividualWssvrebanNortlordmembmsonry. Additional temporary and permanenlbeeing MiTek' Is always requiredI., stability and toprevent collapse with possible personal injury and property damage. For9eneralguidanceregardingme fabrication, storage, delivery, erection and baling of trusses and muss systems, see ANSUIPII Duality Ontario. DS841e and SCSI Building Component 6904 Parka East BIW. Safety Information available mom Truss Plate Institute, 210 N. Lee SIR.L Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply SEALS T15344821 1550381-BEEBE RES V12 J, VALLEY 1 1 — Reference o 1' a I T Oct 161339342018 Pa a Builders First Source, Plant City, FL- 33565. 8.220 s Sep 24 2018 MRek IndusNe.. nc. ue 9 ID:U5eYbfnMFegghYiAnK6ykyZ8nw-xPGBrgEI 7Hnm1y0BAD2001sIKOGa2BIDguU2ySg53 4 0 4.10-8 4-1041 41S = Scale = 1:18D 4 3x4 i 2x4 It 3x4 C LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (Ioc) VdeO Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.27 Ven(LL) Na - n1a 999 TCDL 7.0 Lumber DOL 1.33 BC 0.24 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress lncr YES WB 0.09 Hom(CT) 0.00 3 n/a ma BCDL 10.0 Code FBC2017ITP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 DOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=180/9-8-0, 3=180/9-8-0, 4=439/9-8-0 Max Horz 1=44(LC 9) Max Uplift 1=-72(LC 12), 3=80(LC 13), 4=120(LC 12) Max Grav 1=184(LC 23), 3=184(LC 24),4=439(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less Except when shown. WEBS 2-4=-286/293 PLATES GRIP MT20 244/190 Weight 31 It, FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been Considered! for this design. 2) Wind: ASIDE 7A 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psp BCDL=3.Opst h=18ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces 8 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 for a 10.0 psf bottom chord live load nonconcunent 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$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 1 DO lb uplift at joints) 1, 3 except (jt=1b) 4=120. O'OPS7 Arrg4e',"!i No 39380 p * c � sr�'r� tip :mow Thomas A Albanl PE No.39380 MlTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ®WARNING. vedlly dealgnpremdrem and READ NOTES ON MIS AND INCLUDED AOTEX REFERENCEPAGENIAT03 rev. fW03R015 BEFORE USE. Design valid for use only Win MiTek® connectors. Thin deign is based only upon parameters shaven, and is far an individual building component, nor Iva I' 0 buss system. Before use, the building designer must verify the applirabiliy of design pa emetem and properly Incorporate his design into he overall building design. Bracing Indicated la to prevent buckling of individual Was web andfor dmrd members only. Additional temporary and permanent bmung MiTek' Is dieters mWimd for stability and to prevent collapse with possible personal injury and property damage. For annual guidance regarding the Iabrioation, storage, delivery. mundon and bmung of basses and truss systems, we ANSpml1 quality Critelli, DSB49 and BCSI Building Component 690e Parke East Blvd. Safety Information oversold from Trans Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Dly Ply SEALS T15344822 1550381-BEEBE RES V13 VALLEY 1 1 - o e n (oaf at n.I:Te4lnAue1riee Ina mro 11H 1B 133d3d 2MB Panel Builders First Source, Plant lAry, FL- saaue,-------------"-'--- ID:USeYbfnMFe9ghl iAnK6ykyZenw-xPdBrgE17Hnmt_y88AD200KIIKBGbPBIDguU2ySg53 2-108 2-10-B 2-108 Scale = 1:11.7 3x4 = 2.4 G 2x4 0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) I/deg Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.18 Ven(LL) n/a - file 999 MT20 2441190 TCDL 7.0 Lumber COL 1.33 BC 0.25 Vert(CT) n/a - n/a- 999 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20177TP12014 Mahix-P Weight 161b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.9-0 oc putting. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=211/5-8-0, 3=211/5-8-0 Max Horz 1=23(LC 11) Max Uplift 1=70(LC 12), 3=-70(LC 13) FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=215/256, 2-3=215/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VUH-160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.0psf, h=181t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and fames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beading. 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3. .An��e,,'' �\OEN3� No 39380 IZZ 9 itTAT,Er 6F1 :��� A- NA� Thomas A. Aided PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ®WARNING. Verily design psrememm end REAO NOTES ON MIS ANDINCLUDED Mlrm REFERENCE PAGEMII-rdr3 rev. Ideal BEFORE USE. Design valid for use ony with MTek® connectors. This design is based only, upon pasomeleer shove, and is bran individual building component, not � a buss system. Before use, the building designer must veriy the applicability of design parameters and property incaryorete this design into the ovemn indicated is to becidinc of individual truss web andfor Nord members only. Additional temporary and permanent bracing MiTek' bulding tlesign. Bmang prevent is aterays recoiled for stability and to prevent collapse vnN possible personal injury and properly dome". For general guidance recording the fabrication, storage, delivery, emotes and bracing of trusses and tress systems, see ANSI/1PH quality creeds, DSS89 and BCSI Building Ocomponend 69M Parka East Blvd. Saffey Infgmation available from Truss Plate Institute, 218 N. Lee Street, suite 312, Alemndrla, VA 2F314. Tampa, FL 36610 Job - I Truss Truss Type Dy Ply SEALS T15344823 i1550381-BEEBE RES V2 VALLEY i ' 1 b Reli 0111190211 Builders First Source, Plant City, FL-33566, 5.22usaepz4zuiavmja. 352018 Pagel ID:U5eYbfnMFe9ghYiAnK6—ykyZ8nw-PCBZ2DFfuavdf8%rJrhSadzUOiik70sH%IPROUy5g52 4 7-10-8 Asa = Scale=1:27.7 -a 3q 6 7 6 3x4 x0 C 2x4 11 2x4 II 2x4 II LOADING (lost) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ind TCLL 30.0 Plate Grip DOL 1.33 TC 0.22 Vert(LL) We - n/a 999 TCDL 7.0 Lumber DOL 1.33 BC 0.10 Ven(CT) n/a - Via 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH PLATES GRIP MT20 244/190 Weight 571b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or IG-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-B-0. (lb) - Max Hom 1=-75(LC 8) Max Uplift All uplift 100 to or less atjoint(s) 1, 5, 7 except 6=-218(LC 13). 8=-218(LC 12) Max Grav All reactions 250 D or less at joint(s) 1, 5 except 7=303(LC 1), 6=406(LC 24), 8=406(LC 23) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6=315/389, 2-8=-315/389 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=18ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Interior(1) 6-7-9 to 7-10-8, Exterior(2) 7-10-8 to 13-10-8, Interior(1) 13-10-8 to 15-1-7 zone; Cantilever left and right exposed ; end vertical left and right exposed;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 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 lb uplift at joint(s) 1, 5, 7 except (jt=lb) 6=218, 8=218. o'OPS1Afr'44 ��''i i " No 39380 ' o TA 4ij Thomas A Albanl PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data; October 16,2018 ®WARNING- Verl/xesslgn perannoerseed READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE MIIJ473 rev. 104011015 BEFORE USE valid for use may with MiTek® connectors. this design Is based ony upon parameter shovm, and is he an individual building component, not HIM a miss system. Before use, the bearing designer must very the applicability of design parameters and property Incorporate this design Into the ovemil Word ony. Additional temporary and penrament amusing MiTek" building design. Grating indicated is to prevent buckling of individual miss web easier members Is.May. reeulred for stabilityantl to prevent rallepsew,th possible personal injury and properly dereapa. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Musses and tress systems, see ANSIRPIll Ou iliry creeds, DSB89 antl SCSI Building Component saga Parke East Blvd. Safety Iaformetion available Me. Truss Plata Institute, 218 N. Lee Simet. Suite 312, Alexentlria, VA=314. Tampa, FL 36610 ,(1b ' ' Truss Truss Type Oty Ply SEALS T15344824 1550381-BEEBE_RES V3 VALLEY 1 1 ob Reference tOPI190alt Builde FSource, Plant City, FL-33566, B.zzu ssep 242018 MiTek lntlusbies, Inc Tue Od 16 13:34:36 2018 Pagel m-U5SYbfnMFe9ahYIMKB vkvZ8mv-uolxFMFHN1UH16lsZCh7NCM6_2kTJRm%9 YxySg51 5-1D-8 4x6 = N 510-8 Basis=1:20.7 4 3tr6 3x6 % 2x4 II LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.39 Vert(LL) Na - nfa 999 TCDL 7.0 Lumber DOL 1.33 BC 0.35 Vert(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress lncr YES WB 0.10 Holz(CT) 0.00 3 Na NO BCDL 10.0 Code FBC2017/rP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=222/11-8-0, 3=222/11-8-0, 4=542y11-B-0 Max Holz 1=54(LC 8) Max Uplift 1=-89(LC 12), 3=-99(LC 13), 4=148(LC 12) Max Gmv 1=227(LC 23), 3=227(LC 24), 4=542(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 24=354/342 PLATES GRIP MT20 2441190 Weight 381b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=3.Opsf; h=181t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterlor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 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 for a 10.0 Pat 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 Was to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except fit -lb) 4=148. S%p'OPS'A Ig46'''' No 39380 cc Thomas A. Albans PE N0.393BO MIT& USA, Inc. FL Carl 6634 69D4 Parke East Blvd. Tampa PL 33610 Date: October 16,2018 &WARNING.Verify chef,. ran, ..9. and READ NOTES ON MIS AND INCLUDED MIFEI( REFERENCE PAGE MIL-7a7] rev. le0MOIS BEFORE USE. � Design valid for use only with MiTek® connedors. This design is based only upon parameters shaven, and is bran individual building component. not a Was system. Before use, the building designer must verify the app9wbrily of design parameters and properly incaporate this design Into the overall building design. Breding indicated is M prevent buckling of individual truss web andlor diord members only. Additional 4mpo2ry and permanent beading MiTeic Is always required for sootily and to prevent collapse With possible personal injury and Property damage. For general guidan a regarding Me fabricator, storage, delivery. eandon and bracing of busses and truss Weleme,sae ANSIT It Dually Cdleda, DSBA9 end BCSI Building Comp anent 69N Parke East Blvd. Safety Information available tram Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tempe, FL 36610 bb Truss Truss Typo Oty Ply SEALS ' T15344825 1550381-BEEBE RES V4 VALLEY 1 1 bR f pT 11 Builders First Source, Plant City, FL- 33566, 8.220 a Sep 24 2u,. MITek Indusuies, Inc Tue Del 1613:34:372018 Page 1 lu:ubeyommreugnylMne_yltyCor -ry14 I lUVWUtlLU0aCVVlw9xxrr`vr1nr FU"Y 4ju 3.10-8 7.9.0 3-10-8 3-1D-8 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Gnp DOL 1.33 TC 0.16 TCDL 7.0 Lumber DOL 1.33 BC 0.14 BCLL 0.0 Rep Stress Incr YES WE 0.07 BCDL 10.0 Code FBC2017ITP12014 Mabix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=13717-8-0, 3=137f7-8-0, 4=335f7-8-0 Max Horz 1=33(LC 11) Max Uplift 1=55(LC 12), 3=-61(LC 13), 4=91(LC 12) Max Grav 1=141(LC 23), 3=141(LC 24), 4=335(LC 1) Scale=1:14.8 4x5 = 2x4 11 2x4 FORCES. its, -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. 3A DEFL. in (loc) Vde0 Ud PLATES GRIP Vert(LL) n/a - We 999 MT20 244/190 Vert(CT) Na - file 999 Hom(CT) 0.00 3 n/a nda Weight 24 lb FT or 20 % BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0Go bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-seccnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsY h=1811; Cat. II; Exp C; End., GCpi=0.18: MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires Continuousbottom chord bearing. 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 20.0psf 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) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 he uplift at joint(s)1, 3, 4. .i PS1A.f�����,'i No 39380 ' �� ✓ :aZ :O r �c�C ;s. Thomas A Albanl PE No.39380 MITek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 WARNING -Verily design Persons. and READ NOTES ON THIS AND INCLUDED WTEx REFERENCE PAGE hl' TW4 re¢ Iwo3ools BEFORE USE. Design valid for use only with MiTeW Connectors. This design is based only upon parameters shaea, and is bran individual building component not a base Wotan Enron, use, the building designer must vend, the applicability of design parameters and properly IrxxxpoMe this design Into Me overall buBdbgdesign. Brerirp indiramtl is la present buckling of NdiviMalWvwxb enNor Nortl member only. Additionallemporaryendperrnanenlbradng MiTek' Is allays required for stability and to pavent collapse want posside personal injury and properly damage. For general guidanoe regarding Pe fabrication, storage, doi erection and bracing of trusses and truss students, me ANSUIPII Outlity CrL.da, D58-e9 and Bast Building CompmreM 6904 Pare East BNd. Safetyinfomuaon available from Truss Plate InagMe, 218 R Lee StreaL Su:ta 312, Alexandria, VA 22314. Temp., FL 36610 T15344826 3x4 = 2a4 c' 2x4 140-8 Scale =1:7.4 i LOADING (ps1) SPACING- 2-0-0 CSI. DEFL. in (roc) I/de0 L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.06 VertLL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.12 Vert(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) 0.00 3 Ida n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 10111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.9-0 oc purtins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 1=117/3-8-0, 3=117/3-8-0 Max Holz 1=-13(LC 8) Max Uplift 1=39(LC 12), 3=-39(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.Opsf; h=18ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 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 for a 10.0 psf bottom chord 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) Provide mechanical Connection (by oNere) o1 Coss to bearing plate Capable of Withstanding 100 Ib uplift at joint(s) 1, 3. 1 A 11111 j,�/ ��```\V •PS � No 39380 ^ 'to % Thomas A. Alban] PE ND.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 ® WARNING.Verity design peremmor4 and READ NOTES ON THIS AND INCLUDED MITEHREFERENCE PAGE MII-7473rev. 1"MOIS BEFORE USE. Design valid er use only wilt Mi fek®cennedom. This design is based only upon parematers shown, and Is for an individual building component, not but a truss system. Before use, flue building designer must verifythe applicablily of design pammsters and properly incorporate Nis design into the overall heating design. Bredng indiealed is to butlJmg of individual truss web andfor Used membem only. Additional temporary and penarent lani MiTek' 71 prevent is always required for stability and to prevent cellape t wiN possible personal injury seed properly damage. For general guidance roger ling Na fabrication, storage, dell eremon and burring of busses antl truss system; we ANSMII Quality Croons, DSBa9 and SCSI Building Component 6904 Parka East BNd Sally Information available from Truss Plate InstiiMe. 218 N. Lea offset Slits 312, Aless ia, VA 22314. Tampa, FL 36610 .bb I' , • Truss Truss Type y SEALS 71p, T15344827 1550381-BEEBE RES VB VALLEY 1 — (optional) Builders First Source, Plant City, FL-33566, a.uOsaeP a•xa,own,ennmuwma, m,.. ,awov, ,.,......,�..,,.,,eyo, ID:U5eYbfnMFe9ghYiAnK6ykyZenw-IND4uN19ypP38lmYhmOIT72 Jx6xnMtSVNe9GySg5_ 11-10-8 21-10-8 33-9-0 11-10A 10-0-0 11-1041 Seale = 1:55.4 4.6 = 2x4 II 4x6 = 3x6 i 12 11 10 9 8 3x6 2x4 II 516 = 2.4 11 5x6 = 2x4 11 LOADING (pso TCLL 30.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.69 BC 0.59 WB 0.27 Mabix-SH DEFL. in Vett(LL) n/a Vert(CT) Na Horz(CT) 0.01 (loc) Ude0 Lid - Na 999 - n/a 999 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 136 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 33-8-0. (lb)- Max Horz 1=116(LC9) Max Uplift All uplift 100 lb or less atjoint(s) 1, 7, 9, 11 except 10=-224(LC 9), 8=-383(LC 13), 12=383(LC 12) Max Grav All reactions 250 to or less atjoint(s) except 1=21I 1), 7=290(LC 1), 10=628(LC 2). 8=706(LC 1), 9=358(LC 22), 12=706(LC 1), 11=367(LC 22) FORCES. (lb) - Man. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=126/291, 3-4=.108/276, 4-5=108/276, 5-6=126/277 WEBS 4-10=-042/399, 6.8=-513/613, 2-12=513/613 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=1811; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 6-7-9. Intedor(1) 6.7-9 to 11-10-8, EMedor(2) 11-10-8 to 20-4-5. t end t ver nd exposed: A- and 81MWFRS for reactions) shown; Lumber DOL=1a60 plate grip DOL=1 60 embe sater ae right exposdrainagee preveomembers 3) Providelleft gforces ed¢ bottom bearing. `,���oONS . •' G E N 8 • •.; `�iL �1 4) Gable requires Continuous chord �� ,`�` V' ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent with any other live loads. i 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 No 39380 will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 1, 7, 9, 11 except _ * (jt=lb) 10=224, 8=383, 12=383. = — O 7 ccz 11v 10 ' Thomas A Albanl PE No.39380 MITek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 WARNING -Vedy design pammeters antl READ NOTES ON THIS ANUINCLUOED MITER REFERENCEPAGEMII-7472 rev. 1WOL2015 BEFORE USE. Design valid for use only Won Mirek®connectors.Thie design is based only upon parameters shown, and Is bran individual building component, not my a Was system Before use, the building designs, must very the applicability of design Parameters and pmpedy incorporate this design into the overall buldirgdeslgn. SraWgindirated Btopraventbur ingofindividualWsswebaMor Nwdmembemonly. Additionaltempomry and permenentbradng WOW Is always required for stability and to prevent collapse With possible personal Injury she property damage. For general guidance regarding the fabrication, storage, der e. bel and bracing of Wastes and Wss rystems,sea ANSVTPII quality Criteria, DSBa9 and SCSI Building Component 6901 Parke East Blvd. Sally Information mtbable been Tmss Plate light 218 N. Lea Sbeek Sete 312. Alexandra, VA 22314. Tampa, FL 36610 dob 71 • Truss TrussType Oly Ply SEALS T75344828 1550381-BEEBE RES V7 VALLEY 1 1 — o o fie al Builders First Source, Plant City, FL-33568, 11-10-8 B.L2U a sap 24 2Ula ID:U5eYbfnMFe9ghYiAnK6ykyZE 17-10.8 6-0-0 4x6 = 2x4 II 4x6 = Ind. Ia8 U. I. 1.:oo.uV 'US Fa'e 1 11-108 Scale=1:48.7 31r 12 11 10 9 8 34 2x4 II 5x6 = 2x4 II 5x6 = 2.4 II 0-AR 29-8-8 Plate Offsets Ix Yt_ m,0-3-0 n-vnt F11-0-3-0n-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.69 Ven(LL) n/a - nra 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.33 BC 0.58 Vert(CT) n/a -- n1a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) 0.01 7 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 125111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting. BOT CHORD 2x4 SP N6.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Do, bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 29-8-0. (lb)- Max Horz 1=-116(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 7, 9, 11 except 10=140(LC 9), 8=-386(LC 13), 12=386(LC 12) Max Gnav All reactions 250 Ib or less at joint(s) except 1=286(LC 1), 7=286(LC 1), 10=381(LC 2), 8=722(LC 1). 9=258(LC 22), 12=722(LC 1), 11=266(LC 22) FORCES. (Ib)- Max. CompJMax. Ten. -All forces 250 (lb) Or less except when shown. TOP CHORD 2-3=128/295, 3-4=-108/278, 4-5=-108/278, 5-6=128/282 WEBS 4-10=273/248, 6-8=523/621, 2-12=-523/621 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=181t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Interior(l) 6-7-9 to 11-10-8, Extedor(2) 11-10-8 to 26-4-5. Interior(l) 26-4-5 to 29-1-7 zone; cantilever left and right exposed; end vertical left and right exposed;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 requires ConOnuous 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 6t 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 1 Go lb uplift at joint(s) 1, 7, 9, 11 except (t=lb) 10=140,8=386,12=386. A %%J0PSrrgCe','i No 39380 Thomas A Albanl PE No.39380 MITek USA, Inc. FL Cell 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 AWARNING -Verhy design Aaronson and READ NOTES ON MIS AND INCLUDED Mm£N REFERENCE PAGE NII.7473nv. 10,0=013 BEFORE USE. Design valid for use only cash MiTek® connectors. Thus design is based only upon parameters shoem, and is for an IMiedual building Component, not a Miss system. Before use, Pe building designer must verily the applicability of deals. parametea and property Incorporate Nis design into the overall ■■■��.���� buildingdesign.8.6, indicated be W prevent building ofird0dual"as web anNp Word members only. Addilionalmmporaryandpenanenlbndng MiTek' isa ysnyuindbrsta DiryaMto Wevent Wiepw WMpouiblepasonalinjuryaMpropeMdamage. Forgenemlguidammsegaraing Ne ta6rication, stpage, tlagvary,arectim antl bating ai Misses and Miza ryrtem;sea MSMII quality Credt.. DSBa9 and SCSI Building Component 6904 Padre East BNtl. safety Infomation avalable Miss Tress Nate Institute, 218 N. Lee SLeeL Suite 312. NexaMru, VA 22316. Tampa, FL 36610 400 4 . Truss asType Dry ply SEALS T75344829 1550381-BEEBE— RES VB VALLEY 1 1 ee o a dunaers rust aouma, "am lui IL- i 1 1-10-8 4x6 = 46 = 3 4 5 3x6 14 13 12 11 10 9 B 34 3x4 = 3x4 = Scale=1:42.5 048 25-M ' LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) War Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.69 Vert(LL) nla - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.58 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 7 Na n1a BCDL 10.0 Code FBC20171-rPI2014 Matrix-SH Weight 113lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 25-8-0. (Ib)- Max Horz 1=116(LC9) Max Uplift All uplift 100 lb or less at icint(s) 1, 7, 10 except 11=131(LC 18), 8=388(LC 13), 14=388(LC 12) Max Grav All reactions 250 lb or less al joinl(s) 11, 10, 12 except 1=283(LC 23), 7=283(LC 24), 8=730(LC 1), 14=730(LC 1) FORCES. (ID) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=l30/300, 34=109/282, 4-5=109/282, 5-6=130/286 WEBS 6-8=527/624, 2-14=-527/624 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vull=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1i Cal II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Interior(1) 6-7-9 to 11-10-8, Exterior(2) 11-10-8 to 22-4-5. Interior(1) 22-4-5 to 25.1-7 zone; Cantilever left and right exposed; end vertical left and right exposed;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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires Continuous bottom chord bearing. 6) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom Chord In all areas where a rectangle 346-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. 8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 111 uplift at joint(s) 1, 7, 10 except (jt=1b) 11=131, 8=388, 14=388. O'OPS 1 Af t 14e'',' No 39380 CC jjj Thomas A Alban] PE No.39380 MRek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 AWARNING -VeMydos/gnpoamereaoad READNOTES ON MIS AND INCLUDED WEx REFERENCE PAGE hill-7473 a.. famY2d15 BEFORE USE. �* Design for use aal Wth MRek®earned... This design is based orty upon parameters shown, and is for an indiddual bulding component, nor q�. 1 � truss a ss systemBelow use, Belouse, Me building designer must verily the applicability of design pa emetem and paperiy incorporate this design into Me ovealt �■•� building design. Bracing battened is to prevent buckling of individual base web mayor Mord members only. Additional temporary and permanent bradng WOW atrrays required for stability and to pavenl collapse with possible Personal Injury and papery damage. For general guidance regarding the raiment... storage. delivery, erection and bracing of trusses and truss Systems, we ANSUIPI1 Duality Cdteda, DSBa9 and BCSI Building Component 6904 Parka Fast Blvd. Safety Infomution awllabie horn Truss Plate Institute, 218 N. Lee Sbee4 Suite 312. Alexandria, VA 22314. Tampa, FL 36610 into i v Truss Truss Type Oty Ply SEALS T15344630 1550381-BEEBE RES V9 VALLEY 1 1 -Job Reference al I d W I T Oct 18 13'34'42 2018 Page 1 Builders First Source, Plant City, FL-33566, 8.220s Sep 2420t8 MITek n us es, na ue g I D:U5eYbfnMFe9ghYiAnKeykyZ8nw-iy6C WPK2Fknd7DZBDpJ5N61Z5Wzw8ADJBScilay5g4x 10-148 21-8-0 110.10.8 10-10-8 Scale=1:39.3 4x6 = Y Y 0 316 9 8 7 6 3.61 2.4 II 2x4 11 3x4 = 2.4 II LOADING (psU SPACING. 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.70 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.33 BC 0.58 Vert(CT) nfa - FIG 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/a TUG BCDL 10.0 Code FBC2017/TP12014 Matrix-SH PLATES GRIP MT20 244/190 Weight: 841b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-8-0. (lb) - Max Horz 1=-105(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 8=146(LC 1), 6=396(1_13 13), 9=-396(LC 12) Max Grav All reactions 2501b or less atjoint(s) 8 except 1=276(LC 23), 5=276(LC 24), 6=762(LC 1), 9=762(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (Ito) or less except when shown. TOP CHORD 2-3=123/273, 34=123/273 WEBS 3.8=274/125, 4-6=536/593, 2-9=536/593 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.OpsY h=18ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0.7-9 to 6-7-9, Interior(1) 6-7-9 to 10-10-8, Exterior(2) 10-10.8 to 16-10-6. Interior(l) 16.10-8 to 21-1-7 zone; Cantilever left and right exposed ; end vertical left and right exposed;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 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, with BCDL = 1 O.Opsf. 6) Provide mechanical Connection (by others) of Was to bearing plate Capable Of withstanding 1001b uplift atjoint(s) 1, 5 except (Irlb) 8=146, 6=396, 9=396. 1 Arr11,1e'' - No 39380 a 9anTdF 40 ss,O N A, ��C '% Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2018 WARNING. Verily coN oprremdersend READ NOTES ON MIS AND INCLUDED MITFX REFERENCE PAGE MP7473 rev. IWAY2015 BEFORE USE. Design valid Mr use only swlh Mmek® connedors This design is based only upon parameters shown, and is for an Individual building component, not a Muss system. Before use, Me building designer must verily the appliesbriyoi design peremders and properly inoory0ale ads design Into the overall design. Bmdng indicated Is to buckling of individual Muss web another dloN members only Additional temporary and permanent bred, MiTek' budding prevent s always required for stability and to prevent collapse with possible Personal injury and pmpedy damage. Forgeneralguidanceregedingthe fabrisabon, stands, delivery, erection and Lading of busses and Muss systems, we ANSM11 Duality Canada, DSBA9 and BCSI Building Component 6904 Parke East BW. safety Infomation available from Truss Plate Institute, 218 N. Lee Street, suite 312, Alexandria, VA 22314. Tampa, FL Seat Symbols PLATE LOCATION AND ORIENTATION 374 - 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 }T1fir I For 4 x 2 orientation, locate plates 0- "A' from outside edge of truss. This symbol indicates the required direction of slots 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 by symbol shown and/or th 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 40 reaction section indicatesjoint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/rPl1: 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 I 6-4-8 (dimensions shown in fti ixteenths s IjI( (Drawings not to scale) 0 cc O 2 U D. 0 H JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS 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 MiTek Enaineerina Reference Sheet: MII-7473 rev. 10/03/2015 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 SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, election 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 ANSIRPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI(TPI 1 Quality Criteria.