Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutTRUSS PAPERWORK- - MiTek' M.- RE:. m11324 MiTek USA, Inc. THE ROYALS 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: WYNNE BUILDING CORPORATIN Project Name: ml 1324 94CANNE® Lot/Block: Subdivision: BY Address: UNKNOWN LudeCaunb) City: �ST LUCIE State: FL koof This p -With r 4 5 6 7 8 90 12 14 15 16 18 20 21 22 24 25 The truss MiTek U based on i Truss De: My licer Florida C I Truss,Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special g Conditions): Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 ode: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7- )ad: 37.0 psf Floor Load: N/A psf kage includes 27 individual, dated Truss Design Drawings and 0 Additional Drawings. seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet to 61G15-3f.003, section 5 of the Florida Board of Professional Engineers Rules. Pal# Truss Name Date No. Seal# Truss Name Date Tff3569629 a 3/22/18 T13569630 a1 3/22/18 T13569631 a2 3/22/18 T13569632 a3 3/22/18 T13569633 a4 3/22/18 T13569634 a6 3/22/18 T13569635 b 3/22/18 T13569636 bh7 3/22/18 T13569637 gra 3/22/18. T13569638 grb 3/22118 T13569639 grc 3/22/18' T1356964.0 11 3/22/18 T13569641 12 3/22/18 T13569642 13 3/22/18 T13569643 14 3/22/18 T13569644 15 3/22/18 T13569645 16 3/22/18 T13569646 18 3/22/18 T13569647 la 3/22/18 113569648 lb 3/22/18 T13569649 lc 3/22/18 T13569650 K15 3/22/18 T13569651 k18 3/22/18 T13569652 k1a 3/22/18 T13569653 kjb 3/22/18 26 T13569654 27 T13569655 wing(s) referenced above have been prepared by , Inc. under my direct supervision parameters provided by Chambers Truss. i Engineer's Name: Finn, Walter 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 ANSUfPI 1. These designs are based upon parameters shown (e.d., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek 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 verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 2 3/22/18 mv4 3/22118 FILE, COrY `:,% J'eR P P /3'` P.•GEN•'' ti4, 1 No 22839 •. • ylr �-0 ; :-A STATE OF :• 4JZ Walter P. Flnn PE No22839. w rok OSA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 March 22,2018 1 of 1 Finn, Walter Job , Truss Truss Type Qty Ply THE ROYAL E T13569629 ml 1324 A COMMON 10 1 Job Reference (optional) Chambers I russ, I 4x5 = ron Fierce, I-L 8-4-0 12-1 8-4-0 4-i ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-E812cj_pyFwe2wzxxmviDnbMhHlkJ4QEFIPAOizYQkg 17-6-0 22-1-0 26-8-0 35-0-0 $6-0-Q 4-7-0 4-7-0 4-7-0 8-4-0 1-0-0 Scale = 1:59.3 4.00 12 4x5 = 6 2x3 I 25 3x6 5 3x4:- 4 3 24 17 16 15 2x3 11 5x6 WB= 3x8 = 26 2x3 11 7 3x6 C 8 3x4 9 28 29 14 13 12 3x8 = 2x3 5x6 WB= 27 4x5 = 12-11-0 22-1-0 2" 0 35-0-0 N-0 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) 0.64 14-15 >652 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) OA3 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 169 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins. BOT CHORD 2x4� SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 2x4�SP No.3 OTHERS 2x41 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=139910-8-0 Max Harz 2= 223(LC 8) MaIx Uplift 2=-775(LC 10), 10=-775(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 j3=-3404/2226, 3-5= 2807/1885, 5-6=-2801/1990, 6-7= 2801/1990, 7-9=-2807/1885, 9110=-3404/2226 BOT CHORD 21,17=-1946/3218, 15-17=-194613218, 14-15=1116/2053, 12-14=1946/3188, 10-12=-1946/3188 WEBS 6j14=-598/1034, 7-14=-252/246, 9-14=-702/541, 6-15=-598/1035, 5-15= 253/246, 3115=-701 /541 NOTES- 1) Unbalanced roo live loads have been considered for this design. 2) Wind: ASCE 7-1.0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B--151t; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 12-8-6, Extehor(2) 12-8-6 to 17-6-0, Interior(1) 22-1-0 to 31-2-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb AC unit oad placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechankcal connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 ® WARN NG - Ve�fy design parameters and READ NOTES ON TH S AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. f0/=015 BEFORE USE. Destgh valid far e only with MiTe;;� cohnectors. This aestgi Is based only upon parametets shown, and is for an EridWtduai txtlidlhg component, not �^ q Truss system. Beore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall "fxillding design. acing Indicated is io prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is aiways require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, stora e, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Cuo19yCIF1®do, OSB89 and BCSI Building Component So%fV /nloirnaHOnavaflable from Truss Plate Inslilute, 218 N. Lee Sheer, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply THE ROYALE T13569630 m11324 Al SPECIAL 9 1 Job Reference (optional) cnamoers I russ, Inc., r-on rlerce, rr. I of 2 d) G 3x5 = o.t JU s 1v1ar 1 1 zU 10 ,vu 1 er, u,uusuies, u1c. 1 nu mul ee Ua: 1 u:eo eu 10 rays r ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-iLJQp3?RjZ2Vg4Y8VTQym_8Tnhas2XsNUP8jY9zYQkf 13-7-8 17-6-0 23-11-12 26-9-10 35-0-0 5-11-8 3-10-8 6-5-12 2-9-14 8-2-6 0-0 Scale = 1:60.3 5x8 MT18HS = 4.00 12 6 2x3 I 2x3 I I 3x6 22 5 23 5x6 WB 7 3x4 4 8 2x3 3 9 14 2x3 I I 24 12 26 6x10 MT18HS = 25 13 5x12 = 2.00 12 23-11-12 35-0-0 3x12 = '1 7-8-0 15-1 1-8 10-4-4 11-0-4 Plate Offsets (XY),- [2:0-1-2 Edqel [8:0-3-0 Edge1 [10:0-1-15,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.80 12 >525 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.39 12-13 >302 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.37 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 159lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 6-12 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Maio Harz 2=-223(LC 8) Max Uplift 2=-825(LC 10), 10= 825(LC 10) FORCES. (lb) - MI Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3309/2433, K. 3-5=-2581/2012, 5-6= 2548/2113, 6-7=-5337/4002, 7-9=-5302/3868, 9- 10=5702/4143 BOT CHORD 2-l14=-2151/3113, 13-14=-2151/3113, 12-13=-1450/2202, 10-12=-3809/5431 WEBS 3-14=0/265, 3-13=-813/590, 5-13=-269/317, 6-13=-317/567, 6-12=-2362/3388, 7-12=-298/368, 9-12=-405/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VIIIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 12-8-6, Exterior(2) 12-8-6 to 17-6-0, 1 terioI(1) 22-3-10 to 31-2-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 TII 3) All plates are M j20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between tqe bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint's) 10 considers parallel to grain value using ANSVTPI 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 825 lb uplift at joint 2 and 825 lb uplift at joint 10. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for usle only with Mllek:0 connectors. This design Is based only upon parameters shown, and Is for on Individual building component not a truss system. Be ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek" Is always require for stability and to prevent collapse with possible personal Injury and property tlamage. For general guidance regarding the fabrication, stora e, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Qualify Ci feria, DSB-89 and BCSF Building Component 6904 Parke East Blvd. Sa/etrinlonna/fonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Type Qty Ply THE ROYALE T13569631 ml 1324 A2 SPECIAL 1 1 Job Reference (optional) chambers Truss, Inc., 1-0•Q FOR Nlerce, FL 8-0-1 13-7-8 8., od s iv,d, , r cu, o Iva, en Industries, Inc. , nd ,v,ar « 09. , d.4d �� o Faye , ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-iLJQp3?RjZ2Vg4Y8VTQym_SWghZL2VrNUPBjY9zYQkf , 16-0-0 19-0.0 23-11-12 26-9-9 35-0-0 16-0-0 1 0- 8-0-1 5-7-7 2-4-8 3-0-0 4-11-12 2-9-13 8-2-7 0- Scale = 1:62.3 4.00 12 5x6 = 4x4 = 5 6 3x8 5x10 % 7 5x6 34 N 89ri 22 t 23 2 12 10 t1 NII ao m1 13 6x10 MT18HS O 14 3x10 15 2x3 I 5x6 = 3x12 3x5 = 2.00 F12 8-0-1 13-7-8 19-0-0 23-11-12 35-0-0 8-0-1 5-7-7 5-4-8 4-11-12 11-0-4 Plate Offsets (X Y)-, [2:0-1-2 Edge] [4:0-2-12 0-3-01[4.0-0-0 0-1-12] [8:0-3-0 Edge] [8:0-0-0 0-1-121 [9:0-3-2 0-0-0] [10:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.75 12 >559 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.02 12-21 >412 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.37 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 160lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (lblsize) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-205(LC 8) Max Uplift 2=-825(LC 10), 10= 825(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3315/2113, 3-5=-2515/1641, 5-6= 2524/1699, 6-7=-2672/1734, 7-9=5246/3199, 9-I10=-5687/3567 BOT CHORD 2-45=-1849/3111, 14-15=-1849/3111, 13-14= 1217/2314, 12-13= 2804/5025, 10-12= 3257/5414 WEBS 3-[1 5=0/300, 3-14=-954/692, 5-13=-206/561, 6-13=857/632, 7-13=-2796/1678, 7-p2=-1082/1957, 9-12=-479/463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1p; Vult=165mph (3-second gust) Vasd=128mph; TCDL11.2psf; BCDL=3.Opsl; h=12ft; B--15ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0-0 zone,cI C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between t I bottom chord and any other members. 7) Bearing at joint(s� 10 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 10. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Veri ly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/0"IS BEFORE USE. v Design valid for uSIa only with MITei0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before building design. use, The building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Indicated Is to buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek° Is always require acing prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallorL stora e, delivery, erection and bracing of trusses and truss systems, seeANSt/7PI1 QualOy Cdletla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/nformoHoegvallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Type Qty Ply THE ROYALE T13569632 m11324 I �A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 20i 8 MI Tek industries, Inc. Thu Mar 22 09:1 u:za zut o rage r I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-AXto1 P?3UsAMH E7K2AxBJCghg4vany8Xi3uH4bzYQke 1-0- 8-0-1 14-0-0 21-0-0 23-11-12 26-9-10 35-0-0 6-0- 0- 8-0-1 5.11-15 7-0-0 2-11-12 2-9-14 8-2-6 0- 5x6 = .— 17;-�-- �1 6 4x6 = axa 8-0-1 1 13-7-8 , 21-0-0 1 23-11-12 35-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x41SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 REACTIONS. (Ib/size) 2=1349/0-8-0, 8=1349/0-8-0 Maz Horz 2=-181(LC 8) Max Uplift 2=-825(LC 10), 8=-825(LC 10) Scale=1:61.3 N CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.69 Vert(LL) 0.72 10 >582 360 MT20 244/190 BC 0.98 Ved(CT)-0.9810-19 >427 240 MT18HS 244/190 W B 0.74 Horz(CT) 0.35 8 n/a n/a Matrix -MS Weight: 158lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3286/2122, 3-4=-2556/1711, 4-5=-3161/2095, 5-6=-3304/2150, 6-7= 5214/3232, 7-B_ 5695/3643 BOT CHORD 2-3=-185313079, 12-13=-1853/3079, 11-12=-1338/2410, 10-11= 2B26/4982, 8-�0= 3331/5422 WEBS 3-II 3=0/293, 3-12=-854/595, 4-11= 480/959, 5-11=-360/724, 6-11= 2280/1355, 6- 1 0=-1 118/1934, 7-10=-530/515 NOTES- 1) Unbalanced roofllive loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50111; eave=6ft; Cat. 11; Exp C; Encl., GCpj=0.18; MW FRS (directional) and C-C Exterior(2) -1-" to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0-0 zone;C,-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between tf�e bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 8. 0 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII-7473 rev. 101031 015 BEFORE USE. Design valid for u e only with tv {Te tO connectors. This design Is bored only Upon parameters shown, and Is for an individual building component, hot a truss system. Be ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" building design. acing Indicated prevent of Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stora e, delivery, erection and bracing of trusses and truss systems, seeAN9VWJ1 CuaBlyWeda, DSB-89 and SCSI BuBdIRg Component 6904 Parke East Blvd. Safety Informanbnovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job • Truss Truss Type Qty Ply THE ROYALE T13569633 m11324 A4 SPECIAL 1 1 ! Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL �1 6 6-5-8 4.00 F12 b.i3u s Mar 11 GUlS MI I ek indu5ere5, 4iu. i nu Mar zc 0a iu.ov cv ro rage i I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-ei RAEIOhFAI DvOi W cuTQrPDsdUF? W O—gxjdgd 1 zYQkd 17-8-4 23-0-0 4-11-12 26-9-9 35-0-0 $6-0-Q 5-8-4 5-3-12 0-11,1 2-9-13 8-2-7 i-O-U Scale = 1:61.3 5x6 = 3x4 = 5x8 — 2x3 11 4 5 6 7 14 13 3x4 = 3x6 = 3x4 = 5x6 = 2.00 12 3x12 = Plate Offsets (X Y)-- [2'0-0-6 Edge] [6:0-4-0 0-2-3] [9:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.67 Vert(LL) 0.73 11-12 >572 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.98 11-20 >429 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 160lb FT=0% .LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2=157(LC 9) Max Uplift 2=-825(LC 10), 9= 825(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3367/2256, 3-4=-3093/2069, 4-5=-2645/1853, 5-6=-3425/2347, 6-7=-5165/3301, 7-8=-5219/3301,8-9=-5704/3714 BOT CHORD 214= 2000/3170, 13-14=-1488/2537, 12-13= 2065/3480, 11-12=-2440/4196, 9-1 1=-3399/5431 WEBS 3-P 4_ 429/415, 4-14=-323/584, 4-13=-142/386, 5-13= 1125/697, 5-12=-141/467, 6- 2=-861/437,6-11=-1145/2016,8-11=-542/518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Extehor(2) 31-2-6 to 36-0-0 zone;C,-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between ttie bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 9. I Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22.2018 I ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valld for usie only with IVIITeRry connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Be ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeiC° building design. acing Indlcafed prevent of Is always require for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, stora e, delivery, erection and bracing of trusses and truss systems, seeAMSWI1 GualByCrBelm, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety lntonnatbaovailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Type city Ply THE ROYALE T13569634 ml1324 A6 HIP 1 1 Job Reference (optional) cnamoers I russ, Inc., Ton Tierce, t-L 1-0-0 6-715 4.00 12 2x3 3 o i 4x5 = tf.13u s mar 11 zU16 MI I eK Inausifles, Inc. I nu Nlar zz uU:1 U:31 zui tl rage 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6w?YS51 KOUR4XYHiAb_fOdlOkuf9FzMpANN09UzYQkc 0 i25-0-0 28-4-1 35-0-0 $6-0-Q 3-8-0 3-4-1 6-7-15 0-1 5x8 = 2X3 11 2x3 11 5x8 = 4 23 24 5 25 26 6 27 28 7 16 15 14 3x4 = 4x6 = 3x4 = 13 12 11 3x4 = 4x6 = 3X4 = Scale = 1:60.3 2x3 i 8 N n (i 9 10 W 6 35-0-0 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.60 11-13 >424 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.78 13 >328 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.11 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 153 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/ ize) 2=1118/0-8-0, 14=379/0-8-0, 9=1201/0-8-0 Ma C Horz 2= 133(LC 8) Max Uplift 2— 692(LC 10), 14=-219(LC 10), 9= 739(LC 10) M Grav 2=1118(LC 1), 14=454(LC 19), 9=1206(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-D= 2600/2341, 3-4=-2215/1960, 4-5= 2527/2290, 5-6= 2527/2290, 6-7— 2527/2290, 7-8=-2531/2224, 8-9=-2880/2572 BOT CHORD 2-,16=-2074/2444, 14-16= 1569/2065, 13-14=-1968/2527, 11-13=-1833/2382, 9- 1=-2290/2707 WEBS 3-' 6=-495/599, 4-16=-206/347, 4-14=-541/820, 5-14=-526/591, 6-13=-234/311, 7-j13=-182/282, 7-11=-355/492, 8-11=-444/551 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1P; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft eave=6tt Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 16-9-7, Interior(1) 16-9-7 to 18-2-9, Exterior(2) 18-2-9 to 25-0-0 zone;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between toe bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692 lb uplift at joint 2, 219 lb uplift at joint 14 and 739 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M!I-7473 rev. 1010312015 BEFORE USE. Design valld tot ule only with MITek® connectors. This design Is based only upon patometers shown, and Is for an individual building component not a truss system. Be ore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew Is always required, for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication. storage, dellvery, erection and bracing of trusses and truss systems, seeANSl VII CuaNyCi fede, DSB-89 and BCSI Budding Component 6904 Parke East Blvd. Safety InformafloFpvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569635 m11324 B COMMON 3 1 Job Reference (optional) cna CI !kb 12n-1 • I6 6-11-0 6-11-0 Plate Offsets (X Y)- [2:0-2-10 Edge] [4:0-2-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.10 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.13 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 47 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=51010-8-0, 2=568/0-8-0 Max Harz 2=93(LC 9) Max Uplift 4=-292(LC 10), 2= 377(LC 10) FORCES. (lb) - MI . Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-V-967/954, 3-4= 966/952 BOT CHORD 2-�=-785/883, 4-5-7851883 WEBS 3 =-84/315 NOTES- 1) Unbalanced roof 2) Wind: ASCE 7-1 II; Exp C; Encl., I shown; Lumber 1 3) This truss has b( 4) ` This truss has I will fit between If 5) Provide mechani joint 2. ve loads have been considered for this design. ; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft L=5011; eave=6ft Cat. Cpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions DL=1.60 plate grip DOL=1.60 ?n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :en 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 bottom chord and any other members. al connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 4 and 377 lb uplift at Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cori 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M8.7473 rev. 1010312015 BEFORE USE. Design valid for u e only with MITekID connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, stora0e, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualifyCrBeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sa/etir/nlonna6bnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE T13569636 m11324 BH7 BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL �1 6 8.l30 s Mar l l 2Ol8 MI 1 eK Industries, lnc. I nu mar zz u9:1u:33 zui ti rage 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-217Jsn3aY5homrR5H007T2rL7iN—jgG6dhsUEMzYOka 15-6-0 21-6-0 13-6-01 -0 0 17-6-0 19-6.0 21-0-0 23-6-0 25-6.0 26-0-0 35-0-0 6-0- 2-D-0 -6- 1-6-0 2-0-0 2-0-0 1-6-0 -6- 2-0-0 2-0-0 2-6-0 7-0-0 1-0-0 Scale=1:62.6 4.00 12 5x6 = 12 14 16 21-0-0 35-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.51 32-33 >826 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.67 32-33 >628 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.14 28 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 208lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. WEBS 2x4ISP No.3 JOINTS 1 Brace at Jt(s): 11, 18, 15, 7, 23 REACTIONS. (lb/size) 2=1349/0-8-0, 28=1349/0-8-0 Max Horz 2=-223(LC 8) Max Uplift 2=-825(LC 10), 28=-825(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3392/2640, 3-4=-1213/956, 4-8=-1157/946, 8-9= 1145/979, 9-12=-1122/1028, 12-14=-1125/1090, 14-16— 1124/1089, 16-19=-1121/1028, 19-22=-1145/979, 22-26=-1157/946, 26-27= 1214/956, 27-28= 3393/2641, 3-5=-2373/2046, 5-7=-2376/2050, 7110= 2376/2050, 10-11=-2376/2050, 11-13=-2376/2050, 13-15= 2376/2050, 15-17=-2376/2050,17-18=-2376/2050,18-20=-2368/2046,20-23= 2368/2046, 23-25=-2368/2046, 25-27= 2364/2041 BOT CHORD 2-135=-2358/3190, 33-35=-2360/3166, 32-33=-2652/3448, 30-32— 2361/3167, 213-30= 2358/3191 WEBS 3-35=0/284, 27-30=0/285, 3-33=-317/378, 18-33=-466/474, 27-32=-312/353, 14-15=-405/437 NOTES- I 1) Unbalanced roof;live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=45fh L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 10-8-9, Extedor(2) 10-8-9 to 17-6-0, Interior(1) 24-3-7 to 31-2-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has peen 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 tt1'e bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 28. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Walter P. Finn PE No.22639 fib Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Mar(•-h 99 9fl1R A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MllekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. F racing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication• storage• delivery, erection and bracing of trusses and truss systems, seeANSVWI1 QualffyCrCeda, DSB-89 and BCSI Bulldlgg Component 6904 Parke East Blvd. Safety rntamalloigvallable from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ' Truss Truss Type Qty Ply THE ROYALE T13569637 ml1324 GRA SPECIAL 1 1 Job Reference (optional) c:namoers i russ, in 1-0-0 0 2 o� ron Fierce, rL 4-1-8 o.,ouarv,a, ,, cu,o rvnien,uuuau,ca, u,�. uw mm cc vo.,v.��..,u ,ayo, ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-WUhh473CJPpfO??HrkXMOFNfJ5n3SO?GsLb2mozYQkZ 5-7-3 8-2-13 , 9-8-8 , 13-10-0 14-10-0 , 1-5-11 2-7-9 1-5-11 4-1-8 1-0-0 2.37 12 4x4 = 4x10 19 4 20 4.00 12 3 — 3x4 = 12 23 11 2x3 3x4 = 4x4 = 21 5 22 64x10 IE 10 24 9 3x4 = 2x3 II Scale = 1:26.6 4-1-8 5-7-3 8-2-13 9-8-8 13-10-0 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.08 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.10 10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 58 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=770/0-8-0, 7=770/0-8-0 Max Harz 2= 65(LC 6) Max Uplift 2=-523(LC 8), 7=-523(LC 8) Me, Grav 2=787(LC 17), 7=787(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1798/1192, 3-4=-1761/1197, 4-5=-1724/1169, 5-6= 1761/11go, 6-7=-1798/1137 BOT CHORD 2-il 2=-1083/1685, 11-12= 1082/1692, 10-11= 1112/1724, 9-10= 102411692, 7-9= 1028/1685 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., 6Cpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 Ito uplift at joint 2 and 523 lb uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 114 lb up at 4-1-8, 85 Ito down and 124 lb up at 5-0-0, 113 lb down and 146 lb up at 5-7-3, 60 lb down and 129 lb up at 5-11-0, 60 lb down and 129 lb up at 7-11-0, 113 lb down and 146 lb up at 8-2-13, and 85 lb down and 124 lb up at 8-10-0, and 63 lb down and 139 lb up at 9-8-8 on top chord, and 6 lb down and 7lb up at 4-1-8, 18 lb down and 15 lb up at 5-0-0, 33 lb down at 5-7-3, 39 lb down at 5-11-0 ,39 lb down at 7-11-0, 33 lb down at 8-2-13, and 18 lb down and 15 lb up at 8-10-0, and 6 lb down and 7 lb up at 9-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Siandard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5— 54, 5-6=-54, 6-8=-54, 13-16=-20 Walter P. Finn PE No.22838 Concentrated Loads (lb) MIT& USA, Inc. FL Cart 6834 Vert: 3=�(B) 4=-64(B) 5=-64(B) 6=7(13) 12= 6(B) 11= 35(B) 10=-35(B) 9— 6(B) 19=-28(B) 20=-60(B) 21=-60(B) 22=-28(B) 6904Parke East Blvd. Tampa FL 33610 23= 18(6) 24=-18(B) Date: March 22,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03f2015 BEFORE USE. �' Design vaild for u only with MITckV connectors. This design Is based only upon patatneters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall A building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storaj e, delivery, erection and bracing of trusses and truss systems, seeANSVW11 QualifyCdleft DSB-89 and SCSI SuOding Component 6904 Parke East Blvd. Satetylntormatlenavallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job, I Truss Truss Type Qty Ply THE ROYALE I T13569638 ml1324 GRB SPECIAL 1 1 { Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09A0:35 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-?hE3HS4g4ixV?9aUPR2bYTwmXV6MBjtP5?LbIFzYQkY t1.0-Q 5-0-0 10.3-0 15-6-0 21-6-0 26-2-0 1 28-1-0 35-0-0 Q6-0-Q 0- 5-0-0 5-3-0 5-3-0 6-0-0 4-8-0 1-11-0 6-11-0 y-o-d 6 Plate sb it as lb as 5x6 3x4 = 2x3 II 3x4 = 3x6 = 3x4 =3x6 = 3x4 = 3x4 = 15-6-0 6-7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DO 1.25 TC 0.41 Vert(LL) 0.11 17-18 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.14 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4{ SP M 30 WEBS 2x46SP No.3 PLATES GRIP MT20 244/190 Weight: 146 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-15 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=96(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-536(LC 8), 15=-846(LC 8), 14=-555(LC 8), 10=-314(LC 8) Max Grav All reactions 250lb or less atjoint(s) except 2=787(LC 17), 15=1322(LC 1), 14=927(LC 1), 10=506(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 j3=-1773/1106, 3-4=-1406/944, 4-6=-304/595, 6-7=-304/595, 7-8=-304/595, 829= 702/344, 9-10=-719/323 BOT CHORD 2118=-962/1659, 17-18=-958/1675, 15-17=-843/1406, 14-15= 595/429, 12-14=-158/622, 10-12=-196/636 WEBS 3 i18=0/331, 3-17=-297/158, 4-17=0/362, 4-15=-2076/1313, 6-15=-505/480, 7 i14=-431/408, 8-14=-1063/625, 8-12=-115/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft L=50ft; eave--6f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf 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 536 lb uplift at joint 2, 846 lb uplift at joint 15, 555 lb uplift at joint 14 and 314 lb uplift at joint 10. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257 lb down and 341 lb up at 5-0-0, 100 lb down and 129 Ib up at 7-0-12, 100 lb down and 129 lb up at 9-0-12, 100 lb down and 129 lb up at 11-0-12, 100 lb down and 129 lb! up at 13-0-12, 100 lb down and 129 lb up at 15-0-12, 100 lb down and 129 lb up at 17-0-12, and 100 Ib down and 129 lb up at 19-0-12, and 100 lb down and 129 lb up at 21-1-4 on top chord, and 83 lb down at 5-0-0, 39 lb down at 7-0-12, 39 lb down at 9-0-12,j39 lb down at 11-0-12, 39 lb down at 13-0-12, 39 lb down at 15-0-12, 39 lb down at 17-0-12, and 391b down at 19-0-12, and 39 lb down at 21-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ! 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard -Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22.2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. Design valid for u�e only with lvRITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sforape. delivery, erection and bracing of trusses and truss systems, seeANSUIPH CuatHyClffeffa, DSO-89 and SCSI Bulldlrtp Component 6904 Parke East Blvd. Safety Infoana/Ionavallable from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job, Truss Truss Type City Ply THE ROYALE T13569638 m11324 GRB SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mi I eK Industries, Inc. I nu Mar 22 09:10:35 2015 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-?hE3HS4g4ixV?9aUPR2bYTwmXV6MBjtP5?LblFzYQkY I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-9= 54, 9-11=-54, 19-22=-20 Concentrated Loads (lb) Vert: 3-160(F) 18= 45(F) 25=-60(F) 26=-60(F) 27=-60(F) 29=-60(F) 30=-60(F) 31=-60(F) 32=-60(F) 33=-60(F) 36=-13(F) 37= 13(F) 38=-13(F) 39=-13(F) 40=-13(F) 41= 13(�) 42= 13(F) 43=-13(F) I - ® WARNING - Ver l fy design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. for Individual building Design valld for use a truss system. Before only with MlTek8 connectors. This design Is based only upon parameters shown, and Is an component riot use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSVW11 QualifyOftedo, DW-89 and BCSI Bufld/ng Component 6904 Parke East Blvd. Safety IntolmaNd.novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job' Truss Truss Type Qty Ply THE ROYALE T13569639 ml 1324 GRC HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:37 2018 Page 1 ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-x3Mgi864cKBDFTksWs53du?1 EJjDfZLiYJgiN7zYQkW I 8-0-0 3-8.0 17-6-0 2114-0 7-0-0 35-0-0 -0-28 $Q -0 3-10-0 3-0-00 8-0-0 5 5 8-0-0 �1 6 16 33 15 14 34 35 36 37 13 38 12 39 11 3x5 = I 2x9 II 3x6 = WO= WO = 3x6 = 2x3 II 3x5 = 35-0-0 1:60.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 I SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code F802017/TP12014 CSI. TC 0.71 BC 0.67 WB 0.79 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) 0.22 11-22 >999 360 Vert(CT) -0.31 13-14 >830 240 Horz(CT) 0.05 9 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 157 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-14, 5-14 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=412/0-8-0, 14=3582/0-8-0, 9=1192/0-8-0 Max Horz 2=-109(LC 6) Max Uplift 2=-299(LC 8), 14=-2133(LC 8), 9=-764(LC 8) Max Grav 2=423(LC 17), 14=3582(LC 1), 9=1194(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-377/225, 3-4=-1093/1954, 4-5= 1093/1954, 5-7=-1943/1220, 7-8= 1943/1220, 8-b=-2776/1671 BOT CHORD 2-1[16=-154/317, 14-16= 160/350, 11-13=-1475/2624, 9-11 =-1 46412591 WEBS 3-116— 200/679, 3-14=-2514/1528, 4-14— 641/586, 5-14=-2674/1707, 5-13= 1124/2080, 7- 3=-592/548, 8-13=-760/483, 8-11=-201/684 NOTES- 1) Unbalanced roofilive loads have been considered for this design. 2) Wind: ASCE 7-1p; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=45ft L=50ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between tfie bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 2, 2133 lb uplift at joint 14 and 764 lb uplift at joint 9. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 lb down and 312 lb up at 8-0-0, 107 lb down and 173 lb up at 10-0-12, 107 lb down and 173 lb up at 12-0-12, 107 lb down and 173 lb up at 14-0-12, 107 lb down and 173 Iblup at 16-0-12, 107lb down and 173 lb up at 16-11-4, 107lb down and 173 lb up at 18-11-4, 1071b down and 173 Ib up at 20-11-4; 107 Ib down and 173 lb up at 22-11-4, and 107 Ib down and 173 Ib up at 24-11-4, and 182 lb down and 312 lb up at 27-0-0 on topichord, and 411 Ib down and 242 lb up at 8-0-0, 79 lb down and 1 lb up at 10-0-12, 79 lb down and 1 lb up at 12-0-12, 79 lb down and 1 lb up at 14-0-12, 79 lb down and 1 lb up at 16-0-12, 79 lb down and 1 Ib up at 16-11-4, 79'Ib down and 1 lb up at 18-11 4, 79 lb down and 1 lb up at 20-11-4, 79 lb down and 1 lb up at 22-11-4, and 79 lb down and 1 lb up at 24-11-4, Walter P. Finn PE No.22838 and 411 lb down and 242 lb up at 26-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility MiTek USA, Inc. FL Cert 6834 of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD CASE(S) Standard March 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valld for Usle only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall building design. 1raclnq Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required; for siabllOy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII QualifyCl9eda, DSO-89 and SCSI Building Campanent 6904 Parke East Blvd. Safely lntamtallobavalloble from Truss Plate Institute, 218 N. Lee Street- Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job• Truss Truss Type Qty Ply THE ROYALE T13569639 ml 1324 GRC HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL u.13u s Mar 11 M B MI I eK Inclusines, Inc. i nu Mar zz uun u:JA 2u1 tl rage Z ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-x3Mgi864cKBDFTksWs53du?1 EJjDfZLiYJgiN7zYQkW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-10=-54, 17-20=-20 Concentrated Loads (lb) Vert: 3=i126(B) 6=-107(B) 8=-126(B)15= 50(B)16=-411(B) 11= 411(B) 12— 50(B) 23=-107(B) 25=-107(B) 26=-107(13) 27=-107(B) 28— 107(B) 29— 107(B) 30=-107(8) 32=-107(B) 33=-50(B) 34=-50(B) 35=-50(B) 36=-50(B)37= 50(B) 38=-50(B) 39=-50(B) ® WARNING - Ve 1y design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for u e only wifh rvifiek0 connectors. This design is based only upon paraineteis shown, and Is for an Individual building component not � a truss system. Be ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Ihacing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 QualtlyCXeda, DSB-89 and BCS1 Bugd/ng Component 6904 Parke East Blvd. Saletvintormaflo avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job' Truss Truss Type Qty Ply THE ROYALE T13569640 m11324 J1 MONO TRUSS 2 1 Job Reference (optional) cnamoers I russ, Inc., I -on Nierce, I-L tm;1u s mar r1 zul6 MI I eK inaustnes, inc. i nu mar zz ua:i u:sl zui rs 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 rVa n/a BCDL 10.0 i Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 10) Max Uplift 3=-4(LC 7), 2=-140(LC 10) Max Grav 3=11(LC 15), 2=118(LC 1), 4=17(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-1i0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has bgen 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(si for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4lb uplift at joint 3 and 140 lb uplift at joint 2. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING • Ve41y deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valld for Use only with MITehr Connectors. This design Is based only upon pmometers shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSy1PI1 AualByCdleda, DSB-89 and BCS1 Bu6d(gg Component 6904 Parke Easl Blvd. Safety lnfotmaBonavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla. VA 22314. Tampa, FL 33610 Job' Truss Truss Type Qty Ply THE ROYALE T13569641 ml 1324 J2 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:38 2018 Page 1 ID:_kfiGCA6bx7j2Sy l H DXFw7ye3KX-PG W C W U6jNdJ4scJ34ZclA5YLMjCrOCzrnzZFvazYQkV -1-g-0 2-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 3x4 = CSI. DEFL. in (loc) I/defl Ud TC 0.18 Vert(LL) -0.00 7 >999 360 BC 0.07 Vert(CT) -0.00 7 >999 240 W B 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=23/Mechanical Max Harz 2=67(LC 10) Max Uplift 3= 28(LC 10), 2= 136(LC 10), 4=-3(LC 7) Max Grav 3=42(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% Structural wood sheathing directly applied or 2-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=45ft; L=50ft; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has bgen designed for a 10.0 psi 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 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 Ib uplift at joint 4. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARN/NG - —fly design parameters and READ NOTES ON THIS AND INCLUDED MfIEK REFERANCE PAGE M11-7473 rev. 101=015 BEFORE USE. Design valld for use only w8h MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NUTeV Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of Trusses and truss systems. socANSUM11 QualByWader, DSB-69 and SCSI BUBdLV Component Safety lnlormallonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job• Truss Truss Type Qty, Ply THE ROYALE T13569642 mi 1324 J3 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:38 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-PGwCwU6jNdJ4scJ34ZcIA5YLMjBHOCzrnzZFvazYQkV -1-0-0 3-0-0 1-0-0 3x4 = Scale = 1:9.4 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Verl(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.01 4-7 >999 240 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 Matrix -MP Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purfins. BOT CHORD 2x4l SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (ib/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 10) Max Uplift 3=-54(LC 10), 2= 147(LC 10), 4=-4(LC 10) Max Grav 3=70(LC 15), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) - MI . Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=501t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has b `eren 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 54 lb uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift At joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 8834 $904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE Design valid for USe only With MITOWWD connectors. This design Is based only upon parameters shown, and is for an Individual building component, riot a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse With possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSWI1 GualllyCdteda, DSB-49 and BCSI BuOdLV Component 6904 Parke East Blvd. Safety Intomratlonavallabte from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Joti i Truss Truss Type City Ply THE ROYALE T13569643 m11324 J4 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., I Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:39 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-tSUa7g7L7xRxUmuFeH7XjJ5So6UM7eD??dJpROzYQkU 4-0-0 I'1 - -0-0 0 4-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 TCDL 7.0 Lumber DOL 1.25 BC 0.37 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib%size) 3=89/Mechanical, 2=206/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3=-79(LC 10), 2= 161(LC 10), 4=-8(LC 10) MaX Gray 3=97(LC 15), 2=206(LC 1), 4=67(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 4-0-0 DEFL. in (loc) I/dell Ud Vert(LL) 0.02 4-7 >999 360 Vert(CT) -0.02 4-7 >999 240 Horz(CT) -0.00 3 n/a n/a Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-1'0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 79 lb uplift at joint 3, 161 lb uplift at joint 2 and 8 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date; March 22,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE, Design valid for use only Win MITekV conhectots. This design is based only upon parameters shown, and Is for an Individual building component. not �° a truss system. Be ore use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcaiion, storage, delivery, erection and bracing of trusses and truss systems, seeANSlpplr Aua/ByCritedo, DSB-89 and BCS►SuBd6rg Component 6904 Parke East Blvd. So7etylntormaHonovattable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job' Truss Truss Type City Ply THE ROYALE T13569644 ml1324 J5 MONO TRUSS - 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:40 2018 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Le2yKA8zuFZo6wTRC_emFWdZeWIRs5T8EH2MzSzYQkT 1-0-0 3x4 = Scale = 1:12.7 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.06 4-7 >939 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.06 4-7 >964 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4, SP No.3 REACTIONS. fib/size) 3= 11 5/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 10) Max Uplift 3=-104(LC 10), 2=-177(LC 10), 4=-9(LC 10) Max Grav 3=125(LC 15), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) - M . Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., PCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 tfe bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanlcal connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 Ib uplift at joint 4. Walter P. Finn PE No,22639 MiTek USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March. 22,2018 ® WARNING - Verhy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. ' Design voild for u41e only with MITekV connectors. This design Is based only upon patmefers shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcabfllty of design parameters and properly Incorporate this design Into the overall building design. Ijrocing Indicated Is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requiredlfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcaflom storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Cua/ByCdtedo, DSB-89 and BCSI BuIldiRg Component 6904 Parke East Blvd. SafetylnformaHoarovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job' Truss Truss Type Qty Ply THE ROYALE T13569645 m11324 J6 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:40 2018 Page 1 ID-kfiGCA6bx7j2Syl HDXFw7ye3KX-Le2yKA8zuFZo6wTRC_emFWdeEWits5TBEH2MzSzYQkT -1-0-0 6-0-0 1-0-0 6-0-0 Scale = 1:14.3 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 7.0 Lumber DOL 1.25 BC 0.80 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP I LUMBER - TOP CHORD 2x41 SP M 30 BOT CHORD 2x4l SP No.3 REACTIONS. (Ib/size) 3=142/Mechanical, 2=27510-8-0, 4=70/Mechanical Max Harz 2=140(LC 10) Max Uplift 3_ 129(LC 10), 2=-192(LC 10), 4=-8(LC 10) Maio Grav 3=155(LC 15), 2=276(LC 15), 4=100(LC 3) FORCES. (lb) - Max- Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 6-0-0 DEFL. in (loc) Well Ud Vert(LL) 0.11 4-7 >664 360 Vert(CT) -0.11 4-7 >652 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12111; 6=45fh L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MIN FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 ttie bottom chord and any other members. 4) Refer to girder(sj for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 Ito uplift at joint 2 and 8 lb uplift at joint 4. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING-Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 mv. 10103,2015 BEFORE USE. Designvalid for shown, and Iss for i Is based lity o with lulding verify �a designmeters truss systemBe ore use, the bdesignter mush the applicabiparameters d p properly Incorvidual porate a this design Icomnto he overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMII QualityCrIfeila, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety /ntonnaflohavallcNe from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jou Truss Truss Type City Ply THE ROYALE T13569646 ml 1324 JB MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:41 2018 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-prcKYW 9bfYhfj42dli9?okAlrw7HbYi ITxovW uzYQkS 1-0-0 8-0-0 1-0-0 8-0-0 Scale = 1:17.7 3x4 7-0-0 8-0-0 7.0-0 Plate Offsets (X Y)i- f2:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 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 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4, SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4; SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Horz 2=178(LC 12) Max Uplift 3=-174(LC 12), 2= 226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 7-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 174 Ib uplift at joint 3, 226 lb uplift at joint 2 and 131b uplift at joint 4. Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - VeNIy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Befpre use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always requlredyfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN51/Ipll GualByCriteria, DSB-89 and BCS1 BuBding Component 6904 Parke East Blvd. Safetyln/ormaBonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job' Truss Truss Type Qty Ply THE ROYALE T13569647 m11324 JA MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Thu Mar 22 09:10:41 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-prcKYW9bfYhfj42dli9?okAscwDBbYilTxovWuzYQkS 1-0-0 2-4-3 1-0-0 2-4-3 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.00 7 >999 240 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 Matrix -MP LUMBER - TOP CHORD 20 SP No.3 BOT CHORD 2x4 SP No.3 Scale = 1:8.3 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=45/Mechanical, 2=150/0-8-0, 4=28/Mechanical Max Horz 2=73(LC 10) Max Uplift 3=-37(LC 10), 2= 139(LC 10), 4=-4(LC 7) Ma z Grav 3=50(LC 15), 2=150(LC 1), 4=37(LC 3) FORCES. (lb) - Mlax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCE 7-1;0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 37 lb uplift at joint 3, 139 lb uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22839 MfTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/=015 BEFORE USE. Design valid for use only vvIih MnekV connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU►pir QualByCtBeda, DSB.E9 and BCSi Building Component 6904 Parke East Blvd. Safety infomrahbnavallabte from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Joni Truss Truss Type Qty Ply THE ROYALE T13569648 m11324 JB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2ut 8 MI I etc industries, inc. I nu Mar zz 09:10:42 2018 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-H1AjIsADQspWLEdgJPgEKxjz5KNwK?yRibXT2LzYQkR -1-2-5 5-5-11 1-2-5 5-5-11 Scale = 1:12.5 3X4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 7.0 Lumber DOL 1.25 BC 0.89 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2J SP M 30 BOT CHORD 2x4 SP No.3 DEFL, in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.10 4-7 >645 360 MT20 244/190 Vert(CT) -0.07 4-7 >898 240 Horz(CT) -0.00 3 n/a n/a Weight: 19 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. REACTIONS. (lb/size) 3=127/Mechanical, 2=269/0-8-0, 4=63/Mechanical Max Horz 2=114(LC 10) Max Uplift 3=-109(LC 10), 2_ 206(LC 10), 4— 6(LC 10) Mix Gray 3=127(LC 15), 2=269(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-1 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 109 lb uplift at joint 3, 206 lb uplift at joint 2 and 6 lb uplift at joint 4. I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03&015 BEFORE USE. Design votid for uo only with MITekV connectors. This design is based only upon porameters shown, and Is for on Individual building component not a truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 GuadtyClBedd, DSO-89 and BCSt Budding Component 6904 Parke East Blvd. SoflyrntormaHonzivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jots Truss Truss Type Qty Ply THE ROYALE T13569649 ml1324 JC MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 8.T 3u s mar 1 i zui a rva i ere industries, mu. i nu wim zz ua: i u:ya cv r o Faye i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-mDj5zBArBAxNzOBOt7BTt9FC5kwg3SCawFHOanzYQkQ 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -MP LUMBER TOP CHORD 2x4, SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=1 1 /Mechanical, 2=119/0-8-0, 4=4/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-6(LC 7), 2=-138(LC 10) M I xGrav3=14(LC15),2=119(LCl),4=14(LCIO) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:6.2 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., 6Cpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 6 lb uplift at joint 3 and 138 lb uplift at joint 2. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verltydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekV connectors. This design is based only upon parameters shown, and Is for an Individual building component, not this design Into the a truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate overall building design. Bracing Indicated Is To prevent buckling of Individual truss web and/or chord members only. Addltlonal temporary and permanent bracing MiTek" Is always required, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/IPII Qua/ByClfteda, DSB-89 and SCSI SuIldltlg Component 6904 Parke East Blvd. Safety/nfonnallonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply THE ROYALE T13569650 m11324 KJ5 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:43 2018 Page 1 ID-kfiGCA6bx7j2Syl HDXFw7ye3KX-mDj5zBArBAxNzOBOt7BTt9F9Wks?3SCawFHOanzYQkQ -1-5-0 3-11-0 7-0-2 1 1-5-0 3-1 1-0 3-1-2 2.83 FIT 3x4 = Scale = 1:15.7 7.0-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.09 4-7 >923 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.15 4-7 >563 240 BCLL 0.0 Rep Stress incr NO WB 0.00 Horz(CT) 0.00 2 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 23 lb FT = 0% LUMBER- IBRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb%size) 3=194/Mechanical, 2=233/0-11-5, 4=94/Mechanicai Max Horz 2=109(LC 8) Max Uplift 3=-174(LC 8), 2=-191(LC 8) Max Grav 3=198(LC 13), 2=233(LC 1), 4=133(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girderQ for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3 and 191 lb uplift at joint 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-3— 95(F= 20, B=-20), 5=0(F=10, B=10)-to-4=-35(F=-8, B=-8) Walter P. Finn PE No.22839 N%Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITekJ connectors. This design Is based only upon parameters shovm, and is for on Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NTTek" Is always required, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII ®uallfyCrBeda, DSB-89 and BCSI SuBdAgg Component 6904 Parke East Blvd. Safety /nlormatlanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569651 m11324 KJ8 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, [tic., Fort Pierce, FL LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) - TOP CHORD BOT CHORD WEBS NOTES- 1) Wind: ASCE 7 11; Exp C; Encl. 2) This truss has 3) ' This truss ha. will fit between 4) Refer to girder 5) Provide mecha 2 and 223 lb ul 6) Hanger(s) or o 2-11-0, 38 lb d and 145 lb up down and 31 It up at 8-6-14 0 7) In the LOAD C LOAD CASE(S) 1) Dead + Roof L Uniform Loads Vert: 1 Concentrated I Vert: 1 6.i30siviar n2vr6rvu1enu1uubu1eb,1—. ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-EQHTAXBTyT3EaXmCRgjiOMoMG7DPoq_k9vOa6DZYQkP 11-3-0 2.83 12 3x4 % 12 ill 10 4-0-9 Scale4= 13 14 6 15 2x3 I I 3x4 = 3x4 = 5 7-2-7 11-0-12 11-3r0 7-2-7 3-10-5 0-2-4 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.08 6-9 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a Code FBC2017/TP12014 Matrix -MS Weight: 44 lb FT = 0%b BRACING- SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. SP M 30 BOT CHORD Rigid ceiling directly applied or 9-10-15 oc bracing. SP No.3 size) 4=90/Mechanical, 2=465/0-11-5, 5=409/Mechanical (Horz 2=178(LC 8) ( Uplift 4=-91(LC 8), 2= 332(LC 8), 5=-223(LC 8) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3= 875/541 5=-535/842, 5-6=-535/842 3=-1/287, 3-5= 923/587 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft L=50ft; eave=6ft; Cat. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 he bottom chord and any other members. r) for truss to truss connections. iical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 4, 332 lb uplift at joint ift at joint 5. ter connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 61 lb up at wn and 61 lb up at 2-11-0, 8 lb down and 106 lb up at 5-8-15, 8 lb down and 106 lb up at 5-8-15, and 42 lb down 1 8-6-14, and 42 lb down and 145 lb up at 8-6-14 on top chord, and 31 Ib up at 2-11-0, 31 lb up at 2-11-0, 11 lb up at 5-8-15, 11 lb down and 31 lb up at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 lb bottom chord. The design/selection of such connection device(s) is the responsibility of others. LSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). (balanced): Lumber Increase=1.25, Plate Increase=1.25 4, 5-7=-20 (lb) (F=40, B=40) ll=-5(F=-3, B=-3) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-21(F=-11, B=-11) 15=-50(F=-25, Walter P. Finn PE No.22839 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design Valid for kse only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not this design Into the ' a truss system. Liefore building design.I use, the building designer must verify the applicability of design parameters and properly Incorporate overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requlydd for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storbge, delivery, erection and bracing of trusses and truss systems, seeANSUIPll CualltyCiNeft DSB-89 and 8CS1 BuOdhrig Companant 6904 Parke East Blvd. Safety thlomnaflwlavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569652 m11324 KJA MONO TRUSS 2 1 Job Reference (optional) chambers i russ, inc., Ton Tierce, rL 2 3X4 = 0.1JV 5IVIAI I I LV 10 IVII I UM I IIUVMIICJ, 11— 111u IVIaI cc rIV' I ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-EQHTAXBTyT3EaXmCRgjiQMoML7EeovSk9vOa6DzYQkP 6-0-4 3.30 FIT 3 4 Scale = 1:13.6 6-0-4 6-0-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.07 4-7 >974 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x¢ SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=142/Mechanical, 2=181/0-9-11, 4=69/Mechanical Max Harz 2=97(LC 8) Max Uplift 3=-129(LC 8), 2=-150(LC 8) MAx Grav 3=145(LC 13), 2=181(LC 1), 4=104(LC 3) FORCES. (lb) - fdljax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7- 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl.,1GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mecharjical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3 and 150 lb uplift at joint 2. f 6) In the LOAD C/)SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) 1) Dead + Roof L Uniform Loads Vert: 1 Trapezoidal Lo Vert: 2 (balanced): Lumber Increase=1.25, Plate Increase=1.25 (Pif) =27, B=27)-to-3= 81(F=-14, B=-14), 5=0(F=10, B=10)-to-4=-30(F=-5, B=-5) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with lvllfekb connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design�&acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing We[( Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storcige, delivery, erection and bracing of trusses and truss systems, seeANSUID/► AuaillyCrBada, DSO-89 and BCSI Btdldfng Component 6904 Parke East Blvd. Satiety lnlonnali P available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 job Truss Truss Type Qty Ply THE ROYALE T13569653 m11324 KJB MONO TRUSS 2 1 Job Reference (optional) cnamoers i russ, mc., tort r-rerce, rL -1-2-9 2 3x4 = 3.30 12 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-icrrOtC6jnB5ChLP_YExyaLZfXbOXMitOZm7fgzYQkO 4-11-9 4 3 Scale = 1:11.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.03 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (Ibl/size) 3=95/Mechanical, 2=148/0-9-11, 4=46/Mechanical Max Horz 2=75(LC 8) Max Uplift 3=-84(LC 8), 2=-136(LC 8) Max Grav 3=95(LC 1), 2=148(LC 1), 4=77(LC 3) FORCES. (lb)-1ylax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 6=45ft L=50ft; eave=6ft; Cat. II; Exp C; Encl.,IGCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between 'he bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 3 and 136 lb uplift at joint 2. 6) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1 ,2=-54 Trapezoidal Loads (pit) Vert: 2 O(F=27, B=27)-to-3= 67(F= 7, 13 -7), 5=0(F=10, 13=10)-to-4— 25(F=-2, B=-2) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valld for se only with MITek�V connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Incorporate this design Into the �" a truss system. building design.I fore use, the building designer must verify the applicability of design parameters and properly overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualByCdreda, DSB-09 and SCSI Bu¢ding Component 6904 Parke East Blvd. Safety lntmmaRonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569654 m11324 MV2 VALLEY 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL a. t su 5 mar i i zu i a rvu i eK muusu ies, in, I nu rvrar cc ua, j +u Zv t v aye ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-AoPDbDDkU5JygrwbYFIAVntlPxxUGpy1cDVgB6zYQkN 3x4 4.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x SP No.3 REACTIONS. (I I/size) 1=41/2-0-0, 2=30/2-0-0, 3=11/2-0-0 Mix Horz 1=21(LC 10) Max Uplift 1=-20(LC 10), 2— 30(LC 10) Max Grav 1=42(LC 15), 2=32(LC 15), 3=22(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7- 11; Exp C; Encl. shown; Lumbei 2) Gable requires 3) This truss has 1 4) ` This truss hw will fit between 5) Bearing at joint capacity of bea 6) Provide mecha joint 2. Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft L=50ft; eave=6ft; Cat. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions DOL=1.60 plate grip DOL=1.60 ;ontinuous bottom chord bearing. een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 he bottom chord and any other members. s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ing surface. iical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 30 lb uplift at Walter P. Finn PE No22639 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verllydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for �se only with KAHTek® connect". This design Is based only upon parameters shown, and is foroan Individual building component, not a truss system. Before building design.! use, the building designer must vedfy the applicability of design parameters and properly incorporate this design Into The overall Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required fabrication, storbge, for stability and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSt4pll QualityCdeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sa/ety(n/ormarbn]vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYAL E T13569655 m11324 MV4 VALLEY 1 1 Job Reference (optional) L.namoers I russ, Inc., MR fierce, r-L 3x4 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-AoPDbDDkU5JygrwbYFIAVntgFxvAGpyl cDVg B6zYQkN 4-0-0 1 4-0-0 Scale = 1:9.4 3x4 II 2 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 12lb FT=O% LUMBER- I BRACING - TOP CHORD 2x4' SP NO.3 TOP CHORD BOT CHORD 2x4, SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=109/4-0-0, 3=109/4-0-0 Max Harz 1=56(LC 10) Max Uplift 1=-54(LC 10), 3=-72(LC 10) Max Grav 1=112(LC 15), 3=117(LC 15) FORCES. (lb) - Mi . Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires csntinuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between tF�e bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 72 lb uplift at joint 3. Walter P. Finn PE No.22639 67iTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE HII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekb connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �" a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall design. Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building Bracing prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GualllyCi9edd, DSB-69 and SCSI BuYding Component Softly Infonnatloinavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 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. For 4 x 2 orientation, locate plates 0-14d' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTek20/20 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 I NE■ Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: - ANSI/TPI-1 National -Design Specification -for Metal — Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown In ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDSAND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS, 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` MiTek Engineering Reference Sheet: Mll-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 BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane atjoint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 191Yo at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) -before use. —Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.