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HomeMy WebLinkAboutTRUSS CRITERIA AND DESIGN LOADSiTok a RE: M11323 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 SCANNED Lot/Block: Subdivision: BY Address: N/A 8- 2- LU Ib r City: PORT ST LUCIE State: FL General 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 Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7 Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No Seal# Truss Name Date 1 T13302390 a 2/21/18 2 T13302391 a5 2/21/18 3 T13302392 a6 2/21/18 4 T13302393 a7 2/21/18 5 T13302394 a8 2/21118 6 T13302395 a9 2/21/18 7 T13302396 gra 2/21/18 8 T13302397 grb 2/21/18 9 T13302398 1� 2/21/18 10 T13302399 j4 2/21/18 11 T13302400 16 2/21/18 12 T13302401 JJ8 2/21/18 13 T13302402 kj8 2/21/18 truss drawing(s) referenced above have been prepared by Cek USA, Inc. under my direct supervision 4 on the parameters provided by Chambers Truss. >s Design Engineer's Name: Albani, Thomas license renewal date for the state of Florida is February 28, 2019. ida COA:6634 DRTANT NOTE: The seal on these truss component designs is a certification the engineer named is licensed in the jurisdiction(s) identified and that the gns comply with ANSI/TPI 1. These designs are based upon parameters vn (e.g., loads, supports, dimensions, shapes and design codes), which were n to MiTek. Any project specific information included Is for MITek Comers file reference purpose only, and was not taken into account in the preparation of e designs. MiTek has not independently verified the applicability of the design meters or the designs for any particular building. Before use, the building designer Ad verify applicability of design parameters and properly incorporate these designs the overall building design per ANSI/TPI 1, Chapter 2. Iof1 e 380 ' r ' r � � r STA E OF ; Thomas A. Alt and PE N0.39380 MiTek USA, Inc. Fl. Cert 6634 69M Parke East Blvd. Tampa Fl. 33610 February 21,2018 Albani, Thomas Job Truss Truss Type Qry Ply 62' Grand Carlton III with porch T13302390 M11323 A COMMON 9 1 ' Job Reference (optional) iruss,inc., tort rlerce,I-L 3x4 3 24 6 3x6 = 17 2x3 II a.i su s aep i o zui r ive i eK inuusmes, uru. vveu reu z, rv: r a:oo zu, o raye , I D:a3B4PavKnnZweXyJckSFBgyuFUN-iltla6GS6xdm_ITrGI?CZC_IGrGmYZaVX1I11xziuKK 17-0-0 21-7-3 27-4-3 34-0-0 $5-0-Q 4-7-3 4-7-3 5-9-0 6-7-13 1-0-0 Scale=1:57.8 4.00 F12 4x5 = 6 27 2x3 II 25 26 28 2x3 I 3x6 5 7 3x6 S 4 3x4 9 16 15 30 31 14 13 12 4x6 3x8 = 3x8 = 4x6 = 2x3 11 29 10\11 O v Io 3x6 = Plate Ofrflsets (X Y)-- (2:0-0-2 Edge] It 0:0-0-2 Edge] LOADI I G (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 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 n/a n/a BCDL 10.0 Code FBC2017/t-PI2014 Matrix -MS Weight: 163lb FT=O% LUMBE,i - BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT C RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 1 p 2x4 SP No.3 REACTIONS. NS. (Ib/size) 2=1362/0-8-0, 10=136210-8-0 Max Horz 2=-179(LC 8) Max Uplift 2= 832(LC 10), 10=-832(LC 10) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419l2395, 3-5=-2771/2031, 5-6= 2770/2152, 6-7=-2770/2152, 7-9— 2771/2031, I! 9-10= 3419/2395 BOT CH RD 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- � 1) Unbal need roof live loads have been considered for this design. 2) Wind: 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. II; E iC; 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, Extedor(2) 13-7-3 to 17- -, , Interior(1) 20-4-13 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D 1 L=1.60 3) This trOs has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This cuss 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 � etween the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=83 ;I10=832. 61 Hang (s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 lb up at 15-0- and 50 lb down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of oth S. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ISE(S) LOAD C Standard 1) Dead Ii Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifor Loads (plf) Thomas A. Albani PE No.39380 I Vert: 1-6=-54, 6-11=-54, 18-21=-20 MiTek USA, Inc. FL Cert 6634 Concentrated Loads (lb) Vert: 26=-50(F) 27= 50(F) 6904 Parke East Blvd. Tampa FL 33810 III February 21,2018 ® WAI Desfg,�i N/NG - Verity deslgn parameters and READ NOTES ON THIS ANO /NCLUDED M1TEK REFERANCE PAGE MI1-7473 rev. f0/0312015 BEFORE USE. vaild for Use oniy wish tvllTe�� cohhectors. This design E based oMy upon parameters shown, and Is for an Indlvlduat binding componeht, not a TrusysTem. Before use, the building designer must verity ft>e appllcabnity of deslgn parameters and properly Incorporate this deslgn Into the overall build) deslgn. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addittonal temporary and permanent bracing MlTek• Is alw ys required for stability and to prevent collapse with possible personal InJr and property damage. For general guidance regarding the fabric tbn storage, delivery, erecflon and bracing of trusses and Truss systems, se.'NS!/IP11'..l Crlleda, DSB49 and BCS/ BuMding Component 6904 Parke Easr Blvd. Sale .lnloRnalbmvallable fiom Truss Plate Instttute, 2" N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch • T13302391 M 11323, A5 SPECIAL 9 1 Job Reference (optional) ,mD rs I russ, inc., MR Flerce, r-L 1- 7-8-5 10-6-4 1- '0 7-8-5 2-9-15 4.00 12 2x3 11 5x6 WB- II 5 2x3 zz 4 3 21 ii 14 1 2 5x12 MT18HS = 6 3x12 = 2.00 12 o. rau soep is cull ivu ien uwuauraa,nw. vvcu reuci-r.ia.oY <vio rayc 1GhXVARzUkuyuFUM-BURgnSH4tFldcR21 qTW R6QXpvFX_H1 Ufmhl bZNziuKJ 26-4-0 34-0-0 $5-0-Q 5-11-8 7-8-0 4 -04 5x8 11 6 2x3 11 22 7 3x6 8 3x4 9 23 13 12 5x12 = 2x3 I Scale = 1:59.8 10 11 t2 Io 1'1' 10-6-4 19-10-4 5-11-8 7-8-0 Plate Offsets (X Y)-- (2:0-1-15 Edge] (4:0-3-0 Edge] (10:0-0-6 Edge) LOADI G (PSI) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 155lb FT=0% LUMBE - BRACING- TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. BOT CHi RD 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 OTHER 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Harz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCE r (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 2-3=-5529/3776, 3-5— 5164/3538, 5-6— 5209/3667, 6-7=-2424/1902, 7-9= 2462/1813, 1 9-1 0=-3195/221 0 BOT CH RD 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 1) Unbal nced 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; L=34ft; eave=6ft Cat. II; Bw C; Encl., GCpi�.1B; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17110, Interior(1) 20-6-4 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D L=1.60 3) All pla s are MT20 plates unless otherwise indicated. 4) This t r 1 ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This Tuss 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 etween the bottom chord and any other members. 6) Bearin at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capaci j of bearing surface. 7) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803' 1 0=803, Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING Pest -Verity design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ' a Truss �lvalld tem. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bul14 q design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is alwc required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric Ion, storage, delivery, erection and bracing of Trusses and Truss systems, seeANSM11 CualOyCdleda, DSO-89 and BCSI Bufiding Component 6904 Parke East Blvd. Safety, formallonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. . Tampa, FL 33610 Job Truss Truss Type Qty Ply Grand Carlton III with porch1T13302392 M11323l A6 SPECIAL 1 [2' ob Reference (optional) cnamb'ers truss, Inc., roe meree, t-L BAau s oep in zu 1 t DO i en muusures, aw. vveu reu 4, ice. i a.00 20 i o rage i ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fh-3?olieYtUEbdENAI gfd4?A@IOQoo_Ln86gziuKl "1-0- 8-11-11 16-0-0 18-0-0 20-4-8 25-11-15 34-0-0 5-0- -0- 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8.0-1 0- ill Scale = 1:61.9 4.00 F12 &B — 5x6 = 5 6 2x3 3x4 5x6 WB5� 5x6 WB-- I' 34 78 21 22 2 14 9 t0 ° 1^ 5x12MT18HS= 13 [� 6 3x4 = 12 11 o 5x6 = 2x3 11 3x6 = 3x12 = 2.00 12 10-6-4 15-0-0 6-0- 20-4-8 25.11-15 34-0-0 10-6-4 4-5-12 0- 4-4-8 5.7-7 8-0-1 Plate Oq,sets (X Y)-- f2:0-1-15 Edge] [3:6-3-0 Edge] (5:0-4-0 0-2-3] [7:0-2-7 Edge] (9:0-0-6 Edgel LOADI G (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 BCLL l 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 157 lb FT = 0% LUMBE - BRACING - TOP C RD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. I. 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 -Except` 5-14: 2x4 SP M 30 OTHER 2x4 SP No.3 REACTI ° NS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Harz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CH RD 2-4= 5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT CH RD 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-112312199, 11-12=-1731/3001, 9-11=-1731 /3001 WEBS 4-14=-492/513, 5-14=-1707/2959, 5-13— 405/196, 6-13= 179/522, 8-12= 893/660, 8-11=0/303 1) Unbal nced roof live loads have been considered for this design. 2) Wincl 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. II; Exp ; Encl., GCpi=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, Exterior(2) 31-7-3 to 35- � l 0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provj adequate drainage to prevent water ponding. 4) All pla are MT20 plates unless otherwise indicated. 5) This tss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This 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 etween the bottom chord and any other members. 7) Bearin at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capaci of bearing surface. 8) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: u> February 21,2018 AM NlNG -Verily design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE ' Dell al{d fa use only with tAlTeMID connectors. Thus design Is based only upon parameters shown, and Is fat on Individual building component, not a truss ystem. Before use, the bullding designer must verify the applicability of design parameters and properly incorporate this design into the overall buildi design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MOW Is alwc required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabric Ion, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualifyCrUedo, DSB•89 and BCSI Building Component ys 6904 Parke East Blvd. Safelyr ntolmotlonovallable from Truss 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 M 11323 A7 SPECIAL 1 1 Job Reference (optional) Gnam6'ers I russ, Inc., l-on tierce, rL o. 1 ov o 1, i v cv i , ,v , on a ivuou ion, I— -. .y., 1 IQ 8-10-10 14-0-0 20-0-0 ID:W SJgpGwalPpeur6hk9UjG5yuFUL-7tYRC7JLPsOLrICQxuZvBrcAj3DQIsZxD?W ieGziuKH 25-11-15 34-0-0 $5-0-Q 1 0 8-10-10 6-0-0 5-11-15 8 Scale = 1:60.8 6x8 = 5x6 = 4.00 F12 4 5 2x3 3x4 �I 3 6 19 18 11 �^ 8 j 5x12 MT181HIS 0 6 � 10 g 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 O !sets (X Y)-- [2.0-1-15 Edge] [4:0-4-0 0-2-3j [7:0-0-2 Edge) LOADI G (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.10 10-11 >369 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Weight: 147 lb FT = 0% LUM BE „ - BRACING - TOP CF RD 2x4 SP M 30 TOP CHORD BOTCF RD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACT I NS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Herz 2=-149(LC 8) Max Uplift 2— 803(LC 10), 7= 803(LC 10) FORCEI I. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHARD 2-3— 5484/3370, 3-4=-5116/3126, 4-5= 2229/1544, 5-6= 2448/1599, 6-7=-3169/1993 BOTCH RD 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, 11 6-9=0/272 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 4-0-2 oc bracing. 1) Unbal need roof live loads have been considered for this design. 2) Wind:I SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14tt; B=52ft L=34ft; eave=6ft; Cat. 11; Exr JC; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interfor(1) 2-4-13 to 31-7-3, Exterior(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) Provi(i adequate drainage to prevent water ponding. 4) All plal es are MT20 plates unless otherwise indicated. 5) This [fuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This i��russ 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,etween the bottom chord and any other members. 7) Beari at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capac y of bearing surface. 8) Provi�e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WA;N1j - Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev. f0/0"015 BEFORE USE- Design a Trus walk! for use only with M" '. connectors. This desgh Is based only upoh parameters shown, and Is for an tndfvidual building compoheht, hot Before use, the building designer must vedty 1he appllcat�lllfy of design parameters and properly Incorporate ihls design into the overall �a build! ystem. design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MiTek Is alw required for stability and To prevent collapse with possible personal Inlury and P.M age. For genera! guidance regarding the fabrid, 'tlor storage, delivery, erection and bracing of trusses and Truss systems, seeANS 11 a IV CdlelM, DSg•89 and SCSI Bu0dtrlg Component 6904 Parke East BNd. Sofe Infom7a�orravallable from Truss Plate Institute, 218 N. Lee Street, SulTe 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 62' Grand Carlton III with porch T13302394 M11323 AB SPECIAL 1 1 • Job Reference (optional) cnamo rs I russ, Inc., ron rierce, rL 1- 8-8-4 0' 8-8-4 I i I 4.00 12 20 rI 3x12 a 2.00 rl2 TOLL TCDL BOLL BCDL LUMBI TOP C BOT C WEBS TOP C BOT C WEBS 1) Unl 2) Wit to 3) Prc 4) All 5) Thi 6) ' TI will 7) Be< car 8) Pro 12-0-0 15-8-4 3-3-12 5x6 = 3x4 = 4 21 5 2x3 '� FM 3 13 �- 5x12 MT18HS = 0.1—a otlp IV GV I/IVIIIen IIluuJIIICJ, IIIV. vvou1 cV cI It.la.V,-- I 1-7-8 ' 2-8-12 2x3 11 5x8 = 6 22 7 12 11 5x12 = 3x4 = 2x3 8 4x5 = Scale = 1:60.6 10-6-4 9-10-4 1-7.8 12-0-0 IS (X Y)-- [2:0-1-15 Edgel [7:0-5-8 0-2-8) (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TO 0.78 Vert(LL) 0.65 12-13 >624 360 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 154 lb FT = 0% BRACING- D 2x4 SP M 30 TOP CHORD D 2x4 SP M 30 BOT CHORD 2x4 SP No.3 3. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Harz 2= 129(LC 8) Max Uplift 2=-803(LC 10), 9— 803(LC 10) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 2-3= 5488/3444, 3-4=-5117/3183, 4-5= 3911/2497, 5-6= 2576/1770, 6-7=-2586/1779, 7-8=-2663/1762, 8-9= 3021/1971 D 2-13=-3143/5224, 12-13= 1956/3292, 11-12=-1369/2481, 9-11 =-1 705/2827 3-13=-396/420, 4-13� 1028/1721, 5-13=-300/797, 5-12=-894/601, 6-12=-265/263, 7-12=-294/391, 7-11= 374/691, 8-11=-535/502 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 3-11-11 oc bracing. Iced roof live loads have been considered for this design. SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft L=34f ; eave=6ft; Cat. Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-73, Exterior(2) 31-73 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. s are MT20 plates unless otherwise indicated. ;s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1ss 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 Aween the bottom chord and any other members. at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify of bearing surface. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WA WING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/012015 BEFORE USE Deslg. alld for use only wish MITekb connectors. This design Is based only upon parameters shown, and Is for an individual beading component, not �' a truss ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldl design. Bracing indicated Is to prevent buckling of Individual miss web and/or chord members only. Additional temporary and permanent bracing �/I •� I Vl Is alw ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the lek" fabricc Sate illon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPI► Qualify Crilli DSB-09 and BCSI Building Component ;informationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch ' T13302395 M11323 A9 HIP 1 1 Job Reference (optional) i russ, inc., t-on Tierce, I-L 6-7-15 10-0-0 15-2-14 6-7-15 3 4-1 5-2-14 4x4 = 3x4 4.00 12 = 4 24 525 2x3 3 23 22 15 14 5 = 3x8 = 3x6 = a. IOU oup rOCV,r rvu, en u,uuou—, uu:, ray. , I D:_etC1 cxC3ixVV?huls?ypJyuFU K-3Fg BdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?ojBziuKF 20-4-0 24-0-0 27-4-1 34-0.0 $5-0-Q 5-1-2 3-8-0 3 4-1 6-7.15 1-0-0 2x3 11 48 = 26 6 27 7 13 12 11 6x8 = 3x6 = 3x4 = 24-0-0 Scale = 1:58.6 2x3 i 8 28 n 29 n m 9 10 Io 3x5 LOADI (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL ! 20.0 Plate Grip DOL 1.25 TIC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 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 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 156lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOTC14 RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 2x4 SP NO.3 REACTI ° NS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=161610-8-0 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) FORCE1. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CH i RD 2-3=-1275/1025, 3-4=-913/708, 4-5= 8291705, 5-6— 565/807, 6-7=-565/807, 7-8= 104/278, 8-9=-341/235 BOTCH RD 2-15= 836/1187, 13-15=-34/309, 11-13= 256/348, 9-11=-124/304 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=-8371703 NOTES- 1) Unbal nced roof live loads have been considered for this design. 2) Wind: 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 AEncl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 10-04Interior(1) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumbi DOL=1.60 plate grip DOL=1.60 3) Provic adequate drainage to prevent water ponding. 4) This ti h,% as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This has been designed for alive 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 etween the bottom chord and any other members. 6) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=430,'19=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 A WA �NING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-74M rev. f0/03/2015 BEFORE USE. " Desigr. aild for use only with tr1lTe' cohnectors. This destgh Is based only upon paramefet shown, and isfor �7 IndlWduot budding component, not a tnrss ystem. Before use, the building designer must ve sty the appllcab011y of design parameters and properly Incorporate this design Into the overall builds design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and perrnanenT bracing MiTek' Is alw ( required for stabllity and to prevent collapse with possible personal Inlury and property damage. For general guldance regarding Me fabric Ion, storage, delivery, erection and bracing of trusses and Truss systems, seeANSUIp11 Qualo Creerla, DS049 and BCSI BuOdtrtg Component 6904 Parke East Blvd. Safe /ormaBoncvallable from Truss Plate Instnufe, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP . 1 1 • Job Reference (optional) Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:59 2018 Page 1 ID:_etCt cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhn0wiDx?c06cpTEfaGKGyBpOvzlMFbziuKE r1-0-Q 8-0-0 11-1-1 17-0-0 18-6-0 22-2-2 26-0-0 34=0-0 35-0-0 0- 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-0-0 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. Scale = 1:60.6 3x5 = 3x6 11 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 6x8 = 26-0-0 LOADI (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 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 n/a n/a BCDL , 10.0 Code FBC2017fFP12014 Matrix -MS TOP C141 RD 2x4 SP M 30 BOT CI {QRD 2x4 SP M 30 WEBS 2x4 SP No.3 34-0-0 8-0-0 PLATES GRIP MT20 244/190 Weight: 194 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. Except: 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 INS. All bearings 0-8-0. (lb) - Max Harz 2= 179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26= 1495(LC 8), 22=-625(LC 8) 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 (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CH i RD 2-3= 621/387, 3-5=-304/838, 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= 1261305, 9-11 =-1 06/363, 11 -1 4=- 193/412, 14-17= 94/271, 19-21=-143/272 BOTCHIL 2-29=-247/677, 27-29=-189/540, 26-27= 779/446, 24-26=-411/653, 22-24=-1083/2108 WEBS III 3-29= 500/1176, 3-27=-1766/911, 5-27=-748/62215-26=-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-i 1) Unbal ced 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. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provid adequate drainage to prevent water ponding. 4) All pla� s are 2x3 MT20 unless otherwise indicated. 5) This t s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This fuss 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 etween the bottom chord and any other members, 7) Providi mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 2 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder, arries hip end with 8-0-0 end setback. 9) Graphi lal purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hang S) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0 and 967 Ib down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) Is the respo fibilfty of others. 11) In the TOAD 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 33810 Date: February 21,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. lar0312015 BEFORE USE, Design did for use only with MfTekV connectors. This design Is based only upoh parameters shown, and Is for on Individual building component, not '. �' a truss. Tem. Before use, the bullding designer must verify The appllcabiltty of design parameters and properly Incorporate this design into the overall buildin design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addllional temporary and permanent bracing MiTek' Is alwd fabric4 required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Ion, storage, delivery, erection and bracing of trusses and Truss systems, seeANSW11 AuallyCrBeda, DSO-89 and BCS1 BaIld/ng Component 6904 Parke East Blvd. Satety�. Ionnallonavallable 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 ' T13302396 M11323 GRA HIP 1 1 Job Reference (optional) Truss, Inc., Fort Pierce, FL u.13u s Jep 1 b zui r IVII I eK mdusrrles, Inc. vied feu 2I I4: I a:ba.20 i a rdye c I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?c06cpTEfaGKGyBpOvzlMFbziuKE LOAD ASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Unifo Loads (plf) Vert: 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) Con entrated Loads (lb) II Vert: 29=-641(F) 24=-641(F) ® INA NING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valld for use only with M14iTek@) connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not �' a I �ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall builds design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric tion, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII CuemyCdleda, DSB-09 and SCSI BuOd(gg Component 6904 Parke East Blvd. SatstylnformaBonavailabie from Truss Plate Insfitute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302397 M11323' GRB HIP 1 1 • Job Reference optional) cnamn rs I russ, Inc., Fort Fierce, FL 8.i 30 s Oep 15 2017 Iv111 ex Inuusides, Inc. Vv eU rub L 1 14:40:01 4018 rage I I D:SrRaEyyrgO4M78G4raW BLW yuFUJ-TgMKFrNTDOedyW 4NkR84uuK1 w4_?Q6XhNGETJTziuKC 1 Q 8-0-0 13-8-0 17-0-0 20 4-0 26-0-0 34-0-0 5-0- 1- 'O 8-0-0 5-8-0 3-4-0 3-4-0 5-8-0 8-0-0 1-0-0 Scale = 1:58.6 5x8 MT18HS = 4x10 = 5x8 MTi SHS = 4.00 F12 2x3 11 4x6 = 2x3 11 3 23 4 5 6 7 24 8 1 N 9 10 6 6 16 15 14 13 12 11 4x6 — 3x6 11 5x6 — 6x12 = 6x12 = Sx6 = 3x6 11 4x6 — 8-0-0 13-8-0 20-4-0 26-0-0 34-0-0 8-0-0 5-8-0 6-8-0 5-8-0 8-0-0 Plate Off sets (X Y)-- [3:0-5-4 0-2-8] [5:0-3-0 Edge] [8:0-5-4 0-2-81 LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 244/190 BCLL 0.0 Rep Stress incr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 153lb FT=0 LUMBE - BRACING - TOP C RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc puriins. BOT CHIN RD 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 REACTI NS. (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) I FORCE (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 2-3=-3625/1950, 3-4=-2080/1236, 4-6=-2080/1236, 6-7=-1296/2589, 7-8= 1296/2589, 8-9=-751/370 BOT CH �Fiu 2-16=-1729/3460, 14-16=-175313525, 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 1) Unbal 'nced roof live loads have been considered for this design. 2) Wind:I 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. II; E 1C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provic a adequate drainage to prevent water ponding. 4) All pl es are MT20 plates unless otherwise indicated. 5) This t ss 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 etween the bottom chord and any other members. 7) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint 1 I and 345 lb uplift at joint 9. 8) Girde�parries hip end with 8-0-0 end setback. 9) Hang' f(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 967 lb down and 461 lb up at 26-0- 'I and 967 lb down and 461 Ib up at 8-0-0 on bottom chord, The design/selection of such connection device(s) is the respo p'sibility of others. 10) In th$LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD C IISE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifor Loads (plf) (il Vert: 1-3= 54, 3-8=-131(F=-74 8-10=-54, 16-17= 20, 11-16=-49(F=-29), 11-20=-20 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WA[[,,��NlNG Deslgr►; - verlry design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 1=3/2015 BEFORE USE. va;Id for use only with MrfelcV connectors. This design Is based only upon poramelets shown, and Is for an individual bl g component, not __ a trtursss� ysTem. Before use, the building designer muss verity The appllcab011y o1 design parameters and properly Incorporato )his design Info the overall build) design. &acing Indicated Is to prevent buckling or Individual truss web and/or chord members only. Addllionai Temporary and permanent bracing MiTek Is alw required for stability and To prevent collapse with possible personal InJury and property damage, For generalguldance regarding the fabric Ion, storage, delivery, erecaon and bracing of trusses and truss systems, seeANSI/IP1l GuallfyC111erW, DS8�9 and SCSI Bugding Component 6904 Parke East Blvd. Sala adnlolmallotgvailoble from Truss Plate Insatute, 218 N. Lee Street, Sulie 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302397 M 11323i GRB HIP 1 1 Job Reference optional) I russ, Inc., Fort Fierce, rL LOAD CASE(S) Standard Con �ntrated Loads (lb) Vert: 16=-641(F) 11=-641(F) t5.7 JU S OeP I D ZU I I ❑III I UK I r IUUb LHUb, II IL. V V UU F W U L I 1 Y 4— 1— 10 r aec c I D:SrRaEyyrg04M78G4raW BLW yuFUJ-TqM KFrNTDOedyW 4NkR84uuK1 w4_?Q6XhNGETJTziuKC A WAI Qeslgti NING - venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/20f5 BEFORE USE valid for use only with Mitel:� connectors. this design Is based only upon parameters shown, and Is for an individual building component, not ' a tr bulldi ystem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is atw prevent required for stabiltry and to prevent collapse with possible personal InJury and property damage. For general guidance regarding the fabric Tlon, storage, delivery, erection and bracing of trusses and Truss systems, seeANSlgPll Cuo►ByCrBerlo, DSO 89 and BCSI BuOdlr�gComponenf 6904 Parke East Blvd. Sale Mtomtationcivaliable 6om 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 • T73302398 M11323 J2 MONO TRUSS 8 1 • Job Reference (optional) I rU55, Inu., rarL rruice, rL 1-0-0 3x4 = .,ter ,..�.................................... .. I D:xt ?zSlzTbJCDI I rGPH 1 QukyuFU I-TgMKFrNTDOedyW 4NkR84uuKBb47aQKfhNGETJTziuKC LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Lid 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 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W8 0.00 Horz(CT) -0.00 3 We n/a BCDL , 10.0 Code FBC20171TP12014 Matrix -MP LUMB TOP C BOTC R 1) Win II; E sho 2) This 3) - Thi! will fi 4) Refe 5) Provy 2 anq 2x4 SP No.3 2x4 SP No.3 (lb/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) (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% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions Lumber DOL=1.60 plate grip DOL=1.60 uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 between the bottom chord and any other members. to girder(s) for truss to truss connections. e mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 lb uplift at joint 3 lb uplift at joint 4. Thomas A. Alberni PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® <, RNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10MI2015 BEFORE USE. Desl valld for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a flu' system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bull ng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is at% lays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdi#atlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSMIJ QualityCrBerla, DSO-89 and SCSI Building Componranl 6904 Parke East Blvd. Safe fylnlormaHonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231A. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porch T13302399 M11323 J4 MONO TRUSS 8 1 �62'Grand • Job Reference (optional) icuss,inc., rorrFierce, r-L o..—..=P..—,I—. ,,,,,....� ,-...,<<..,-.-,-, I D:PDYLfd_5MdK4MSQTz?ZfRxyuFUH-yl wiTBN5_imUZgfal8fJR6sl_UP79nvgbwzOswziuKB 1-0-0 4-0-0 1-0-0 4-0-0 3x4 = LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.39 Vert(LL) 0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL. 10.0 Code FBC2017ITP12014 Matrix -MP TOP C"ORD 2x4 SP No.3 BOT C ORD 2x4 SP No.3 REACT ONS. (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) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Win,': ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions sho ; Lumber DOL=1.60 plate grip DOL=1.60 2) This cuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' TIC i 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 i between the bottom chord and any other members. 4) Ref � to girder(s) for truss to truss connections. 5) Prop de mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 a 7 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 ®I ,DARNING - Verily design parameter.and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Deg I gn valid for use only with MiTek V connectors. This design is based only upon parometers shown, and Is for an Indvidual building component, not �A a f system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bu ling design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa' cation, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII AuarByCdfeda, DSO-89 and SCSI Buading Component 6904 Parke East Blvd. So 6 lv Infonnatblravailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandila, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch ' T13302400 M11323'1 J6 MONO TRUSS 8 1 Job Reference (optional) I cuss, Inc., r-orr Fierce, r-L � —F ., — , — . .. ,..,. I D:tP6jtz_j7xSx_c_fXi4uz9yuFUG-QDT4gXOklOuLBgEmrsBYzJPU Dtd4uE9zgajZOMziuKA 1-0-0 6-0-0 1-0-0 6-0-0 3x4 = 6-0-0 Scale = 1:14.6 LOAD! VG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d 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 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 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: 20lb FT=O% LUMB R- BRACING - TOP 0 IIORD 2x4 SP M 30 TOP CHORD BOT C ORD 2x4 SP No.3 BOT CHORD REACI ONS. (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) FORC$,S. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Win : ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft L=34ft eave=6ft; Cat. II; E C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions sh. n; Lumber DOL=1.60 plate grip DOL=1.60 2) This russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' Th 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 between the bottom chord and any other members. 4) Ref I to girder(s) for truss to truss connections. 5) Pro de mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at joint and 8 lb uplift at joint 4. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® li ARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE De a t bu Is c fa' So p valid for use only with M fe` O connectors. This design is basbd only upon parameters shown. and is for an Individual building component, not i ss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ling design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing vays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the cation, storage, delivery, erection and bracing of Trusses and truss systems, seeANSU/plf QuaBfyQ tech, DSB-89 and BCSI80dlgq Component tylnformaHoravailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke Easr Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T73302401 M11323 J8 MONO TRUSS 20 1 • Job Reference (optional) i russ, mc., rorr rieice, rL 0 3x4 8-0-0 xSx_c_fXi4uz9yuFUG-uP 1 SutPM W JOCp_pyPZinW XybuH5UdhP73ES7woziuK9 Scale = 1:17.4 8-0-0 Plate fsets. X,Y -- 2:0-3-14,0-1-8 LOADI G (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 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 1 0.0 Rep Stress incr YES W B 0.00 Horz(CT) -0:00 3 n/a n/a BCDL' 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 26111 FT=0% LUMB 1- BRACING - TOP C, ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT C ORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACT ONS. (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) FORCI�, . (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) Win : ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 8=52ft; L=34ft; eave=6ft; Cat. II; E 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 3-1-13, Extedor(2) 3-1-13 to 7� 1-8 zone;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This cuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` Tfi i 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 I between the bottom chord and any other members. 4) Ref to girder(s) for truss to truss connections. 5) Proi de mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 3, 228 Ito uplift at joint 2 and 15 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 ® ARMING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/012015 BEFORE USE De at bu it In valid for use only with MITekV connectors. This design Is based only upon parameters shown, and Is for a7 individual buiding component, not ss system. Before use, The building designer must verify the applicability of deslgn parameters and properly Incorporate this design Into The overall ling design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing For the MiTek" Is a fat Sal voys required for stability and to prevent collapse with possible personal Injury and property damage. general guidance regarding cation, storage, delivery, erection and bracing of trusses and truss systems, seeANSUM11 AuaBfyCrfeda, DSB.89 and SCSI Sulidirrg Component tyrntonnaf onavallabl a from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302402 M11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) i russ, mc., non tierce, rL- 1-5-0 2 3x4 o.rouaoep io cull rvuicn uwumiioa, ins. rrcuc.. �-..�...w �..w ..y.. I D: Lcg54J?LuEancmZr4Qb7W MyuFU F-Mcbr5CQ_Hd83Q809zH D02kUrohRsM 1 VGHuCgSEziuKB 11-3-0 2.83 12 3x4 3 LOADItVG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/-FP12014 Matrix -MS LUMB R- BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD BOT CI ORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 li IONS. (lb/size) 4=20 1 /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) FORC S. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP O ORD 2-3=-1151/523 BOT SORD 2-7= 687/1126, 6-7= 687/1126 WEBS 3-7=0/330, 3-6= 1236/755 is Scale = 1:20.3 4 FA 6 5 3x4 = 11-3-0 3-11-12 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 8-9-6 oc bracing. 1) Win}, ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=341ft; eave=6ft; Cat. Il; E C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Thi truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) ' T, is 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 willI t between the bottom chord and any other members. 4) Ref to to girders) for truss to truss connections. 5) Pro, de mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at join, and 286 Ib uplift at joint 6. 6) In tt i LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD( ASE(S) Standard 1) De + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unit rm Loads (pit) Vert: 1-2— 54 Tral zoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-152(1 B=-49), 8=0(F=10, B=1 0)-to-5=-56(F=-1 8, B=-18) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® ARN/NG - Verity design parameters and READ NOTES ON THIS,gNO INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. De; gn vaild for use only with MITeMP, connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a 1 b system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall i thing design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is (Ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the S l 314 dlerb, DSB-09 and SCSI BuOd/rtg Component oty lnIbrma�rpvae1able from Truss Plate Institute. 218 N. Lee Street, Su Suite 312 A exandfl/a1 CA 22314. Tampa, FL 3361 o Blvd. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x, y 1 �4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. CI-2 c2-3 2. Truss bracing must be designed by an engineer. For lateral braces themselves WEBS 4 wide truss spacing, individual may require bracing, or alternative Tor I T O �, O 3 bracing should be considered. a:a �� O v 3. Never exceed the design loading shown and never braced trusses. Epp U stack materials on inadequately nU Oi � 4. Provide copies of this truss design to the building For 4 X 2 orientation, locate c7-8 c6-7 c5-6 BOTTOM CHORDS designer, erection supervisor, property owner and - all other interested parties. plates 0-1114' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other, 6. Place plates on each face of truss at each This symbol indicates the JOINTSARE GENERALLYNUMBERED/LETTERED CLOCKWLSE Joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from `Plate location details ovar7able In MiTek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for fire ICC-ES Reports: use with retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice into to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11, Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI,1 section 6.3 These truss designs rely on lumber values g Y 14. Bottom chords require lateral bracing th 10 is spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ,5 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: Nil ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with - - --- - - irl=6�Sd=P-r�t�tj - _ - _ _ _ -- --- _ _ - - — _ - - Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015