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HomeMy WebLinkAboutTRUSSLumber de�,ign values are in accordance with ANSI/TPI 1 section 6.3 These truss, design's rely on lumber values established by others. M!Tek RE: M1 1412 - CARLTON 299 Ic Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: Wynne Development Corp Project Name: M1 1412 Model: Lot/Block: Subdivision: Address: unknown City: St Lucie County State: �L 1. Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design oads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE7-10 Wind Speed: 165 ffiph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss esign Drawings and 0 Additional Drawings. With my seal aff ixed to this sheet, I hereby certify �that I am the Truss Design EngineelFand this index sheet conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules. I No. I Seal# I Truss Name I Date No. I Se�l# ITruss Name I Date I 11 1 T13569611 I A 3/22/18 18 C .LT1 g ��9Eg_q_[ KJAB 13/22/ @ 12 1 T1 3569612 1 Al 13/22/18 1 1 been prepared on the p4ameters by MiTek 13 1 T1 3569613 1 A2 13/22/18 14 1 T1 669614 1 A3 13/22/18 15 1 T1 3569615 1 A4 13/22/18 16 1 T1 3569616 1 A5 13/22/18 17 IT135696171 13/22/18 18 1 T1 3569618 1 ATB 13/22/18 19 1 T1 3569619 1 ATC 13/22/18 110 1 T1 3569620 1 BHA 13122/18 Ill I T1 3569621 J G RA 13/22/18 112 IT13569622IJ2 13/22/18 113 IT13569623IJ4 13/22/18 J 114 IT13569624IJ6 13/22/18 L�5 T13569625IJ8 13/22/181 116 Y135696261JA8 13/22/18 117 1 T1 35696271 KJ8 13/22/18 The truss USA, Inc. drawing(s) under my referenced above direct supervision have based provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, W1 9. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(§) identified And that the designs comply with ANSI/TP1 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design cod�s), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the �reparation of these designs. MiTek has not independently verified the applicabili , ty of the design parameters or the designs for any particular building, Refore use, the building designer should, verify applicability of design parameters and properly incorp I brate these designs into the overall building design per ANSI/TP1 1, Chapter 2. P. N o &AS 411 ATE 0 F 0 ,00, N 4 OR V rh O.A 0*"*** ... \ �9/ONAJ e4,1111111111i1w Walter P. Finn PE No.22839 Mrrek USA, Inc. FIL Cort 6634 6904 Parks East Blvd. Tampa FL 33610 Date: March 22,2018 Finn, Walter 1 of I Job Truss Truss Type Qty Ply CARLTON 299 T13569611 Mq 1412 A SPECIAL 1 Job Refere L,nanr[Ders i russ, i nc., r1un. rIL!Ce, r-L -,1-0-0 8-6-0 4.00 F1_2 23 6 M — 5XB 3x6 \\ 3 4 24 16 3x4 4x5 255 Is 5X8 ID:kF,.s,,011IY4l9ZhO—nM3lc6y[Jgg-Kxmhf24KxO8wioTmE��.Gt;�R'j. tGLYQ&� 26-2-0 9-4 36-0-0 7- 1 474019 6-8-13 2� 7-2-12 1-0-0 4x6 = 45 6 7 14 4x4 ::n 2.00 F1 _2 5x12 MT18HS 26 27 8 3x4 7::: 9 13 12 7x8 MT18HS = 3x4 :z!: .26-2-0. 36-0-0 Scale = 1:63.0 It M'sam - - 4x10 zz LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.34 13-14 >321 240 MT18HS 244/190 BCLL 0.0 Rep Stress incr YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 lb FT = 20% LIUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOPCHORD Structural wood sheathing directly applied. 6-8: 2x4 SP M 31 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Harz 2=-1 19(LC 10) Max Uplift 2=-846(LC 12), 1 0=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when spawn. TOP CHORD 2-3=-3338/2212, 3-4=-3134/2132, 4-5=-3441/2388, 5-7=-514113170, 7-8=-6766/4392, 8-9=-5629/3608, 9-1 0=-5945/3856 BOTCHORD 2-16=-1989/3129,15-16=-1777/2918,14-15=-2177/345z), 10-14 -3307/5216, 12-13=-3301/5421, 10-12=-3593/5659 1 1 WEBS 3-16=-527/480, 4-16=-413/669, 4-15=-535[785, 5-15=-9751733, 5-14=-1 198/1876, 7-14=-851/667, 7-13=-962/1695, 8-13=-1 260/1909, 8-12=-45/340, 9-12=-319/328 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interlor(l) 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pording. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in 11 areas where a re tangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle I grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of 11 ithstanding 100 lb uplift at joint(s) except Ot=lb) 2=846,10=846. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa Fl. 33610 Date: h A— __L, nn n^4 n WARNING - Verify desi gnparametersand READ NOTES ON THIS AND INCLUDED MffEK REP, ERANCE PAGE MIP7473 rev. 10103)2015 BEFORE USE. Design valid for use only with IvIITek6 conneclors. Ihis design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design par�meters and properly Incorporate this design Info the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and pr�perly damage. For general guidance regarding the MiTek' fabilcortlom storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quallty Criteria, DSH-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from 7russ Plate Institute, 218 N. Lee Street. Suite 312, Alexand4a. VA 22314, Tampa, FL 33610 Job Truss Type ty y T1 3569612 01412 At SPECIAL I 1 1 i 7k &A Da el Chambers Truss, mc., Forl meice, rL . s ai " � I , . — U . ID:kFvnsnOwY4]gZhO—nM3lc6ylJgg-oBK3sN5yiJGnKy2yo?67vt7ifO?3mYOGNUcwY[zYQn6 8-6-0 lli%—o 18-7-4 24-2-0 8-9 4 L47U 6­� 0 %-�2 �-100 8-6-0 6-9-4 5-6-12 Scale 1:63.0 5x6 3x8 5x6 4.00 FIT 4 22 5 23 6 31x4 1111 —rzr— Sx4 3 s 7 21 24 2 7x8 MT18HS 10 8 9 t2 6 14 12 3x4 3X4 is 3x6 3x4 5x6 2.00 [1-2 410 Zz 13-8-0 I -4_ 246- 8 9-4 L 36-0-0 I i :-6- _ _2 _�_o 5-2-0 i 4-1?-4 �_J�_102 — 4_ �4 7-2-12 Plate Offsets (X,Y)-- [2:0-0-2, Edge], [8:0-2-10, Edge], [13:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.58 11 >749 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.07 11-12 >402 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 n/a n/a BCDL 10.0 Code FBC2017/TP[2014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 163 lb FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOP CHORE BOTCHORD 2X4 SP M 30 BOT CHORE WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Harz 2=-1 41 (LC 10) Max Uplift 2=-846(LC 12), 8=-846(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when own. TOPCHORD 2-3=-3356/2159, 3-4=-3358/2292, 4-5=-2798/1921, 5-6=-4830/3' 37, 6-7=-5353/3403, 7-8=-5962/3751 BOTCHORD 2-14=-1935/3141, 13-14=-1610/2666,12-13=-2399/3926,11-12z:-2400/3924, 10-11 =-3499/5680, 8-1 0=-3492/5669 WEBS 3-14=-404/391, 4-14=-507/777, 4-13=-1 51/409, 5-13=-1 376/890, 5-11 �557/1048, 6-11 =-849/1449, 7-11 =-641/463 Structural wood sheathing directly applied or 2-7-2 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-13 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 65mph (3-second gust) Vasd=1 28mph; TCDL=4.2psfi, BCDL=3.0psf; h=1 2ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 12-7-3, Interior(l) 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrQnt with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSIrrP1 1 angle tograin formula. Building designer should verify capacity of.bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Lthstanding 100 lb uplift at joint(s) except at=lb) 2=846,8=846. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FIL Cert 0634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING- VdJyd..19.PraM.terand READ mOTESoN-rHIS AND INCIUDEDMUEKREFERANCE PAGE M11-7473 rot. 1010&2015 BEFORE USE. Design valid for use only with MrIek(g) connectors. This design Is based only upon parametfrs shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and pr�perty darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13569613 M el 412 A2 SPECIAL Job Reference (optional) unamDers I russ, Inc., i--on: Fierce, r-L . —.1- 1 .. . I . - - . ID:kFvnsnOwY4l9ZhC�-nM3lc6ylJ9g-GKuR4j6bTdOey6dgMidMR5gtzoLPVycQcBMT4BzYan5 '"00 8-6-0 - �51%0 18-C -0 2 2�O L4 4�6 0 36- L2 8 -0 0 Vol 8-6-0 4-2-0 �94 4 7-22�� Scale 1:63.0 5x6 SX6 3x4 4.00 F1 _2 4 6 6 4x6 7 3x4 3x4 z:� 3 8 22 23 2 12 13 9 10 J 3XIO ::: W 11 15 14 7x8 MT18HS 3x6 3x4 11 5X8 2. 0 0 F1_2 4x10 zz B-6-0 22-2-0 4 -00 8 36-0-0 1 8-6-0 8-6-0 �6 �9�4 4- 7-2-12 Plate Offsets (X,Y)-- [2:0,0-6,Edgel,19:0-2-10,Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.03 11-12 >419 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.72 Horz(OT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.7711-12 >564 240 Weight: 167 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-7-0 oc pudins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=1 63(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except wher TOP CHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/1690, 5-6=-3533i 7-8=-5359/3351, 8-9=-5963/3683 BOTCHORD 2-15=-1909/3146,14-15=-1909/3146,13-14=-1826/3099,12-1 11-12=-3433/5679, 9-1 1=-3426/5669 WEBS 3-15=0/295, 3-14=-807/566, 4-14=-354/620, 5-14=-916/581, 5- 6-13=-588/1003, 7-13=-2219/1408, 7-12=-1 13711893, 8-12=-6� 6-7=-3698/2365, 6/5125, /668, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128m � ph; TCDL=4.2ps:; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 tc 2-7-3, Interior(l) 2-7-3 to 37-0-0 zone;C-0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate ]rip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord ir all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSIfTPI I angle tc grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=846,9=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING -Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEKRiFERANCE PAGE MlIL7473 rev. iarmois BEFORE USE. Design valld for use only with MITek9 connectors. This design is based only upon parame , ters shown, and Is for an Individual building component not a truss system. Before use. the building designer must vedfy the applicability of design I meters and property Incorporate this des gn Into the overall I building design. Bracing Indicated is to prevent buckling of Individual truss web and/for hord members only. Additional temporary and permanent bracing KWIC Is always required for stability and to prevent collapse Wlh possible personal Injury and Oroperty fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSI/,T.P.1 damage. For general guidance regarding the 1 Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexanpria. VA 22314. Tampa, FIL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T1 3569614 M11412 A3 SPECIAL I � Job Refei unal"I'lDers i russ, I nc., r-ort vierce, r-L 8-6-0 1 -' 0-0 "00 8-6-0 �74-0 4.00FI-2 5x6 5 D. IOU b IVIdl I I 4V 10 IVII I �& MUU-t—, H IU. I I IU I —I — U-1— — I D I-aV= I 7-2-12 Srale: 3/16"=I' SX6 5X8 5�- 6 5X6 WI3-- 3 7 3x4 8 22 -i 23 13 7x8 IVITI BHS 3x4 4x8 9 10 2 o 6 14 is 3x4 11 5x6 4x10 zz 3x6 2.00Ff2- 13-8-0 1 20-2-0 �4 6 0 8-9 4 36-0-0 5-2-0 6-6-0 1 7-2-12 Plate Offsets (X,Y)-- [2:0-1-2, Edge], [3:0-4-0,0-3-01, [7:0-3-0, Edge], [9:0-2-10, Edge] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.05 11-12 >41 0 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017TFP12014 Matrix -MS Wind(LL) 0.78 11-12 >551 240 Weight: 167 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 cc purlins. BOTCHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0,9=1386/0-8-0 Max Horz 2=1 85(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exce 'shown. TOPCHORD 2-3=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 5-6=-2968/lb99, 6-8=-5371/3290, 8-9=-5960/3616 1 BOTCHORD 2-15=-1886/3159,14-15=-1886/3153,13-14=-1343/2432�, 12-13=-2958/5146, 11-12=-3368/5675, 9-1 1=-3362/5666 WEBS 3-15=0/306, 3-14=-866/626, 4-13=-285/671'5-13=-379f702, 6-1L2706/1659, 6-12=-1094/1946, 8-12�611/435 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps ; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 tc: 2-7-3, Interior(l) 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate ]rip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord Half areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSIfTPI I angle to grain formula. Building designer should velify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Nithstanding 100 Ito uplift at joint(s) except at=lb) 2=84619=846. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,& WARNING- Verify design parameters and READ NOTES ON THIS AND wcLuDED mrTEKREFERANcE PAGE mit-7473 rev. io1o312ois8EFoREusE. Design valid for use only with MITek8 connectors. This design Is based only upon 'a 9rs sh%%'and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of drMnm4am., " properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord Is always required for stability and to collapse with Injury members only. Additional temporary and permanent bracing damage. For the MiTek* prevent possible personal and pfoperty fabricatiorr, storage, delivery, erection and bracing of trusses and truss systems. seeANS1 general guidance regarding Fit Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street SultE 11fla, VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T1 3569615 Mi 1412 A4 SPECIAL Job Reference (optional) n i,­ — A + ; i 7k RA 00 nn A7 CC nn4 0 D� n i Chambers Truss, inc., Pori Pie[ Ce, rL . a ar . � I u� 1 —, . ID:kFvnsnOwY4[gZhC�—nM3lc6ylJ9g-gvaailBTIYnCpZMkI rB33jlNy?MCiFpsi6a7hWzyQn2 8-6-0 L3 8 0 18-0-0 4-6-1 36-0-0 17-0- M-00 8-6-0 5 4-4-0 6 '_0 4-3-4 7-2-12 1 -0-0 Scale: 3116"=I' 4.00 F1_2 5x6 6 3x4 24 25 5x6 3x6 5 5x6 WB-- 7 3x4 4 8 3x4 3 9 23 26 2 13 10 11 d') P 14 7x8 MT1 8HS 12 1 3x4 11 6 16 '15 3x12 3x5 3x4 I I W 2. 0 0 F1_2 4x10 �6 13-8-0 1 1 A-6-0 36-0-0 02 1 5-2-0 1 T_� U �1 �4 % �_o 7-2-12 Plate Offsets (X,Y)-- [2:0-1-2,Edgel, [8:0-3-0,Edge], [10:0-2-10, Edge], [15:0-2-1 0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLIL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Verl(CT) -1.13 13 >383 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n1a n/a 'BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT = 20% LUIMBER- BRACING - TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-207(LC 10) Max Uplift 2=-846(LC 12), 1 0=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less exce ? TOPCHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2458/1735, 6-7=-2481/1 19, 7-9=-5407/3513, 9-1 0=-5950/3765 BOTCHORD 2-16=-1931/3146,15-16=-1931/3146,14-15=-1489/2515,13-14 -3185/5191, 12-13=-3510/5666, 10-12=-3504/5656 WEBS 3-16=0/315, 3-15=-799/546, 5-14=-344/260, 6-14=-731/1202, 7�1 4=-3120/2048, 7-13=-1 130/1972, 9-13=-559/376 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps'; BCDL=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp, C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) -1-0-0 tc 2-7-3, Interion(l) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in' all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI "I angle i10 grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable ol"Lithstanding 100 lb uplift at joint(s) except at=lb) 2=846,10=846. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING- Verify design parameters and REW NOTES ON THIS AND INCLUDED Mn`EKRqFERANCE PAGE M11-7473rev. 10103)2015 BEFORE USE Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not sot a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or 6hord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possilolle personal Injury and �Toperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSIAIPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexanoda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qpy Ply 299 T1 3569616 M11412 A5 SPECIAL 7 �OARLTCI Job Refer L;namDers i russ, mc., r-on: �-ierce, rL 8-6-0 '41-00-3 8-6-0 23 2 3X5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 4.00 FIT SX6 6 3X4 3X6 5 24 3X4 4 3 16 3X4 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 13-8-0 i�--2--O -0-2-1 ID:kFvnsnowY4l9ZhO—nM3lc6ylJgg-958yw595Wsv3RiwwbYilcxrYhPiRRi—?XmKhDZZYQn1 24-6-0 Z8 �94 0 -0 -0;� a A-A-0 7-2- Vol 25 6X6 -- 5x6 WB 8 3X4 9 Scale = 1:61.9 13 ��26 �3x4l 10 :��l 4 7X8 MT, MT18HS 12 = ' 1 �� 15 4XIO 5X8 2.00FI-2 WO zz 180-0 4-60 �-8 36-0-0 4-�-O t6t 4- �;94 7-2-12 1`15:0-2-112.0-3-01 CS1. DEFL. in (loc) I/def] Lid PLATES GRIP TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 WB 0.95 Horz(CT) 0.42 10 n/a n/a Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT = 20% LIUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at m1dpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 1 0=-846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when hown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-2472/ 713, 7-9=-5407/3513, 9-1 0=-5950/3764 BOTCHORD 2-16=-1 931/3146, 15-16=-1 931/3146, 14-15=-1 489/2515,13-14=-3184/51 90, 12-13=-3510/5666, 10-12=-3504/5656 WEBS 3-16=0/315, 3-15=-799/546,5-14=-355/272, 6-14=-743/1219, 7L=-3134/2058, 7-13=-1 130/1972, 9-13=-5601375 NOTES - I ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCD f; BCDL=3.Ops ; =12ft; 6=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) 10 2-7-3, Interior(l) 2-7-3 to 18-0-0, Exterior(2) 18-.0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; WIT ber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurr grit with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord if ctangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle o grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=846,10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: March 22,2018 ,& WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEM11-7473 re. 10/012015 BEFORE USE. Design valid for use only wilh M!Tek(D connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design p6rameieTs and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss wet, and/or �hord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and Woperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and huss systems. seeANSIITPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informahon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexar�drla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 TI 35696 M11412 ATA COMMON 7 J( it) Chambers I russ, i nc., Fori Pierce, FL 8. 130 b Ivia, I 1 2018 ivil lek IndUSLrieS, inc. I u ar 22 09:vi:5i 20 age ID:kFvnsnOwY4[gZhO—nM3lc6ylJgg-dHhK7RAiHglw2tV69FDX88NkPp6jAEjgIQ3EmPzYOnO 12-12-2 18-0-0 22-1-14 27-10-15 36-0-0 �.7-0- ZZ-09 B-1-1 5_5_1 4-1-14 4-1-14 5-9-1 8-1-1 _0_U Scaie=1:61.0 4.00 F1 _2 5x6 6 3x4 11 3x4 11 27287 3x6 5�- 5 3x6 3x4 4 8 3x4 c�. d 3 9 24 29 2 10 11 6 17 16 15 30 31 14 13 12 6 3x4 I I 4x6 3x8 3xs 4x6 3x4 11 W 3x8 13-10-2 22-1-14 27�190-11 5 36-0-0 5-9-1 8-3-12 8-1-1 Plate Offsets (X,Y)-- [2:0-8-6,0-0-81, [10:0-8-6,0-0-81 LOADING (psf) SPACING- 2-0-0 CS11. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC O�67 Vert(CT) -0.59 14-15 >730 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wjnd(LL) 0.34 14-15 >999 240 Weight: 172 lb FT = 20% LIUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2�1436/0-8-0, 10=1436/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 1 0=-796(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when hown. TOPCHORD 2-3=-3544/205313-5=-2824/165115-6=-2817/1766,6-7=-2817/1 66,7-9=-2824/1651, 9-10=-354412053 BOTCHORD 2-17=-1812/3323,15-17=-1812/3323,14-15=-997/2104,12-14=-1826/3323, 10-12=-1826/3323 WEBS 6-14=-569/1002, 7-14=-299/27919-14=-783/581, 9-12=0/271, 6-15=-569/1002, 5-15=-300/279, 3-15=-782/581, 3-17=0/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps ; BCDL=3.Opsf; h=12ft; B--59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 tic 2-7-3, Interior(l) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lum)er DOL=1.60 plate grip DOL=1.60 3) 1 00.01b AC unit load placed on the top chord, 18-0-0 from left end, supported a t two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurn int with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord inall areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Wthstanding 100 lb uplift at joint(s) except at=lb) 2=796,10=796 WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING -Varify design parameters and READ NOTES ON THIS AMD INCLUDED UITEKREFERANCE PAGE M11-7473 rev. 10103)2015 BEFORE USE. Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not sot a truss system. Before use. the building designer must verify the applicability of design pa , rameieis and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or dhord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and p1roperly damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems. seeANSI/ , PI I Quality Criteria, DSB-89 and RCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Instilute, 218 N. Lee Street, Suite 312, Pjexanoflo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13569618 0 1412 ATB COMMON Job Reference (optional) L,namDerS i russ, Inc., r-on: MUM% t-L 8-1-1 13-10- 1HOO-0 8-1-1 5-9-1 2 6 36 = 25 3x4 3 18 3x4 11 3x6 4 0. 1 JV IS IVId[ I I 4V 10 IVII I UK I I MUbUleb, II IQ. I I IU Widl ee VZ1�V I �004V 10 rdyU I ID:kFvnsnOwY4l9ZhO—nM3ic6ylJ9g-5UFjKnBL2T9ngl4lizkmhMwyeDWlvgpl-4pnlrzYOn? 22-1-14 27-10-15 36-0-0 37-0-0 Scale = 1:60.9 4.00 rl —2 5XB = 6 3x4 11 27 28 3x4 11 5 26 297 3x6 Zz� 8 3x4 9 30 ��y 10 11 10 j I , I I 17 V 31 32 13 16 115 14 12 3x6 = 6X8 = 6x8 = 3XG 3x4 11 3x5 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LI-) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n1a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172 lb FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=-208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-4JJ(L l?), 4=-866 0 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when ftwn. TOPCHORD 2-3=-1 239/757, 3-5=-437/333, 5-6=-432/448, 6-7=-2721773, 7-9 =-3761778, 9-10=-334/220 BOTCHORD 2-18=-58711178,16-18=-587/1178,12-14=-1 88/281, 10-12=-1 8 3/281 WEBS 6-14=-1096/683, 7-14=-303/281, 9-14=-853/614,9-12=-13/307, 6-16=-501/665, 5-16=-302/27913-16=-890/616, 3-18=-16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp, C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurr)nt with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord irl all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except at=lb) 2=433,14=866,10=240. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cent 6634 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,& WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE, Design valid for use only wIth MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design rameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or hord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapsewilh possible personal Injury and roperly damage. For general guidance regarding the fabrIcaflort storage, delivery, erection and bracing of trusses and truss systems. seeANSIZTPl Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexan�rkf. I Quality Criteria, DSB-89 and BCSI Building Component VA 22,314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T1 3569619 M"I 1412 ATC COMMON I � 1 � Job Reference (optional) L;namDers I russ, Inc., i--on: i­-ierce, 2 6 3x5 = 25 5-9-1 1 -1-14 1 4.00 FIT 5X6 6 3x4 11 3x6 5 26 27 3 x 4 3 4 5:� Is 3x4 11 17 16 3x6 � 6x8 miou s iviar i i ZU]b IVII I IRK inuusiries, tric. i riu ivizu i�z uv:u/;zw zu 1?5 t-dye i /nsnOwY4l9ZhO�_nM3lc6ylJgg-Zgp5Y7B-pnHelBfVGgF?EZT70dsXe73SDkYLqHzYQn- ?2-1-14 27-10-15 36-0-0 �7-O-Q 4-1-14 5-9-1 8-1-1 31 32 Scale = 1:60.9 3x4 11 28297 3X6 8 3x4 zzz 3x6 — B 3x4 z�z 9 30 10 11 13 6 14 12 6x8 3x6 3x4 11 3x5 13-10-2 -2-011 �3 22-1-14 22 7 27�180 15 36-0-0 5-9-1 111 _14 6-11-14 0_4 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n1a n1a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172 lb FT = 20% LUMEIER- BRACING - TOP CHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except at=length) 14=0-1 1-5 (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LI, 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=687(1_�; 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239[757, 3-5=-437/333, 5-6=-432/448, 6-7=-2721773, 7- - 9-1 0=-334/220 BOTCHORD 2-18=-587/1178,16-18=-587/1178,12-14=-188/281, 10-12=-1 281 WEBS 6-14=-1096/683, 7-14=-303/281, 9-14=-853/614, 9-12=-1 3/307, 6-16=-5011665, 5-16=-302/279, 3-16=-890/616, 3-18=-1 6/332 NOTES - I ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2plf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 t? 2-7-3, Interion(l) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lum, ber DOL=1.60 plate grip DOL=1.60 3) 100.01b AG unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurr I ent with any other I ive loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 0.0psil. 6) Provide mechanical connection (by others) of truss to bearing plate capable ofil withstanding 100 lb uplift at joint(s) 15 except at=lb) 2=433,14=866,10=240. Walter P. Finn PE No.22839 MiTek USA, Ine. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MffEK RfFERANCE PAGE M11-7473 Im'. 10103,2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters a truss system. Before use, the building designer must verify the applicability of design p6rameters shown, and Is for an Individual building component not and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or 6hord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and �rcperty damage. For general guidance regarding the fabricatiori, storage, delivery, erection and bracing of trusses and Inm systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from TrLW Plate Institute, 218 N. Lee Street, Suite 312. Mexarroda. VA 22314, 1 Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13569620 M 11412 BHA COMMON 1 1 � Job Reference (optional) unamDers I russ, i nc., run VleMe, r-L 7xI 0 MT1 BHS 4.00F1_2 3 2 6 3x6 = 28 3X6 ..— . I I ..'. ­1 111u. 9— ilia, 1-U. - ID:kFvnsnOwY4l9ZhO—nM3ic6ylJgg-lsNTISCca4PVvKEhqOmEmn?CeOQGNYvbS LkzYQmz 16-0-0 24-0-0 2-0-0 OL1045 1 4-0-0 8-0-0 5X6 9 12 14 7 "16 5 3X6 1 X 8 0 f'r �1 7 27 46 26 6XB 18 7x10 -- 20 �6— 2 4 23 6X8 = 3x6 11 3x6 28-0-0 Scale: 3/16"=l' ,2 21 22 3x5 Plate Offsets (X,Y)-- [2:0-0-2, Edgel, [3:0-3-8, Edge], [ 11:0-3-0,0-3-01, [20:0-3-8, Edge], 121:0-2-8, Edgel, T25:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.2523-34 >619 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.04 21 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.2028-31 >909 240 Weight: 208 lb FT = 20% LIUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 4-2-12 oc puffins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 20-25 2 Rows at 1/3 pts 3-26 JOINTS I Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except at=length) 25=0-1 1-5. (lb) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-583(LC 8), 26=-1 557(LC 8), 25=-1259(LC 8), 21 =-455 (LC 8) 1 MaxGrav All reactions 250 lb or less atjoint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14). 21 =757(LC 14) 1 FORCES. (lb) -Max. Com p./Max. Ten. -All forces 250 (lb) or less except when Ishown. TOPCHORD 2-3=-2242/1142, 20-21 =-1 473/724, 3-4=-2131718, 4-6=-213/718, 6-8=-2131718, 8-10=-213f718, 10-11=-213/718,11-13=-213/718,13-15=-213f7l8,15-17=-213/718, 17-19=-87/610,19-20=-87/610,3-5=-199/422,5-7=-1121391 719-33/344 ' 12-14=0/257, 16-18=-67/301, 18-20=-206/363 BOTCHORD 2-28=-971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=-5116/1204, 21-23=-569/1344 WEBS 8-26=-1333/1008,17-25=-9791756, 3-28=-419/1254,3-26=-32316/1698, 20-23=-458/1210, 20-25=-2385/1201, 9-1 0=-706/569, 6-7=-307/241, 15-16=-462/372, 18-19=-497/41 8 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasd=1 28mph; TC D L=4.2psf; BCDL=3.Opsf; h= I 2ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcur�ent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2, 1557 lb uplift at joint 26, 1259 lb uplift at joint 25 and 455 lb uplift at joint 21. i 9) Girder cames hip end with 8-0-0 end setback. 10) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to suppo I It concentrated load(s) 967 lb down and 461 lb up at 28-0-0, and 967 lb down and 461 lb up at B-0-0 on bottom chord. The desidn/seiection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARMING - Verity design parameters andREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MITek9 connectors. This design Is based only upon, parame'ters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design ppramoters and property Incorporate this design Into the overall bullclingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/orlchord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallom storage, delivery, erection and bracing of trusses and truss systems, SeOANSI/TPI 1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Cast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13569620 M11412 BHA COMMON 1 1 � Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL tj.i;jv s mar ii zuitj MiTLk indusiries, mu. inu iviat 22 u�;uo�v I �u I o raqu � ID:kFvnsnOwY419ZhO—nM3lc6ylJgg-V3xrzoDELOXMXUptO5HTJ—YNOQVV6?8kg2I SuAzYQmY LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 20-22=-54, 28-29=-20, 23-28=-47(F=-27), 23-32=-20,, -�12=-126(F=-72),12-20=-126(F=-72) Concentrated Loads (lb) Vert: 28=-641 (F) 23=-641 (F) ,&WARMING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKR I EFERANCE PAGE M11­7473 rev. 10/03)2015 BEFORE USE. I Design valid for use only with MlTek8 connectors. This design Is based only u '=- a truss system. Before use, the building designer must verify the applicabilltyTfd 4=teTs individual truss I hown. and Is for an Individual building component. not and properly Incorporate this design Into the overall Additional temporary and bracing building design. Bracing Indicated Is to prevent buckling of web and/or phord members only. permanent MiTeW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. soeANSI�7131 I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information availaNe from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexaodda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13569621 MI 102 GRA HIP 1 Job Reference (optional) unamDers I russ, I nc., ron: vierce, r-L- 2 6 SX5 = 7-10-0 5-10-0 5x8 MTi 81-11S 4.00 FIT 3x4 11 3 22 23 24 26 4 26 7-10-0 15 34 14 13 35 3x4 11 4x6 = 6x12 = 0. IOU Z5 IvIdl 1 1 4U I o ivil I elk I I IUUbU I �b' it ]�. I I IU IvIds 44 U-0-4 — I o ravu I ID:kFvnsnOwY419ZhO—nM3lc6ylJgg-zFVDA8Es6ifD9eO4xppirC5YMqocrRHuvin?QczYQmx 5X8 27 5 28 36 37 38 6x8 MT1 8HS 3X4 11 629 30 31 32 33 7 12 3911 40 6x12 = 4x6 = 5-10-0 10 3x4 11 7-1 Scale = 1:61.9 8 17 0 3X6 = LOADING (psf) SPACING- 2-0-0 cSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.44 12-13 >609 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.22 10-21 >999 240 Weight: 161 lb FT = 20% LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13,6-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=398/0-8-0,13=3546/0-8-0, 8=1252/0-8-0 Max Horz 2=-97(LC 6) Max Uplift 2=-292(LC 8),13=-2107(LC 8), 8=-799(l-C 8) Max Grav 2=417(LC 17),13=3546(LC 1), 8=1256(LC 18) FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wher TOPCHORD 2-3=-369/211, 3-4=-1 158/2051, 4-5=-1 158/2051, 5-6=-2318/14 7-8=-2981/1789 BOTCHORD 2-15=-196/311, 13-15=-201/342,12-13=-246/452,10-12=-158� WEBS 3-15=-1 81/648, 3-13=-2568/1568, 4-13=-640/587, 5-13=-2900i 6-12=-611/569, 7-12=-558/375, 7-10=-184/651 BRACING- TOPCHORD BOTCHORD WEBS 6-7=-2318/1425, 2818, 8-1 0=- 1578/2786 855, 5-12=-1 172/2196, Structural wood sheathing directly applied or 3-4-6 oc pudins. Rigid ceiling directly applied or 5-7-0 oc bracing. 1 Row at midpt 3-13,5-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2p,,;f; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=11.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurient with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107 lb uplift at joint 13 and 799 Ito uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient tosupporJ concentrated load(s) 137 lb down and 301 lb up at 7-10-0,103 lb down and 170 lb up at 10-0-12, 103 lb down and 170 lb up at 12-0-12,103 lb down and 170 lb up at 14-0-12,103 lb down and 170 lb up at 16-0-12, 103 lb down and 170 lb up at 18-0-12, 103 IIJ, down and 170 lb up at 19-11-4, 103 lb down and 170 lb up at 21-11-4,103 lb down and 170 lb up at 23-11-4, and 103 lb down and 170 lb up at 25-11-4, and 137 lb down and 301 lb up at 28-2-0 on top chord, and 340 Ib down and 223 lb up at 7-10-0, 77 lb down land 1 lb up at 8-0-12, 77 lb down and 1 lb up at 10-0-12, 77 lb down and 1 lb up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 lb down and 1 ib up at 16-0-12, 77 lb down and I lb up at 18-0-12, 77 lb down and 1 lb up at 19-11-4, 77 lb down and I lb upl at 21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 lb down and 1 lb up at 25-11-4, and 77 lb down and 1 lb up at 27-11-4, and 340, lb down and 223 lb up at 28-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of other I s. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are notedi as front (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE No.22838 MiTek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,& WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKRIEFERANCE PAGE M11-7473 rev. 10/03)2015 BEFORE USE. Design valid for use only with I'AlTeW connectors. This design Is based only upon, parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design rameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or hord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and �roperly damage. for general guidance regarding the M!Tek' tabricatlorL storage, delivery, erection and bracing of trusses and truss systems. seeANSI . JfTPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, AJexaqdda, VA 22314. Tampa, FIL 33610 Job Truss Truss Type Qty Ply CARLTON 2911 T13569621 AM 1412 GRA HIP Job Refei Chambers Truss, Inc., Fort Pierce, FL u.iw s mar ii 2U18 MI I eK inaustries, Inc. I nu mar zz uu:uts:uz Luiu vage z ID:kFvnsnOwY4lgZhO—nM3lc6ylJ9g-zFVDA8Es6ifD9eO4xppirC5YMqocrRHuvin?QczYQmx LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54,16-19=-20 Concentrated Loads (lb) Vert: 3=-137(B) 5=-103(B) 7=-137(B) 14=-49(B) 15=-389(B) 10=-389(r) 1 1=-49(B) 22=-103(B) 24=-103(B) 26=-103(B) 27=-103(B) 28=-103(B) 29=-103(B) 31=-103(B) 33=-103(B) 34=-49(B) 35=-49(B) 36=-49(8) 37=-49(B) 38r49(B) 39=-49(B) 40=-49(B) ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKR I EFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon, parameters shown, and Is for an IndiAdual building component, not a truss system. Before use, the building designer must verify the applicability of design p6rameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or �horcl members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and fabrication, storage, delivery, erection and bracing of trusses, and him systems, seeANSI property damage. For general guidance regarding the , YTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N, Lee Street Suite 312, AexaqdrIa, VA 22314. Tampa, FIL 33610 Job Truss Truss Type oty Ply CARLTON 299 T13569622 M-1 1412 J2 MONO TRUSS 8 1 Job Reference (optional) unarribers I russ, Inc., i-ort Fierce, 1--l- 0. IOU b Mal I I — 10 IVH I- I I IUU­­.' ."U."., — , V� , ID:kFvnsnOwY4l9ZhO—nM3lc6y[Jgg-zFVDASEs6ifD9eO4xppirC5hkqyNreLuvin?QczYQmx 2-0-0 Scale 1:7.8 3 4 �00 F1 _2 X 2 6 0 >1 < 4 3x4 — 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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 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 Wind(LL) 0.00 7 >999 240 Weight: 8 lb FT = 20% LIUMEIER- BRACING - TOP CHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical,2=141/0-8-0,4=22/MechanicaI Max Harz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12), 4=-3(LC 9) Max Grav 3=40(LC 17), 2=141 (LC 1), 4=31 (LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L—_36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcuri ent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord I i all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable J withstanding 27 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6834 69D4 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING -Vefify design parameters and READ NOTES ON THIS AND INCLUDED MITEKRIEFERANCE Design valid for use only with M[TekO connectors. This design Is based only upon param PAGE M11-7473rev. IMMOIS BEFORE USE. �= and Is for an Individual building component, not a truss system. Before use. the building designer must vedly the applicability of design building design. Bracing Indicated Is to buckling of Individual truss web and/or nd properly Incorporate this design Into ­1he o�erall chord members only. Additional temporary and permanent bracing MOW prevent is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabricaflom storage, delivery. erection and bracing of trusses and truss systems. seeANSIITPI 1 Quality Criteria, DSB-89 and 9CSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexa hldda, VA 22314. Tampa, FIL 33610 Job Truss Truss ype City Ply GARLTO 29 T13569623 NN 1412 J4 MONO TRUSS 8 Job Reference (optional) L;namDers I russ, I nc., i--on: vierce, M -1 _n_r 1-0-0 Pi 3X4 = — — —1.1 ' "'" ­­ __ -- ---- - --- - ID:kFvnsnOwY419ZhO nM3lc6ylJ��-f���r'�6FU;�nZ�'o'z'G"V"W'*KxOPdpOEEya5bl8MWYy3zYQmw 4-0-0 4-0-0 4.00 FIT 8 3 4 Scale= 1:11.1 LOADING ii SPACING- 2-0-0 CS11. DEFL. in (loc) I/defl Ud PLATES GRIP TCLIL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(i -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vei -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 FBC2017ITP12014 Mati Wind(LIL) 0.02 4-7 >999 240 Weight: 14 lb FT = 20% LUMEIER- BRACING - TOP CHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOTCHORD 2x4 SP i BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(i 12) Max Uplift 3=-77(LC 12), 2=-159(LC 12), 4=-7(LC 12) Max Grav 3=91 (LC 17), 2=204(LC 1), 4=67(LC 3) FORCES. (lb) -Max. Comi Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=166mph (3-second gust) Vasd=128mph; TCDL-4.2psf; BCDL=3.opsf; h=12ft; i L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extei -1-0-0 to 2-7-3, Interioi 2-7-3 to 3-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOi plate' grip DOi 2) This truss has been designed for a 10.0 1 bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 159 lb uplift at joint 2 and 7 lb uplift at joint 4. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,& WARNING - Verflydesign pammeters and READ morES ON THISAND INCLUDED WEI( 116EFERANCE PAGE M11­7473 rev. 10)V312015 BEFORE USE. Design valid for use only Wit) i connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, ]he building designer must verify the applicability ofdesign I$arameters and properly Incorporate this design Into the overall Sol' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/oi chord members only. Additional temporary and permanent bracing MITek' Is always required for stability and to prevent collapse vAfh possible personal Injury and: property damage. For general guidance regarding the Fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available korn Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexd.ndfla. VA 22314. 6904 Parke East Blvd. Tampa, FIL 33610 Job Truss Truss Type Qty Ply 0 CARIT N 299 T13569624 W 1412 J6 MONO TRUSS 8 1 � Job RE unarrIDKS i russ, mc., 3x4 = 4 ;YW�VzArmt Scale = 1:14.3 LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/detl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 Rep Stress Incr YES WEI 0.00 Horz(CT) -0.00 ' 3 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MP Wind(LI-) 0.11 4-7 >639 240 Weight: 20 lb FT = 20% LIUMBER- TOP CHORD 2X4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Horz 2=140(LC 12) Max Uplift 3=-129(LC 12),2=-192(LC 12), 4=-8(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2[ 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plat 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcu 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable joint 2 and 8 lb uplift at joint 4. BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. shown. f; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. , 2-7-3, Interion(l) 2-7-3 to 5-10-4 zone;C-C for grip DOL=1.60 ant with any other live loads. I all areas where a rectangle 3-6-0 tall by 2-0-0 wide withstanding 129 lb uplift at joint 3, 192 lb uplift at Walter P. Finn PE No.22839 MITek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING - Vdfyd..1gnpa,...te..nd READ NOTES ON THIS AND INCLUDED fifffEK I PEFERANCE PAGE M11-7473 mv. 1010312015 BEFORE USE. Design valid for use only with M]Tek@) connectors. This design Is based only upon parar�ellers shown, and Is for an Individual building component. not Wit a truss system. Before use, the building designer must veflfy the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possIble personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and hm systems, secANSI/TPI I Quality Criteria, DSB-89 and 8CS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrio, VA 22,114. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13569625 U11412 J8 MONO TRUSS 11 Job Refere unamDers i russ, mc., r-ort rierce, r-L 1-0-0 2 3x4 5'� 8 4.00 F1-2 I D:kFvnsnOwY419ZhO—nM3lc6ylJgg-wec�--bqF6eJvxOyYS3DrAwdAwSeYYJYrBMOG6UVZYQmv 8-0-0 8-0-0 Scale = 1:17.7 3 — 4 7-0-0 7-0-0 _0.0 Plate Offsets (X,Y)-- [2:0-3-14,0-1-81 LOADING (psf) SPACING- 2-0-0 CS1 DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >31 0 240 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 Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical,2=348/0-8-0,4=99/MechanicaI Max Horz 2=178(LC 12) Max Uplift 3=-174(LC 12),2=-226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. Qb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when I shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCD�L=4.2p�sf; BCDL=3.Opsf; h=12ft; 8=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 a 2-7-3, Interior(l) 2-7-3 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plat 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcui rent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable c f withstanding 174 lb uplift at joint 3, 226 lb uplift at joint 2 and 13 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,& WARNING. Verify desIgn parameters and READ NOTES ON THIS AND INcLuDED mirEK6FERANcE PAGE mn-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek8 connectors. This design Is based only upon paranieters shown, and Is for an Individual building component, not atrusssystem. Before use. the building designer must verty the applicability of design building design. Bracing Indicated Is to prevent buckling of Individual truss web oncif �aramefers and property Incorporate this design Into the overall ' h d members only. Additional temporary and permanent bracing c or MiTek' Is always required for stability and to prevent collapse with possible personal Injury a n� fabricalloa storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPII propertyclamage. For general guidance regarding the Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexondria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Pil CARLTON 2911 T13569626� R411412 JAB MONO TRUSS 11 Job Reference (optional) t,namDers i russ, mc., ruit rieice, rL 1-0-0 11 1 oAGkPdioO66fdxMPTqi5hlu62?5Kbg?flxzyamu ID:kF,,n,,no.Y4l9ZhO nM�ir 7-10-0 7-10-0 3X4 = 1 4 Scale = 1:17.6 7-10-0 Plate Offsets (X,Y)-- f2:0-1-14,Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.5`1 Vert(LL) -0.13 4-7 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45, Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP[2014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26 lb FT = 20% LUIMBER- BRACING- TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=184IMechanical, 2=342/0-8-0, 4=97/Mechanical Max Harz 2= 1 75(LC 12) Max Uplift 3=-170(LC 12),2=-223(LC 12), 4=-13(LC 12) Max Grav 3=191 (LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (lb) -Max. Comp./Max Ten, -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=1 65mph (3-second gust) Vasd=1 28mph; TCDI--4.2p, sf; BCDL=3.Opsf; h=1 2ft; B=69ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -.1-0-01 to 2-7-3, Interior(l) 2-7-3 to 7-8-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcdrrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable �f withstanding 170 lb uplift at joint 3, 223 lb uplift at joint 2 and 13 lb uplift at joint 4. 1 Walter P. Finn PE No.22839 M!Tek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa Fl. 33810 Date: March 22,2018 WARNING- Verify design parameters and REAIDNOTES ON THIS AND INCLUDED MITE�REFERANCE PAGE 4111-7473mv. 1010312015 BEFORE USE. Design valid for use only with MITek(D connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of desIgn1paramelers and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/Tpll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ale�andfla, VA 22,114. Tampa, FL 33610 1 Job Truss Truss Type City � Ply CARLTON 299 T13569627 U11412 KJB MONO TRUSS 2 1 Chambers Truss, Inc., Fort Pierce, FIL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:08:06 2018 vage 1 ID:kFvnsnOwY419ZhC�-nM3lc6ylJ9g-sOkkOWHNAw9fdFhrAeteO2FMERIUnNxUqJICZNzYQmt 1 1-5-0 1 7-2-7 1 1 4-0-9 3X4 3X4 7-2-7 11-0-12 1 30 ). 4 7-2-7 3-10-5 0-2-4 LOADING (psf) SPACING- 2-0-0 CS1. DIEFL. in (IoG) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.2 1� Vert(LL) -0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) 0.01 5 n1a n/a BCDL 10.0 Code FBC2017frPI2014 Matriix-MS I Wind(LL) -0.04 6-9 >999 240 Weight: 44 lb FT = 20% LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=462/0-11-5,5=406/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-1 02(LC 8), 2=-1 87(LC 8), 5=-1 18(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOPCHORD 2-3=-866/230 BOTCHORD 2-6=-234/833, 5-6=-234/833 WEBS 3-6=0/287, 3-5=-913/257 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4., 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate 2) This truss has been designed for a 10.0 psf bottom chord live load nonconc 3) * This truss has been designed for a live load of 20.Opsf on the bottom chon will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable joint 2 and 118 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to suppi 2-11-0, 39 lb down and 58 lb up at 2-11 -0, 8 lb down and 101 lb up at 5-8-, and 143 lb up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top ch( and 28 lb up at 2-11-0, 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 lb up at 8-6-14 on bottom chord. The design/selection at such connection ( 7) In the LOAD CASE(S) section, loads applied to the face of the truss are not BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. shown. sf; BCDL=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. rip DOL=1.60 'rent with any other live loads. In all areas where a rectangle 3-6-0 tall by 2-0-0 wide withstanding 102 lb uplift at joint 4, 187 lb uplift at concentrated load(s) 39 lb down and 58 lb up at 8 lb down and 101 lb up at 5-8-15, and 42 lb down and 47 lb down and 28 lb up at 2-11-0, 47 lb down down and 14 lb up at 8-6-14, and 31 lb down and 14 'Ice(s) is the responsibility of others. as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 1 0=80(F=40, B=40) 11 =-2(F=-1, 13�1) 12=-83(F=-42, B=-42) 3=1 4(F=7, B=7) 14=-20(F=-1 0, B=-1 0) 15=-50(F=-25, 13�25) Walter P. Finn FIE No.22839 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,& WARMING - VerW design parameters and READ NOTES ON THIS AND INCLUDED AfIrEkREFERAMCE PAGEMII-7473 re. 10103)2015 BEFORE USE. Design valld for use only with MITek6 connectors. This design Is based onlyupon para6ters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design'parameters and properly Incorporate this design Into the overall builcringdeslgn. Bracing Indicaled Is to prevent buckling of individual truss web and/6r chord members only. Additional temporary and permanent bracing MiTele is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and braclng of trusses and truss systems. seeANSI[TPI I Quallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312-Ne4oadda. VA 22314, Tampa, FIL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13569628 N411412 KJA8 MONO TRUSS 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLIL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017fTP12014 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:08:06 2018 Page I ID:kFvnsnOwY4l9ZhO-nM3lc6ylJ9g-sOkkOWHNAwgfdFhrAeteO2FMMRInnN6UqJICZNzYQmt 11-0-3 6-10-0 4-2-3 Scale = 1:19.9 4 2.83 [1-2 3x4 11 2e 77-1 L-:-j 13 14 6 15 5 2X3 1 3x4 CS1. DEFIL. in (loc) I/defl Ud PLATES GRIP TC 0.2 Vert(ILL) 0.06 6-9 >999 240 MT20 244/190 BC 0.23 Vert(CT) -0.08 6-9 >999 240 WB 0.341 Horz(CT) 0.01 5 n/a ri/a Matrix -MS Weight: 43 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (lb/size) 4=106/Mechanical,2=447/0-11-5,5=385/MechanicaI Max Horz 2=1 75(LC 8) Max Uplift 4=-107(LC 8), 2=-321(LO 8), 5=-202(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when s own. TOPCHORD 2-3=-846/526 BOTCHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-884/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.21 11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional); Lumber DOL=1.60 plate i; 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcu 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable i joint 2 and 202 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to Suppo 2-11-0, 39 lb down and 58 lb up at 2-11 -0, 8 lb down and 101 lb up at 5-8-1 and 143 lb up at 8-6-14, and 42 lb down,and 143 lb up at 8-6-14 on top cho down and 30 lb up at 5-8-15, 10 lb down and 30 lb up at 5-8-15, and 31 lb d up at 8-6-14 on bottom chord. The design/selection of such connection clev! 7) In the LOAD CASE(S) section, loads applied to the face of the truss are note BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. DOL=1.60 nt with any other live loads. all areas where a rectangle 3-6-0 tall by 2-0-0 wide withstanding 107 lb uplift at joint 4, 321 lb uplift at concentrated load(s) 39 Ib down and 58 Ito up at 8 lb down and 101 lb up at 5-8-15, and 42 lb down and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 10 lb Nn and 14 lb up at 8-6-14, and 31 lb down and 14 lb D(s) Is the responsibility of others. as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 1 0=80(F=40, B=40) 11 =-2(F=-1, B=-1) 12=-83(F=-42, B=-42) 13=1 4(F=7, B=7) 14=-20(F=-1 0, B=-1 0) 15=-50(F=-25, B=-25) I Walter P. Finn PE No.22839 M!Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,& WARNING - Verify design parameters and RE4D NOTES ON THIS AND INCLUDED MITEK i PEFERANCE PAGE M11-7473 rev. 10/03)2015 BEFORE USE. Design valid for use only with MlTek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not truss Before the building designer the design iSaramelers Incorporate this design Into the a system. use, must verify applicability of and properly overall building design. Bracing Indicated Is to prevent buckling of Individual Iniss web and/�r chord members only. AddItIonal temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallor'L storage, clellvery� erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mex6nddm VA 22314. Tampa, FL 33610 Symbols � Numbering system � A General Safety Notes PLATE LOCATION AND ORIENTATION 14_ 1 3/�' Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/19, --t- For 4 x 2 orientation, locate plates 0-1/id' from outside edge of truss. This symbol indicates the required direction of slots in connector plates, Plate location details available in MiTek 20/20 soffware or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is ------the-length-paralielto-slots.- LATERAL BRACING LOCATION raffii.z: 1�` Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated, Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 6-4-8 1 dimensions shown in ft-in-sixteenfhs (Drawings not to scale) 2 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1 311, ESR-1 352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 0 a- 0 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. @ 2012 MiTek(5 All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1 . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required, See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane atjolnt locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 190/. at fime of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. pe, size, orientation and location dim( ,d are minimum plating requirements, 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental. health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front back. words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria.