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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: M11319 - 62 GRAND CARLTON II WITH SITTI MiTek USA, Inc. Site Information: T66904 Parke East Blvd. Customer Info: Wynne Building Corp. Project Name: & CARLTON SITTING AREA N FAM P&CH Model: Lot/Block: Subdivision: Address: n/a City: St. Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. SCANN� Name: License #: Address: City: state: St. Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/fPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 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# Truss Name Date 1 T17293640 A 6/10/19 2 T17293641 A5 6/10/19 3 T17293642 A6 6/10/19 4 T17293643 A7 6/10/19 5 T17293644 A8 6/10/19 6 T17293645 A9 6/10/19 7 T17293646 GRA 6/10/19 8 T17293647 GRB 6/10/19 9 T17293648 J2 6/10/19 10 T17293649 J4 6/10/19 11 T17293650 J6 6/10/19 12 T17293651 J8 6/10/19 13 T17293652 KJ8 6110/19 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. REVIEWED FOR CODE COMPLIANCE S'T. LUCIE COUNTY S®CC. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were 'i0 given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the Joagi applicability of the design parameters or the designs for any particular building. Before use, AUrel the building designer should verify applicability of design parameters and property 6904 incorporate these designs into the overall building design per ANSlrrPl 1, Chapter 2. Date: lnluuiJi .UIN V �O N GEN *-. �182 ,t STATE OF .:��/Z ��1111111��` el ti No.68182' TampaFL33610 v June 10,2019 Velez, Joaquin 1 of 1 Job Truss Truss Type Oly Ply 62 GRAND CARLTON II WITH SITTI ' T17293640 M11319 A COMMON 9 1 Job Reference (optianap Chambers Truss, Inc., Fort Pierce, FL 0.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:30:06 2019 Page l �I 0 4.00 F12 5x6 = 27 Scale = 1:57.7 17 "' 15 "" 14 "' /2 44 = 2x3 11 4x6 3x8 = 3x8 = 46 2x3 11 4x5 = 6-7-13 12-4-13 21-7-3 27-4-3 340-0 fi-7-13 5-9-0 9-2-7 5$0 fi-]-13 I9 Plate Offsets (X,Y)- f4:0-3-0 Edgel 18:0-3-0 Ednel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.47 Ved(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Ven(CT) -0.6114-15 >671 240 BCLL 0.0 Rep Stress lncr YES WB 0.62 Horz(CT) 0.12 10 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matdx-MR Weight: 1631b FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc puffins. BOT CHORD Rigid ceiling directly applied or4-10-14 oc bracing. REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 6) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3420/2396, 3-5=-2768/2027, 5-6=-2761/2139, 6-7=-2761/2139, 7-9==2768/2027, 9-10=-3420/2396 BOT CHORD 2-17=-2135/3214, 15-17=-2135/3214, 14-15>1285/2011, 12-14=-2135/3214, 10-12=-2135/3214 WEBS 6-14= 602/963, 7-14=-298/334„9-14=-693/506, 6-15= 602/963, 5-15=-298/334, 3-15=-693/506 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=4.2psq BCDL=3.Opsf; h=14ft; B=62ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) =1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 13-7-3, Extedor(2) 13-7-3 to 20-4-13, Intedor(1) 204-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0losf 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= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except at=lb) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50lb down and 47 Ile up at 15-0-0, and 50 Ile down and 47 Ib up at 19-0-0 on top chord. The design/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 (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo ' Vert: 15=-54, 6-11=-54, 18-21=-20 Concentrated Loads (I e) Vert: 26— 50(F) 27= 50(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Job Thus Truss Type OilyPly 62 GRAND CARLTON II WITH SITTI 77293641 T M11319 A5 SPECIAL 9 1 Job Reference (optional) Uhambers I rus5, Inc., Yon Vierce, FL 8.240 S May 13 2019 MiTek Industries, Inc. Mon Jun 1010:30:10 2019 6, d 5.12 MT18HS= 4.00 F12 Scale = 1:59.6 13 12 6x10 = 2x3 II 4x5 = 3x12 = 2.00 12 LOADING (psf) TCLL 20.0. TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TPI2014 CS1. TO 0.75 BC 0.88 WB 0.59 Matrix -MR DEFL. in (too) Well L/d Ven(LL) 0.77 13-14 >532 360 Vert(CT) -1.101344 >372 240 Hou(CT) 0.36 10 n/a n/a PLATES MT20 Mi18HS Weight: 154 lb GRIP 244/190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-8-12 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-&0 Max Horz 2=-179(LC 8) Max Uplift 2=-803(LC 10). 10=-803(LC 10) FORCES. (Ila) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5540/3763, 3-5=-5162/3491, 5-6= 5198/3607, 6-7=-2425/1885, 7-9=-2473/1810, 9-10=-3191/2212 BOT CHORD 2-14=-3454/5276,13-14=-1323/2141,12-13=-1949/2992,10-12=-1949/2992 WEBS 3-14— 365/346,5-14=-264/312,.6rl4=-2093/3288,6-13=-234/522, 9-13=-771/567 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=4.2psh, BCDL=3.Opsf; h=14ft; B=62fl; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 13-7-3, Extedor(2) 13-7-3. to 20-6-4, Interior(1) 20-6-4 to 31.7-3, Exterior(2) 31-7-3 to 35-0-0 zolie;C-C for members and forces & MVJFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 fist bottom chord live load nonconcurent with any other live loads. 5) ' 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. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle 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 (jt=1b) 2=803, 10=803. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 10,2019 ® WARNING - Verily design persirde. antl HEAD NOTES ON THIS AND INCLUDED M?Ex REFERANCE PAGEM&74M rev. lea3Qe15 BEFORE USE Design volld for use only with MBekO connectors. This design Is based only upon parameters shown, and blor an Individual building component, not a thws system. Before use, the buliding designer must verify the oppllcoblllry of design parameters antl property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of MdMdual truss web and/or chord members only.. Additional temporary and perrnonent bracing MiTek' Is alwow required for stability and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of tmstes and tnw systems, seeANSVWI I GualMMyy CrBedo. DSB-89 and BCSI Bolding Component Sat9ty mlermatbrnvolioble hom Tnut Rate InsBfuta, 218 N. Lee Sheet, Suite 31Z Aiexanddo, VA 22314. 69M Ferrite East Bind. Tampa, FL 33610 Job - Truss Thus Type Oty Ply 62 GRAND CARLTON II WITH SITTI ' T77293642 M11319 A6 SPECIAL 1 1 Job Reference (optional) Charnbers Truss, Inc., Fort Pierce, FL 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:30:12 2019 Pagel ID:2GIScwwyYShnGhXVARzUkuyuFUM-vw7ucgbw24RHfla4 W EBXBwpnQ!EMPinAcJU2_z7izv 16-0-0 18-4}O 20.4-8 I 2%171--715 I. &0.0-0 pI--0og-10.8-1-15 20.0 2.4.80. 771 �1 0 4.00 12 3x12 = 2.00 rl2 7.13 MT16HS = 4xl0 = 5x6 = 2.3 II I 10 -421170.0.fi6-0-0 4-0.2��I 75 5 34 -10 4x5 = Scale=1:61.7 Plate Offsets (X Y)- 12:0-1-15 Edgel 14:0-3-O Edgel 15:0-0-0 0-2-01,16:0-5-0 0-1-13] ITO-2-7 Edge1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(L-) 0.73 13-14 >561 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.95 14 >430 240 MT18HS 2"1190 BCLL 0:0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/1-PI2014 Matrix -MR Weight: 1571b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131210-8-0, 9=1312/0-8-0 Max Horz 2=169(LC 9) Max Uplift 2=-803(LC 10). 9_ 803(LC 10). BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5613/3449, 3-5=-0997/2917, 5-6= 2356/1597, 6-8=-2408/1539, 8-9=-3193/1977 BOT CHORD 2-14=-3160/5350, 13-14- 1241/2404, 12-13=-1144/2217, 11-12=-1726/2995, 9-11=-1726/2995 WEBS 3-14=-644/683,5-14=-1496/2793, 5-13=-510/243, 6-13=-253/625, 8-12= 867/645, 8-11=0/296 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=62ft; L=34ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 24-13, Intenor(1) 24-13 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=1.33 plate grip DOL=1.33 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 lost 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. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVPPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except (jt=1b) 2=803,9=603. Joaquin Velez PE No.68182 61Tek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: June 10,2019 Job Truss Truss Type Oty Ply 62 GRAND CARLTON II WITH SITTI ' T17293643 M11319 A7 SPECIAL 1 1 Job Reference (optional) Chambers I Ti Inc., Yon Pierce, FL i Ann r 5.10 = 4 5x6 = 6.240 S May 132019 Mil ex Industnes, Inc. Mon Jun 1010:30:13 2019 Pagel Ppeur6hk9U1G5yUFUL-N7YHp0CYpOZBGV9G4ylmiBM1 e6bucoJxOG21 bQ izu 5x12 = 2x3 II 4x5 = 3x12 = 2.00 12 Scale=1:60.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip-0OL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.69 BC 0.88 WB 0.99 Matrix -MR DEFL. in (too) Vdefl Ud Vert(LL) 0.71 10-11 >577 360 Vert(CT)-1.0310-11 >396 240 HOrll(CT) 0.35 7 rVa nla PLATES MT20 MT18HS Weight: 149 In GRIP 244/190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Hom 2=149(LC 9) Max Uplift 2=-803(LC 10). 7=-803(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-5582/3453, 3-4=-5070/3016, 4-5=-2249/1553, 5-6=-2468/1606, 6-7=-3161/1990 BOT CHORD 2-11=-3160/5319, 10-11=-1610/2913, 9-10=-1735/2960, 7-9=-1735/2960 WEBS 3-11=513/560, 4-11=-1324/2537, 4-10=-844/462, 5-10=-209/496, 6-10=-753/560 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf: BCDL=3.Opsf; h=14f ; B=62g; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 24-13 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=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001In uplift at joints) except (jt=lb) 2=803, 7=803. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNING- Veritydes/Sop.afaas.dREAD NOTES ON MIS AND/NCLUOEDMr£KNEFERANCEPAGEMIP74TJrev. 10C122015 BEFORE USE �■�- Design valid for use only with y1tri connectors. This design is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, Me building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated is to prevent buckling of lndMdual trussweb and/or chord members only. Additional temporary and permanent bracing ■•�Y! MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatiort storage. delivery, erection and bracing of trusses and truss systems seeANSV1P11 Quooppltyy Criteria, DS549 and BC6l Building Component Safety lnformortlemovailablafrom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oly Ply 62 GRAND CARLTON II WITH SITTI • ' T77293644 M11319 AS SPECIAL 1 1 Jab Reference o floral Chafabers Truss, Inc., Fort Pierce, FL 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:30:14 2019 Scale = 1:60.6 5x6 = 4.00 12 4 21 3x4 2z3 II 5x8= 5 6 22 7 m Dt2 ,� e d 12 11 5x12 = 3x4 = 4z5 = 3z12 = 2.00 12 10-fi-4 20.4.8 22-0.0 34-0-0 10-fi-4 I 9.10.4 7 7-8 12-0.0 Plate Offsets (X Y)-- t2:0-1-15 Edgel; 17:0-5-12 0-2-121 LOADING (pst) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.70 Ven(LL) 0.6912-13 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -1.00 12-13 >408 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.34 9 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matnx-MR Weight: 155 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 SOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Hom 2=129(LC 9) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (Ile) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-5564/3503, 3-4=-5096/3108, 4-5=-3958/2513, 5.6=-2592/1772, 6-7=-2603/1782, 7-8=-2656/1757,8-9=3022/1973 BOT CHORD 2-13=-3207/5301, 12-13=-1943/3299, 11-12=-1361/2470, 9-11=-1706/2828 WEBS 3-13=-447/492,4-13=-902/1614, 5-13=-330/838,5-12=-887/583, 6-12=-298/294, 7-12=-323/447, 7-11=383/665, 8-11=-552/515 Structural wood sheathing directly applied or2-8-8 oc puffins. Rigid ceiling directly applied or 3-11-5 oc bracing. 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=62ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0zone;C-C for members and forces BMWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer. should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding, 100 lb uplift at joint(s) except at -lb) 2=803, 9=803. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cad 6634 6904Parka East Blvd. Tampa FL 33610 Date: June 10,2019 ®WARNING- Vedlydesignpazmetersand READ NOTES ON THISANDINCLUDEDMD teREFERANCEPAGEMO.74Mrev. 10 2a/5BEFOREUSE. Design valld for use only aim M9ek® connectors. this design Is based only upon parameters shown and is for on Individual building component, not Ni ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall bulldIngdeslgn. Bracing Indicated is to buckling of Individual hussweb and/or chord members only, Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collopsewith possele personal injury and property damage. For general guidance regarding me - tied! Parke East Blind.fabrication, storage. delivery. erection and bracing of hoses and Dua systems. weANSVrPtt Quality Crkerla, DS549 and BCSI Building Component Tampa. FL 33610 Safety mformatbmvalloble from Truss Plate Institute, 218 N. Lee Skeet, Suae 312. Alexandria VA 22314. Job Truss Truss Type Illy Ply 62 GRAND CARLTON II WITH SITTI T17293645 M11319 A9 HIP 1 1 Job Reference (optional) Chambers I Mae, Inc., Fort Pierce,FL 8.240 a May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:30:15 2019 Page 1 ID:_etClcxC3ixVV?huts?ypJyuFUK-JVg1 EhdoK?psWplfCMkEoYROIvK94p2EsaXBIJz7in A'0.—15 3-0-0 17-0-0 4.6000 I27 Vol 1--00.0�3.1-0- 6-7-7-0-0 274- 4x10 = 2x3 II 4xt0 = Scale=1:5B.6 r; 1as 14 13 1e 11 10 4x5 = 3x4 = 46 = 3x8= 4x8 = 3x4 = 4x5 = 10-t-12 17-0-0 23-f0-4 34-0-0 10-t-l2 s_t0-4 I s-toe fo-t-12 Plate Offsets (X,Y)-- f4:0-5-8 0-2-01 16:0-5-8 0-2-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TC 0.61 Veff(LL) 0.37 12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Ved(CT) -0.5114-17 >794 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MR Weight: 153 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-7-1 oc bracing. REACTIONS. (lb/size) 2=131210-8-0, 8=1312/0-8-0 Max Harz 2=-109(LC 8) Max Uplift 2=-803(LC 10). 8=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3195/2657, 34=-2878/2399, 4-5=-3239/2765, 54B=-3239/2765, 6-7=-2878/2399, 7-8=3195/2657 BOT CHORD 2-14=-2378/3004, 12-14=-2034/2717, 10-12=-2034/2717, 8-10=-2378/3004 WEBS 4-14=-177/460, 6-10=-177/460, 5-12=-407/462, 3-14=-367/411, 4-12=-478f721, 6-12=-478f/21, 7-10=-368(411 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=62ft; L=34ft; eave=6ft; Cat. II; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 24-13 to 5-2-5, Exterior(2) 5-2-5 to. 14-9-11. Interior(1) 14-9-11 to 19-2-5, Extedor(2) 19-2-5 to 28-9-11, Intedor(1) 28-9-11 to 31-7-3, Extenor(2) 31-7-3 to 35-0-0. zone;CL for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate gffp DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=1b) 2=803, 8=803. Joaquin Velez PE No.68182 MTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 O WARNING -Verity design parameters and NEAO NOTES ON WISANO MCLUOEO MREKRUERANCEPAGEMIN479 rev. 1610212o15BEFOREUSE - -. Design valid for use only with MOek® 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 me applicability of desgn parameters and properly Incorporate this design into me overall ��• ' buildingdeslgn, Bracing indicated is to prevent Duckling of hall buss web and/or chord members only. Addelonoltempororyanapesnonentbrocing MiT®k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricaHon, storage, delivery, erection and bracing of hums and }lass systems. sesANSVIPII Quplpy CrBnto, DSB-09 and BCSI Building Component Bell Infoenollonavollobie from Truss Fate Institute, 218 N. Lee Sheet. Suite 312; Alexandria, VA 22314. - - 6904 ParlEast Blvd._ - Tampa, FL 33610 Job Truss Ory Ply 62 GRAND CARLTON II WITH SITTI • ' T77293646 M11319 GRA �Tnuss`Fype HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.24Us Mayl32019MiTeklndustnes,lnc. Mon Jun1U1U:3U:1B2019 Hagel ID_ptClcxC3ixVV?huls7ypJyuFUK-niEPS1eO5Jg7ztd4GTLnLVfJh7p9sN4EHhBli7izr 18-6-0 22-2-2 k 26-0.0 34-0.0 54}0 1-6-0 3-8.2 3.9-14 8-0-0 -0-0 Scale=1:60.6 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND 4x5 = (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT 11 14 QUALIFIED BUILDING DESIGNER AS PER ANSVrPI 1. 3.4 3x6 II 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 6x8 = 8-0-0 11-1-1 18.6.0 26-0-0 24-0.0 8-0.0 3.1-1 7-4-15 7-6.0 8-0-0 Plate Offsets (X Y)-- [20-344 0-1-81 [21:0-4-12 Edde7 [220-2-10 Edge] [24:0-3-8 0-3-0] [27:0-3-8,0-3-0] LOADING (psf) SPACING- 2-0-0 C51. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip. DOL 1.25 TC 0.90 Vert(ILL) 0.1724-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Ved(CT) -0.21 29-32 >620 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MR Weight: 194 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-15 oc puffins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Hoe 2=179(LC 7) Max Uplift All uplift 100 It, or less at joint(s) except 2=-345(LC 8), 27=-1175(LC 8). 26=-1498(LC 8). 22= 621(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=481(LC 13), 27=2242(LC 13), 26=2939(LC 14). 22=978(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3- 634/401, 3-5=342/874, 5-7=-616/1229, 7-8=-616H229, 8-12=-616/1229, 12-13=-616/1229, 13-15=-616/1229, 15-1fi=-61611229, 16-18=-616/1229, 18-20=-2268/1310, 20-21=-2268/1310, 21-22=2291/1288, 4-6=-155/253, 6-9=-132/315, 9-11=108/364,11-14=-195/414,14-17=-98/278,19-21=-151/271 - BOT CHORD 2-29=-266/698, 27-29=-210/564, 26-27=-803/481, 24-26=.375/619, 22-24=-1113/2133 WEBS 3-29=-485/1159, 3-27=-1850/992, 5-27=-690/564, 5-26=-543/335, 13-26=-967/635, 18-26=-2391/1454, 18-24=-936/1868, 21-24=-11/353,4-5=-557/465, 19-20=-303/272, 14-15=-556/393,11-12=-276/89 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.Opsh h=14ft; B=62ft; L=34f ; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of.20.Opsf on the bottom chord in all areas where a. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 345 lb uplift at joint 2, 1175 It, uplift at joint 27, 1498 lb uplift at joint 26 and 621 Ib uplift at joint 22. 9) Girder carries hip and with 8-0-0 end setback. 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 Ib down and 461 Ib up at 26-0-0. and 9671b down and 461 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. - 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaquin Velez PE No.88182 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Continued on cane 2 allu- Q WARNING- Vedrydeesnparemetereand BEAD NOTES OMTBISAND INCLUDED MpEKREFEBANCEPAGE Mill rev. laN32a1SBEF0FEUSE.- Design volid for use only with Meek® connectors. this d wgn is based only upon paromete,, shown."antl Is for on individual building component not - a truss system. Before use, the butting designer must verify Me appllcoality of caslgn parameters and properly Incorporate this design Into the overall bulldingdedgn. Bracing Indicated Is to prevent buckling' ofIndividual truss web and/or chord members only, ,Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse wim possible personal injury and propaq damage. For general gudonce regarding the 69M Parke East Blvd. fabrication. storage, delivery. erection antl bracing of trusses and ftws systems seeANSI/IPII Quality CMerki DSB49 and BCSI Building Component - Tampa, FL 33810 Safety lnl0m1a1brxrvollobie from Truss Plate Institute.218 N. We Street Suite 312, Alexandria, VA 22314. - Truss Truss Type Oty Ply 62 GFIAND CARLTON II WITH SITTIT77293646 Pi'i 319 GRA HIP 1 1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 5.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 1010:30:16 2019 Page 2 ID _etClcxC3ixVV?huts?ypJyuFUK-dEPS1 eO5J47ZW4GTLm_VfJh7p9sN4EHhBlz7iu 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, 3-11=-126(F=-72), 11-21=-126(F=-72) Concentrated Loads (Its) Vert: 29=-641(F) 24=-641(F) AwARNMG- Verity Resign pemmetexgandREAO NOTES ON TNISANO PICLUOEO MREKREFERANCEPAGEM674emv. 1n 0159EFOREUSE Design valid for use only with Mae& connectors. Ws tleslgn Is based only upon parameters snows and Is for an Individual building component, not a truss system. Before use, the budding designer must verify me applicoblllty of design parameters and properly Incorporate mis tleslgn Into the overall buldIng design. Bracing Indicated is to, ofindividual tmssweb'and/orchord members only., Addlflonol temporary and permanent bracing MOW Woventbuckling Is always required for Mobility and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabdcoSon. storage. delNary, erection and bracing of trusses and truss systems, seeANSVMII CualPy Cdt9do, DS"9 and SCSI Building Component - Safety Informatlmlavadable from Truss Plate Imfitute. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. 69N Parke East Blvd. - Tampa. FL 33610 Job Truss Thus Type _ Oty Ply 62 GRAND CARLTON II WITH SITTI r 1 T17293647 M11319 GRB HIP 1 2 1 Jab Reference (options]) Chambers Truss, Inc., Fort Pierce, FL 8.240 s May 13 2019 Inc. Mon Jun1010:30:172019 Pagel b p 4.00 rl2 54 3x5 = US = 3x8 = 54 = 15 14 13 12 11 10 Scale-1:58.6 4x8 = 6x8 = 5x8 MT18HS = 30 = 2x 11 6x8 = 48 _ 5x8 MT1 OHS = 8-0-0 14-0-9 19-71-7 26-0.0 34-0-0 8-0-0 fi-0.9 5-10-13 I 6-0.9 I e-0.0 N A Plate Offsets (X Y)- [5:0-3-0 Edoel [10:0-3-8 0-3-0]rl5:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 7C 0.64 Vert(ILL) 0.68 12-13 >599 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.8412-13 >463 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO WB 0.55 Hom(CT) 0.20 8 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Weight: 2951b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2900/0-8-0, 8=2900/0-8-0 Max Hom 2=-90(LC 6) Max Uplift 2=-1894(LC 8). 8=-1894(LC 8) Max Gmv 2=3351(LC 13), 8=3351(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9584/5222,3-4=-9189/5077,4-6=-11781/6554,6-7=-9189/5077,7-8=-9584/5222 BOT CHORD 2-15=-4837/9105, 13-15=-6372/11796, 12-13=6373/11780, 10-12= 6373/11760, 8-10— 4837/9039 WEBS 3-15— 1081/2417, 4-15=2990/1624, 4-13=0/399, 6-12=0/399, 6-10=-2989/1625, 7-10=-1081/2417 Structure[ wood sheathing directly applied or 4-1-11 ocpuffins. Rigid ceiling directly applied or 6-2-11 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 as. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless othervilse indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ff; B=62ft; L=34ft; eave=4N; Cat. Il; E)p C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding, 6) All plates are MT20 plates unless otherwise indicated. 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 1894 Ito uplift at joint 2 and 1894 lb uplift at joint 8. 10) Girder carries hip end with 8-0-0 end setback. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671b down and 461 He up at 26-0-0, and 967 to 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. LOAD CASE(S) Standard Continued on bade 2 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 Q WARNWO-Verltydesl9d'parermh,..rd READ NOTES ON TH/SMD,INCLUOEOMp KREFENANCEPAGEMb747aree la=015 BEFORE USE. Designvalid for use onlywith MTeI� connectors. This design 8 based onlyupon parameters shown, antl Is for an Individual building component, not �•- atrues system. Before use, the IJullding designer mustverify the appllcQUIty of design parameters and properly Incorporote this design Into fie overall buidingdeslgn,Bracing Indicated istobucWingofIndividual tMtweb and/or chord members Additional temporary and permanent bracing -•Y " MOW _ prevent only. Is always required for stablllly and to prevent collapse with po3tible personal Injury and property damage. For general guidance regarding the fabrIcatlon, storage, delivery, erection and bracing of trusses and buss systems, seeANSU1PIt Qua, Cdlera. DSB49 and 3C57 Building Component ' Safety Nformatbnavoiloble from Truss Plots Institute, 218 N. Lee Street Sulte 312, Alexandria, VA 22 I4. - , . 6904 Parke East Blvd. ' Tampa, FL 33610 Job Thus Truss Type Oty Ply 62 GRAND CARLTON II WITH SITTI ' T77293647 M11319 GR8 HIP 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-7- 131(F=-77), 7-9=-54, 15-16=-20, 10-15=49(F=29), 10-19=20 Concentrated Loads (lb) Vert: 15=-641(F) 10=-641(F) 8.240 a May 13 2019 MiTek Industries, Inc. Mon Jun 1010:30:17 2019 Page 2. ID:SrRaEyyrgO4M78G4raW BLWyuFUJ-FuonfNf3sd3ZI7SiJnnitz%jOjxGYBWJuOEkBz7izq O WARNING- Vedfydtnv9.Peremefereand READNOTES ON i ANDWCLUDEDMITEKREFERANCEPAGEM674Tirev. laa3sOISBEFORE USE, - Desgn valid for use oNy with MBek® connections, This design is based only upon parameters shown and is for on Individual building component, not �� a truss system. Before use, me bullding designer mustberify the cippllcabllily of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing Indicated Is to buc'Aing Individual trussweb Addttonaltemporarycndpermanentbracing Welk' prevent of and/or chord members only. Is always required for stability and to prevent collapse with posible personal Injury and property damage. For general guldcnce regarding the . PeAe B EaztNtl. EastB ding ComPonont fabrication. storage, delivery, erection and bracing of Moses and two systems. seeANSVTPII CuaICIDoM, DSl29 and 6CSI Building Tampa,FL - Sabh N/armaBorlovailable ham Tnus Plate InstlMe, 218 N. Lee Sheet, Suae 312. Alexandria. VA 2III A. Thus Thus Type Oty Ply 62 GRAND CARLTON II WITH SITTI ' T17293648 FM1'I19 J2 MONO TRUSS 8 1 Job Reference (optiona0 Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.24USMay132U19MrIeKlnamines,Inc. Mon Jun1UlU:JU:18'2U19 Pagel ID:x17zSlzTbJCDIlrGPHIOukyuFUl-j4MAsjghdwBONG1EtVIxUB3 r7UVHI-gYYmoGez7izp Scale =1:7.8 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Mail L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a rVa BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 8 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Marc Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Gray 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (III) - Max Comp./Ma Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=62ft; L=34ft; eave=61C Cat. II; Exp'.C;.Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst 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 28 It, uplift at joint 3,136 lb uplift at joint 2 and 3 lb uplift of joint 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Can 6634 9904 Parke East Blvd. Tampa FL 33610 Date: June 10,2019 - WARNING -Vedtydeal9a Pammeteaard READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEM11-7473 rev. 1WAV1915 BEFORE USE... -- t . Design valid for e only wnh MOekO connection.4tls design 6 based only upon parameters shown, and b for an Individual building component. no , us ��- a truss system. Before use, the bulidIng designer must verify the oppllcaaray of design parameters and prope4ylnc orporate tpis design Into the overall- bulidingdestgn. Bracing Indicated is to buckling individual truss web Additional temporary antl MTek• . prevent of and/or chord members only.: pennonembrocing Is always required for stability and to prevent collapse with possible personal injury and properly damage, For general guidance regarding the fabrication storage: delivery, erection antl bracing of hisses and truss systems, seeMSVTPII Quo' Criers. DS449 and BCSI Building Component . 6904 Parke East Blvd., ' Sably Inhurnollonovcllable from Truss Plate Institute, 218 N. Lee Stieet, Suite 312. Nexr,ntlrla. VA 22914. Tempe, FL'33610 Job Truss Tuns Type WI7H SITTIT17293649 �Qtyply�62GRAND�CARLTON,111 M11319 J4 MONOTRUSS _7� Ghambers Iniss, Inc., Yon Fierce, FL 3x4 = b.Z4Ua May IJZU1VMIleKInaMInes,InC. Mon JunlUIU:dU:IVZVIV ragel ID:PDYLfd_5MdK4MSOTz?ZfRxyuFUH-BHwY43gJOEKH_OcORCpAzOc5XW 1501EpnCV Lo4z7izo LOADING (psf) SPACING- 2-1 CSI. DEFL. in floc) Udell Vd TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ve all 0.02 4-7 >999 360 TCOL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10:0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=90/Mechanical; 2=207/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:11.1 PLATES GRIP .MT20 244/190 Weight: 141b FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=148; B=62h; L=34fl; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcunent with anyother live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80lb uplift at joint 3, 161 Ib uplift at joint 2 and 7 lb uplift at joint 4. Joaquin Well PE No.68182 MiT9k USA, Inc. FL Cart 6634 6904 Parke East Blvd Tampa FL 33810 Date: June 10,2019. A WARNWG-yedlydes19.,yvmeters4nb READNOTES ON MZANDINCLUDEDM/FEKREFERANCEPAGEM47473rex- la=0150EFOREUSE. Design valid for use only with MaekD oonnectors. This design Is based only upon parameters shown, and Is for on Individual building component not ��- a truss system. Before use, the building designer musi.verify me oppllcablley, of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Barclogindicated IstobucWhgofIndividual Muss Additional temporary and pennanantbracing WOW 7 prevent web and/or chord members only. Is always required for stoblllN and to prevent collapse wlm possible personal Injury and property damage. For general guidance regarding Me Palle East i Bhd. East0 fabrication, storage, delivery. erection and bracing of trusses and truss systems. sea"sVrpll Cuallty Criteria. DS549 and SCSI auedlng Component Tampa, FL Safety rnformalbtnvalloble from Truss Plate Institute, 218 N. Lee Street Sulle 312, Alexandria, VA 22314. , Jdb Truss Truss Type Cty Ply 62 GRAND CARLTON II WITH SITTI ' T17293650 M11319 J6 MONO TRUSS 8 1 Job Reference (options!) L,nempers russ, Inc., run rierce, rL B.24USMay13LUIUMIlex Inamines, mC. Mon JUnlUIU:JU:192019 Pagel 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Ildeft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.10 4-7 >717 360 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.10 4-7 >716 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Iva Na BCDL 10.0 Code FEC2017/TP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 REACTIONS. lb/size) 3=140/Mechanical, 2=279/0-8-0, 4=76/Mechanical Max Ho¢ 2=142(LC 10) Max Uplift 3=-129(LC 10). 2=-194(LC 10). 4=-10(LC 10) Max Grav 3=140(LC 1). 2=279(LC 1), 4=106(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) ar less except when shown. Scale=1:14.3 PLATES GRIP MT20 244/190 Weight: 20111 'FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purtins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASIDE 7-10; VUIt=165mph:(3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Opsf; h=14ft; 13=621t; L=34f ; eave=6ft; Cat. II; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2).zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 194111 uplift at joint 2 and 10111 uplift at joint 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Ced 6634 6884 Parke East Blvd. Tampa FL U610 Bate: June 10,2019 0-WARNING-Wdy designperamefersend READ NOTES ON TN/SAND INCLUDED Aft EKREFEBANCEPAGEM6)413nn, rbA34015BEFOREUSE Design valid for use only with MTekl, connectors. this design Is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, fire bWOing 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 lmss web and/or chord members only. AdditlonoRemporory and permanent bracing MiTek' Is olways requlredfor stability and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the tabAcatlon, storage. delivery, erection end bracing of trusses and truss systems. seeANSU1P11 QUOITCriteria. DSB41e and IsCSI Madhp Component 69M Parke East Blvd. safety Nfomrotbrcivoiloble from Truss Pate Insttute. 218 N. Lee sheet Suite 312. Alexandria, VA 22314. Tampa, FL M610 - Job Truss Truss Type Oty Ply 62 GRAND CARLTON II WITH SITTI ' T77293651 M11319 J8 MONO TRUSS 20 1 Job Reference (optional) unanoess I rugs, mc., run race, rL a.24USMav TJ2u1a MIIeKlnallsmes,Inc. Mon Janlulu:dv:zu2u19 vaael A 1 3x5 = LOADING (psQ SPACING- 2-0-0 CS'. DEFL. in (roc) Well Ud TCLL 20.0 Plate Gdp.DOL 1.25 TC 0.75 Vert(LL) 0.26 4-7 >367 360 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Ved(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 31 BOT CHORD REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC.1), 4=145(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Scale=1:17.4 PLATES GRIP MT20 2441190 Weight: 26 Ile FT = 0% Structural wood sheathing directly applied or 6-0-0 cc purling. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=62tt; L=3411; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(l) 2-4-13 to 3-1-13, Extedor(2) 3-1-13 to 7-11-8 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed fora 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 of. Withstanding 1751b uplift at joint 3, 2281b uplift at joint 2 and 151b uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904Parke East Blyd. Tampa FL 33610 Date: June 10,2019 WARNING- Verity Ceelyn paremeters and READ NOTES ON TRISAND INCLUDED MBEKBEFERANCE PAGE 1130-7473 rev. 1041320IS BEFORE USE �■�' Design valid for use only with Mneka, connectors. This design is based only upon parameters shown, and Is for on IndNldual building component, not , a truss system. Before use, the building designer must verify the oppllcobilify of deslgn parameters and properly Incorporate this designlnto the overall bullding design. Bracing Indicated is to prevent buckling of lndlNdual hues web and/or chord members only.. Addhonal temporary and permanent bracing Is olways requlred for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication. storage, delivery. erecilon and broGng of trusses and buss systems, seeANSVIPII CaolMy Criteria. OSB-59 and BCSI Building Component Safety lnfonnatbrWailable from ➢ussPlote Institute, 218 N. Lee Street. Sutta 312 Alexcndrla, VA 223.14 =•�iG{YG} MOW 69N Parka East Blvd. Tempe, FL 33610 JOb Truss Truss Type Oty Ply 62 GRAND CARLTON II WITH SITTI T17293652 M11319 KJB MONO TRUSS 4 1 Job Reference (optional) ,uss, no., ran nerve, rL 8.240 s May 13 2019 MiTek Industries, Inc. Mon Jun 10 10:30:21 2019 ID:LCg54J?LuEancmZr4Db7W MyuFUF-8f1 IVIiZwra?EkmpYdre2phLIPKSmUYW 6EW_I -1-5-0 7.3-4 , 11-3.0 Scale =1:20.3 3x4 = Lx4 II 5 ax4 = 7-3.4 3-11-12 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 - Plate Gdp DOL 1.25 TC 0.32 Vert(L-) 0.07 7-10 5999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Hom(CT) 0.02 6 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MR Weight: 44 lb FT=0% 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 8-9-1 0o bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical 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. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1151/523 BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 36= 1236f755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=.3.OpsG h=14ft; B=62ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 Del bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 He 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 (9). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), 8=0(F=10, B=10)-to-5=-56(F— 18, B=-18) Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date_: June 10,2016 O WARNING -VeNty design parameteraanCBEAD NOTES ON 7MSAND INCLUDED M?EKBEFENANCEPAGEMX74n.r .. IG=015 BEFORE USE. Design valldfor use only with Mllek® connectors. We design 6 based only upon parameters shown, and a for an Irdivlduol building component, not L a truss system. Before use, me bulldIng designer must verify the applicability of design parameters and papery Incorporate the design Into the overall buildingdesign, Bracing Indicated Istoprevent buckling of lndMdual him web and/or chord members only. Addrional temporary and pennonentbrocing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdcafion. storage. delivery, erection and brocing of trusses and truss systems, seeANSU19I1 Quality Ciliate, DSB-89 and BCSI Building Component Solely Nforinalbnw ,liable from Truss Plate 6904 Padre East Blvd. Tampa, FL Institute. 218 N. We Sheet Suite 312; Alexondrio, VA 22314. 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 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 �71dr I For 4 x 2 orientation, locate plates 0-716' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension 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. BEARING Indicates location where bearings (supports) occur. Icons vary but 40 reaction section indicates joint number where bearings occur. Min, size shown Is for crushing only, Industry Standards: ANSI/fPll: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BC$1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System. I 6-4-8 I dimensions shown Inscale) t III (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTEREDCLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397,. ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® 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 SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves' may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane 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 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, Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size. orientation and location. 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 puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others.. 16. Do not cut or alter truss member or plate without prior. approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. _