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HomeMy WebLinkAboutTRUSS PAPERWORK® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® SCANNED �� a�� MM 010 = F4nov RE: 75879 - O'CARROL /Q57355 St. Lucie County MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: MICHAEL DIFRANCESCO Project Name: O'CARROLL Model: Tampa, FL 3361074115 Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 47.0 psf Floor Load: N/A psf This package includes 5 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003; section 5 of the Florida Board of Professional Engineers Rules. No. Seal# ITruss Name Date 1 T16593254 A 3/22/19 2 I T16593255 1 Al _ 13/22/19 I 3 T16593256 J A2 1 3/22/19 1 14 T16593257 1 A3 1 3/22/19 1 15 I T16593258 1 GEA 1 3/22/19 1 The truss drawing(s) referenced above have been 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 Florida is February 28, 2021. IMPORTANT NOTE: The seal on these, truss component designs is a certification that the engineer named is licensed in the judsdiction(s) identified and that the designs comply with ANSI/TPI 1. Tfiese 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 MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter2. A49 39380 9 ST TE OF ' 4V ,����IIIIIIttA� Thomas A Albanl PE No.39380 Mrrek USA, Inc. FL Cent 6634 6904 Parke East BNd. Tampa FL 33610 Data: . March 22,2019 Albani, Thomas 1 of 1 Job Truss Truss Type Oty Ply O'CARROL/057355 T76593250 75879 A ROOF SPECIAL 8 1 Job Reference (optional) unamber5 I russ, Inc., ron rlerce, rL 1-10- 5-8-0 13-0-0 19.4-1 d:[4V s uea a aide MI Tex Industries, Inc. rn a ID:pwUfk VBLSSND80geYY/comilO0. tPnBFbhhZFwZzOhGhOZS 25.8-0 2&0-0 36-5-6 43-10-13 -10- &8.O 7.4-0 fi-4-1 6-3-15 3.4.0 7-5-6 7-5.6 5.00 12 5x6 = 3x4 II a 3x6 i 7 28 29 SxB 4x10 i 6 9 4x6 2.69 r12 5 10 5x6 % 3x4 1/ 4 1 11 7x8 MT18HS S a 27 18 2 01 9 6.8= 7x8 MT18HS L 31 32 16 15 33 34 14 20 17 7.8 MT18HS O 5x8 = 3x6 = fixe = 48 = 3.OD 12 3x5 = 5.4-0 5-�-0 13.0.0 15-8-0 25-8.0 34-0-0 42-4-0 52-0.0 Sd.n n.d.n ].d.n 1n. n.n P.d.n P:d:n p.n.n 30 Luiu raper Scale: 1/8'=1' 4x5 = _2rJ _Plate Offsets (X Y)-- [10:0-3-0 Edgel [17:0-5-4 0-2-121[20:0-4-0 0-2-101 LOADING (lost) SPACING- 2-0-0 CSI. DEFL in floc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.94 Ven(LL) -0.56 18 >787 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 VenfCT) -1.0417-18 >425 240 MT18HS 244/190 BCLL 0.0 .Rep Stress lncr YES WB 0.99 Hom(CT) 0.27 14 n/a n/a BCDL 10.0 Code FSC2017/TP12014 Matrix -MS Wind(LL) 0.47 18-19 >934 240 Weight: 2741b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except' TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc pudins. 1-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-6-10 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 3-19, 5-17. 7-17, B-17, 8-16, 9-14 WEBS 2x4 SP No.3 *Except* 3-19,9-14: 2x4 SP M 30 REACTIONS. All bearings 0-8-0. (Ib) -- -Max Horz 2=375(LC 11) Max Uplift All. uplift 1001b or less atjoint(s) except 2= 730(LC 17), 20=1225(LC 12), 14- 1587(LC 12). 12=362(LC 17) Max Gmv All reactions 250 lb or less atjoint(s) 2,12 except 20=2790(LC 1), 14=3434(LC 1) - FORCES. (Ho) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 1483/3943, 3-4= 3147/1417, 4-5=-3843/1683, 5-7=-10841729, 7-8=-1037/879, 8-9=-551/429,9-11=-102912954,11-12=-1024/2766 BOT CHORD 2-20=-3573/1540, 19-20=-3979/1740, 18-19=-1259/3348, 17-18=-713/2104, 16-17=-29/693, 14-16=450/288, 12-14=2427/1092 WEBS 3-20=-1644/865,3-19=-2849/6925, 4-19=-12561607,4-18=-27/487, 5-18=-718/2203, 5-17=-1318/665,7-17=-385/363,8-17=-627/1056,8-16=-940/401, 9-16=-255/1225, 9-14=-3605/1549,11-14=-575/490 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;TCDL=4.2psC BCDL=3.Opsf; h=15p; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18;-MWFRS (directional) and C-C Exterior(2) -1-10-8 to 3-3-14, Interior(1) 3-3-14 to 29-0-0, Exterior(2) 29-M to 34-2-6, Interior(l) 34-2-6 to 53-10-8 zone; porch left and right exposed;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 fora 10.0 psf bottom chord live load nonconcument 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73016 uplift at joint 2, 12251b uplift at joint 20, 1587 Ito uplift at joint 14 and 862 Ito uplift at joint 12. Thomas A Alban! PE No.39300 MTek USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2019 Q WARNING-Ver/fydealgnp.,tereend READNOTESOMMISANOINCLODWD KREFERANCEPAGEM274Mree 15!)r12a15BEFOREDSE Design valid for use only with Miter+ 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 Verity the appilcablllty, of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 6 oiway5 required for stability and to prevent collapse with possible persond Injury and property damage, For general guidance regarding the fabrication storage. delNery, erection and bracing of hisses and truss systems. seeANSUIPII Quality CMale. DS549 and 6CSI 1lulding Component 69N Parke East Blvd. Safety Informafforlavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314, Tampa. FL 33610 Job Truss Truss Type Cry Ply O'CARROL IQ57355 T76593255 75879 Al ROOF SPECIAL 5 1 Job Reference (optional) Ghambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Fin Mar 22 07:52:51 2019 Scale: Val Sxb = 5.00 12 3x4 II 9 8 4x10 4 29 30 3x5 4.6 i 10 7 axis 12 6 7x9 � 11 3xd 7x14 MT18H50 5 1 /2 4 3 31 2B 19 2 1 20 7.8 MT18HS = 13.r� 21 5x14 18 32 33 17 16M 35 15 10.18 MT18HS {1 4x6 = 3x5 = 4x6 = 4x12 = 3.00 12 5x12 MT18HS = 3x5 = 15-fiO 5-0-0 5 tea-0 1 1 258-0 3b2-12 42-97 k 5-0-0 a- ]-0-0 1 10 0 0 9612. 0F12 2 7-15 Plate Offsets (X,Y)- 13:0-0-0,0-1-131 16:0-3-0,Edge] [18:0-8-00-2-8]121:1-3-7 Edgef LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 1.00 Vert(ILL) -0.68 18-19 >822 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT)-1.3418-19 >416 240 MT18HS 2441190 BCLL 0.0 - Rep Stress Incr YES WB 0.90 Horii 0.40 13 n/a Na BCDL 10.0 Code FBC2017/TP12014 Mabix-M8 Wind(LL) 0.5818-19 >955 240 Weight: 275 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except' TOP CHORD Stmclural wood sheathing directly applied- 1-5,5-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-5-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at micipt 4-21, 7-18, 8-18, 9-18, 9-17 WEBS 2x4 SP-No.3*Except* 4-21,4-20,7-19: 2x4 SP M 30 REACTIONS. (lb/size) 2=-1222/O-8-0, 21=4270/0-8-0, 13=2117/0-8-0 Max Ho¢ 2=375(LC 11) Max Uplift 2=-1360(LC 17), 21=-1829(LC 12), 13=-971(LC 12) Max Grav 2=265(LC 12), 21=4270(LC 1), 13--2117(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C_ HORD2-3=-2939/6830, 3-4= 2891/6828, 4-5=-4808/2213, 5-7=-6663/3000, 7-8=-2682/1471, B-9=-2636/1614,9-10=-3073/1708,10,12=-4153/2080,12-13=-4293/2030 BOT CHORD 2-21=-6601/2968, 20-21=-1181/557, 19-20=-2123/5116, 18-19=-1556/3784, 17-18=-748/2141,15-17=-1269/3015,13-15_ 1720/3877 WEBS 3-21=-545/382,4-21=-6445/2872,4-20=-2474/5789,5-20=-2038/960, 5-19=-403/1211, 7-19=1239/3255,7-16=-1669/841,8-18=-387/366,9-18=-525/893, 9-17=-646/1445, 10-17=-990/659,10-15=474/1061112-15=-563/404 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=52ft; eave=6ft; Cat. 11; Fxp, C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-10-8 to 3-3-14, Interior(1) 3-3-14 to 29-0-0, Exterior(2) 29-D-0to 34-2-6, Interior(1) 34-2-6 to 53-10-8 zone; porch left exposed;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) The Fabrication Tolerance at joint 21 = 16%, joint 21 =16% 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, with BCDL =10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13601b uplift at joint 2, 1829 lb uplift at joint 21 and 971 Its uplift at joint 13. B) This truss has large uplift reaction(s). from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions Indicated. Thomas AAlbanl PE Nb.39360 617ek USA, Inc. FL Cart 6634 _ 6904 Parke East Blvd. Tampa FL 33610. Date: March 22,2019 Q WARNWG-Vedfydaa19npanmeWe .a dREADNOTES ON MMANDWCLUDED6 KRE ANCEPAGEb 7473rev.]eTU2015BEFORE USE Design valid for use only with Mnek® connectors. Tn8 design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent bucMing 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 Inases and truss systems seeANSVIPiI Quality Criteria. OSll and BCSI Suldara Component 69N Parke East Blvd. Safety trdonnasbrcvallable from Truss Plate Imlitu e. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply OCARROL/057355 T76593256 7SB79 A2 ROOF SPECIAL 7 1 Job Reference (optional) unamoers I russ, mc., Fort t'lerne, I-L Sx6 = 5.00 12 8 3x5 i 31 3x6 i 7 2.69 FIT 6 5x6 6x8 5 3x4 4 3 30 2 1 Ell 23 22 E1 20 1933 18 6x8 = 410 = 3x6 =. 3xB = 4x5 = Bx10 = 4x5 = 8.240 3 Dee 6 2018 MiTek Industries, Inc. Fn Mar 22 07:52:53 2019 5z12 9 3x4 II 10 SOB WB-- 1 3z5 C 12 15 3.4 II 17 4x4 II 3.00 12 12x14, MT18HS = Scale: 1/8'=1, 32 5x14 c 13 14 o w LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TO 0.95 Vert(L-) -0.89 17 >578 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -1.43 17-18 >358 240 MT18HS 244/190 BCLL 0.0' ..Rep Stress lncr YES WB 0.86 Hom(CT) 0.54 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.75 17 >682 240 Weight: 303 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 10-17: 2x4 SP No.3, 13-16: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 5-20, 7-18, 8-18, 9-18, 1fi-18, 9-16 WEBS 2x4 SP No.3 'Except* 4-22,16-18,9-16: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=-215/0-8-0,13=1971/0-8-0,23=3410/0.8-0 Max Horz 2=375(LC 11) Max Uplift 2=-389(LC 22), 13=-905(LC 12), 23=-1592(LC 12) Max Gmv 2=71(LC 21), 13=1971(LC 1), 23=3410(LC 4) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-864/2659, 3-4=-1552/3494, 4-5=-340/424, 5-7=-2180/1109, 7-8=-2095/1190, 8-9= 2054/1220,9-10=-7394/3446,10-12=-7559/3384,12-13=-8444/3791 BOT CHORD 2-23=-2603/933, 22-23=-3386/1698, 20-22=-351/448, 18-20=-692/2023, 10-16=-378/300, 15-16=-3474l7983,13-15=3452/7941 WEBS 3-23=-886/800, 4-23=-2973/1307, 4-22=-1676/3862, 5-22=-1931/1030, 5-20= 953/2040, 7-20=.549/368, 7-18=-438/261,8-18=-571/1076.9-18=-2012/1064,16-18=-117612973, 9-16=-2170/5055,12-16=-944/506 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=52ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-10-8 to 3-3-14, Intedor(1) 3-3-14 to 29-0-0, Extedor(2) 29-0-0 to 34-2-0, Intenor(i) 34-2-0 to 53-10-8 zone; porch left exposed;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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 5) ' This truss has been designed fora 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 = I O.Opsf. 6) Beadng at joint(s) 13 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 lb uplift at Joint 2, 905 lb uplift at joint 13 and 1592 Ib uplift at joint 23. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2019 Job Truss Truss Type Oty Ply O'CARROL/057355 T16593257 75879 A3 ROOF SPECIAL 3 1 Job Reference o tional 5.00 12 3.4 II 06 6 29 67 2.69 F12 5x6 cc 5x6 5, 3x4 4 3 28 �1 2 d 21 20 19 15 17 45 = 6x8 = 3x6 = 3x10 = 4x6 4.9 = a:e4u a uec b zul6 Mi 5x6 = 8 30 3x5 O 46 0 Inc. Vn Mar 22 U/:b2:b42U19 32 16 _ 33 15 34 14 45 = 4x6 3x5 = Scale=1:93.8 3x4 O 11 31 12 93 4.6 = LOADING (psQ SPACING- 2-0-0 CS'. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOlL 125 TC 0.66 Van -0.56 16-18 >908 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.9216-18 >559 P40 BCLL 0.0 ' Rep Stress lncr YES WB 0.92 Horz(CT) 0.10 12 n/a n/a BCDL 10.0 Code FBC2017(TPI2014 Matd%-MS Wmd(LL) 0.2421-24 >467 240 Weight: 268 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 53-5 oc bracing. WEBS 2x4 SP'No5 *Except' WEBS 1 Row at midpt 8-16, 9-16 4-20,8-18: 2x4 SP M 30 REACTIONS. (Ib/size) 2=165/0-8-0, 21=2946/0-8-0, 12=2054/0.8-0 Max Horz 2=375(LC 11) Max Uplift 2=-335(LC 8), 21=-1423(LC 12),12=-935(LC12) Max Grav 2=267(LC 21), 21=2946(LC 1), 12=2077(LC 18) FORCES. Qb) -Max. CompJMa Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-222/1303, 3-4=-832/1860, 4-5=-1094/447. 5-6=-2638/1287, 6-8=-2670/1530, 8-9=-2719/1456,9-11=3918/1878,11-12=4195/1932 BOT CHORD 2-21= 1222/301, 20-21=-1739/995, 18-20=-257/128B, 16-18=-649/2069, 14-16=-1159/2837,12-14=-1629/3775 WEBS 3-21=-818(772,4-21=-2529/1125,4-20=-1414/3222,5-20=-1616/883,5-18=-646/1335, 6-18=-718/576, 8-18=3871765, 8-16=517/1364, 9-16=-1030/658, 9-14=395/968, 11-14=-590/422 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE,7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=3.Opsf; h=15ft;.B=45ft; L=521t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteridr(2)-1-10-8 to 3-3-14, Intedor(t) 3-3-14 to 29-0-0, Extedor(2) 29-0-0 to 34-2-6, Interior(1) 34-2-6 to 53-10-8 zone; porch left elglosed;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 nonconcument 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 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 3351b uplift at joint 2, 1423 lb uplift at joint 21 and 935lb uplift at joint 12. Thomas A Albanl PE No.39380 MTek USA, Inc, FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610, Date: March 22,2019 Q WARNING - Ver/Fy design paaraetersand READ NOTES ON TH/SAND INCLUDED M17EKREFERANCEPAWAJX74nm® fNDa2ef5BEFORE USE Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and 6 for On Individual building component, not a truss system. Before use, the, building designer must verily the cppllcabillry 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 MOW Is always required for stability and to prevent collapse with possible personal mlury and propody damage. For general guidance recording the febncatlon. storage. delivery. erection and bracing of trusses and truss systems seeµSVrPil duality Cri DS049.and BCSI Bulding Component 6904 Parke East Blvd. Safety Informatforxrvailable from Truss Nate Institute, 218 N. We Street, Suits 312, Alemndila. VA 22314. Tampa, FL 33610 Job ' Truss Truss Type city Ply O'CARROL/057355 . " T16593258 75879 GEA ROOF SPECIAL SUPPORT 2 1 Joh Reference o !anal Chambers l russ, Inc., Fen Plerce,, FL 5.00 12 2 o B.241j S Jac b able MI I OK mauslne5, Inc. Fn Mar 22L/:J2:Ja LU I rUgU I 5x6 = 15 16 17 Scale=1:93.8 28 29,- 4x5 = 55 54 53 52 51 50 4946 47 46 45 44 43 42 41 40 39 38 37 36 35. 34 33 32 31 30 45 = axis = 3.6 = 3x6.= 52-0-0 Plate Offsets (X Y)- f2'0-2-4,Edoel LOADING fast SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.24 Vert(ILL) -0.02 29 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC :0.10 Vert(CT) -0.03 29 1 90 BCLL 0.b * Rep Stress lncr YES WB 0.19 HOrz(CT) 0.01 28 Na r✓a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 3281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD. 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 16-41, 15-42, 17-40 REACTIONS. All bearings 52-0-0. (lb) - Max Hom 2=375(LC 11) Max Uplift All uplift 1001b or less at joint(s) 42, 44, 45, 47, 48, 51, 52, 53, 54, 40, 38, 36, 35, 34, 33, 32, 30 except 2=-231(LC 12), 43=-104(LC 12), 50=-104(LC 12), 55=-154(LC 12), 39= 104(LC 12), 31=-116(LC 12), '28=-211(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 41, 42, 43, 44, 45, 47, 48. 50, 51, 52, 53, 54, 40, 39, 38, 36, 35, 34, 33, 32, 31, 30 except 2=367(LC 1),.55=429(LC 21), 28=315(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-250/245, 10-11=-196/286, 11-12=-179/357, 12-13=-1621428, 13-14=-153/498, 14-15=-179/573, 15-16= 201/634,16-17=-201/648,17-18=-179/587,18-19=-153/512, 19-20=-128/442, 20-21=-104/372,21-22= 79/301 BOT CHORD 2-55=-123/290, 54-55=-123/290, 53-54=-123/290,52-53=-123/290, 51-52=-123/290, 50-51= 123/290,48-50= 123/290,47-48=-123/290,45-47=-123/290,44-45=-123/290, 43- 4=-123/290,42-43=-123/290,41-42=-123/290,40-41=-123/290, 39-40=-123/290, 38-39=-123/290, 36-38=-123/290, 3536=-123/290, 3435=-123/290, 3334=-123/290, 3233=-123/290, 31-32=-123/290, 30-31= 123/290, 2830=-123/290 WEBS 16-41=284/64, 15-42=-167/258, 14-43=-153/279,3-55=-324/375, 17-40=-161/259, 18-39=-156/279, 27-30=-180/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=4511; L=52ft; eave=21t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3)-1-10-8 to 3-3-14, Extedor(2) 3-3-14 to 29-0-0, Comer(3) 29-0-0 to 34-2-6, Exterior(2) 34-2-6 to 53-10-8 zone;C-C for members and forces B:MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-M or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) - 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 42, 44, 45, 47, 48, 51. 52. 53. 54. 40. 38. 36. 35. 34. 33. 32. 30 except fit=1b) 2=231, 43=104. 50=104, 55=154, 39=104; 31=116, 28=211. Thomas A. Alban! PE No.39380 Mirek USA, Inc. FL Carl 6634 $904 Parke East Blvd. Tampa FL 33610 Date: March 22,2019 .®WARNING-Verdy Oeslgnpamm W..d READNOTESONTN/SAND/NCLUOEDMI/EKREFERANCEPAGEMIP71.v. laN820l5BEFOREUSE Design valid for use only Win Mnelfi) connectors. This design Is based only upon parameters shown, and Is for on IndMtlual building component, not a huss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate his design into the overall bUldingdeslgn. Bracing indicated is to buckling individual truss web and/or chard members only. Addilional temporary and permanent bracing WOW prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricatloru storage, delivery, erection and bracing of busses and hass systems, seeAN9/iPit Quality CdNM. DSB-89. and BC51 Building Component e904 Parke East Blvd. 3nf.w from Tr.— Rat. lncfil 91a N. I c.5arwwt Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION � 3j4 Center plate on joint unless Y. y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 t7tar For 4 x 2 orientation, locate plates 0-1/0 from outside Numbering System 6-4 -8 dimensions shown In ft-In-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS Cl-2 c .3 p WEBS 4 cO ,p 1 3 O u ¢ y Q- as° U 0- cra co-r - cu 0 A General Safety Notes Failure to Follow Could Cause Property Y f , Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing. Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the bullding designer, erection supervisor, property owner and all other Interested parties. BOTTOM CHORDS edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate location detalls available In MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Software or upon request. NUMBERSAETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and B the `width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection, the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. If Indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur, Icons vary but _ © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless. indicated otherwlse. Min size shown Is for crushing only. __® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate. Connected Wood Truss. Construction. and pictures) before use. Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing. ® BCSI: Building Component Safety Information, M 20. Design assumes manufacture In accordance with Guide to Good Practice for Handling, ITe ANSI/TPI 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses, Mfrek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015