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HomeMy WebLinkAboutTRUSSLumber design values'are,in accordance with ANSI/TPI 1 section 6.3 These truss design's rely on lumber values established by others. 0 MiTek *�Qgl RE: M1 1323 - 62'd4nd Carlton III with porch Site Information: Customer Info: WYNNNE DEVELOPEMENT CORP Lot/Block: Subdivisii Address: N/A City: PORT ST LUCIE State: FL Name Address and License # of Structural Engini Name: Address: City: General Truss Engineering Criteria & Design Loading Conditions): Design Code: FBC2017/TPI2014 Wind Code: ASCE 7-10 Roof Load: 37.0 psf .-'2- MiTek USA, Inc. 6904 Parke East Blvd. �Epyl 5ff610-4115 Project Name: M1 1323 Mode er of Record, If there is one, for the building. License #: - State: (individual Truss Design Drawings Show Special Design Program: MiTek 20/20 8.1 Wind Speed: 165 mph Floor Load: N/A psf This package includes 13 individual, dated TrussiDesign Drawings and 0 Additional Drawings. With my seal affixed to this sheet, Yhereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I S6al# Truss Name Date = Ti�q�� 2/21/18 12 1 T1 33023911 A5 2/21/18 1 13 JT13302392JA6 12/21/18 1 14 JT13302393JA7 (2/21/18 1 15 IT13302394IA8 12/21/18 1 16 1 T1 3302395 1 A9 12/21/18 17 1 T1 3302396 1 GRA 12/21/18 18 __LT1 3302�97 I GR B 12/21/18 J 19 IT13302398IJ2 12/21/18 110 IT13302399IJ4 12/21/18 Ill IT13302400IJ6 12/21/18 112 IT13302401IJ8 12/21/18 113 1 T1 3302402 1 KJ8 2/21/18 The truss drawing(s) referenced above have b&n. prepared by MiTek 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 Florioa is February 28, 2019. IMPORTANT NOTE: The seal on'these truss that the engineer named is licensed in the jurisdiction designs comply with ANSI/TPI 1. These designs are shown (e.g., loads, supports, dimensions, shapes ani given to MiTek. Any project specific information inch file reference purpose only, and was not taken into a( these designs. MiTek has not independently verifiedi parameters or the designs for any particular building.' should verify applicability of design parameters and � into the overall building design per ANSl/TPl 1, Chaol ,omponent designs is a certification 6) identified and that the )ased upon parameters design codes), which were ded is for MiTek's customers ,ount in the preparation of he applicability of the design Before use, the building designer 3perly incorporate these designs ,r 2. 01111111 Ur sit.. ... A N o 3 0 TATE OF 4U % Thomas A. Marl PE No.39380 MlTek USA, Irc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Albani, Thomas 1 of 1 Job Truss Truss Type �ty Ply 62'Grand Carlton III with porch T13302390 M11323 A COMMON 9 _ _ ob ele,ence (optional) '�7 ; i � ; i — A C­ n4 4A 4n CQ nn4O D 4 Chambers Truss, inc., Foii Pierce, rL Z 1 ��' Z U ID:a3B4Pa,,�r'�'n'Zw'eXyJckSFBgyu�UN-iltlua6G;6.dIn ITrGI?CZC IGrGmYZaVXlillxziuKK -1 3 12-4-13 17-0-0 21-7-3 L7 43 34-0-0 �11_0040 2_17-i 5_9_0 4-7-3 4-7-3 6-7-13 T-0--ol Scale 1:57.8 4.00 F1 _2 1 1 4x5 1 6 27 2x3 11 25 2 28 2"3 11 3x6 5 7 3x6 3x4 4 3x4 3 9 24 29 10 It @ I.A 6 6 17 16 is 30 31 U 13 12 2x3 11 4x6 &B 3x8 4x6 2x3 11 3x6 3x6 12-4-13 21-7-3 L7 4-3 34-0-0 4— 6-7-13 5-9-0 1 9-2-7 >_;_o 6-7-13 Plate Offsets (X,Y)-- f2:0-0-2,Edgel, [10:0-0-2,Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl 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 1.26 BC 0.68 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 Rep Stress Incr YES WB O.,b5 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 163 lb FTn0% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-7-12 oc puffins. BOTCHORD 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=136210-8-0 Max Horz 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: henshown. TOPCHORD 2-3=-3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7=­�77012152, 7-9=-2771/2031, 9-10=-3419/2395 BOTCHORD 2-17=-2132/3213,15-17=-2132-/3213,14-15=-1269/2000�il2-14=-2132/3213, 10-12=-2132/3213 WEBS 6-14=-635/983, 7-14=-313/362, 9-14=-689/499, 6-15=-61/983, 5-15=-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--4.2pSf; 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) I L 1 -0-0 to 2-4-13, Interior(l) 2-4-13 to 13-7-3, Exteflor(2) 13-7-3 to 17-0-0, Interlor(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 no concurrent 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 L 1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate -c, I i'pable 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 lb up at 15-0-0, and 50 lb down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 1 7) In the LOAD CASE(S) section, loads applied to the face of the truss I 'are noted as front (F) or back (B). LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase=1.' 25, Plate IncreaseL1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-11 =-54, 18-21 �20 Concentrated Loads (lb) Vert: 26=-50(F) 27=-50(F) 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 MOTES ON THIS AND INCLUDEDMiTEKREFERANCE PAGE Mll-7473 rev. IOM312015 BEFORE USE Design valid for use only with MITek0 connectors. This design Is based only bpon parameters shown. and Is for an Individual building component, not a it= system. Before use. the buildIng designer must vedfy the applicabilily of design parametets and properly Incorporate this design Into the overall Bracing Indicated is to buckling Individual truss web andlor chord members only. Addiflonal temporary and permanent bracing MOW building design. prevent of is always required for stability and to prevent collapse with possible perso6al Injury and property damage. For general guidance regarding the fabricallorr, storage. delivery. erection and bracing of trusses and truss sys ems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Iruss Plate Institute, 218 N. Lee Street St. te 312, Plexandfla, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss I Truss Type qty Ply 62'Grand Carlton III with porch T13302391 M 11-.23 A5 SPECIAL 9 1 Job Reference (optional) a 430 s Se 15 2017 MiTek!ndustries !nc Wed Feb 21 141a:54 201A PAnP I Chambers Truss, inc., ruit riefue, rL I r . -1 . lD-2GIScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFldcR2lqTWR6QXpvF)(__HlUfmhlbZNziuKJ 7-8-5 'Tog �� 45 17-0-0 0 8 4, - 34-0-0 -04 VO-0 Oil Voo 7-8-5 6-5-12 �4 82 7-8.0 Scale 1:59.8 4. 0 0 F1_2 5xB I I 2x3 11 2x3 11 5x6 WB-- 22 7 3x6 2x3 zz� 4 5 8 3x4 3 21 23 14 10 1110 5x1 2 MT1 8HS 13 12 5x12 2x3 11 Sx6 3X12 2.00 F1 _2 10-6-4 20-4-8 26-4-0 34-0-0 10-6-4 9-10-4 5-11-8 7-8-0 Plate Offsets (X,Y)-- f2:0-1-15, Edge], [4:0-3-0, Edge], f1 0:0-0-6,Edgel i LOADING (psf) SPACING- 2-0-0 C St. �5 DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0. Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0A0 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017fTP]2014 Matrix -MS f Weight: 155 lb FT = 0% LUIMBER- BRACING - TOP CHORD 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 Harz 2=-1 79(LC 8) Max Uplift 2=-803(LC 10), 1 0=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=--2 - !424/1902, 7-9=-2462/1813, 9-10=-3195/2210 -14=-1305/2115,12-13=-1948/2995 , 1�10-12=-1948/2995 BOTCHORD 2-14=-3466/5266,13 WEBS 3-14=-355/314, 5-14=-293/354, 6-14=-2175/3326, 6-13=-279/534, 7-13=-237/277, 9-13=-786/560, 9-12=0/269 1 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; T D 2pst, BCD L=3.0psf; h=1 4ft; B=52ft; L:�:3411; eave=6ft; Cat. C I 11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterion(2) - J-0-0 to 2-4-13, Interior(l) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interlor(l) 20-6-4 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) 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 6hord 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) 2 considers parallel to grain value using ANSI/TPI 1 jangle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb) 2=803,10=803. Thomas A. Albani PE No.39380 MiTsk USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 WARNING -Verify desig. parameters and READ NOTES ON THIS AND INCLUDFD MITEKREFERANCE PAGE Mll-7473 rev. 10103)2015 BEFORE USE Design valid for use onlywith MiTek8connectors. ThIsdesIgn Is based ly u n parameters shown. and Is for an Individual bullding component. not a truss system. Before use, the building designer must v pplicabill I sign parameters and properly Incorporate this design Into the overall .dfy lt� de building design. Bracing Indicated Is to prevent buckling of Individual trussFeb and/or chord members only. Additional temporary and permanent bracing WeW Is always required for stability and to prevent collapse wilh possible personai injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. seeANSI/IPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Sultd 312, Mexandfla. VA 22314. Tampa, FL 33610 Job Truss Truss Type 9ty Ply 62'Grand Carlton III with porch T13302392 M 11 �',423 AB SPECIAL 1 Job Reference (optional) unamDers truss, Inc., t-on merce, I- -I_ 2 6 4.00 FIT 6�8 2x3 -Z�, 5x6 WB�� 34 21 W2 ;z 2.00 F1 _2 14 5x12 MT1 BHS ?5.1,5v 5 0ep I OZU I I lvll I er, I nuubli let" 111U. VVeu reu � I 14� I U;00 eu I o rdye I ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fh 3?olieYtUEbdENAlgfd4?AftlOQoo-Lns6qzjuKI �4 8 25-11-15 34-0-0 so '8 0-0 1 0 Wo Y-� _0 L2 5-7-7 8-0-1 5x6 6 13 ------- W-1 3x4 ZZ 12 5x6 = 3x4 -- 5X6 WB::z7 7 8 22 Scale = 1:61.9 9 10 U) 17 C? 0 3X6 10-6-4 0 22 ��O� 8 25-11-15 34-0-0 10-6-4 i ffl- 4-4 5-7-7 8-0-1 Plate Offsets (X,Y)-- f2:0-1-15, Edge], [3:0-3-0,Edgel, [5:0-4-0,0-2-31,17:0-2-7,lEdgel, [9:0-0-6,Edgel LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS I Weight: 157 lb FT � 0% LUMBER- TOPCHORD 2X4 SP M 30 -Except' 3-6,6-7: 2x4 S P M 31 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 �vhen shown BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. TOPCHORD 2-4=-549113336, 4-5=-509513071, 5-6=-2314/1551, 6-8=- 398/1533 8-9 -319911981 BOTCHORD 2-14=-3040/5224,13-14=-1 195/2361, 12-13=-1 123/2199,,111-12=-1 �3�/ZIOI, 9-11 =-1 731/3001 WEBS 4-14=-492/513.5-14=-1707/2959,5-13=-405/196,6-13=-il79/522 8 12- 893/660, 8-11 =01303 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'i=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 Exterlor(2) -ti-0-0 to 2-4-13, 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 nonlconcurrent with any other live loads. 6) * 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. 1 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1 8) Provide mechanical connection (by others) of truss to bearing plate c6pable of withstanding 100 lb uplift at JoInt(s) except at=lb) 2=803,9=803. 1 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 I WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. I&ON2015 BEFORE USE -- Design valid for use only vAth MffekG connectors. This design Is based rameters shown, and Is for an Individual building component. not a truss system. Before use. The building designer must verify the appliconilylituy rofnirsign parameters and properly Incorporate this design Into the overall W1, building design. Bracing Indicated Is to prevent buciding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stabIlity and to prevent collapse vAfh possible personal Injury and properly damage. For general guidance Fegardtng the fabfication, storage, delivery. erection and bracing of trusses ancitrusssyst' S. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from TFUSs Plate Institute. 218 N. Lee street, SulfrAZ Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type �ty Ply 62' Grand Carlton I I I with porch J13302393 M 11,;23 A7 SPECIAL I Job Reference (optional) unamoers I russ, Inc., t-ori t-ierce, M B-10-10 4-0-0 "10 -1 8-10-10 15_1 _6 .. . — . —Ij , . — , , .." , .. .1— � I .. I .. — . — .— � U� ID:WSJqpGwaIPpeur6hkgUjG5yuFUL-7tYRC7JLPsOLr[CQxuZvBfcAj3DQIsZXD�W,eG,iuK� 34-0-0 5-0- 8-0-1 �1 _04 Scale 1:60.8 5X8 5X6 4 4.00F1_2 5 2x3 3x4 zZz 3 6 18 19 2 7 8 t2 5xl2MT18HS= 91 6 10 9 5x12 2x3 11 3X6 3xi 2 2.00 F12_ 10-6-4 20-4-8 2%.171 15 34-0-0 %�_l 10-6-4 31 6-4-8 8-0-1 Plate Offsets (X,Y)-- f2:0-1-15, Edge], f4:0-4-0,D-2-31, [7:0-0-2, Edgel LOADING (psf) SPACING- 2-0-0 CS1. DIEFL. In (loc) Well Lid 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 0.60 Vert(CT) -1.10 10-11 >369 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017fTP12014 MatrIx-M I S Weight: 147 lb FT = 0% LUMBER- BRACING- TOPCHORD 20 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2x4 SID 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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6=-�448/1599, 6-7=-3169/1993 BOTCHORD 2-1 1=-3071/5219, 10-1 1=-1590/2874,9-10=-1738/2968, 7�9=-11738/2968 WEBS 3-1 1=-419/443, 4-1 1=-1466/2647, 4-10=-812/448,5-10=-205/487, 6-10=-785/575, 6-9=0/272 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCD L�=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) - �_0-0 to 2-4-13, Interior(l) 2-4-13 to 31-7-3, Extedor(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 pondinj 4) All plates are MT20 plates unless otherwise IndicatEt 5) This truss has been designed for a 10.0 psf bottom rl�ord live load norlLcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom ichord 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 ANSIrrPI 11 angle to grain formula. Building designer should verify capacity of bearing surface. 1 8) Provide mechanical connection (by others) of truss Ito bearing plate capable of withstanding 100 lb uplift at JoInt(s) except at=lb) 2=803,7=803. 1 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING - VarW design parameters andRE4D NOTES ON THIS AND INGUIDEDMITEKREFERANCE PAGE M11-7473 rev. 10103)2015 BEFORE USE, Design valid for use only with Milek(E) connectors. This design Is based only dpon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must vedfy the app4icabfllq building design. Bracing Indicated Is to buckilng of Individual ffuss�web of design parameters and properly Incorporate this design Into the overall and/or chord members only. Additional temporary and permanent bracing MiTek* prevent is always required for stability and to prevent collapse with possible personpi Injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANSIIWI 1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Sullie 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T13302394 M11323 A8 SPECIAL Job Reference (optional) (;hambers Truss, inc., Fort Pierce, FL S.Iausocp IoMi 1v111uk1nuLiSu.eS,iriC. vveu e �j j�:jv:u c age ID:WSJqpGwaIPpeur6hkgUjG5yuFUL-b36pQTKzAA8CTvncVb48k29LBTZgUMw5SfGFAiziuKG 8-8-4 15-8-4 20-4-8 4-8 2 34-0-0 0� 1 L2 50 �,N___? M-00 8-8-4 3-8-4 4-8-4 _ 13512 9-3-4 Scale 1:60.6 5X6 2X3 11 SX8 — 3X4 4.00 FIT 4 21 6 22 2x3 2 2x3 Z�- 'Z�' x3 8 - C;. .4 23 23 t2 �20 13 9 10 Ir 17 5x1 2 MT1 8HS ,x12 MT18HS— C0 6 12 11 5x12 3x4 45 3x12 2.00 FIT 10-64 20-4-8 L2 0 01 34-0-0 10-6-4 9-10-4 1 12-0-0 Plate Offsets (X,Y)-- [2:0-1-15, Edge), [7:0-5-8,0-2-81 1 LOADING (psf) SPACING- 2-0-0 CS1. i DEFL. in (loc) I/clefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC O.T8 Vert(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 154 lb FT = 0% LIUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 3-11 -11 oc bracing. 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 w . hen shown. TOPCHORD 2-3=-5488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-6=-1 1 57611770, 6-7=-2586/1779, 7-8=-2663/1762, 8-9=-3021/1971 BOTCHORD 2-13=-314315224,12-13=-195613292, 11-12=-1369/2481,,9-11=-1705/2827 WEBS 3-13=-396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12=-894/601, 6-12=-2651263, 7-12=-294/391, 7-11=-374/691, 8-11=-535/502 1 NOTES- 1) Unbalanced roof live loads have been considered for this des! 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasc1=128mgn: 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 Exterlor(2) )-0-0 to 2-4-13, Interlor(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 poncling. 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 bottoml 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) 2 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designer should verify capacity of bearing surface. i 8) Provide mechanical connection (by others) of trus§ to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Gt=lb) 2=803,9--803. 1 Thomas A. Albani PE No.39380 MiTak USA, Inc. FIL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,&WARNING -Vedly design parameters and READ NOTES Off THIS AND IAlCLUD'EDMfTEKREFERANCE PAGE M/1-7473 rev. 10,03J2015 BEFORE USE Design valid for use only vAlh MffekO connectors. This design is based orgy dpon parameters shown, and Is for an Individual building component. riot 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 �veb and/or chord members only. Addlifional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personol Injury and property damage. For general guidance regardng the fabrIcallort storage. delivery, erection and bracing of trusses and truss syst,�ms, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Taw Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type qty Ply 62'Grand Carlton III with porch T13302395 fvll.�23 Ag HIP Job Reference (optional) (;namt)ers I russ, Inc., t-on: merce, t-L C�. 6 T-0-0 152- 4 3-TT 9 114 4x4 3x4 10-4-0 D. kou � oup I a — � I Ivil I wn 111-- —, I.- 3ixVV?huls?ypJyuFUK-3FgBdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?oiI 1 �4 3�0-0 �7 4-11 34-0-0 5- 6-7-15 ?1_0 2x3 11 48 = LOADING (pst) S ACING- 2-0-0 CS1. I DEFL. In (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.35 Vert(LL) -0.18 11-21 >917 360 TCDL 7.0 Lumber DOL 1.25 BC Oj54 Vett(CT) -0.38 11-21 >432 240 BOLL 0.0 Rep Stress Incr YES WB 0189 Horz(CT) 0.02 13 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LIUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD BOTCHORD 2X4 SP M 30 BOTCHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2m663/0-8-0.9=346/0-8-0,13=1616/0-8-0 Max Harz 2=1 09(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1 616(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1275/1025,3-4=-913f7O8,4-5=-829/705,5-6=-565/ 0 6-7=-565/807, 7-8=-104/278, 8-9=-341/235 BOTCHORD 2-15=-836/1187,13-15=-34/309,11-13=-256/348 9-11J124/304 WEBS 3-15=-425/50115-15=-444/665,5-13=_1215/1079:6-13—'-264/300,7-11=-255/396, 8-11 =-461/521, 7-1 3=-8371703 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; T 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior 10-0-0, Interior(l) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zo 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 5) * This truss has been designed for a live load of 20.Opsf on the bott will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate 2=43019=249,13=928. Scale = 1:58.6 PLATES GRIP MT20 244/190 Weight: 156 lb FT=0% Structural wood sheathing directly applied or 5-11-9 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. L=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. -1-0-0 to 2-4-13, Interior(l) 2-4-13 to 5-2-5, Extedor(2) 5-2-5 to C-C for members and forces & MWFRS for reactions shown; concurrent with any other live loads. chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 100 lb uplift at joint(s) except at=lb) t2 �L C6 0 �2 16 6 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,& WARAllt[G- Verily design parameters and READ NOTES ON THIS AND INCiUDEDMirEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 connectors. This design is based oni� 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 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 MiTele Is always required for stability and to prevent collapse with possible pers�nal injury and property damage. For general guidance regarding the fabilcation, storage. delivery, erection and bracing of trumes and truss systems, seeANSI/TPI 1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from TRm Plate Institute, 218 N. Lee Street, Suite 312, Mexandfia, VA 22314. Tampa, FIL 33610 Job Truss Truss Type City Ply 62'Grand Carlton III with porch T13302396 M11323 GRA HIP I 1 1 � Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL u. i 3u s Sep i o 20i 7 Miii ek indusirie5, inc. vveu reu 2 i i -t; i ��5G 40 i a ruy� i I ID:_etClcxC3ixVV?huls?ypJyuFUK-XSEZqgLDhnOwiD)O. c06cpTEfaGKGyBpOvzlMFbziuKE 8-0-0 17-0-Of IL8 6 01 2 22 0 34-0-0 0-? B-0-0 5-10-15 1 -0 -- 4-0-0-0 -0 0 3 8 TOP CHORD MUST BE BRACED BY END JACKS, Scale 1:60.6 ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 6 3x5 3.6 11 : 6X8 3x6 = 6X8 4x4 6x8 i 3 t2 4 0 Plate Offsets (X,Y)-- [2:0-2-2,Edgel, [3:0-3-8,Edgel, [21:0-3-8,Edgel, [24:0-0-8,0-3-01, f27:0-3-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7�O Lumber DOL 1.25 BC b.57 Vert(CT) -0.24 29-32 >552 240 BCLI- 0.0 Rep Stress [nor NO I WB 1 0 1 98 Horz(CT) 0.02 22 Na n/a BCDL 10.0 Code FBC2017rrP[2014 MatrlxrMS Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOT CHORD 2x4 SP M 30 Except: WEBS .2x4 SP No.3 1 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. Qb) - Max Horz 2=-1 79(LC 6) MaxUpllft All uplift 100 lb or less atjoint(s) except 2=-351(l-C 8). 27=-1168(LC 8), 26=-1495(LC 8), 22=-625(LO 8) 1 MaxGrav All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) 1 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=-58811209, 8-12=-588/1209, 12-13=-588/1209,13-15=-688/1209,15-16=-588/1209,16-18=-q88/1209, 18-20=-2230/1280,20-21=-2230/12EI0, 21-22=-2271/i263,6-9=-l26/305, 9-1 1=-106/363, 11-14=-193/412,14-17=-94/271,19-�21- 143/272 1 BOTCHORD 2-29=-247/677, 27-29m-189/540, 26-',27=:779/446, 2416=411/653, 22-24=-1083/2108 WEBS 3-29=-500/1176, 3-27=-1766/911, 5-27=-748/622, 5-26=-546/351, 13-26=-946/617, 18-26=-2412/1474,18-24=-846/1780,21-24=-35/35 4-5=-608/514,19-20=-335/305, 14-15=-556/407,11-12=-254/54 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=14ft; B=52ft; L=3411t; eave=6ft; Cat. 11; Exp C; Encl., GCpl=O.l 8; MWFRS (directional); Lumber DOL=J .60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live loa I d nonconcurrent with any other I Ive loads. 6) * This truss has been designed for a live load of 20.Opsf on the b I ottorn 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 116B 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 pudin representation does not depict the size or the onentation 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-b, and 967 lb down and 461 lb up at B-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11 11) In the LOAD CASE(S) section, loads applied to If W faVV VJ Ll 1� Ll un are noted as front (F) or back (B). I Thomas A. Albani PE No.39380 MiTek USA, Inc. FIL Cert 6634 8904 Parke East Blvd. Tampa Fl. 33610 Date: February 21,2018 ,& WARNING- Verify design parameters and READ NOTES ON THISAND iNCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010=015BEFORE USE. Design valid foruse onlywith MITek9 connectors. ThIsclesign tsbasc�onlyupon parameters shown. andisforan 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 WeW 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. seeANSI/TPI 1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Str6et, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job russ Truss Typ 1�ty Ply 62'Grand Carlt n III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, I'L ts.i;jus oep io eui / MaTeK MdUbuleb, jriL;. VVWu r1VU e i i-to i�.Du ev 10 rayv C ID:—etClcxC3ixVV?huls?ypJyuFUK-XSEZq9LDhnOwiDx?co6cpTEfaGKGyBpOvz[MFbziuKE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-11,=-126(F=-72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29=-641 (F) 24=-641 (F) WARNING- Verify design paraind.. and READ iVOTES ON THIS AND MCLUDED MITEK REFERANCE PAGE MlIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based ohy upon parameters shown. and Is for an Individual bugdlng component. not a Iruss; system. Before use, the building designer must verify the appucabuity, of design 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 MiTeW Isalways requIred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regardlng the fabilcatiom storage. delivery, erection and bracing of frusses and 1pissfsystems, seeANS 17PIl 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, Maxandfla. VA22314. Tempe. FL 33610 Job Truss Truss Type oty Ply 62 ran at I n I I I with porch T13302397 M11323 GRB HIP Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep i 5 20i 7 MiTek industries, Inc. Wed Feb 21 14:20:0 1 2018 Page I ID:SrRaEyyrqO4M78G4raWBLWyuFUJ-TqMKFrNTDOedyW4NkR84uuKlw4_?Q6XhNGETJTziuKC 8-0-0 13-80 700 4 0 600 34-0-0 5-0- 8-0-0 58_ 8-0-0 q140 .3 Scale = 1:58.6 — —1.UC — I WO = 0 !�2 16 6 U6 5xr, SX6 4x6 13-8-0 -40 26-0-0 34-0-0 8-0-0 5-8-0 6- 5-8-0 B-0-0 Plate Offsets (X,Y)-- [3:0-5-4,0-2-81, [5:0-3-0, Edge], [8:0-5-4,0-2-81 LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TC;DL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB .0'.90 Horz(CT) 0.06 9 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -,MS Weight: 153 lb FT = 0% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS I Row at midpt 3-14,8-13,6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1269/0-8-0,13=4057/0-8-0,9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8). 13=-2590(LC 8), 9=-345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LO 15), 9=528(LC 14) 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3625/1950, 3-4=-208011236, 4-6---2080/1236 ' 6-7--1296/2589, 7-8=-1296/2589, B-9=-751/370 BOTCHORD 2-16=-172913460,14-16=-1753/3525,11-13=-2621733[9-1 1=-2411668 WEBS 3-16=-435/1209, 3-14=-1 5521774, 4-14--837/691, 7-1 3=-878f713, 8-13=-36351191 9, 8-11 =-432/1204, 6-14=-1 453/2814, 6-13=-3198/1807 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; TODL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpl=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) 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 bot,tom 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 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 Ito 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 design/selection of such connection device(s) Is the responsibility of others. I 10) In the LOAD CAS E(S) section, loads applied to the face of the I I �uss are noted as front (F) or back (B). LOAD.CASE(S) Standard Thomas A. Alban! PE No.36380 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Incr6ase=1.25 MiTek USA, Inc. FL Cert 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1 -3=-54, 3-8=-1 31 (F=-77). 8-1 0=-54, 'I 6-17=-20, 1 1 �1 -1 6=-49(F=-29), 11-20=-20 Date: February 21,2018 WARNING- Verify design parameters and REW NOTES ON THIS AND INCLUDED WEI(REFERANCE PAGE M11-7473 rev. 10/03)2015 BEFORE USE. Design valid for use onlywith MiTekO connectors. This design is based �niy 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 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 fabrIcatlort storage. delivery� erection and bracing of trusses and tnt� . s 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 Streot, Suite 312, Aexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 9ty Ply Carlton III with porch T13302397 M`111�23 GREI HIP i , �62'Grand Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 1 6=-641 (F) 11 =-641 (F) U30 s Sep i5 2017 MiT ek industries, Inc. vveu rev � i 1�:ev:u 1 40 18 Page ID:SrRaEyyrqO4M78G4raWBLWyuFUJ-TqMKFrNTDOedyW4NkR84uuKlw4—?Q6XhNGETJTziuKC ,& wARNtNG- verify design parameters and REW NOTES ON THIS AND,11NCLUDEDMffEKREFERANCE PAGE M11-7473 rev. lelo3,2015 BEFORE USE. for use only with MITek9 connectors. This design Is bas� dy upon parameters shown, and Is for an Individual bullding component. not Design 0 valid I cability of design parameters and property Incorporate this design Into the overall a truss system. Before use, the budiding designer must V, I building design. Bracing Irsdicated Is to prevent buckling or 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 fabricallom storage. delivery, erection and bracing of trusses and truss system% seeANSI/TPI I Quality Crilerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Str�et, Suite 312, Aexandrla, VA 22314. Tampa, Fl- 33610 Job Truss Truss Type aty Ply 62 rand Carlton III with porch I . I T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) L;nalnbers I russ, Inc., I -on Pierce, 1­-L Mou 5 oep ioeui i IVII I BK mousines, mc. Yveu rev e i i-+;eu;u i eu io r-age i ID:xl?zSlzTbJCDIIrGPHiQukyuFUI-TqMKFrNTDOedyW4NkR84uuKBb47aQKfhNGETJTziuKC -1-0-0 2-0-0 1-0-0 2-0-0 Scale = 1:7.8 LOADING (ps" - ) S ACING- 2-0-0 CS1. i DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Prate GrIp DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7 Lumber DOL 1.25 Bc 6.07 Vert(CT) -0.00 7 >999 240 BCLL 0�00 Rap Stress Incr YES WB 6.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix- I MP Weight: 8 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=38/Mechanical,2=141/0-8-0,4=22/Mec Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10). 2=-1 36(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 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=1 28mph; T 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior shown; Lumber DOL=11.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 3) * This truss has been designed for a live load of 20.Opsf on the bott 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 2 and 3 lb uplift at joint 4. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. whenshown. L=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. zone; C-C for members and forces & MWFRS for reactions concurrent with any other live loads. chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 28 lb uplift atJoInt 3, 136 lb uplift at joint Thomas A. Albani PE No.39380 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND IkCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101=015 BEFORE USE Design valid for use only wilb, MITek@ connectors. This design is based 6niy upon parameters shown. and Is for or) 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 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery; erection and bracing of trusses and " 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, AJexcnddcx VA 22314. Tampa, FIL 33610 Job Truss Truss Type 9ty Ply 62'Grand Carlton III with porch T1330239 M 11323 J4 MONO TRUSS 8 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SIP No.3 BOT CHORD 2x4 SP No.3 1-0-0 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 8. i 30 s Sep i 5 2017 Mi Tek Industries, I ne. vy eu reu 4 j 14:20:02 20 16 F age I I D: PDYLfd_5MdK4MSQTz?ZfRxyuFU H-y I wiTBN5�_imUZgfal8fJR6s[—UP79nvqbwzOswziuKB Scale = 1: 11. 1 t 4.00F1_2 CSi. i DEFL. in (loc) I/defl Ud PLATES GRIP ' TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 BC 6.37 Vert(CT) -0.02 4-7 >999 240 WB 0.00 Horz(CT) -0.00 3 n1a n/a MatrixiMP Weight: 14 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puflins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/sIze) 3=90/Mechanical,2=207/0-8-0,4=50/MeCl' Max Horz 2=1 04(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- I 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2� zone;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 bojtto�n 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. Thomas A. Albani PE No.39380 MiTak USA, Inc. FL Cert 6634 G904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 WARNING - Verily desIgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11­7473 rev. 10/03)2015 BEFORE USE Design valid for use only with MITek9 connectors. This design is based only upon parameters shown, and Is for an Indiddual building component. not a truss system. Before use, the building designer must verify the appll�abgily of design parameters and properly Incorporate Mrs design Into the overall bullcringdesign. Bracing Indicated Is to prevent buckling ofindividudl 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� seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InsIllute, 218 N. LeeStreet. Suite 312, Alexandria. VA 22,M4. Tampa, FL 33610 Job Truss Truss Type 9ty Ply rand Carlton III with porch T13302400 M 11323 J6 MONO TRUSS 8 1 �62'G J � Reference (optional) L,narrlDel"S iruss, mc., r-011 M8[Ce, I-L -1-0-0 2 3x4 = 4.00Fi —2 L�_j7xS)(_p_fXi4uzgyuFU;-QDT4gX�'kl'O'?u[3�E'M'ISB���PUDtd4uE9zqajZOMziuKA I 6-0-0 Cl 4 Scale = 1:14.6 i 1 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI- DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC q�36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Verl(CT) -0.12 4-7 '>617 240 BCLL 0.0 Rep Stress Incr YES WB 6.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 MatrIx-VP Weight: 20 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical 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 excep when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDI =4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) 11zone;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 bottor� chord in an 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 c,apiable 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.39380 MiTek USA, Inc. FIL Cort 6634 6904 Parke East Blvd. Tampa FIL 33610 Date: February 21,2018 WARNING- Vfify design Paraineten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rcv. 1010312015 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 a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Bracing Indicated Is to buckling Individual 1�uss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. prevent of Is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fabrIcallom storage, delivery. erection and bracing of trusses and truss ystem&, seeANSI/TPI I Quality Crilerlo, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee StreetI.Sulte 312, Mexandilo, VA 22314. Taff9a, FL 33610 Job Truss Truss Type 9ty Ply 62' Grand Carlton I I I with porch T13302401 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) unambers I russ, Inc., I-ort vierce, t-L 9 2 A I 3x4 �� 8 LOADING (pst) S ACING- 2-0-0 CS1. TCLL 20.0 Plete Grip DOL 1.25 TC TCDL 7.0 Lumber DOL 1.25 BC BCLL 0.0 Rep Stress Incr YES WB BCDL 10.0 Code FBC2017fTP12014 Matr 4.00 F1 _2 . C5.1'Ju soup I oeu I I Ivil I �& I I luu.11M., I ­. I— — .. —9. , ID:tP6jtz-j7xS)Lc-fXi4uzgyuFUG-uPiSutPMWJOCp-pyPZinWXybuH5UdhP73ES7woziuKg 8-0-0 1 3 4 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.26 4-7 >367 360 MT20 244/190 Vert(CT) -0.30 4-7 >319 240 Horz(CT) -0.00 3 n1a n/a LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD BOTCHORD 2X4 SP M 31 BOTCHORD 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=-1 5(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less excepj when shown. Srale = 1:17.4 Weight: 26 lb FT=O% Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - I Wind: ASCE 7-10; Vult=1 65mph (3-second gust) Vasd=1 28mph; TCDI=4.2psf; BCDL=3.opsf; h=1 41t; 8=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)1 1-0-0 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 s�own; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load no n1concurrent 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 of withstanding 175 lb uplift at joint 3, 228 lb uplift at joint 2 and 15 lb uplift at joint 4. 1 Thomas A. Albani PE No.35380 MiTak 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 iNcl LuDEo mrrEKREFERANCE PAGEMII-7473 rev. 10AW016 BEFORE USE Design valid for use only with MITek8 connectors. This design Is based ohy upon parameters shown. and Is for an Individual building component not a truss system. Before use, lhe building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual tiuss 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 fabricallon, storage. dellvery� erection and bracing of trusses and truss �ystems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street,f Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlt n III with porch T13302402 M11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) unamDers I russ, I nc., t-on: vierce, t-L ts.].Ju 5,3ep 10 ev I I Iva I UK lnuubules' 111u. vveu rvu e i i�;eu�uu �v i a rdy� i I ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-Mcbr5CQ—Hd83Q80gzHD02kUrohRsMlVGHuCgSEziuKs 5 0 7-3-4 11-3-0 1--5--0 7-3-4 3-11-12 Scale = 1:20.3 7-3-4 1 3-11-12 LOADING (pst) SPACING- 2-0-0 CS1. I DEFL. in (loc) I/defl . Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 1 0 ' 46 Horz(CT) 0.02 6 Wa n/a BCDL 10.0 Code FBC2017fTPI2014 Matti rMS Weight: 44 lb FT = 0% LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 20 SP No.3 REACTIONS. (lb/size) 4=201 /Mechanical, 2=466/0-11-5, 6=576/fv Max Harz 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 TOPCHORD 2-3=-1 151/523 BOTCHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1 236[755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1 2) This truss has been designed for a 10.0 psf bottom chord live load 3) * This truss has been designed for a live load of 20.Opsf on the bol 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 plat( joint 2 and 286 lb uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truE BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or B-9-6 oc bracing. whenshown. 'L=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. plate grip DOL=1.60 iconcurrent with any other live loads. chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at are noted as front (F) or back (B). LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-1 52(Fm-49, B=-49), 8=0(F--11 0, B=1 0)-to-5=-56(F=-1 8, B=-1 8) Thomas A. Albani PE No.39* MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING- Verify design parameters and REW NOTES ON THIS AND iNGLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10)V=015 BEFORE USE. Design valid for use only with MITekG connectors. This design is base� oNy upon parameters shown, and Is for an Individual building component not a IFLISS SWCM. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bullcling design. Bracing Indicated Is to prevent buckling of Individual Iniss 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 regardling 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 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. 0-719, go - 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 software or upon request PLATE SIZE. The first dimension is the plate width measured perpendicular --to-slots�Seconcl-climenslonjs the length parallel to slots. LATERAL BRACING LOCATION MIN 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 TOP CHORDS 0 a- 0 5 JOINTS ARE GENERALLY NUMBEREDAETTERED 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, ESR1 988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 01 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/TP1 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 I , Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSL 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves rnoy 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 atjoint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 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 1 Oft. 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 1 Quality Criteria.