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TRUSS CRITERIA AND DESIGN LOADS
iTeko RE: M11323_ MiTek USA, -,Inc. ; 62' Grand Carlton III with porch 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 f: Lot/Block: Subdivision:���� Address: N/A .8-Y City: PORT ST LUCIE State: FL U LU64- u* 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 G15-31.003, 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 2/21/18 6 T13302395 a9 2/21/18 7 T13302396 gra 2/21/18 8 T13302397 ggrb 2/21/18 9 T13302398 j2 2/21/18 10 T13302399 j4 2/21/18 11 T13302400 16 2/21/18 12 T13302401 118 2/21/18 13 T13302402 kj8 2/21/18 truss drawing(s) referenced above have been prepared by rek USA, Inc. under my direct supervision A on the parameters provided by Chambers Truss. 3s Design Engineer's Name: Albani, Thomas license renewal date for the state of Florida is February 28, 2019. ida COA:6634 ORTANT 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 un (e.g., loads, supports, dimensions, shapes and design codes), which were n to MiTek. Any project specific information included is for MiTek tomers 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 imeters or the designs for any particular building. Before use, the building designer ild verify applicability of design parameters and properly incorporate these designs the overall building design per ANSI/PI 1, Chapter 2. 9380 '0 STAT EFUC 000, ♦ T� �A` OR IV 0 *Al ����,, Thomas A. Albanl PE No.39390 M1Tek USA, Inc. FL Gert 6M 69H Parke East Blvd. Tampa FL 33610 February 21,2018 1 of 1 Albani, Thomas Job Truss Truss Type City Ply 62' Grand Carlton III with porch a T13302390 M11323 A COMMON 9 1 Job Reference o tional i russ, inc., MR rierce, rL 6-7-13 6-7-13 24 4.00 F12 2x3 11 25 26 3x6 5 4 3x4 3 17 16 15 2x3 11 4x6 = 3x8 = 30 ID:a3B4P.v nnZweXyJckSFBgyuFUN-iltla6GS6xdm_ITrGI?CZC_lGrGmYZaVX1111xziuKK 21-7.3 27-4-3 34-0-0 $5.0-Q 4-7-3 5-9-0 6-7-13 1-0-0 4x5 = 6 27 28 2x3 I I 7 3x6 8 3x4 9 29 31 14 t3 12 3x8 = 4x6 = 2x3 II 27-4-3 34-0-0 6-7-13 5-9-0 1972-7 5-9-0 6-7-13 Plate Of ets (X.Y1-- 12:0-0-2,Edgel.1`10:0-0-2.Edgel Scale=1:57.8 10 11 '^ v to 3x6 = LOADI G (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud 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 117.0 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/TPI2014 Matrix -MS Weight: 163 lb FT = O% LUMBE P - BRACING- TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=136210-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2= 832(LC 10), 10=-832(LC 10) FORCES; (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP ChI RD 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 CH D 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 1) Unbai inced 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; E IIss C; 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, Extedor(2) 13-7-3 to 10, 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 L=1.60 3) This has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This 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 fitetween the bottom chord and any other members, with BCDL = 10.0psf. 5) Provic mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=83, 10=832. 6) Hang, F(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, OAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). SE(S) Standard LOAD CI II 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (plf) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Conce trated Loads (lb) Vert: 26=-50(F) 27= 50(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WA Des! FNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MEEK REFERANCE PAGE MIM7473 rev. 10/03,2016 BEFORE USE. vaild for use only with MITekV connectors. This design Is based only upon parars meteshown, and is for an Individual building component, not �' a it 1, 111. Before use, the building designer must verily 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 alw required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric `lion, storage, delivery, erection and bracing of trusses and truss systems, seeANSMIJ Gaa/ByCrBeda, DSB-69 and BCSI Bugding Component 6904 Parke East Blvd. Soled In/ormaBorgvallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 2231A. Tampa, FL 33610 Job Truss Truss Type Qty I Ply 62' Grand Carlton III with porch - T13302391 M11323 A5 SPECIAL 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL MI JU s aep 10 eUt r ma 1 eK uruusmeb, ❑a:. vveu reu 41 ry: r .— cU ! o raye AIn I D:2GIScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFidcR21 qTW R6QXpvFX_H 1 Ufmh 1 bZNziuKJ A in -a -A n-n-A 91)-d-n 9a-a-n M-0-0 35-0-0 1- 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 7-8-0 4 -0-0 I Scale=1:59.8 4.00 12 5x8 11 6 24 11 2x3 11 i 5x6 W B - 22 7 3x6 5 8 3x4 2x3 � 4 3 9 21 23 i n1 14 10 n o III 5x12 MT18HS o 13 12 5x12 = 2x3 11 3x6 = 3x12 = 2.00 F12 ! 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 O sets X,Y -- 2:0-1-15,Edge], 4:0-3-0,Ed e , 10:0-0-6,Ed e LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vett(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 W B 0.60 Horz(CT) 0.36 10 n1a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 155 lb FT = 0% LUMBE u I - BRACING - TOP d ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT C ' 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 i 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCE. I (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP C RD 2-3=-5529/3776, 3-5=-5164/3538, 5-6= 5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, I 9-10=-3195/2210 BOT CHORD 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 1) Lit need roof live loads have been considered for this design. 2) Windi� 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. rC; II; E Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(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, Intedor(1) 20-6-4 to 31-73 zone;C-C for members and forces R MW FRS for reactions shown; Lumber DOL=1.60 plate grip I L=1.60 3) All pl es are MT20 plates unless otherwise indicated. 4) This f ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This, 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. between the bottom chord and any other members. 6) Bead g at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capae1I1111rry of bearing surface. 7) Provi b mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=80 110=803, Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,201 f ® W�hJNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Desig 1 valid for use only with M!TekS connectors. This design is based only upon parameters shown, and Is tot on i~.divldUot building component not afrus system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall builcil ' design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is alvJ ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric' Lion, storage, delivery, erection and bracing of trusses and truss systems, seeANSVW11 CualByCrf eda, DS049 and BCSI BuMV Component 6904 Parke East Blvd. Sale In/ormationavaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 2231A. Tampa, FL 33610 Job Truss sTypeaty Ply 62'Grand Carlton III with porchT13302392 TrPUE M11323' j A6 CIAL I I 1 1 Job Reference (optional) I cuss, m0., I -OR Merce, r-L o.iuva oaP ,o c�u rvuion ni�umnca, ID:2GIScwwyY5hnGhXVARzUkuyuFUM-ih_3?01ieYtUEbdENA1 gfd4?AftIOQoo_Ln86gziuKl >-0-4-8 25-11-15 34-0-0 35-0-p 2-4-8 5-7-7 8-0-1 I Scale=1:61.9 4.00 FIT 6x8 — 5x6 = 5 6 2x3 Q 3x4 5x6 WB% 5x6 WB-- 34 I 7 8 n 21 22 2 14 9 10 n r �� 5x12 MT18HS = 13 [ o 3x4 = 12 11 o 5x6 = 2x3 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 1-0- 4-4-8 5-7-7 8-0-1 Plate O sets (X Y)-- (2 0-1 15 Edqe] [3 0-3-0 Edge] [5:0-4-0 0-2-3] [7.0-2-7 Edge] (9:0-0-6 Edge] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud 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 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 157 lb FT = 0% LUMBE - BRACING - TOP C ORD 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 C , DRD 2x4 SP M 30 WEBS' 2x4 SP No.3'Except` 5-14: 2x4 SP M 30 OTHER 2x4 SP No.3 REACT DNS. (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= 803(LC 10) FORC� (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C i QRD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT C ORD 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=-170712959, 5-13= 405/196, 6-13=-179/522, 8-12=-893/660, 8-11=0/303 1) Unb� 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=141t; B=52ft•, L=34ft; eave=6ft; Cat. II; Exgi C; 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 0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provi a adequate drainage to prevent water ponding. 4) All ply, es are MT20 plates unless otherwise indicated. 5) This t1' 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 �retween the bottom chord and any other members. 7) Bearl1i g at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capac� ty of bearing surface. 8) Provi6l mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=ib) 2=80 9=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING Des!A - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. valid for use only with MlrekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ° a trust, WildJU1g system. Before use, Thebullding tlesigner must verity the applicability of design parameters and properly Incorporate this design into the overall design. &acing Indicated Is to prevent buckling of Indlvldual truss web and/or chord members only. Additional temporary and perrnaneni bracing MiTek Is al required for sfabi* and to prevent collapse -Ith possible personal Iniury and property damage, For general guidance regarding fhe fabri 4ys tlon, storage, delivery, erection and bracing of trusses and Truss systems, seeANSU1P11 OualByCrgoda, DSB-09 and BCSI Bugd/ng Component 6904 Parke East BNd. Satisfy In(ormaHot>'voiloblefrom Truss Plate Institute, 218 N. Lee Street, SU".312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply 62' Grand Carlton III with porch T13302393 M11323, A7 SPECIAL 1 1 Job Reference (optional) I russ, Inc., r-on rierce, r-L �� � ' . — . . , - .. . - ...y.. . I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-7tYRC7J LPsOLrICQxuZvBrcAj3DQIsZxD?W ieGziu KH 8-10-10 14-0-0 20-0-0 25-11-15 34-0.0 $5-0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 0-O Scale = 1:60.8 5x8 = 5x6 = 4.00 12 4 5 2x3 3x4 C 3 6 N 1 8 19 Ir 11 7 8 o �1 5x12 MT18HS = [m 1 o O 10 g 5x12 = 2x3 3x6 = 3x12 = 2.00 F,2 I 10-6-4 14-0-0 20-4-8 2%11-15 34-0-0 10-6-4 3-5-12 6-4-8 5-7-7 8-0-1 Plate OII sets (X Y)-- 12:0-1-15 Edge) [4.0-4-0 0-2-3) [7.0-0-2 Edgel LOADINIG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl 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 FBC20171rP12014 Matrix -MS Weight: 147Ib FT=O% LUMB R- BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT C' DRD 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 REACT, ONS. (lb/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 C j (JRD 2-3= 5484/3370, 3-4=-5116/3126, 4-5= 2229/1544, 5-6=-2448/1599, 6-7=-3169/1993 BOT C RD 2-11=-3071/5219, 10-11=-1590/2874, 9-10=-1738/2968, 7-9=-1738/2968 WEBS 3-11=-419/443, 4-11 =-1 466/2647, 4-1 0=-81 2/448, 5-10= 205/487, 6-10= 785/575, 6-9=0/272 1) Unb'h nced roof live loads have been considered for this design. 2) Windt ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft L=34ft; eave=6f; Cat. II; Ey C; Encl., GCp1=0.18; MIN FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intefior(1) 2-4-13 to 31-7-3, Extedor(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) Provi' a adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This Puss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . Thi 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 IDetween the bottom chord and any other members. 7) Beei g at joint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capa ty of bearing surface. 8) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=80 7=803. Thomas A. Alban[ PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® W Desl��r II RNING - Verily design parameter; and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. valid for use only with MlTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not , a tru,$$ build system. Before use, the building designer must verify 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 aluys ig prevent required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabri tion, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Quat Cdleda, DSB-89 and BCSI Bu➢dUg Component 6904 Parke East Blvd. Sale �� Infonnallonavallable 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 T13302394 M11323i A8 SPECIAL 1 1 Job Reference (optional) Chain[) rs I russ, Inc., Fort Pierce, M 0. 1 OU 6 Oep 10 <V I ! IVa 1 UN ❑IU UDOIOD, II IU. YY V V eV < i iY. i a.V, <V V aye I D: W SJgpGwal Ppeur6hk9UjG5yuFU L-b36pQTKzAA8CTvncVb4Bk29LBTZgU Mw5SfGFAiziuKG 1-, - 8-8-4 12-0-0 15-8-4 20-4-8 22-0-0 24-8-12 34-0-0 35-0- 0 8-8-4 3-3-12 3-8-4 4-8-4 1-7-8 2-B-12 9-3-4 1-0-0 i Scale=1:60.6 5x6 = 2x3 11 5x8 = 3x4 = 4.00 12 4 21 5 6 22 7 2x3 2x3 8 3 20 23 m v I 13 9 v>1 o 5x12 MT18HS 10 n Ir � 12 11 Sxl2 = 3x4 = 4x5 = 3x12 = 2.00 12 i 10-6-4 20-4-8 22-0-0 34-0-0 10-6-4 9-10-4 1-7-8 12-0-0 Plate O sets X,Y -- 2:0-1-15,Ed e , 7:0-5-8,0-2-8 LOADI II G (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 154lb FT=0% LUMB BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT C ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS'i 2x4 SP No.3 REACT ONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Malt Horz 2= 129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C' ORD 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 BOT C', DRD 2-13=-3143/5224, 12-13=-1956/3292, 11-12=-1369/2481, 9-11=-1705/2827 WEBS 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 NOTESi 1) Unba 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; E f C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extedor(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 a adequate drainage to prevent water ponding. 4) All plies are MT20 plates unless otherwise indicated. 5) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' Thi' 1 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 If etween the bottom chord and any other members. 7) Bear i g at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capa; ty of bearing surface. 81 Provi� a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=80 9=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 ® INA1RNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE ' Desl n valid for use only with MITel.8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, riot a tru bulld''II system. Before use, the building designer must verify the applicablllfy of design parameters and properly Incorporate this design Into the overall g design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �A 4 [Sall pys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IYI� lek° fabri Mlom storage, delivery, erection and bracing of trusses and truss systems, seeANSUMIf OualByCdleda, DSO-89 and BCSI Building Component 6904 Parke East Blvd. SaloIf Infomraflonavailable 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 porch I T13302395 M113231 A9 HIP 1 1 �62' Job Reference (optional)^ 0 0� a i russ, Inc., ran t-lerce, rL .,..-1.., �„.. ....._.....___-..--,...-. . - -- __ - _ ID:_etC1 cxC3ixVV?huls?ypJyuFUK-3FgBdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?oj8ziuKF 4-0 24-0-0 27-4-1 34-0-0 $5-0.0 I-2 3.8-0 3-4-1 6-7-15 1-0-0 Scale=1:58.6 4x4 = 3x4 = 2x3 11 4x8 = 4.00 12 4 24 525 26 6 27 7 2x3 2x3 i 3 8 28 23 22 29 CO N 1 9 i0 N Im o i 0 15 14 13 12 11 3x5 = 3x8 = 3x6 = I it 6x8 = 3x6 = 3x4 = 3x5 zzo III I 10-0-0 20-4-0 24-0-0 34-0.0 10-0-0 10-4-0 3-8-0 10-0-0 Plate O ets X,Y - 2:0-0-14,Edge], 7:0-5-4,0-2-0 , 9:0-3-14,0-1-8 LOADI IG (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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 W B 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 156lb FT=O% LUMBE ,I - BRACING - TOP C bRD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT C RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS I 2x4 SP No.3 l� REACTI NS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Harz 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) FORCE; (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C RD 2-3=-1275/1025, 3-4= 913/708, 4-5=-829/705, 5-6= 565/807, 6-7=-565/807, 7-8� 104/278, 8-9— 341/235 BOT C 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=-837l703 1) U 2) A II; 3) Prov 4) This 5) ` Thi will f 6) Prov nced roof live loads have been considered for this design. 4SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=61t; Cat. C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to Interior(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; r DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. lss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 letween the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=249, 13=928. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A W I RN/NG - Verlly design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIf-7473 rev. 10/032015 BEFORE USE. best vatld for Use only with EdlTelc®connectors. fils design Is based only upon parameters shown, and Is for an Indivldudt httAding component, not a tr �� ystem. Before use. the bullding designer must vedty the appllcablllly of design parameters and properly Incorporate ihis design into fhe overall Indicated Is to buckling Individual Truss chord members only. Add ilionai temporary and bracing MiTek' buildl Is alw design. Bracing prevent of web and/or permanent ys required for stability and to prevent collapse with possible personal Injury and property damage, ror general guldance regarding the fabrl 'lion, storage, delivery, erection and bracing of Trusses and Truss systems,-.M,fRPIf a.-IVCfffeW, DSS�9and 8C51 Buad/ngComponenf 6904 Parke East BNd. Safe, Informaftolfavailoble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302396 M11323 1 GRA HIP I 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 I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwi Dx?c06cpTEfaGKGyBpOvzl M FbziuKE 1-0- 8-0.0 11-1.1 17-0-0 18-6-0 22-2-2 26-0-0 34.0-0 5-0- 1-0- 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-0 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 = 1 8-0-0 3-1-1 1 7-4-15 7-6-0 _ 8-0-0 Plate O fsets X,Y -- 2:0-2-2,Ed e , 3:0-3-8,Ed e , 21:0-3-8,Ed e , 24:0-3-8,0-3-0 , 27:0-3-8,0-3-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL i 20.0 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 ,1 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 194 lb FT = 0% LUMB i BRACING - TOP C! ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOT C ORD 2x4 SP M 30 Except: WEBS' 2x4 SP No.3 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 REACT PINS. All bearings 0-8-0. (lb) - 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 8), 22=-625(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCE§. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C FORD 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� 126/305, 9-11 =-1 06/363, j 11-14=-193/412, 14-17=-94/271, 19-21=-143/272 BOT CH ORD 2-29=-247/677, 27-29=-189/540, 26-27= 779/446, 24-26=-411/653, 22-24=-1083/2108 WEBS 13-29=-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 1) Unb 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; Ex C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provl a adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This nuss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ` Thi truss has been designed for 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 DeWeen the bottom chord and any other members. 7) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint , , 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girde',carries hip end with 8-0-0 end setback. 9) Gra10, cal purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) Haer(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-i and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the re risibility of others. 11) In th 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 Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® W I IRMING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Des!F'Il,, valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a fnrss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall A bulld��ii g design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is alWys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabri ilon, storage, delivery, erection and bracing of trusses and truss systems. seeANSUM11 Qualify Crtleda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sale In/omtaflonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job ! Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302396 M11323I GRA HIP 1 1 Job Reference (optional) rruss, Inc., Fort Pierce, FL a.i'su s Sep i b zui I Mi r ex inausmes, mc. vveu reu z i i4: i a.oa cv r o r-ye c ID:_etC1 exC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?c06cpTEfaGKGyBpOvzlMFbziuKE LOAD CASES) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unif m 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) l Vert: 29= 641(F) 24=-641(F) ® WARNING - VO4ty design paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI17473 rev''0/03/20f5 BEFORE USE Qesl valid for use only with ta1lTelc®connecto�s. Tnis desig,°t E based oNy upoh parameters shown, a7d Is for ati individud bu.ding componeht, not, a itItBefor e use, the building designer must verify the applicability of design parameters andproperlyorpoate lhis design Info theoBraigIndicatedtprevent buckofndividual trussnd/orchord members only. Addtionald permanent bracing MiTek' isaysrequired for stabtoent collapse withppersonal Injury antl property damage. For general guidance regardngfabtion. storage" delivery" erectlon and bracing of Trusses and truss systems, seeAl�Ig//IPI► pual7yCrl/erla, D"" and BCSI BuRd/ng C..ponenf 6904 Parke East BNd. SafelYlnlormaflonavailablefrom Truss Plate InslltuTe, 218 N. Lee street" 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) Iruss,Inc., t-onrterce,t-L ��,,,��,,,�„t.�. yam, 1 D:SrRaEyyrg04M78G4raW BLWyuFUJ-TqM KFrNTDOedyW 4NkR84uuK1 w4_?Q6XhNGETJTzi uKC 8-0-0 13-8-0 17-0-0 20-4-0 26-0-0 34-0-0 $5-0-Q a_n_n 5-8-0 3-4-0 3-4-0 5-8-0 8-0-0 1-0-0 Scale=1:58.6 ,I 5x8 MTiBHS = WO = 5x8 MT18HS = 4.00 12 2x3 11 4x6 = 2x3 11 3 23 4 5 6 7 24 8 1 '12 l zz,5��N 9 to M o 16 15 14 13 72 11 — 3x6 11 6x12 = 6x12 = 5x6 = 3x6 11 4x6 — 4x6 Sx6 = -0-0 13-8-0 20-4-0 26-0-0 34-0-0 a8 5-8-0 6-8-0 5-8-0 8-0-0 LOADI G (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FB02017/TP12014 Matrix -MS TOP C' ORD 2x4 SP M 30 BOT C ORD 2x4 SP M 30 WEBS 2x4 SP No.3 'Except` 4-14,7-13: 2x6 SP NO.2 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 153 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 1 Row at midpt 3-14, 8-13, 6-13 REACT ONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Harz 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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CFI 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 CHORD 2-16=-1729/3460, 14-16=-1753/3526, 11-13=-262/733, 9-11=-241/668 WEBS I 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) Unb,anced roof live loads have been considered for this design. 2) Win 6 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; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provj ' e adequate drainage to prevent water ponding. 4) All pt,'tes are MT20 plates unless otherwise indicated. 5) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - Thi 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 fi etween the bottom chord and any other members. 7) Pro vi a mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint and 345 lb uplift at joint 9. 8) Girde' carries hip end with 8-0-0 end setback. 9) Hang r(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' , and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection Of such connection device(s) is the respolnsibility of others. 10) In tf1', LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD A'SE(S) Standard 1) Dead I� Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo' Loads (pit) Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16— 49(F=-29), 11-20=-20 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ®W I RN/NG -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/0311015 BEFORE USE. Desli use only with MiTek® connectors. TF's design Is based only upon parameters shown, and Is for on Individual building component, not a tru build system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ng design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is al fabrl ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Ption, storage, delivery, erection and bracing of trusses and truss systems, seeANSUMIJ GualByCATedd, DSO-69 and BCSI Bu➢ding Component 6904 Parke East Blvd. Safe f Intannafloncivallable 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 T13302397 M11323 GRB HIP 1 1 Job Reference (optional) rruss, Inc., Fort Pierce, FL °P ASE(S) Standard i entrated Loads (lb) Vert: 16=-641(F) 11=-641(F) t3.16a step I ZUII IVA 1 en I IUU-11 b, 11— — rau<i 1Y.cv.v, cv,, , oucc 1 D:SrRaEyyrg04M78G4raW BLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1 w4_?Q6XhNGETJTziuKC ® RNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mli-7473 rev. 10/03/2015 BEFORE USE. Desi`', valid for use only with MITeM connectors. This design Is based only upon parameters shown, and is for an Individual bullding component, not a insystem. bu�lddd1�1g Before use, the building designer must vedty the applicability of design parameters and properly Incorporate this design Into The overall design. Bracing indicated Is to prevent buckling of IndNidual truss web anchord members only. Additional temporary and permanent bracing MiTek' Is al ys required for stablltiy and to prevent collapse with possible persosystnal inJury and property damage. For general guidance regarding the ON ems see OSB 89 and SCSI BuQd(gg Compon®nf clionTruss e� daelable 6904 Parke East Blvd. from Plate Inasfiling 218 Nam. Lee Streetrusnd t, Suit 312, Al a VOA 2 4.�erfa, Tampa, FL 33610 Job Truss Truss Type city Ply 62' Grand Carlton III with porch iI T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) I russ, Inc., r-ori coerce, r-r- 3x4 = ID:x1?zSIzTbDIIrU 1ciukyuFUI JC-TgMKFrNTDOedyW4Nk 84uuKBb47aQKfhNGETJTziuKC 2-0-0 Scale = 1:7.8 2-0-0 2-0-0 LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deff Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 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 FBC2017rrP12014 Matrix -MP Weight 81b FT=O% LUMB 'IR- BRACING- TOP C'; ORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purfins. BOT C pRD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACT (IONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Harz 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) FORCE,,,. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) Windl 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 sho �; Lumber DOL=1.60 plate grip DOL=1.60 2) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' Thi' truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fiI etween the bottom chord and any other members. 4) Refe' o girder(s) for truss to truss connections. 5) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 lb uplift at joint 2 and; lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 W I LNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10/032015 BEFORE USE Desi :1 valid for Use only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Iru' buildi - system. Before use, the building designer must verify 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 alw g prevent ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabri Icon, storage, detivery, erection and bracing of trusses and truss systems, se0ANSI/IPI1 AualfyWada, DSB-89 and BCSI BugdIng Component 6904 Parke East Blvd. Sale r, Informationovailable 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) i russ, Inc., ron coerce, t-L 1-0-0 3x4 = C. IJV50UP IALVII IVII I eK I I IVUsllles, mu. vveu rev cl IY.GV-vlo r vu 1 I D:PDYLfd_5MdK4MSQTz?ZfRxyuFU H-yi wiTBN5_imUZgfal8fJR6sl_UP79nvgbwzOswziuKB LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 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 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP LUMBE BRACING - TOP C �RD 2x4 SP No.3 TOP CHORD BOT C II RD 2x4 SP No.3 BOT CHORD REACTIONS. (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) FORCE (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% Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind9'�i SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6f; Cat. 11; E iC; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shot' Lumber DOL=1.60 plate grip DOL=1.60 2) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer o girder(s) for truss to truss connections. 5) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and, lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WAI NING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Desl valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a in ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldr 0 design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is alw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrirr lion, storage, delivery, erection and bracing of trusses and truss systems, seeANSWPII QualityCr7erla, DSB.69 and BCSI BuIlding Component 6904 Parke East Blvd. Safe .dnlonnotlonavollable 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 T13302400 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) I russ, Inc., ran rlerce, r•L -1-0-0 3x4 = .,ter .. �.. . .,................... ...... .. ID:tP6jtz-j7xSx_c_fXi4uz9yuFUG-QDT4gXOklOuLBq EmrsBYzJ PU Dtd4uE9zgajZOMziuKA LOADI,.G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP TOP C ORD 2x4 SP M 30 BOT C ORD 2x4 SP No.3 ONS. (Ib/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Harz 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) (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1) Wind II; E sho 2) This I 3) ' This' will fi "I 4) ReO'11 5) Provi joint Scale = 1:14.6 PLATES GRIP MT20 2441190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4SCE 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; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions Lumber DOL=1.60 plate grip DOL=1.60 ass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .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 retween the bottom chord and any other members. o girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at and 8 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® W4RNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. ' Deslgri valid lot use only with Ev11Tei ID cohnecior" This design is based Only Upon parameters shown, and Is for dh indhvldUal N.as;ding component, not a it system. Before use, the building desgneI must verify the applicability of design parameters and properly Incorporate this design Into the overall build'-g design. &acing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is al ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabri lion, storage, delivery, erection and bracing of Trusses and truss systems, seeANS//fP11 GualtlyCrBedo, DSB-89 and SCSI BoIId/ng Component sso4 Parke East Blvd. Safe . fn/ormaWnavailaU. from Truss plate Institute, 2" N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 62' Grand Carlton III with porch y T13302401 M11323 JB MONO TRUSS 20 1 � Job Reference (optional) i mss, inc., run rterce, rL -1-0-0 1 3x4 .,ter ..,�.,,. ....,................,. .. ID:tP6jtz-j7xSx_c_fXi4uz9yuFUG-uP1 SutPMWJOCp_pyPZinWXybuH5UdhP73ES7woziuK9 Scale=1:17.4 � sets (X Y)-- [2:0-3-14 0-1-81 LOADI IG (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell 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 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 26lb FT=0% LUMBE BRACING - TOP d i�RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT C RD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACT i NS. (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) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) Wind, EXII to 7-1 2) This t 3) ` Thi Will fit 4) Refer 5) Provi joint ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=52ft; L=34ft; eave=6ft; Cat. 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, Exterior(2) 3-1-13 -8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Tss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :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 tetween the bottom chord and any other members. o girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 175lb uplift at joint 3, 228 lb uplift at and 15 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WAII RN' - Verity design parameter and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MIF7473 rev. 10/03/ZO15 BEFORE USE ' Desiil a trus;�ystem. valid for use only with P�ITek®conhectots. This design is based only upoh parameters shown, and Is for an IndWldUal building component. not Before use, the building designer must vedry the applicability of design parameters and properly Incorporate this design Into the overall twlldi p design. &acing Indicated Is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek° Is alw� fabric required for stablllty and to prevent collapse with possible personal'n ury and property damage. For general guidance regarding the Lion, storage, delivery, erection and bracing of busses and truss systems, seeAMSUlprl GualldyCfto OS049 and SCSI BuDd/ng C rnpononl 6904 Parke East Blvd. Safe%y(nlormalbnavaiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexonddo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302402 M11323 I KJ8 MONO TRUSS 4 1 Job Reference (optional) I russ, mc., rori nerve, rL 1-5-0 2 7-3-4 ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-Mcbr5CQ_Hd83Q809zHD02kUrohRsM1 VGHuCgSEzjuKB 11-3-0 2.83 12 3x4 3 , Scale = 1:20.3 4 n 6 7 2x3 11 5 3x4 = 3x4 = 7-3-4 11-3-0 7-3-4 3-11-12 LOADI IIG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 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 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Weight: 44lb FT = 0% LUMB BRACING - TOP CORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS I 2x4 SP No.3 REACt )NS. (lb/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) FORCE . (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP C ORD 2-3=-1151/523 BOT C PRD 2-7=-687/1126, 6-7= 687/1126 WEBS' 11 3-7=0/330, 3-6=-12361755 1) Wind ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=61t; Cat. II; E ' C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - Thj truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit, etween the bottom chord and any other members. 4) Refer' o girder(s) for truss to truss connections. 5) Provii a mechanical connection (by others) of truss to bearing plate capable of withstanding 205 Ito uplift at joint 4, 305 lb uplift at joint and 286 Ito uplift at joint 6. 6) In the' OAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD SE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (pit) III Vert:1-2=-54 Trapezoidal Loads (plf) ,111 Vert: 2=0(F=27, B=27)-to-4=-152(F— 49, 13=49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Date: February 21,2018 ® W Desl g II NING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. i valid fot use only wlih h,ITek®cohhectors. This design Is based only upon parameters shown, and Is for an Individual building component, hot ' a 1 builds'' system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall g design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabd tlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GuaMyCrllerb, DSB-89 and BCS18u0ding Component 6904 Parke East Blvd. Sale Inlotmallonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22374. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 31; Center plate on joint unless x, y 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 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves WEBS osv 4 wide truss spacing, may require bracing, or alternative Tor I c 0 bracing should be considered. = U S. Never exceed the design loading shown and never inadequately braced trusses. aO stack materials on a- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7a cva c�a BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested parties. plates 0-11ib" 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 JO/NTSARE GENERALLYNUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THEJOINT FARTHEST TO locations are regulated by ANSUTPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate location details available in MiTek20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS the environment in accord with ANSI/TPI 1. software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to 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 indicated design, output. Use T or I bracing spacing on if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing 10 ft. spacing, section 6.3 These truss designs rely on lumber values 9 Y or less, if no ceiling is installed, unless otherwise noted. th BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. ,R. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ra I ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is notsufficlent. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, AR 20. Design assumes manufacture in accordance with -' - - tdljt _ _ NS_P _uoli - ; - -- - - _ ' Installing & Bracing of Metal Plate - --A- - - - - -- - - - Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015