Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
TRUSS
Mire )CANNED BY ,1W"fir 00%Y \� Lumber design values are`in accordance with ANSI/TPI 1 section 6.3 These truss designs raly`-on Ipmber values established by others. RE: MlIN323 - 62' Grand Carlton III with porch Site Inf�Ormation: Customer Info: WYNNNE DEVELOPEMENT CORP Project Name I nt/RlHr`1k- Subdivision: City: P Name Name: Addre: City: : N/A �T ST LUCIE State: FL MiTek USA, Inc. 6904 Parke East Blvd. M11323 Modell nnpa1 ff1510 4115 and License # of Structural Engineer of Record, If there is one, for the building. License #: State: Generpl Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind ode: ASCE 7-10 Wind Speed: 165 mph Roof�ollad: 37.0 psf Floor Load: N/A psf ThiEh'i llckage includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. Witseal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet cons to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. ' ea1# Truss Name Date 1 fr13302390 A 21 1/18 2 13302 991 A 2/21/18 3 1 rrl3302392 1 A6 2/21/18 4 1T13302393IA7 2/21/18 15 1IT13302394 A8 2/21/18 16 JI if 13302395 A9 2/21/18 17 JIT13302396 1 GRA 12/21/18 18 I,T133023971GRB 12/21/18 1 19 IT13302398 I J2 12/21/18 1 10 IT133023991A 2/21/18 11 IT13302400IJ6 2/21/18 12 1IT13302401IJ8 2/21/18 113 JiT13302402 I KJ8 12/21/18 1 -awing(s) referenced above have been prepared by MiTek nder my direct supervision based on the parameters Chambers Truss. ign Engineer's Name: Albani, Thomas renewal date for the state of Florida is February 28, 2019. NT NOTE' The seal on these truss component designs is a certification aer named is licensed in the judsdiction(s) identified and that the y with ANSI/TPI 1. These designs are based upon parameters lads, supports, dimensions, shapes and design codes), which were ;. Any project specific information included is for MiTek's customers wrpose only, and was not taken into account in the preparation of MiTek has not independently verified the applicability of the design the designs for any particular building. Before use, the building designer pplicability of design parameters and properly incorporate these designs I building design per ANSI/TPI 1, Chapter 2. ,,, J 111 1I0%I 0 9380cc • �•� STAT OF .'441 00�. i I1111f Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6004 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Albani, Thomas 1 of 1 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302390 M11323 A COMMON 9 1 Job Reference o tional 'ss, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:53 2018 Page 1 Chambers Tr Inc., or Pierce, FL ID:a3B4PavKnnZwexyJckSFBgyuFUN-iltia6GS6xdm ITrGI?CZC_IGrGmYZaVX1111xziuKK )1_0-- 6.7-13 12.4-13 17.0-0 21-7-3 27-4-3 34-0.0 --r T_4 1— f�` 5-9•� —T�j� 6-7-13 11-0 0 1-0-0 6.7-13 5 0 4 7 3 Scale=1:57.8 I 4.00 12 4x5 = 6 27 2x3 II 25 26 28 2x3 II 36 % 5 7 3x6 4 8 3x4 3x4 9 3 24 `29 I � � \0 11 'n Of 2 t0 o - —� 17 16 15 30 31 14 13 12 4x6 = 3x8 3x8 = 4x6 2x3 II 3x6 = 2x3 I I = 36 - 6-7-13 12-4-13 21-7-3 _ 27-4-3 1_ __ _ 34.0-0 ~ - 5-9-0 r 6-7-13 6-7-13 5-9-0 9.2-7 _Plate Offset10:0-0-2,Edge] - -- PLATES GRIP CSI. DEFL. in (loc) I/dell Ud LOADING (lpsf) SPACING- 2-0-0 TCLL 2b.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DO L 1.25 BC 0.58 Vert(CT) -0.61 14 15 >670 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 Wa n/a Weight: 1631b FT = 0% BCDL .0 Code FBC2017/TPI2014 Matrix -MS LUMBER- I BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7 12 oc puffins. TOP CHOP D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. BOT CHOF�p 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=136210-8-0, 10=136210-8-0 Max Horz 2= 179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOF D 2-3=-3419/2395, 3-5=-2771/2031, 5-6= 2770/2152, 6-7=-2770/2152, 7-9= 2771/2031, 9-10= 3419/2395 BOT CHO D 2-17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12= 2132/3213 WEBS 6-14=-635/983, 7-14= 313/362, 9-14= 689/499, 6-15=-635/983, 5-15=-313/362, 3-15=-689/499 NOTES - ..,.A .,..,f u.,.-. i,o hwo boon enncirforod fnr this deSian_ 2) Wind: ACE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6 h at. II; Exp j Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-�' Interior(1) 20-4-13 to 31-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOLL1.60 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 20.0psi on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will tit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) except Qt=1b) 2=832, 0=832. 6) Hanger s) or other connection devices) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 Ito up at 15-0-0, Ind 5o Ito down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of other . 7) In the L&D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform �oads (plf) Vert: 1-6=54, 6-11=-54, 18-21=-20 Concen Elated Loads (lb) I .Vert: 26=-50(F) 27=-50(F) Thomas A. Albani PE No.39380 MiTsk USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 tWA I DING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473rev. 1010312015 BEFORE USE.sign alid for use only with MITekb connectors. This design Is based only upon parameters shown, and Is for an individual building component, not russ stem. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into erm overall buildl ' design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing aN© is alwa it reyulred for stability and to prevent collapse With possible personal injury and property damage. For general guddance regarding the 6904 Parka East BNd. fabric tlon, storage, delivery, erection and bracing of husses and truss systems, seeANSWIi QualBY CrNoda DSB 89 and SCSI BuHdinp Component Tampa, FL 33610 e�#r. tnm ffnmvallable from Truss Plate Inslihite, 218 N. lee Street, Srdte 312, Mexandda, VA 22314. Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302391 M11323 A5 SPECIAL 9 1 r Job Reference (optional) o 40n e.... {c On1 7 KAiTo1, Inrruclriec Incort Feb 21 14:19:Fri 2018 Pane 1 Cnambers I uss, Inc., Furl rieiuL, rL — w a vat. �., �... �.............I ��.... ...,....,- _. .... _._ . __ . _ _�_ I D:2GIScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFldcR21 qTW R6QXpvFX-_H1 Ufmhi bZNziuKJ 1-0- 7-8-5 10-6-4 17.0.0 20-4-8 26.4.0 �_ 34-0-0 35.0-Q 010-0 7-8-5 I 2-9-15 6-5-12 3.4.8 5-11-8 7-8-0 —1- 0 Scale = 1:59.8 4.00 12 5x8 (I 6 2x3 11 2x3 11 5x6 WB % 22 7 3x6 2x3 zz� 4 5 8 3x4 I 3 9 21 ��-- _�_ 23 N 2 — _�----�' 14 ����. I 10 11 `o 1 s-- — 5x12 MT18HS = t lm O o 13 12 5x12 = 2x3 11 3x6 = 3X 2 cL 2.00 12 i 10.6-4 20-4-8 26-4-0 34-0-0 10-6-4 9-10.4 5-11-8 7-8.0 Plate Offsets X,Y _12_0-1-15,Edge], [4:0-3-0,Edgej, [10:0-0-6,Edge] LOADING �sf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 20.6 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 2441190 TCDL lj�.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 1D- 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n1a n/a BCDL 0 Code FBC2017/TP(2014 Matrix -MS Weight: 155 lb FT = 0%. LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. BOT CHOR b 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 "Except' WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131210-8-0, 10=1312/0-8-0 Max Horz 2=-179(LC 8) I Max Uplift 2=-803(LC 10), 10= 803(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR D 2-3=-5529/3776, 3-5— 5164/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9-10=-3195/2210 BOT CHOR 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12=-1948/2995 WEBS 3-14=-355/314, 5-14=-293/354, 6-14=-2175/3326, 6-13— 279/534, 7-13=-237/277, 9-13= 786/560,9-12=0/269 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: AE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft L=34ft; eave=6ft; Cat. II; Exp C;'Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, intedor(1) 2-4-13 to 13-7-3, Extelor(2) 13-7-3 to 17-0-o interior(1) 20-6-4 to 31-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL171.60 3) All plates:' re MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This tru s 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 beeen the bottom chord and any other members. 6) Bearing a joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity f bearing surface. 7) Provide I echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 1 =803. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 ® WARN G - Verify design parameters and READ NOTES ON THIS AND INCLUDED INITEK REFERANCE PAGE MO-7473 rev. 1010312015 9EFORE USE. Design v Id for use only with MITek® connectors. This design is boned only upon parameters shown, and Is for am Individual building component, not C.,truss sy building! ern. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall eslgn. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addiflonal temporary and permanent tracing Is always' fabdcati a ILAred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 'N storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII CaalBy Cgoift, DSB-89 and BCSI Buiiding Component 6904 Parke East Blvd. Saf tvf i ofmationavallabfe from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ;Job Truss Truss Type Qry Ply 62' Grand Carlton III with porch T13302392 M11323 A6 SPECIAL 1 i Job Reference o tional Chambers Ti iss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:55 2018 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-th-3?olieYtUEbdENA1 gfd4?AftlOOoo_Ln86gziuKl 1-0-Q 8-11-11 16-0-0 18.0-0 20-4-8 25•it_15 34-0-0 _ g5-0- 8-11-11 { 7.0-5 ---I 2-0=0 i 2 4 8 I— 5-7-7 I- ---- 8-0-1 �0 Scale=1:61.9 4.00 12 Gx8 = 5x6 5 6 = 2,3 3x4 ZZ 5x6 WB5x6 WB-- 34 78 �. n 22 21 �1 2 14 — �_ g 10 a 1- 5x12 MT18HS= 13 t� o 3x4 z 12 11 6 54 = 2x3 If 3x6 3x12 = 2.00 12 LOADING TCLL 2D.0 TCDL BCLL BGDL 1 Psf) i7.0 D.0 ' 0.0 1 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBG2017/rP12014 CSI. T TC 0.81 BC 0.93 WB 0.86 Matrix -MS DEFL. in (Ioc) I/defl Ud Vert(LL) 0.69 14 >590 360 Vert(CT) -0.92 14-17 >443 240 Horz(CT) 0.34 9 n/a n/a PLATES MT20 MT18HS Weight: 157lb GRiP 244/190 2441190 FT=O% LUMBER- I BRACING - TOP CHOR 2x4 SP M 30'Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHOR 2x4 SP M 30 WEBS 2x4 SP No.3 `Except" 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTION . (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2= 169(LC 8) Max Uplift 2=-803(LC 10), 9=-603(LC 10) FORCES.(Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHO D 2-4=-5491/3336, 4-5— 5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT CHO D 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-1123/2199, 11-12= 1731/3001, 9-11=-1731/3001 WEBS 4-14_ 492/513, 5-14=-1707/2959, 5-13=-405/196, 6-13=-1791522, 8-12=-893/660, 8-11=0/303 NOTES- li 1) Unbalani ed roof live loads have been considered for this design. 2) Wind: A ICE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=34fh eave=6ft Cat. II; Exp C Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extertor(2) 31-7-3 to 35-0- 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 plate fare MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) - This in. ss 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 be }veen the bottom chord and any other members. 7) Bearing tjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity f bearing surface. 8) Provide nechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 WART Design valid ZING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1.7473 rev. 10/012015 BEFORE USE. for use only with MileIND connectors. This design is based only upon patomeleis shown, and Is for an Individual building component not a truss s f stem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Indicated Is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' building Is olwcW. OsIgn. Bracing prevent of reqLgred for stability and to prevent collapse wilh possible personal Injtay and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatkm Sa/Whitotmatlotavailabte storage, delivery, erection and bracing of trusses and truss systems, seeANSUWIF QuarByCdlmffa, DS8-89 and BCSiBattdwg Component from Tnrss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T13302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) Chambers Tr, ss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:56 2018 Page 1 ID: W SJgpGwal Ppeur6hk9Uj G5yuFUL-7tYRC7JLPsOLrICQxuZvBrcAj3DQIsZxD? W ieGziuKH �1-0- 8-10-10 14.0.0 20-0-0 _I 25-11-15 I 34.0_0__ 5-0-0 6-0.0 5-11-15 8.0.1 y-0-0 8-10-10 5-1-6 Scale = 1:60.8 i 5x8 = 5x6 = 4.00 12 4 5 2x3 3x4 3 6 v 19 18 1 2 S 5x12MT18H= im `^ i o O 10 9 5x12 = 24 11 3x6 = 3x12 = 2.00 12 10-6-4 14-0.0 _20-4.8 25-11-15 34-0-0 10-6-4 — 3~ 5.12 --�-- 6-4-8 5-7-7 8-0-1 Plate Offset X,Y -- L0-1-15,Edge] 4:0-4-0,0-2-3 , 7:0-0-2,Edgel CSI. TC 0.83 BC 0.90 WB 0.95 Matrix -MS PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 147lb FT = 01% LOADING TCLL TCDL BCLL BCDL �Sf) 20.0 7.0 0.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 DEFL. in (loc) Well Ud Vert(LL) 0.66 11 >616 360 Vert(CT) -1.10 10-11 >369 240 Horz(CT) 0.34 7 n/a n/a LUMBER- TOP CHORD I BRACING - 20 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 4-0-2 oc bracing. WEBS 2x4 SP No.3 `Except* 4-11: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Horz 2— 149(LC 8) Max Uplift 2= 803(LC 10), 7=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5484/3370, 3-4— 5116/3126, 4-5=-2229/1544, 5-6=-2448/1599, 6-7=-3169/1993 BOT CHORD 2-11=-3071/5219, 10-11=-1590/2874, 9-10=-1738/2968, 7-9=-1738/2968 WEBS 3-11=-419/443, 4-11=-1466/2647, 4-10=-812/448, 5-10= 205/487, 6-10=-785/575, 6-9=0/272 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=14ft, B=52ft; Lr34ft; eave=6ft Cat. to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterfor(2) 31-7-3 II; Exp C� Enc1 GCpf=0.IS- MWFRS (directional) and C-C Exterior(2) -1-0-0 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide dequate 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.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing t joint(s) 2 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide {�echanical 2=803, 7=803. connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Thomas A. Albani PE No.39380 Walk USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,201 £ ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M7EK REFERANCE PAGE Mll-7473 ray. 1010312015 BEFORE USE. Mllek® ibis design Is based only upon parameters shown, and Is for an Individual rwliding component not . ' Design a truss s buildin '8esign. Id for use only with connectors. lem. Before use, the building designer roust verify the applicability of design parameters and property Incotporale 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 ��A a `AV'1f eke Is alw fabdcatl6n. requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and iiusssystems. seeANS&VII CUaiRyCiftft OSO-89 and SCSI Building Component s904 Parke East Blvd. saN/yf=1 aBonovaltable from Truss Plate Institute, 2181J. Lee Street, Suite 312, Alexandr1a, VA223)4. Tampa, FL 33610 .1i) Job Truss Truss Type Qty, Ply 62' Grand Carlton III with porch T13302394 M11323 A8 SPECIAL 1 1 Job Reference o tional 'ss, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:57 2018 Page 1 Chambers Tr Inc., Fort Pierce, FL ID:W SJgpGwaiPpeur6hk9UjG5yuFUL-b36paTKzAA8CTvncVb48k29LBTZgUMw5SfGFAiziuKG )t. 8-8.4 12-0-0 15-8-4 20.4.8 22-0-0 24-8-12 34-0-0 35-0• 3-8-4 4-8-4 1-7-8 2-8-12 9-3-4 1-0-0 1-0-0 8-8-4 3-3-72 Scale=1:60.6 i 5x6 = 2x3 II 5x8 = 3x4 = 4.00 12 4 21 5 6 22 7 24 2x3 � 8 3 m 23 'a 20 i 7 13 9 10 '`_ I"' _�—•"- 5x12IviT18HS= o d 12 ti Sx12 = 3x4 = 4x5 = 3x 2 = 2.00 12 10-6-4 20-4-6 22-0-0 34-0-0 --- 4 12.0-0 10-6-4 9-10-4 7-7-8 Plate Offsets X Y -- j2:0-1-15,Edge], [7.0-5-130-2-8] DEFL. in (loc) I/dell Lid PLATES GRIP LOADING �Ipsf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL�'I7.0 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a WeighL1541b FT=O% BCDL 0.0 Code FBG20171TP12014 Matrix -Efts LUMBER- TOP CHOF I BRACING - D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHO D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS I 2x4 SP No.3 REACTIONS. (ib/size) 2=131210-8-0, 9=1312/0-8-0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(1-C 10) FORCES. I(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOFji 2-3=-5488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-6=-2576/1770, 6-7=-2586/1779, II 7-8=-2663/1762, 8-9= 3021/1971 BOT CHO D 2-13=-3143/5224, 12-13=-1956/3292, 11-12=-1369/2481, 9-11 =-1 705/2827 WEBS 3-13=-396/420, 4-13= 102811721, 5-13— 300/797, 5-12=-894/601, 6-12=-265/263, 7-12=-294/391, 7-11= 374/691, 8-11= 535/502 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: A SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C' Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3. Exterior(2) 31-7-3 to 35-0- 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 the bottom chord and any other members. 7) Bearing a,t joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity Qf bearing surface. 8) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=803, Thomas A, Albani PE No.39360 MiTak USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 j Date: February 21,201 f iNG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. �� lld for use only with M1106 connectors. This design k based only upon parameters shown, and Is for an Individual building component, not the building designer rnust verily the applicability of design parameters and property incorporate this design Into the overall , fern. Before use. eslgn. Bracing Indicated Is io prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brry�ing MiTek' 7,1 required for stabiitty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. m, storage, delivery. erection and bracing of musses and tnrss Systems, seeANSUIP11 Gaa111yClffedd, DSB•89 and BCSI Building Component Tampa, FL 33670 ormaHonavallable from Truss Plate Institute. 218 N. Lee Street. Sure 312, Alexandria VA 22314. I Job Truss Truss Type Oty Ply 62' Grand Carlton III vvith porch T13302395 M11323 I A9 HIP 1 1 Job Reference o tional 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:58 2018 Page 1 Chambers T ss, Inc., Fort Pierce, FL ID:_etC1 cxC3ixVV?huts?ypJyuFUK-3FgBdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?oj8ziuKF 1.0- 6-7-15 10=0-0 15-2-14 20-4.0 24-0-0 _ 27.4-1 34-0-0 _5-0-4 I---3-8-0 — -� 3-4-1 6-7-15 1-0-0 1-0-0 6-7-15 3-4-1 5-2-14 5-1-2 Scale=1:58.6 U4 = 2x3 11 4x8 = 3x4 = 4.00 12 4 24 525 26 6 27 7 2x3 2x3 3 8 28 23 29 r' m 22 9 10 n 0 15 14 13 i2 11 3x5�,— 3x8 = 3x6 = 6x8 = 3x6 _ 3x4 = 3x5 10-0-0 20A-0 24-0.0 34-0-0 10.0-0 10.4.0 3-8-0 — 10-0-0 Offset X,Y -- 2:0-0-14,Edge], [7:0-5-4,0-2-0], j9:0-3-14,0-1-81 — _Plate LOADING (sf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 26.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.o Lumber DOL 1.25 BC 0.54 Vert(CT) -0.38 11-21 >432 240 BCLL �?- �0.0 - Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BGDL 0 Code FBG2017/TPI2014 Matrix -MS Weight: 156lb FT=0% LUMBER- I BRACING- TOPCHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc puriins. BOTCHORb 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 11 2x4 SP No.3 REACTION 3. (Ib/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1275/1025, 3-4=-913/708, 4-5=-829/705, 5-6— 565/807, 6-7= 565/807, 11 7-8=-104/278, 8-9=-341/235 BOT CHO D 2-15=-836/1187, 13-15= 34/309, 11-13= 256/348, 9-11 =-1 24/304 WEBS 3-15=-425/501, 5-15=-444/665, 5-13=-1215/1079, 6-13— 264/300, 7-11=-255/396, 8-11— 461/521, 7-13=-837/703 NOTES- 11 u11U414, 2) Wind: A 11; Exp C 10-0-0, Lumber 3) Provide 4) This tru 5) `Thistr will fit b1 6) Provide 2=430, CE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. Encl., GCp1=0,18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to terior(1) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; iOL=1.60 plate grip DOL=1.60 dequate drainage to prevent water ponding. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. >s 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 Neen the bottom chord and any other members. lechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) -249. 13=928. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WAR ryI ING - Vertiy desrgn parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. building not Design tirild for use only with MRek0 cOnnect0".'This design k based only upon parameters shown. and Is for an Individual component a truss sjlstem. bu lding B alway$ Before use.lhe bWldlny designer must verity the appllcablilty o1 design parameterss and properly Incorporate this design Into the overall design. Brawny Indicated Is to prevent buckling of individual truss weband/or cMxd members only. Additional temp xary and permanent txa irly regWred for stablllty and to prevent collapse with possible personal Ir, and properly damage. For fleneral guidance regarding the �/� T r i 1�.�• fatxiralliin, storage, delivery, erection and bracing of tnlsses and tnrss systems, sc:eANS!/IPII ®ualtty Crtteda, OSB�9 and BCSi Bu9dfng Compon�n) SahtyBJtomtatiot�vailable from inlss"Plate Institute, 218 N. Lee Sheet, SWte 312, Alexandria. VA22314, s9o4 Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Cariton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) vrrantDers 2 6 Inc., run rierce, rr. 8-0-0 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 3x5 = 7x10 4.00 12 4 3x6 3 29 28 x 27 3x6 11 3x6 = 6xB = 10 o. rouaoaN iu cvir wn cn u,ca,uw. I D:_etC1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwi Dx?cO6cpTEfaGKGyBpOvzlMFbziuKE 8.6-0 22-2-2 26-0.0 34.0.0 1-6-0 3-8-2 3-9-14 8-0-0 1-0-0 44 = 11 14 T��l 6x10 _ 19 26 25 24 6x8 = 3x6 = 6x8 = Scale = 1:60.6 N 22 23 t2 N I6 0 44 = Plate Offse s X,Y--_[2:0-2-2,Edge), [3:0-3-8,Edge), 21:0-3-8,Ed a 24:0-3-8,0 3-0],[27:0-3-8 0-3-0) LOADING II��Ipsi) SPACING- 2-0-0 CSi. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 5o.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 rVa n/a BCDL 0.0 Code FBC2017/TP12014 Matrix-iviS Weight: 194 lb FT = 090 LUMBER-11 BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc pudins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP N0.3 1 Row at midpt B-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17,14 REACTIONS. All bearings 0-8-0. (I) Max Horz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-351(LC 8), 27= 1168(LC 8), 26= 1495(LC 6), 22= 625(LC 6) Max Grav All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. i,l(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3— 621/387, 3-5= 304/B38, 5-7=-588/1209, 7-8=-588/1209, 8-12=-588/1209, 12-13= 588/1209, 13-15=-588/1209, 15-16= 588/1209, 16-18=-588/1209, 18-20= 2230/1280, 20-21=-2230/1280, 21-22=-2271/1263, 6-9= 126/305, 9-11= 106/363, 11-14=-193/412,14-17=-94/271,19-21=-143/272 BOT CHO D 2-29= 247/677, 27-29— 189/540, 26-27— 779/446, 24-26= 411/653, 22-24=-1083/2108 WEBS 3-29— 500/1176, 3-27=-1766/911, 5-27=-748/622, 5-26=-546/351, 13-26=-946/617, 18-26— 2412/1474, 18-24= 846/1780, 21-24=-35/351, 4-5= 608/514, 19-20— 335/305, 14-15_ 556/407, 11-12= 254/54 NOTES- 1) Unbala ed of live loads have been considered for this design. 2) Wind: A 3CE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=34ft; eave=6fh Cat. 11; Exp C J 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 plate 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 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 beiween the bottom chord and any other members. 7) Provide rIpechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 27,1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder curies hip end with 8-0-0 end setback. 9) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 10) Hangef(s) or other connection device(s) shall be provided sufficient to support concentrated foad(s) 967 lb down and 461 Ib up at 26-0-0Wand 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39380 MiTek USA, Inc. FL -Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 WARMING - Ved y deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. f0/0"015 BEFORE USE- Design wild for use oNy with Mlrelc®connecfors. lt>is design is based only upon parameters shown, and Is for an individual twilding component, not a buss s building stern. Eletore use,lhe building designer must verify the applicability o1 design parameters and properly Incorporate this design into the overall �ieI n. &acing Indicated is to prevent btrckiing of irxiMdual tnrss web and/or chord members only. Addit(onal temporary and permanent bracing : M!g�iC(' Is alw required for slabIlly and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the tabrlcai rL storage, delivery, erection cmd txacing of trusses and htrss systems, seeANS 1 r GUolrly Ca.0, DS6�9 and SCSI BUM Mg Component 6904 Parke East Blvd. SaNfvlrtlomraHornvoilable from inrss Wate Insmute, 2181V. Lee Street, Suite 312, Alexandria, VA 22314. Tempo, FL 33610 M11323 11 1 GRA HIP Oty I Ply 162' Grand Carlton II I with porch T13302396 nc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:59 2018 Page 2 I D:_etC1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwi Dx?c06cpTEfaGKGyBpOvzlMFbziuKE LOAD CASE(S) Standard 1) Dead+ R8 of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Leads (plf) V lrt:1-3=-54,21-23=-54,29-30=-20,24-29= 47(F— 27),24-33=-20,3-11=-126(F=-72),11-21= 126(F=-72) Concentrated Loads (lb) 1%ert: 29=-641(F) 24— 641(F) A WARDING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10ID312015 BEFORE USE. This design is based only upon parameters shown, and is for an individual lxrilding component, not ' DesignId for use only with Mllek� connectors. a truss ssyyssttem. Before use, the building designer must verify the appllcabfl(Ty o! design pararneiers and properly Incorporate ttrls design Into the overall tonal temporary bracing ��A T i bulld(nf design. &acing Indicated Is to prevent buckllny of (ndlvidual inrss Web and/or chord members only. Add and pe[manont e lv olw required for stability and fo prevent collapse wllh possible personal In1ury and properly damage. For general gWdance mgnrding the fabdcafl n, storage, delivery, ereahon and bracing of Tnrsses and htrsssysterns seeANSU/P11 9uaf1tyC1f1�rb, DSB-09 and BCSI BUlldiny Component SahfvirrformaHorravdlakNe from buss Plate Institute, 2181�. Lee Street, Suite 312, Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Dry Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) u,namuers nuns, mc., run rierce, r� BG4raW BLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1 w4-?Q6XhNGETJTziuKC Scale = 1:58.6 = I 5x8 MT18HS = 4x10 5x8 MT18HS = 4.00 12 2x3 11 4x6 = 2x3 11 3 23 4 5 6 7 24 B _ N 2 N 9 10 12 16 15 14 13 12 11 4x = 3x6 II 5x6 - 6x12 = 6x12 = 5x6 - 3x6 I I 4x6 - 8.0.0 13.8-0 20-4-0 26-0.0 -I- --- -- --�— —'r-- 34-0-0 8 0 0 5-8-0 6.8-0 5-8-0 8-0-0 Plate Oftsels(X,Y)-- [3:0-5-4,0-2-81, [5:0-3-0,Edge), [8:0-5-4,0-2-81 LOADING 11psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 2441190 TCDL I7.0 Lumber DOL 1.25 BC 0.6B Vert(CT) -0.30 16-19 >820 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 153lb FT=096 LUMBER- BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHOF D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13= 2590(LC 8), 9= 345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOF D 2-3=-3625/1950, 3-4=-2080/1236, 4-6=-2080/1236, 6-7=-1296/2589, 7-8=-129612589, 11 8-9=-751/370 BOT CHO D 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-262/733, 9-11=-241/668 WEBS 3-16=-435/1209, 3-14=-1552/774, 4-14= 837/691, 7-13=-878/713, 8-13= 3635/1919, 8-11=-432/1204, 6-14=-1453/2814, 6-13=-3198/1807 NOTES- 1) Unbalan.,ad roof live loads have been considered for this design. 2) Wind: A9CE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. It Exp C1'IEnci.,'GGpl=0.18: MWFRS ('directional); Lumber DOL=1:60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) All plate are MT20 plates unless otherwise indicated. 5) This trus has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) . This tr I 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 be ween the bottom chord and any other members. 7) Provide , echaniGal connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at (( � joint 13 dhd 345 Ito uplift at joint 9. 8) Girder cimes hip end with 8-0-0 end setback. 9) Hanger(sj or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 Ito down and 461 Ito up at 26-0-0, E d 967 Ito down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection devices) is the responsi ility of others. 10) In the AD 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 Thomas A. Alban! PE No.39380 Uniform Iloads (pit) MiTek USA, Inc. FL Cert 6634 1-3=54, 3-8=-131(F= 77), 8-10= 54, 16-17= 20, 11-16- 49(F= 29), 11-20= 20 6904 Parke East Blvd. Tampa FL 33610 �ert: Date: February 21,2018 ® WARlJING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design lid for use only with MITekS connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not ' a truss 'tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building I, Bracing Ind(cated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing design. �A T T- sign. prevent Is alway fired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricafl� n. storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPI f Qualify Cdhrto, DSB-89 and SCSI BuBding Component . @Y ek• 6904 Parke East Blvd. SafetvinformaHanavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexondta. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 2 ID:SrRaEyyrgo4M78G4raW BLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1w4_?06XhNGETJTziuKC LOAD CASES) Standard Concentr0ed Loads (lb) Vert: 16= 641(F) 11=-641(F) ® WARi fNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE Design Valid for use only with Iv1lTelclil connectors. M' design Is based oNy upon parameters shown. and is for an tndfvidual txrVding component, not a truss s�lsl Id 1 Before uy WE building deslyner must vedry the applicability o1 desiyn parameters and properly incorporate thB design into the overall tw lding;desiyn. &actng Indicated is to prevent brrckling of lrxl(vldual truss web and/or chord members only. Additional temporary and permanent bractr c� N'T�9�(� 4s always required for stability and to prevent collapse with possible personal InJury and property damage. For general guidance regardlny the 6904 Parke East Blvd. fabdcaJion, storage, delivery, erecflon and braring of 6arsses and inrss systems, seeANS!/IPIi Coallly Crfl�do, DSB�9 and BCSI Bu!(dlnD Compon®nf SaNfvhr/onnalhfrwcdlable kom Truss Plate institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22t14. Tampa, FL 33610 Job Truss Truss Type city Ply 62' Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers I russ, Inc., Fort Pierce, FL 8A30 s Sep i 5 zui r oar r ex mausines, inc. Wed reu c i w.4%J:u i 20 to rage ID:xi?zSlzTbJCDiIrGPHI QukyuFUI-TgMKFrNTDOedyW4NkR84uuKBb47aQKfhNGETJTziuKC -1-0-0 2.0.0 —i 1-0-0 2-0-0 Scale = 1:7.8 3x4 = LOADING il( sf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL i10.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL [0.0 Code FBC2017/TP12014 Matrix -MP Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHOF D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHO b 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3= 28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. Ii(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A$CE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34it; eave=6ft Cat. 11; Exp C`lp Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; L.6mber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This trrpss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit beg een the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide ' echanical connection (by others)'of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 b uplift at joint 4. Thomas A, Albani PE No.39360 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 A WARNING Design Valid -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. for use only with M1Tekm connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss em. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Bracing indicated Is to buckling individual truss web and/or chord mornbers only. Additional temporary and pemranenl bracing M!Tek* building is alway$ fabrical on, sign. esign. prevent of required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the , storage, delivery, erection and bracing of busses and tnrss systems, seeANSU► 11 Quality Cgedd, DSB-89 and SCSI Buading Component 6904 Parke East Blvd. Sa/Nvih'idanaffanavaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302399 M11323 J4 MONO TRUSS 8 1 Job Reference (optional) Chambers Inc., Fort Pierce, FL B.i3u s 6ep lb 2u1 i Mi 1 ek industries, inc. Wed Feb 2i 14:20:02 zuia rage i I D:PDYLfd_5MdK4MSQTz?Zf RxyuFU H-y 1 wiTBNS_imUZgfal8fJR6sl_UP79nvgbwzOswziuKB 1-0-0 4-0-0 1-0-0 4-0.0 ---�� 3x4 = Scale = 1:11.1 I 4-0-0 LOADING I�psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl . Lid PLATES GRIP TCLL �0.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 117.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix -MP Weight: 14lb FT=0% LUMBER- BRACING - TOP CHOF,1 D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. 1, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: A ICE 7-10I Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=52ft; L=34ft; 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 I shown; T mber DOL=1.60 plate grip DOL=1.60 2) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This tni s 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 bet een the bottom chord and any other members. 4) Refer toirder(s) for truss to truss connections. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 I1W uplift at joint 4. Thomas A, Alban! PE No,39360 MiTek USA, Inc. FL Cert 6634 9904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARe flNNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design vv611d truss for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not Before the building designer the design ly Incorporate this design Into the a syslem. building use, must verify applicability of parameters and prorx overall eslgn. Bracing (ndlcated is to prevent buckling of Individual inks web and/or chord members only. Additional temporary and permanent bra ,.Ing : MITek' Is alway., tectulred for stability and 10 prevent collapse will) possible personal Injury and property damage. For general guidance regarding the fabricaft in, storage, delivery, erection and bracing of trusses and truss systems, seeAN SUW11 Cualit Cdbda, DSB-09 and BCSI Bunding Componr n► 6904 Parke East Blvd. Safotylrlformallorlavoltable train Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandra- VA 22M4. Tampa, FL 33610 Job Truss Truss Type city Ply 62' Grand Carlton III with porch T13302400 M11323 J6 MONO TRUSS 8 1 ' Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:03 2018 Page 1 I D:tP6jtz_j7xSx_c_tXi4uz9yuFUG-QDT4gXOklOuLBgEmrsBYzJPU Dtd4uE9zgajZOMziuKA 0-0 6-0-0 11. t—_— 00 —t 6-0-0 Scale=1:14.6 3x4 = 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 117.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL i 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: 20 lb FT = 0% LUMBER- BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 or purlins. BOT CHO D 2x4 SIP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10), 4— 8(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. I,j (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- II 1) Wind: SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=521t; L=34ft; eave=6ft; Cat. 11; 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; 111 umber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This t ss 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 b 4tween the bottom chord and any other members. 4) Refer tc igirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194lb uplift at joint 2 and 8 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARPING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103=15 BEFORE USE. Is Individual building Design oild for use only with Miiekb conneclors..This design Is based only upon parameters shown, and for an component, not a truss s stem. Before use. the building designer must verify the appllcablllly of design parameters and property Incorporate this design Into the overall Bracing Indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent tracing 11 M!Tek* bu0dn�design. prevent of is r�lwa requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion, storage, delivery, erection and bracing of trusses and truss systems. seeANSUWII Qualify CiLtsrla, DS8-08F and BCSI Bullding Component 6904 Parke East Blvd. Satelvh foimafloravallable from Truss Plate Institute. 218Iq. Lee Street, Sulk-3 12. Alexandria, VA 22314. Tampa, FL 33610 Job I l Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302401 M11323 J8 MONO TRUSS 20 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:04 2D1 B Page 1 ID:tP6jtz_j7xSx_c_fXi4uz9yuFUG-uP1 SutPMWJOCp_pyPZinWXybuH5UdhP73ES7woziuKg 100 800 j 1.0-0 8.0-0 I i Scale = 1:17.4 3 4.00 12 9 s r 2 1 4 3x4 8-0-0 —_ I I--.. 8.0.0 Plate Offset' (X,Y)_ j2:0-3-14 0 1-e1 CS1. - DEFL. in (loc) I/deft Ud PLATES GRIP LOADING Isf) 2.0 SPACING- 2-0-0 TCLL Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7 0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL IP- 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 0 Code FBC2017/TPI2014 Matrix -MP Weight: 26lb FT = 0% LUMBER - TOP CHO BOT CHO FORCES. NOTES- 1) Wind: A II; Exp C to 7-11-1 2) This trw 3) ` This to will fit bE 4) Refer to 5) Provide joint 2 ai 2x4 SP M 30 2x4SPM31 (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2= 228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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. CE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. Encl., GCpi=0.18; MW FRS (directional) and C-C Exterlor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. rs 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 Neen the bottom chord and any other members. irder(s) for truss to truss connections. lechanical connection (by others) of truss to bearing plate capable of withstanding 175 ib uplift at joint 3, 228 lb uplift at 115 lb uplift at joint 4. Thomas A. Alban! PE No,39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARIIIII G -Verify design parameters end READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE M!l-7473 rev. f0/03/2015 8EFORE USE. MRek4D ibis deslpn h based only upon parameters shown, and is for an individual lxrading component not Design�alid for use only with connectors. Incorporate this design (nfo the overall a Truss �ysfem. Before use, the buil0 0 designer must ver(ty the appllcab llty or design parameters and properly budding deslgo. &acing Indicated Is fo prevenT txrclding of Individual tnrss web and/or chord members only. Addiilonal Temporary antl permanent bracing Is alwa regWred for statNllty and to prevent collarare wllh possa le person<>1 Injury and property drnnage. For general guidance regard ng the rabrlcaj, n storage, delivery, erec"on and bracing of tnrsses and truss systems, seeANSUIPII CualHy Cr6rarla, D8849 and ®CSI Bulldlny ComponQnf T Mf lek 6904 Parke East Blvd. SWofy laRrraHwAvattableirom Truss Plate Instihrte.'Litt N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 11 lob Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302402 011323 KJ8 MONO TRUSS 4 1 Jab Reference o (tonal Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:05 2018 Page 1 ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-Mcbr5CQ_Hd83QBO9zHD02kUrohRSM1 VGHuCgSEziuK8 11 7-3.4 1 0 7-3-4 I`~ �3-11-12 1- 0 Scale = 1:20.3 4 0 2.83 [12 3x4 3 l '2 � - I 6 2x3 11 5 3x4 = 3x4 = 7-3-4 11-3-0 7-3.4 3-11-12 LOADING (list) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 210 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL/.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL �0.0 ' Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 Na n/a Weight: 44 lb FT = D% BCDL 1,t5.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHO BOT CHO WEBS REACTIO FORCES. TOP CHC BOT CHC WEBS NOTES- 1) Wind: A 11; Exp C 2) This trui 3) ' This tr will fit bt 4) Refer to 5) Provide joint 2 a 6) In the U LOAD CA; 1) Dead+ 2x4 SP M 30 2x4 SP M 30 2x4 SP No.3 (Ib/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-1151/523 2-7=-687/1126, 6-7=-687/1126 3-7=0/330, 3-6= 1236l755 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. CE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. >s 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 Neen the bottom chord and any other members. irder(s) for truss to truss connections. iechanical connectiob (by others) of truss to bearing plate capable of withstanding 205 lb, uplift -at joint 4, 305 lb uplift at J 286 Ito uplift at joint 6. 4D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). _(S) Standard oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 .oads (Pit) 'ert: 1-2=-54 Jai Loads (pit) 'ert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), 8=0(F=10, B=10)-to-5=-56(F= 18, B=-18) Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 WA aDesign�yalid for use only wnh MmiTekw connectors. lMs design is based only upon parameters shNowCEnPAGE IsMf1oI.r74a7n3 Inredvi.v. 1id0u10a3lMIwO15 BEFORE gFOcoRmE USE. buss , � lem. Before use, the building designer muss verify the appllcabillty of design paramoters and properly (ncorporale this design Into the overall rMOW lwildi design. &acing indicated Isio prevent buckling of Indvidual fnrssweb and/or chord members only. Additional temporary and permanent bacing !s always requ red ror stability and to prevent caNlapse taAth possible personal tnJury and properly damage. For general gu d nce regarding the 6904 Parke East Blvd. c�n.►vilntermaHorovalliable IrOrm 1fU5S Pladte Insllh�ite.. 21tir NPLeP. 8I trite 372, fVeai aA 2 A�DSB,69 and BCSI BUBdFny Componrrnl Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 314 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-Via" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in M1T'ek20120 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 riiimwi 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/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. .DS6=89--D�sigrl S�anel`Z7td=fz"- rectFlg.-- _ - BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numberings System 6-4-8 dimensions shown in ft-in-sixteenths I (Drawings not to scale) 1 2 3 TOP CHORDS. JOWTSARE GENERALLYNUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 0 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 oil other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber 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 purliris 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. 1 Quality Criteria.