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HomeMy WebLinkAboutTRUSSLumber design vlailues'�a'e�'Jn accordance with ANSI/TPI I section 6.3 hese truss des"igns rely on lumber values established by others. MiTek" RE: M1 1323 - 62'Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. -4115 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M1 1323 Mode . �, gff610 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Name Address and License # of Structural Eng Name: Address: City: General Truss Engineering Criteria & Design Loading Conditions): Design Code: FBC2017/TPI2014 Wind Code: ASCE 7-10 Roof Load: 37.0 psf This package includes 13 individual, dated Truss Di With my seal affixed to this sheet, I'hereby certify th conforms to 61 G 15-31.003, section 5 of the Florida ITruss Name Date 390 1 A 2/21/18 12 1 T1 33023911 A5 2/21/18 13 1 T1 3302392 1 A6 12/21/18 14 1 T1 3302393 1 A7 12/21/18 15 IT13302394IA8 12/21/18 1 16 1 TI 3302395 1 A9 [ 2/21/18 J 7 T1 3302396 1 G RA L9/2 t/1 L] 18 T1 3302397 1 GRB 12/21/18 1 19 FT-13302398l—J2_12/21/18 I 110 IT13302399IJ4 12/21/18 Ill IT13302400IJ6 12/21/18 112 IT13302401IJ8 12/21/18 113 J_L1 33(�2,�02 1 KJ8 —L?al/l 8 1 of Record, If there is one, for the building. ense #: (Individual Truss Design Drawings Show Special -sign Program: MiTek 20/20 8.1 ind Speed: 165 mph oor Load: N/A psf gn Drawings and 0 Additional Drawings. I am the Truss Design Engineer and this index sheet iard of Professional Engineers Rules. The truss drawing(s) referenced above have been prepar�d by MiTek I USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani,'Thomas My license renewal date for the state of Florida is Febr�ary 28, 2019. 1 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the juriscliction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes)', which were given to MiTek. Any project specific information included is for MiTdk's customers file reference purpose only, and was not taken into account in the pre' paration of these designs. MiTek has not independently verified the applicability' of the design parameters or the designs for any particular building. Before use, th� building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Thomas A. Albani PE ND.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: February 21,2018 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch TI 33 02390 Nil 1323 A COMMON 9 Job Reference (optional) A C k n4 4 A 4n rO nn40 0 1 Chambers Truss, Inc., For[ Fierce, FL �_7_ � 12-4-13 7�O 0 -1 U.1ous ep luZvll n us r as, nc. a G ID:a3B4PavKnnZweXyJckSFBgyu;UN.Iltl.6G�6.dm lTrG]?CZC�_lGrGmYZaVXllllx7iuK'K 21-7-3 L7 1 _;4 1 1 34-0-0 50 V 140 i -0-0 6-7-13 5-9-0 4 1 -7-3 -7-13 4 6 Scale 1:57.8 4.00FI-2 4x5 6 27 2x3 11 26 28, 2x3 3x6 5:: 25 5 7 3x6 4 3x4 7::; 8 3X4 3 9 24 � 1 1 ;-i 19 1AA I r_4� � 6 6 17 16 Is 30 31 '14 13 12 2x3 11 4x6 3x8 3XB 4x6 2x3 I I 3x6 3x6 6-7- 3 I 12-4-13 21-7-3 i L7-4 3 34-0-0 1 �_ _T15 i 5-9-0 9-2-7 6 -7-13 PlateOffsets Y)-- f2:0-0-2,Edgel,[l0:0­0-2,Ec1qe1 LOADING (psf) SPACING- 2-0-0 CS11. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS -Weight: 163 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Harz 2=-1 79(LC 8) Max Uplift 2=-832(LC 10), 1 0=-832(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7=--2770/2152, 7-9=-2771/2031, 9-10=-3419/2396 1 BOTCHORD 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, 6-15=-313/362, 3-15=-689/499 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=4.2pJ, BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 tol 2-4-13, Interior(l) 2-4-13 to 13-7-3, Exterlor(2) 13-7-3 to 17-0-0, Interior(l) 20-4-13 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.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 O.Ops!. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=832,10=832. 1 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 ib up at 15-0-0, and 50 lb down and 47 lb up at 19-0-0 on top chord. The clesign/selection of such connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted, as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Thomas A. Albani PE No.39380 Vert: 1-6=-54, 6-11 =-54, 18-21 =-20 MiTak USA, Inc. I'L Cert 6634 Concentrated Loads (lb) Vert: 26---50(F) 27=-50(F) 8904 Parke East Blvd. Tampa FL 33610 Date: I February 21,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIlEft REFERAME PAGEM11­7473 rev. 10/03)2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based onlyupon pararn I eters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design i6aramelers and properly Incorporate this design Into the overall 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 with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, s'_eANSI/TPII Quality CrIteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intormation avallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ply ply Carlton III with porch T13302391 Mi 1323 A5 SPECIAL 9 1 �62'Grand Job Reference (optional) �,namDer5 i rusb, mu., rUl L rIVI UU, 1 '1-0-0 7-8-5 2-9-1 W 11 6x6 WB-�'- 5 2x3 zz 4 3 I D:2GIScwwVY5hnGhXVARzUkuyuFUM-BURgnSH4tFldcR21 qTWR6QXpvF)(_Hl Ufmhl bZNziuKJ 6-5-12 3-4-8 4.00Ff2_ 5XS 11 2X3 11 22 7 21 14 2 �MT18HS 6 3x12 :::. 2. 0 0 F1_2 10-6-4 3x6 8 3x4 9 23 13 12 5X12 2x3 11 1-8 34-0-0 7-A-n Scale = 1:59.8 10 H �' zz:� 1,6 6 3x6 = Plate Offsets (X,Y)-- f2:0-1-15, Edgel, [4:0-3-0, Edgel, [10:0-0-6, Edge] I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (Ioc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TG 0.85 Vertl(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert�CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n1a n/a BCDL 10.0 Code FBC2017fTP[2014 Matrix -MS Weight: 155 lb FT = 0% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD BOTCHORD 2x4 SP M 30 BOTCHORD WEBS 2x4 SP No.3 *Except* WEBS 6-14: 2x4 S P M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Horz 2=-1 79(LC 8) , Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5529/377613-5=-5164/3538, 5-6=-5209/3667, 6-7=-.2424/1902, 7-9=-2462/1813, 9-10=-3195/2210 1 BOTCHORD 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, r-1 3=-237/277, 9-13=-786/560, 9-12=0/269 Structural wood sheathing directly applied or 1-7-8 oc puffins. Rigid ceiling directly applied or 3-9-12 oc bracing. 1 Row at midpt 6-14 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=4.2pst; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) -1-0-0 to 2�4-13, Interior(l) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(l) 20-6-4 to 31-7-3 zone;C-C for members and forces & MWFA, S 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 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall�by 2-0-0 wide will fit between the bottom chord and any other members. 1 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. i 7) Provide mechanical connection (by others) of truss to bearing plate capable or wilrisianaing 100 lb uplift at joint(s) except at=lb) 2=803,10=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. I'l-Cert 6634 0904 Parke East Blvd. Tampa FL 33610 Date: Fahrijnn/� 9011A j& WARNING- Verity design parameters and READ NOTES ON MIS AND INCLUDED mrrEK REAERANCE PAGE M11-7473 rev. la(0312015 BEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upo PaTamete'rs shown, and Is for an IndiAclual building component not W1, a truss system. Before use, , the building designer must verify the applicability of design par6meters and properly Incorporate this design Into the overall building design. Bracing (ndIcaled Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and pr�perty damage. For general guidance regarding the fabrication, storage, clellvery� erection and bracing of trusses and truss systems, seeANSI/TPI I Qualify Catedo, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Mexandita. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply 2'Grand Carlton III with porch T13302392 r011323 A6 SPECIAL 1 �6 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiT ek industries, Inc. Wed Feb 2i i4:ig:65 2018 Page 1 ID:2G[ScwwyY5hnGhXVARzUkuyuFUM-fh 3?olieYtUEbdENAlgfd4?AftlOQoo-LnB6qziuKI 2-4-8 ' 5-7-7 Scale = 1:61.9 4.00FI-2 6x8 5x6 6 2 9 2X3 X' 3x4 3x4 5 5x6 WB5-� x6 WB_ 5X6 WI3__ X6 5 WB_ 34 7 8 U) 7 21 2 14 �22 9 10 Sxl 2 MTI 8HS MTJ 3 zz 12 11 6 6 3!,:4 5x6 2X3 11 3x12 2.00 F1 _2 10-6-4 15 6.-OO-� 048 2%171 15 34-0-0 10-6-4 %0 8-0-1 Plate Offsets (X,Y)-- [2:0-1-15, Edge], [3:0-3-0, Edgel, [5:0-4-0,0-2-31, [7:0-2-7, Edge], 19:0-0-6, Edgel LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 '244/190 TC;DL 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 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 157 lb FT=O% LUIMBER- I BRACING- TOPCHORD 2X4 SP M 30 'Except' TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5,6-7.2x4 SP M 31 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 S P M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/sIze) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-1 69(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/15�13, B-9=-3199/1981 BOTCHORD 2-14=-3040/5224,13-14=-1 195/2361,12-13=-1 123/2199,11-12=-1731/3001, 9-11 =-1 731/3001 1 1 WEBS 4-14=-492/513, 5-14=-1707/2959, 5-13=-405/196, 6-13=-179/522, B-12=-893/660, 8-11 =01303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave-6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2L4-13, Interior(l) 2-4-13 to 31-7-3, Exterlor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIfFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. I 8) Provide mechanical connection (by others) of truss to bearing plate capau- - �11U 1­1 1U11 19 100 lb uplift at joint(s) except at=lb) 2=803,9=803. Thomas A. Albani PE No.39* MiTek USA, Inc. FIL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,& WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFIERANCE PAGE MII-7473 rev. M012015 BEFORE USE Design valid for use only with MITek8 connectors. This design Is based only upon paromet6rs shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parbmeters and properly Incorporate this design Into Ihe overall bultding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or ct�ord 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 labricallom 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. Nexand I fla, VA 22314. Tampa, FL 33610 1 Job Truss Truss Type pty Ply 62' Grand Carlton I I I with porch T13302393 M11323 A7 SPECIAL Job Reference (optional) unamDers I russ, mc., MR MeFCU, t-L .. I -F I ID:WSJqpGwal�p.,.,r�h��6;���u;,6,�;tG��,J,-L,PlsO"L,r*IC"Q-x-uZ,v-B-rc-A,j3,D-,Q, I_s'Z_x`D_?`W' -ieG'z-ilu-K H' "0 -0 8-10-10 14-0-0 eu-u-u 34-0-0 15-0- -0 i -0-6 8-10-10 5-1-6 �6-0-0 8-0-1 Scale = 1:60.8 6 9 3X12 2. 0 0'F1 _2 5.,2 2X3 11 M 7 0 Plate Offsets (X,Y)-- [2:0-1-15, 1, [4:0-4-0,0-2-3], [TO-0-2,Edgel I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 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 n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 147 lb FT = 0% LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Horz 2=-1 49(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sh TOP CHORD 2-3=-5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6=-2448/15E BOTCHORD 2-11=-3071/5219, 10-11=-1590/2874,9-10=-1738/2968, 7-9=-173 WEBS 3-11=-419/443, 4-11=-1466/2647, 4-10=-812/448,5-10=-205/487, 6-9=0/272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lull 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 nonconcurre 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in will fit between the bottom chord and any other members, 7) Bearing at Joint(s) 2 considers parallel to grain value using ANSIfTPI 1 angle to capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of v 2=803,7=803. BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-0-2 oc bracing. 6-7=-3169/1993 1 0=-785/575, DL=3.Opsf; h=14ft; B=52ft; L=3411t; eave=6ft; Cat. 13, Interior(l) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 r DOL=1.60 plate grip DOL=1.60 with any other live loads. areas where a rectangle 3-6-0 tall by 2-0-0 wide formula. Building designer should verify 100 lb uplift at joint(s) except at=lb) Thomas A. Albani PE No.39330 MiTek USA, Inc. FIL Cart 6634 $904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 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 verty the applicability of design par6moters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MeW Is always required for stability and to prevent collapse \vlfh possible personal Injury and pr�perfy damage. For general guidance regarding the falarcatiom storage, delivery, erection and bracing of trusses and truss SYstems� SeeANSI/TPI I Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Plexandfla, VA 22,314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62'Gran Car on III with porch T13302394 M11323 AB SPECIAL 1 1 1 Job Reference (optional) L;rramDers I russ, Inc., t-on: vierce, I-L "- 8-8-4 00 8-8-4 4.00 F1 2 2x3 -�Z- 3 20 1 2 6 3x12 2.00 F1 2 3-3-12 1 0. IOU boup 104m I I IvIl 1 111- V­U F­ I I — 1 ­1 — I I I QUI I 1 SX6 = I 2x3 11 5xB 3x4 4 21 5 6 22 7 13 Sxl 2 MT1 SHS 12 11 5x12 = 3x4 2X3 8 10-6-4 20-4-81 ��2� 34-0-0 10-6-4 1 9-10-4 1 1 -7-� 12-0-0 Plate Offsets (X,Y)-- [2:0-1-15, Edge], fTO-5-8,0-2-81 I LOADING (psf) SPACING- 2-0-0 CS11. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate GrIp DOL 1.25 TC 0.78 Vert(LL) 0.65 12-13 >624 360 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- TOPCHORD 2X4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0,9=1312/0-8-0 Max Horz 2=-1 29(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when sh TOP CHORD 2-3=-5488/3444, 3-4=-5117/3183, 4-5=-8911/2497, 5-6=-2576/17-i 7-8=-2663/1762, 8-9=-3021/1971 BOTCHORD 2-13=-3143/5224,12-13=-1 95613292, 11-12=-1 369/2481, 9-11 =-1 WEBS 3-13=-396/420, 4-13=-1028/1721, 5-13=-3001797, 5-12=-894/601, 7-12=-294/391, 7-11 =-374/691, B-1 1 =-535/502 9-3-4 Scale = 1:60.6 r C6 23 0 1� 6 45 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 154 lb FT = 0% BRACING- TOPCHORD Structural wood sheathing.directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 3-11 -11 oc bracing. 6-7=-2586/1779, 2=-265/263, 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.?pST; BCDL=3.opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-0 Exterior(2) -1-0-0 to 2 1 14-13, Interion(l) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 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 nonconcurrenl: 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. 1 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designershould verify capacity of bearing surface. 1 8) Provide mechanical connection (by others) of truss to bearing plate capaDle OT W insianding 100 lb uplift at joint(s) except at=lb) 2=803,9--803. Thomas A. Albani FE No.36330 MiTek USA, Inc. FL Cart 6634 0904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 AQ, WARNING- Verify de.Ign parameters and READ NOTES ON THISAND INCLUDED MIIEK REI� VIANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITek& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verily the applicability of design pardmeters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or ctiDrd 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. seeANSIMI I Quality Criteria, DSB-89 and BCSl Building Component 6904 Parke East Blvd. Safety Informoflon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandfla, VA 22314. Tampa, FIL 33610 Job Truss Truss Type pty Ply 62'Gra nd Carlton III with porch T13302395 M1 1323 Ag HIP 1 Job_ eference (optional) (;nambers I russ, Inc., t-on: Fierce, M . . F -- . . I . . - -- -- -- — ID:_etClcxC3ixVV?huls?ypJyuFUK-3FgBdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?oj8ziuKF -7-15 0-0- 15-2-14 20-4-0 g4 - I II) Ll 4-,1 34-0-0 -T -7-15 11-0-01 0 L34 10 5-2-14 5-1-2 6 1V 11 0--0 67- Scale = 1:58.6 2 3X5 = 22 4x4 = I 2x3 11 3X4 = 4.00F1-2 4 24 529 26 6 27 2x3 3 23 is 14 3X8 =* 3X6 4x8 7 13 12 11 6x8 = M = 3x4 2x3 8 28 �2 9 10 t2 3x5 Z- 1 10-0-0 Plate Offsets (X,Y)-- [2:0-0-14,Edgel,[7:0-5-4,0-2-01,[9:0-3-14,0-1-81 10-4� LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 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 WB 0.89 Horz(CT) 0.02 13 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 156 lb FT=O% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=663/0-8-0, 9=346/0-8-0. 13=1616/0-8-0 Max Harz 2=1 09(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LO 10), 13=-928(LO 10) Max Grav 2=685(LO 19), 9=386(LC 20), 13=1 616(LC 1) FORCES. (1b) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when sh wn. TOPCHORD 2-3=-1 275/1025, 3-4=-913[708, 4-5=-8291705, 5-6=-565/807, 6-7= -565/807, 7-8=-1 04/278, B-9=-341/235 BOTCHORD 2-15=-836/1187,13-15=-341309,11-13=-2561348, 9-11 =-1 24/304 WEBS 3-1 5=-425/50115-15=-444/66515-13=-1215/1079, 6-13=-264/300, 7-11 =-255/396, 8-11 =-461/521, 7-13=-837/703 1 NOTES - I ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDIL-4.2psf; LCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1_-O-O to � 1 -4-13, Interlor(l) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 10-0-0, Interion(l) 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; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurren't 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. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ib uplift at joint(s) except Ot=lb) 2=430,9=249,13=928. Thomas A. Albani PE No.39380 MiTok USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 I WARNING - Verify design parameter. and RE417 NOTES ON THIS AND INCLUDED MIKEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE Design valid for use only with MI1ek8 connectors. This design Is based only upon parameters shown, and Is for an Individu6i building component. not a truss system. Before use, the building designer must verify the applicability of design paiameters and properly Incorporate this design Into the overall bullcHing dQsIgn. Bracing Indicated Is to bucklIng of Individual truss web and/or chordimembefs only. Additional temporary and permanent bracing MiTele prevent Is always required for stability and to prevent collapse with possible personal Injury and pi,operty damage. For general guidance regarding the fabricatiort storage, delivery, erection and bracing of busses and it= systems, seeANSI[TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Mexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type aty Ply 62'Grand Carlton III with porch T13302396 W11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1 8.130 s Sep 15 2Oi7 MiT ek indusifies, inc. Vved reu 21 14A u'ou ev to ragtil i ID:_etClcxC3ixVV?huls?ypJyuFUK-XSEZqgLDhnOwiDx?cO6cpTEfaGKGyBpOvzlMFbziuKE 8-0-0 17-0-0 1 Ll 1-.0 L2-1 2 34-0-0 �5-O-Q 5-10-15 -0-0 8-0-0 --00 -0 131-11--11 3%2 8 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 4.00 F1 —2 1 2 6 3X5 8-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLIL 0.0 BCDL 10.0 LIUIMEIER- TOP CHORD 2X4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 4x4 11 14 7x10 4 3)(6 3 13 49 10 29 28 27 26 3X6 11 3x6 = 6x8 6x8 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITP]2014 Scale = 1:60.6 17 6x10 Z:Z 19 =��22 23 it2 I �2 25 24 6 3X6 = 6x8 = 4x4 34,0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 BC 0.57 Vert(CT) -0.24 29-32 >552 240 WB 0.98 Horz(CT) 0.02 22 n1a n/a Matrix -MS Weight: 194 lb FT=O% BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-5 oc pudins. Except: I Row at midpt 8-21 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-1 79(LC 6) MaxUplift All uplift 100 lb or less atjoint(s) except 2=-351(LC 8), 27=-1 168(LO 8), 26=-1495(LC 8), 22=-625(LC 8) 1 MaxGrav All reactions 250 lb or less at joint(s) except 2=487(L(; 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 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=-588/1209,116-18=-5d8/l209, 18-20=-2230/1280, 20-21=-2230/1280, 21-22=-2271/1263 , 6-9=-1126/305, 9-11=-106/363, 11-14=-1931412,14-17=-94/271,19-21=-143/272 I BOTCHORD 2-29=-247/677, 27-29=-189/540, 26-27=-779/446, 24-26=-411/653, 22-24=-1083/2108 WEBS 3-29=-500/1176, 3-27=-1 766/911, 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�608/51�14,19-20=-335/305' 14-15=-5561407, 11-12=-254/54 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--4.2psf;IBCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; 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 poncling. 4) All plates are 2x3 MT20 unless otherwise indlcated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in �11 areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end With 8-0-0 end setback. 9) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support �concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 Ito down and 461 lb up at 8-0-0 on bottom chord. The design/,selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are notedlas front (F) or back (B). Thomas A. Alban! PE No.39380 MiTak USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ndard WARNING- Verify design paranteters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-74173 rev. 1=12016 BEFORE USE. Design valid for use only with MlTek6 connectors. This design Is based only upon parametlars shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery; erection and bracing of trusses and truss System% seeANSI/TPI I Quality Criterlo, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instflute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply . Ply 162' Grand Carlton I I I with porch T13302396 M111323 GRA HIP Job Reference (optional) -- ---- ---- - Chambers I russ, Inc., i-ort Fierce, t-L 0. j au . Q.P j u �v j 1 -1 . 1. .. ...' ..1. I D:-etC 1 cxC3ixVV?huls?ypJyuFUK-XSEZqgLDhnOwi Dx?c06cpTEfaGKGyBpOvzlMFbziuKE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=--20, 3-111-126(F=-72), Concentrated Loads (lb) Vert: 29=-641 (F) 24=-641 (F) 11-21=-126(F=-72) AQ, WARNING - VerIfy design parameters and READ NOTES�ON THISAND INCLUDED MITEKR EIFERANCE PAGE M11-7473 rev. 10/WNO15 BEFOREUSE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must vedfy the applicability of design pdrameters and properly Incorporate this design Into the overall bulldling design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always required for stability and to prevent collapse with possible personal Injury and �roperty damage. For general guidance regarding the fabrical(ort storage, delivery, creation and bracing of trusses and truss systems- seeANSI/TPI I Quality Criteria, DS13-89 and BCS1 Building Component Safety Information available from truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22,314. 6904 Parke East Blvd. Tampa, Fl- 33610 Job Truss Truss Ty a Qty Ply 62' Grand Carlton I I I with porch W11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MITek industries, Inc. Wed Feb 21 14:20:0120118 Page 1 ID:SrRaEyyrqO4M78G4raWBLWyuFUJ-TqMKFrNTDOedyW4NkR84uuKlw4—?Q6XhNGETJTziUKC B-0-0 _-8 0 1 17-0 �O 0 4-00 26-0-0 34-0-0 B-0-0 8_ 1 i - �11 V"o i L5- 3-4-0 3.-4_ 5-8-0 8-0-0 5x8 MT118HS WO 5x8 MT1 8HS 4.00 F1 _2 2x3 11 �46 = 2x3 i I 6 Plate Offsets LOADING (ps' SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BOLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP[2014 LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-14,7-13:2x6 SP No.2 34-0-0 6-8-0 Scale = 1.58.6 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TO 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 244/190 WB 0.90 Horz(CT) 0.06 9 n/a n/a Matrix -MS Weight: 153 lb FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOTCHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 1 Row at midpt 3-14,8-13,6-13 REACTIONS. Qb/size) 2=1269/0-8-0,13=4057/0-8-0,9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Grav 2=1 451 (LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when slown. TOPCHORD 2-3=-3625/1950, 3-4=-2080/i236, 4-6=-2080/1236, 6-7=-1296/2589, 7-8=-1296/.2589, 8-9=-751/370 1 BOTCHORD 2-16=-1729/3460,14-16=-1753/3525,11-13=-262f733,9-11=-24i'1/668 WEBS 3-16=-435/1209, 3-14=-1 552t774, 4-14=-837/691, 7-13=-878f713' 8-13=-3635/1 919, 8-11=-432/1204, 6-14=-1453/2814,6-13=-3198/1807 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=4.2pJ BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional); Lumber DOL=1.60 plate grio, 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 nonconcurr6nt with any other live loads. 6) * This truss has been designed for a live load of 20.Opsi on the bottom chord 19 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 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The designiselection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are note dI 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: 1-3=-54, 3-8=-131(F=-77), 8-10=-54,16-17=-20,11-16=-49(F=-29),11-20=-20 0 1�62 6 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 WARNING- VerIfy design Parameters and READ NOTES ON THIS AND INCLUDED MEK4,EFERANCE PAGE M11-7473 rev. 10YOW015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the aWicaNlity of design pbrameiers and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or �chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. sceANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I nformahon available from Truss Plate Institute, 218 N. Lee Skeet, Suite 312, Alexandria, VA 223114. Tampa, FL 33610 Job Truss Truss Type i ply Ply 62'Grand Carlton III Wth porch T13302397 M11323 GRB HIP Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 1 6=-641 (F) 11 =-641 (F) ti.13u s bep lbzul I miieK Industries, inc. Wee reo zi iczu:ui euio rage e ID:SrRaEyyrqO4M78G4raWBLWyuFUJ-TqMKFrNTDOedyW4NkR84uuKlw4�?Q6XhNGETJ.TziuKC ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MliEK REFERANCE' PAGEMII-7473 rev. lafD3)2015 BEFORE USE. Design valid for use only with Mr1ek9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a Russ system. Before use. the building designer must verity the applicability of deq gn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual Iruss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse wilh possible personal Injuryland property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems. seoANSI/TPI I Qualify Criteria, DSB-89 and 8CS1 Building Component 6904 Parke East Blvd. Safety Information available from Iruss Plate Institute. 218 N. Lee Street, Suite 312. Mexanddo. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 62'Gran art n III with porch T13302398 t�l 1323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 -1-0-0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 '4.00 F12 3x4 = B. 1 3o s 6ep 15 2011 Mi Tek i ndustries, inc. Wed t-el) ;e I 14:20:0 1 20 18 Page i ID:xl ?zSIzTbJCDI IrGPH 1 QukyuFUI-TqMKFrNTDOedyW4NkR84uuKBb47aQKfhNGETJTziuKC 2-0-0 2-0-0 Scale = 1:7.8 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 BC 0.07 Vert(CT) -0.00 7 >999 240 WB 0.00 Horz(CT) -0.00 3 n1a n/a Matrix -MP Weight: 8 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. I BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical,2=141/0-8-0,4=22/MechanicaI 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) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wilult Shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps'l', BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) z.n,,C_,C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable o� withstanding 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTak USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING- VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Ull-7473 rev. 10103J2015 BEFORE USE. Design valid for use only with IVIITek6 connectors. This design Is based orgy upon pclra�neters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design! parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/pr chord members only. Addiflonal temporary and permanent bracing MiTek' prevent 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 system% seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from In= Plate Institute. 218 N. Lee Street, Suit,- 312, Aleiandfla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Py Ply 62'Grand Carlton III with porch T13302399 W11323 J4 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek industries, Inc. Wed Feb 2i 14:20:02 20118 Page 11 ID:PDYLfd 5MdK4MSQTz?ZfRxyuFUH-ylwiTBN5—imUZgfal8fJR6s[—UP79nvqbwzOswziuKB 4-0-0 1'_-0000 4-0-0 Scale = 1: 11. 1 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 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 n1a BCDL 10.0 Code FBC2017/TP[2014 Matrix ­MP Weight: 14 lb FT = 0% LUMBER- BRACING- TOPCHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechan'ical Max Harz 2=1 04(LO 10) Max Uplift 3=-80(LC 10), 2=-161 (LC 10), 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when!shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psif; BCDL=3.Opsf; h=14ft; 13=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,CIC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcur I rent 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. 1 5) Provide 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 7 lb uplift at joint 4. i I Thomas A. Alban! PE No.39380 Walk USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,& WARNING - Verify desiqn parametersand REW NOTES ON THIS AND INCLUDED MITE K REFERANCE PAGE 1411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek8 connectors. This design Is based only upo parometers shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of deslg� parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatiom storage, delivery, erection and bracing of trusses and truss systems. seeANSI/IPI I Quality CrIterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sulte 312, Mexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62'Grand Carlton III with porch T13302400 4111323 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 6-0-0 8.130 S bep 15 2011 Mi (ek industries, Inc. vved Feb 2n 14:2u:u;j zuib Page i i7xSx—c—fXi4uzgyuFUG-QDT4gXOklOuLBqEmrsBYzJPUDtd4uEgzqajZOMziuKA LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud TCLL 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 BCLL 0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10 Code FBC2017/TP12014 Matrix -MP LUMBER ­ TOP CHORD 2X4 SP M 30 BOT CHORD 2x4 SP No.3 Scale = 1: 14.6 PLATES GRIP MT20 244/190 Weight: 20 lb FT=O% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mochanical I Max Horz 2=1 42(LC 10) Max Uplift 3=-1 31 (LC 10), 2=-1 94(LC 10), 4=-8(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4 =102(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whe�i shown. NOTIES- 1) Wind: ASCE 7-10; Vult=165mph (3-secohd gust) Vasd=128mph; TCDL=4.2p'sf; BCDL=3.opsf; h=14ft; B=52ft; L=34ft;eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;G-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 J 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcyrrent 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 3-6-6 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 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. Thomas A. Albani PE No.36380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 ,& WARNING - Verify design parameters andREAD NOTES ON -THIS AND INCLUDED M�EKREFERANCE PAGE M11­7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 connectors. This design is based only upon pdrameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildIng design. BracIng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stab4lity and to prevent collapse with possible personal Injuryland property damage. For general guidance regarding the M, iTelic fobticaliorL storage, delivery, erection and bracing of trusses and truss systems, S66ANSI/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, A, lexandita, VA 22314. Tampa, FIL 33610 Job Truss Truss Type aty Ply 62'Grand Car ton w I porch T13302401 1A 11323 JB MONO TRUSS 20 1 I Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Oil �3u s oep I* ZU11 1V111BK 111=51.iieb, inu. vv�u rvu 4i t�­­4ujo rag. j I D:tP6jtz-j7xSx_c�_fXi4uzgyuFUG-uPI SutPMWJOCp-pyPZinWXybuH5UdhP73ES7wozI uK9 8-0-0 -1, - —00--00 8-0-0 R-1— 1-17 A 3x4 -- 8-0-0 Plate Offsets (X,Y)-- [2:0-3-14,0-1-81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/def] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1�25 TC 62 Vert(LL) 0.26 '4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.381 Vett(CT) -0.30 4-7 >319 240 BCLL 0.0 Rep Stress Incr YES WB 0.001 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP I Weight: 26 lb FT=O% LUMBER- BRACING- TOPCHORD 2,x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 SID M 31 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Horz 2=1 80(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Gray 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wh6n shown. NOTES- 1) Wind: AS C E 7-10; Vult=l 65mph (3-second gust) Vasd=1 28mph; TCDL=4.z psi; nU U L=,I.upsf; h= 1 4ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-o-6 to 2-4-13, Interior(l) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other.live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall.by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide r�echanlcal connection (by others) of truss to bearing plate capabl� of withstanding 175 lb uplift at joint 3, 228 lb uplift at joint 2 and 15 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33GI 0 Date: February 21,2018 ,& WARNING - Verify design parameters andRE4D NOTES ON THIS AND INCLUDED MirrEI(REFERANCE PAGE AM-7473 rev. 1010312016 BEFORE USE. Design valid for use ordywith MITekO connectors. Thisclesign Is based only upon!parameter. shown. and Is for an Individual bUliding 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 buildingdesign. Bracing Indicated Isio prevent buckling ofindividual frusswebland/or chord members only. Additional temporary and permanent bracing MW Is always required for stability and to prevent collapse with possible personal Inj property damage. For general guidance regarding the fabrIcallom storage. delivery, erection and bracing of trusses and truss system%=I/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, FIL 33610 Job Truss Truss Type Oty Ply 62'Grand Carlton III with porch T13302402 V11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s 6ep 15 201 / Mi I eK inaustries, Inc. vvea i-el) ZI 142U:Ub zui ts Hage i ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-Mcbr5CCLHd83QBOgzHD02kUrohRsMIVGHuCgSEziuKB 7-3-4 11-3-0 7-3-4 3-11-12 Scale = 1:20.3 3X4 = 7-3-4 11-3-0 7-3-4 3-11-12 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 1 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TODL 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' I Horz(CT) 0.02 6 n1a n/a BCDL 10.0 Code FBC2017/-rP]2014 Matrix -MS I Weight: 44 lb FT=O% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOTCHORb 2X4 SP M,90 BOTCHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201 /Mechanical, 2=466/0-11-5, 6=576/Mochanical 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) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1 151/523 BOTCHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236/755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.�psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate�grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncon6urrent With any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom cho�,d in all areas where a rectangle 3-6-6 tall by2-0-0 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 witnstancling 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 lb uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.20 Uniform Loads (plf) Vert: 1-2-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), 8=0(F=10, B=-18) Thomas A. Albani PE No.39380 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 3361 D Date: February 21,2018 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1ffEK REFERANCE PAGE M11-7473 rev. 10103,2016 BEFORE USE. Design valid for use ody with MllekS connectors. This design Is based only upon,'parometers shown. and Is for an Individual building component, not a truss system. Before use, the building designer must Verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss webland/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 regardling the fabrication, storage, delivery, erection and bracing of trusses and truss systems� peeANSI/TPI I Quality CrIterla, DSM9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312. Mexandfla, VA 22314. Tampa, FIL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/�' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. --t- For 4 x 2 orientation, locate plates 0-11i�' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. *Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4-x-4 fo—sIcits.-SeFcond-climension is- — — the length parallel to slots. LATERAL BRACING LOCATION 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, Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths I(Drawings not to scale) 2 3 TOP CHORDS 0 o 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- 1311, ESR- 1352, ESR 1988 -ER-3907_ESRr2362,_ESR-L397, ESR-3282-- 0 C_V 0 :E 0 0- 0 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TIPI 1 section 6.3 These truss designs rely on lumber values established by others. @ 2012 MiTek@ All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property, - Damage or Personal Injury 1 . Additional stability bracing for truss system, e.g, diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock 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 at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed I W. at time 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 camber for dead load cleflection. orlentatio 11. Plate type, size, -n-,tfn-d-loc�ation-dimensions-- indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. T5. Connectiions 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 ANSIfTPI 1 Quality Criteria.