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HomeMy WebLinkAboutTRUSS PAPPERWORK\%� k�'Z\ -X-� -\.-A Q RE: M11392 MiTek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Site Information: Customer: Wynne Dev Corp Project Name: M11392 Lot/Block: Model: 71 Carlton 3 Bedroom Rear Porch Address: unknown Subdivision: City: St. Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dated 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16686490 a 4/3/2019 2 T16686491 al 4/3/2019 3 T16686492 a2 4/3/2019 4 T16686493 a3 4/3/2019 5 T16686494 a4 4/3/2019 6 T16686495 a5 4/3/2019 7 T16686496 ata 4/3/2019 8 T16686497 b 4/3/2019 9 T16686498 bha 4/3/2019 10 T16686499 gra 4/3/2019 11 T16686500 jl 4/3/2019 12 T16686501 j3 4/3/2019 13 T16686502 j5 4/3/2019 14 T16686503 j7 4/3/2019 15 T16686504 kj7 4/3/2019 SCANNED BY St. Lucie County 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek 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 property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. File Copy REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY R®CC -JER ,P , F7iy �ii .�\G.E Ns** fio 22839 irz 9 STATE OF :�44/ � O� A. O R I� P �j����• Walter P. Finn PE No.22839 Mnek USa Inc. H. 0ert 6634 6904 Parke East Blvd. Tampa R. 33610 April 03, 2019 1 of 1 Finn, Walter ,A Job Job Truss Type City Ply THE WINDSOR T16686490 392 JTmss A HIP 1 1 Job Reference (options]) cnampers cuss, mc., ran rrerce, rL o.zaus sec omro mu arc umwuree, nm. r nyi o iu. w.+o cvm 6 d US 2x3 11 34 = Us = 4.00 F12 W 4 26 5 6 7 27 4x8 B g Scale = 1:60.5 3x4 = 3x4 = 3x6 = 6x8 = 3x4 = 3x6 = 3x4 — Us = 1 9-0-0 14-11-0 1 20-2-13 1 26-0-0 1 35-0-0 Plate Offsets (X YI-- r2:0-0-14 Edge1 f4:0-5-4 0-2-01 (B:0-5-4 0-2-01 rl O:0-0-6 Edge1 Y LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (log) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.3712-23 >659 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=433/0-8-0, 15=1596/0-M, 10=669/0-8-0 Max Horz 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Grav 2=467(LC 17), 15=1596(LC 1). 1D=685(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-639/108, 3-4= 396/0, 4-5=-967/776, 5-7— 967/T76, 7-8=-454/938, 6-9=1009/1884, 9-10=-1265/2154 BOTCHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=.1971/1174 WEBS 3-17=„372/461, 4-17= 272/451,4-15=-1087/1002,5-15=-336/386,7-14=-766/399, 8-14=-580/997, 8-12=-958/447, 9-12=-358/600,7-15=-1329/2190 NOTES- 1) Unbalanced root 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=15ft; B=70ft; L=35ft; eave=51t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-M to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Exterior(2) 26-0-0to 30-11-6, Interior(l) 30-11-6 to 36-M zone; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2,1439 lb uplift at joint 15 and 799 lb uplift at joint 10. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod $634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 AWAFNING-Vul/ydesign paramor.no o OREAD NOTES ON 1117SANDDICLUDFD MNEKBEFEFANCEPAGEN67473 rev. 10003c 0150EFONE USE. • Design vend for use only with MnekO connectors. This design Is based only upon parameters shown, and Is for an Individual bu6dirg component, not - a hu%system. Before use the building designer must verity tho applicability of design parameters and properly Incorporate fhls design into the overall bulldingdedgn. 3roctngIndicated istoprevent budding ofIndividual mussw iacmd/or chord members only. Additional temporary and permanentbrdcing M!Tek' Is always required for stob611y and to prevent collapse win possible personal 99ray and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems saeANSUIPII Quo ON CMnla, DS549 mE BCSI Balding Component 69" Parka East BW. Salary Nfomlatbmvolloble from Truss Plate IruhLe tute. 218 N. e Street Sunelilz Alexandra VA 22314, Tampa, FL 33610 Job Truss Truss Type 71T,=) T76686491 M11392 Al SPECIAL Chambers Truss, Inc., Fort Pierce, FL - 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 Scale =1:61.3 5X6 = 2x3 II 3x4 = 5x8 MT18HS= 4.00 12 4 21 5 6 22 7 13 12 3x6 = 3x5 = 5x8 MT18HS= 3x12 = 2.00 12 10-0-0 149-0 24-fi-8 35.0-0 10-0-0 I 4-9-0 I &9-8 I 10.&8 Plate Offsets (X Y)-- 12:0-0-2 Edeel r7:0-4-0 0.2-31 r9:0A-15 Edcel LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.2111-12 >348 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 155 He FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puains. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IWsize) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=3209/2102, 3-4=3006/2024, 4-5=3022/2080, 5-6=-3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, 8-9=-5751/3700 BOT CHORD 2-13= 1883/3007, 12-13=-1591/2657, 11-12= 245613908, 9-11=3442/5478 WEBS 3-13=-425/410,4-13=-354/571, 4-12=362/617, 5-12=-269/279, 6-12=-1034f712, 6-1 1=-373/892,7-1 1 =-897/1523, 8-11=-404/435 NOTES- 1) Unbalanced root 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=15ft; B--70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-" to 2-6-0, Intedor(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat 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) 9 considers parallel to grain value using ANSNrPI 1 angle to gmin formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 8251b uplift at joint 9. Walter P. Finn PE No.22U9 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Thus Truss Type Oty Ply THE WINDSOR T76686492 M11392 Ara SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Inc. Wed Apr 3 10:18:45 2019 4.00 Sx6 = 3x4 = 4 21 5 5x8 = 22 6 Scale = 1:61.3 3x4 = 5x8 = 3x12 = axe = 2.00 12 7230-0 I268 1 35.0-0 0.0 7.610.5.8 Plate Offsets (X Y)-- t2:0-0-6 Edgel I6:0-4-00-2-31 (8.0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(L-) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr YES WB 0.86 Hoa(CT) 0.34 8 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1601b F7=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or2-6-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Mal: Ho¢ 2=136(LC 11) Max Uplift 2=-825(LC 12), 8— 825(LC 12) FORCES. (III) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=3211/2064, 3.4=-3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13=-1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11— 1990/3441, 8-10=-3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 4-12= 337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277, 6-lD=-1318/2268,7-10=-503/530 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interfor(1) 2-6-0 to 36-0-0 zone;C-C for members and tomes 8 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 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVFPI 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 825lb uplift at joint 2 and 825111 uplift at joint 8. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,&WARNING-wrtydeaf9npammeteraand R£AONOTES ON TNISANOWCLUDEOM REFENANCEPAGEMX74M.re.. faNYleISSEFORE USE Design valid for use only with MRek®connectors. This design Is based only upon parameters shown and Is for on Indi buadhg component, not ��- - a truss system. Before use, the bdlding designer must verify Me applicability of design parameters and property Incorporate tins design Into the overall building design. Bracing Indicated is to prevent bucking of lndMdual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always 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 Musses and Muss systems. seeANSVIPII Quality CrBedo, DS549 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnalbrxrvallable from Tr rt<%ate Institute. 218 N. Lee Sheet, Suite 312- Alexandria, VA 22314. Tampa, FL W610 Job Trues Truss Type City Ply THE WINDSOR T76686493 M11392 A3 SPECIAL 1 1 Job Reference a tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MITek Industries, Inc. Wed Apr 310:18:46 2019 i1 4.00 12 5x6 = 4x5 = 3x5 = 2xa II 5x6 = 2.00 12 Scale = 1:62.3 3x12 = LOADING (pso SPACING- 2-0-0 CSI. DEFL in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.97 11-20 >432 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (III) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2A=3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=-5720/3554 BOT CHORD 2-14=-1817/3048,.13-14=-1817/3048, 12-13=-125812274, 11-12=-2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329, 4-13=-897/636, 5-12= 316/661, 6-12=317/616, 7-12=-2727/1643, 7-11— 1072/1939, 8-11=390/391 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=15ft; B=708; L=35ft; ea a=58; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 36-0-0 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 par bottom chord live load nonconcu rent 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 chard and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 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 8251b uplift at joint 2 and 825 lb uplift at joint 9. m O n I6 d Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 AWAIVING -Vert!ydesign pammetersandREAD NOTESONTN/SANDU/CLUDW4fREKNEFERANCEPAGEM/F)4Ane.maxYla15BEFOREUSE �� Design volld for use only with Mnek®connactors. This design B based only upon parameters mown and Is for an IndMdual bustling component not - a truss system. Before use, the bustling designer mustvedfy M9 applicability of design parameters and propery Incorporate fhle design Into the overall building design. &acing indicated B to prevent buckling of indMdud tnrssweb and/or chord members only. Additional temporory and permanent brocing MiTek- b always required for stobaHy and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecifon and bracing of busses and Muss systems seeANSVIPII QuaiBSyy CModo, DSII and SCSI Balding Component 69M Parke East Blvd. Tampa, FL 33610 Safety Infomtationc,a fable Mom Truss Plate Institute. 218 N. Lee Street Sub 31Z Alexandra. VA 22314. Job Truss Oty Ply T16686494 Ml 1392 A4 �TrussType SPECIAL 1 �THEWINDSOR 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 MiTek Industries. Inc. Wed Apr 3 10:18:47 2019 4.00 F12 5x6 = 4x6 2 3 II 6 7 Scale> 1:62.3 16 15 6xio 3z5 = 2x3 II 5x8 = 3x/2 = 2.00 12 8- &— I 35.0-0N 3&I 2-68 10.5-8 Plate Offsets (X,Y)- f2:0-",Etlael, f9:0-3-0,Edge1. it 1:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Hore(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/O-B-0 Max Harz 2=-175(LC 10) Max Uplift 2---825(LC 12), 11=-825(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 23=-3253/1989,3-5=-2435/1560,5-6=-2399/1639,6-7=-2217/1501,7-8=-2380/1519, 8-10=-5361/3228, 10-11=-5716/3480 BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14=-2920/5154, 11-13=3232/5441 WEBS 3-16=01334, 3-15=-882/614, 5-15=-238/254, 7-14=-163/427, 6-14=-309/604, 6-15=-315/409,8-14=-3146/1901,8-13=-1034/1946,10-13=-343/333 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=15ft; B=70ft; L=35ff, eave=5ft; Cat. II; 6y C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 36-M zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord 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) 11 considers parallel to grain value using ANSVrPI 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 8251b uplift at joint 2 and 825lb uplift at joint 11. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 A WARNWG-Vedrydeor,.Parameters end READNmWS ON TNISANDXCLVDEDM RE iMCEPAGEMb147JMy 10=015eEFORE USE Deslgn vdld tar use only W h M0e0.®connectors. iNs tledgn 4 based oNy upon parameters shovm ono Is for an intlNidaaI bu6tling component, not -a fruss system. Before use, Me bulltling oedgner must verity the pppllcabalN of tlesign parameters anti propedy Incorporate this tleslgn Info the overall bWtling ties I;n. &acNglnolcateo lstopmvenf buctlNg of lntlivltlual miss web anti/or chortl members oNy. Ado6lonol temporary anti pannanent braGng ��- MiTek' e always requPetl for stab611y anti to prevent collapse with possible personal lnkary anti propedy tlamoge. For general gultlance regortling the fob4cotlor slwoge, tleMery, erecfron ontl bre ,, of trusses ono puss systems seeAN51/IPII CuoON Cd1oM, D96-09 and fit BWdhp Compenant SOloly bra mre forrna6obl. from T. Plole Insfilute. 218 N. Ise. at, Sulte 312 Alexontlda. VA 22 14. 69N Pane Emi Bva. Tampa, FL 33610 Job Truss Teas Type Oty Ply�TH�®R.T76686495 M11392 AS ,SPECIAL 16 nel Chambers Truss, Inc., Fort Pierce, FL 8240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:48 2019 6 Scale=1:60.3 Sx8 MT18H6 I a.ao F1z 14 13 3x5 = 2,3 II 5x10 = 3x12 2.00 12 a:Q:Sq 14-9-0 24-6-B 35. 0 11�1r 8.6-0 6-3-0 9-9-8 10.5-8 Plate Offsets KY)— 12:0-1-6 Edgel 18:03-0 Edger 110:0-1-15 Edael LOADING (psf) SPACING- 2-M CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb IT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 14,8-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/03-0, 10=1349/0-e-0 Max Horz 2= 179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3247/2112, 3-5=-2449/1679, 5-6=-2397/1763, 6-7=-5452/3624, 7-9=-5398/3482, 9-10= 5732/3689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13=-12232137, 10-12=3431/5459 WEBS 3-14=0/303, 3-13=-861/619, 5-13=-216/264; 6-13=300/527, 6-12=-2247/3526, 7-12=323/388, 9-12=-321/306 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=15ft; 8=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18;.MWFRS (directional) and C-C Extedor(2)-1-0-0to 2-6-0. Intenor(1) 2-6-0 to 17-6-0, Extedor(2) 17-64) to 21-0-0, Interior(i) 21-0-0to 36-0-0 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 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) Bearing at joints) 10 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 825 lb uplift at joint 2 and 8251b uplift at joint 10. Wafter P. Finn PE No.22839 his USA, Inc. FL Cart 6634, 6904 Parise East Blvd. Tampa FL 33610 Date: April 3,2019 ®WMN/NG- Ve1dydesf9a Paxametersand RF NOTES ON Tit/SAND/NCLUDWM/TEKNEFEFANCEPAGEMX74Ma v. ldp,'Y1a15SEFOAE USE Design valid for use only with Mife'.V connectors. this designown Is based only upon parameters shown. and is for an Individual building component not �R ■■ a muss system. Before use. me building designer must verify me applicabllity of design parameters and properly incorporate mis design Into me overall building design. Bracing indicated is to bucking of hdivfduol truss web and/or chord members only. Additional temporary and bracing M!Tek' prevent permanent a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss syslems. seeANSUfP11 Quoits, Cfferki, 05949 and Best Butding Component 6904 Palle East Blve. Safety mlonnatorxrvoeoble from Truss Plots Institute. 218 N. Lee sheet. Suite 312. Alexandria VA 22314. Tampa, R. 33610 Job Truss Truss Type Oty Ply THE WINDSOR T16686496 M11392 ATA COMMON 5 1 Job Reference (op8 all Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:49 2019 4.00 12 4x5 = Scale=1:59.5 1.6 b 17 '" 15 "" "' 14 '" 12 3,06 _. 2x3 II 4x6 = 3xB = 2x3 II 3x6 = 3.8 = 416 = 8-4-0 12-11-0 22-1-0 26A-0 35- 0 8-4-0 i 4-7-0 9-2-0 4-7.0 5-4-0 Plate Offsets (X Y)— f2:0-0-2 Edgel f10:0-0-2:Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC. 0.68 Vert(CT) -0.6414-15 >652 180 BCLL 0.0 Rep Stress Incr YES W S 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 166 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 3-1-15 oc puriins. BOTCHORD Rigid ceiling directly applied or 5-2-15 oc bracing. REACTIONS. (Ib/size) 2=1399/0-8-0, 10=139910-8-0 Max Harz 2=-179(LC 10) Max Uplift 2= 775(LC 12), 10=-775(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2801/1739, 7-9=-2807/1637, 9-10=-3404/1963 BOT CHORD 2-17=1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/96B, 3-15=-681/524 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=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) 100.011c AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 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 20.0psf on the bottom chord in all areas where arectangle 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 775 1b uplift at joint 2 and 775 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNING- V rfydesf9nparsmetersend READ NOTES ON TN/SANDINCLUDWMrFEKREFERANCEPAGEM&74M.. 1aro32p15BEFOREUSE Design valid for use only wnh MOek6connectors. this design Is based only upon parametersshown. and Is for an hdividucl building component, not -a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design. Siccing Indicated is to prevent budding of Individual puss 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 puss systems, aaaANSVIPII Cu Cdtorta, DSB-99 and 501 Building Component Safety Informalbnovalable from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22 14. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply =THE T76686497 M11392 B COMMON 2 1 nal s.rsamuers rtw5, mc., ran rrerce, r� p.ZV. s Uec o za 1 o mu Is. 1Hua5nre5, nth. vvnu 11 J rv. i a.o i 4v m 6 0 'Scale = 1:59.3 4.00 12 3x6 = 6 3x4 = 2x3 11 3x6 = 3x4'= 3x4 = 3x6 = 2Y3 11 1 3x4 = Baas, as.n.n 8-3.5 15.8-11 7-0-0 5.8-11 8-3-5 Plate Offsets (X Y)—. 12:0-2-6 Edgel I6:0-3-0Edclel f l O:0-2-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.2417-20 >715 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1491b FT=.20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 12) MarGrant All reactions 250 It, or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) - Marc Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23--945/572, 5-6=-1B1/256, 6-7=-181/258, 9-10=-945/574 GOT CHORD 2-17=AO7/878, 15-17=-407/878, 12-14=-393/858, 10-12=-393/858 WEBS 3-17=-5/301,3-15=-819/591, 5-15=-277/325, 7-14=-277/326, 9-14=-819/592, 9-12=-5/301 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.Opst; h=15ft; B=70ft; L=35ft; eave=51k Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0=0, Interior(1) 21-0-0 to 36-" 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 pet 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.Opst., 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 Ib uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.22839 MlTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNWG-Vedfydedl paremetereandflE DNOTES ON MLSAND INCLUDED MREKREFERANCEPAGEM674Tdrev. latsa4musaEFOREUSE Design valid for use ortywith Mffek@ connectors. This design a owed arty upon parameters shown, and b for an Individual building component, not 'a truss system. Before use, the building designer mustvedfy roe oppllcob0tyaf design parameters and properly incorporate thus design into the overall building design. Bracing hdicaled is buckling of lndlAduol muss members any. Additional temporary and bmchg �A NOW to prevent web and/or chord permanent Is always reaulred for slablaty and to prevent collapse with POallble personal Injury antl property damage. For general guidance regarding the fabricanon. storage, delivery, erection and bracing of trusses and muss systems seeANSVWII Quality Cmeda. DSB•69 and 1061 Building Component 6904 Pane East Blvd. Tampa, FL 33610 Safety Informalbrrnalable from Truss Plate ImfiMe, 218 N. Lee Smear. Sulte 31Z Alexandra: VA 22314. Job Truss Truss Type - �Y Ply T76686498 M11392 BHA BOSTON HIP 1 1 �THEWINDSOR Jab Reference (optional) i ruse, Inc., Fort Pierce, FL a-240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:52 2019 Page 1 ID-kfiGCA6bx7j2Sy1 HOXFw7ye3KK-ygLWhB?1 MW2rgRxLZOTkOrEfFPjAdpvL VjVGmUScX lZo 216a 1 7-0.0 H'a 11-0-0 13-e-U1 -0 17-0-0 19G-0 21-0.0 23-6-0 25E0 2B-0-0 35-0-0 6- 1-0-0 7-0-0 2-6-0 2-0-0 2-0-0 6- 1-6-0 2-0-0 2-0-0 1-6-0 2-0-0 2-0-0 2-6­0 7-0-0 too Scale = 1:62.4 4.00 12 4x4 = 57 15 58 17 56 12 59 3x6 55 9 2U 54g 60 22 5x12 =13 4 6 x6 — 3z4 2401 26. 5x12 C 3 11 16 19 1 23 FL27 63 4 1 2 52 28 291� �A G 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 0 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = 40.00-0 I 0 507-0.2P3.0--00 7-0-0 70Plate Offsets (X,Y)— (3:0-6-4,0-1-121 f32:0-3-8 0-3-01 LOADING (pat) SPACING- 2-0-0 -CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.1635-38 >999 180 BCLL 0.0 Rep Stress ]nor NO WB 0.65 HOm(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 2081b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 53-13 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Hom 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32— 1017(LC 8), 28=-434(LC 8) Max Grav All reactions 2501b or less at joint(s) except 2=812(LC 17), 33=1825(LC 1),.32=1529(LC 1), 28=626(LC 1) FORCES. (lb) - Max. Comp✓Maz. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1692/1103,3-4=-105/259,27-28=-1129/710,3-5=-441/520, 5-7=-436/514, 7-10=-436/514,10-11=-436/514,11-13=-436/514,13-16=-436/514, 16-18=-436/514, 18-19=-436(514, 19-21=382(412,21-23=-382/412,23-25=-382/412, 25-27=-387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 3032=--57511004, 28-30=-568/1039 WEBS 3-35=-191/649, 2730=0/451, 3-33=-2090/1523, 11-33=-8107782, 19-32=-772/745, 27-32=-1484/1044,9-10=-463/453, 20-21=-462/454 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 Ill B=70ft; L=35ff; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Dandling. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcuffent with any other live loads. 6) • This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 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 5651b uplift at joint 2, 1269 lb uplift at joint 33, 1017 Ile uplift at joint 32 and 434 Ile uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2651b down and 381 lb up at 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158111 down and 206 Ib up at 13-0-12, 158 Ile down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 1581b down and 206 Ib up at 17-11-4, 158 he down and 206 lb up at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 Ib up at 25-11-4, and 158 lb down and 206 Ile up at 27-11-4 on top chord, and 373 Ib down and 236 It, up at 7-0-0, 691b down at 9-0-12, 69 lb down at 11-0-12, 69 Ib down at 13-0-12. 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69111 down at 19-11-4, 69 Ile down at 21-11-4, 69 Ile down at 23-11-4, and 69 Ib down at 25-11-4, and 69 Ib down at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 0WARNING-VadrydeeRnparumetmsend READ NOTES ON 7N/SANDWCLODEDM?EKBEFEBANCEPAGEM674Mar 1aN3¢OtSBEFOFEUSE. Design valid for use only with M6ekS connectors. This all is based only upon parameters shown. and 6 for an Individual bustling component, not -a truss system. Before use, fire bustling designer mutt ve* the appllcabllity of design parameters and properly Incorporate this design Into the overall bullding design, Bracing Indicated Is to prevent bucMhg of Individual huss 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 antl property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems seeANSUMII Qup11@@ys. Cd fold, 05889 cold BCSI Bul 1p Component 69N Parke East Blvd. Salety InfpmlDiblpvosoble from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314, Tampa, FL 33610 Job Truss - Tuts Type Oty Ply THE WINDSOR T76686498 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:53 2019 Page 2 ID_kfiGCA6bx7j2Sy1HDXFw7ye3KX-ODvuuX4f7gAilaWX65_zw3mq_p3PMG9UD9S2oDzUScW LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 36-39=-20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29=-54 - Concentrated Loads (lb) Vert: 35=-373(F) 30=-23(F) 42=-23(F) 43=23(F) 44= 23(F) 45=-23(F) 46= 23(F) 47=-23(F) 48=-23(F) 49=-23(F) 50=-23(F) 51= 23(F) 52=-169(F) 53=-118(F) 54=-118(F) 55=-118(F) 56=-118(F) 57=-118(F) 5B=-118(F) 59=-118(F) 60=-118(F) 61=-11 B(F) 62=-11 B(F) 63=-118(F) Q WARNWG-VerlryOevgnparemetemanCREAONOTES ON TN/SANOINCLUOEDMREKREFERANCEPAGEMM17=mV. id9Y1pI5BEFORE USE Design valid for use any whh MUekS connectors. This design Is based only upon parameters shown and Is for an Individual building component, not 'a truss system. Before use, the bu0dbg designer, must verify M9 appiicciAlly of design parameters and properly Incorporate this design Into the overall Mang design. Bracing Indicated Is to prevent buclAng of Individual truss web and/or chard members only. Additional temporary and permanent bracing - M)Tek' a always required for stability antl 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/IPII Cuo�s. CrifeM. DS549 andBCSI Building Component lnformafbnwcllable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312 Alexandria. VA 22314. 69W Parke East Bled.Safety Tampa, FL 33610 Job Thus Truss Type Oty Ply THE WINDSOR T76686499 M11392 GRA HIP 1 1 Jab Reference (actions]) Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 5x12 MT18HS = 4.00 12 3x5 11 3x6 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 3x4 = 2x3 11 axe = 5x14 = 3x4 = 44 = 4x8 = 2x3 II 7-a0 14-11-0 21-5-2 28-0-0 35-0-0 7-0-0 7-N-0 6.8-2 8{r14 7-a0 Seale =1:60.3 3x5 = Plate Offsets (X,Y)-- f3:0-9-0 0-2-87 f6:0-3-8 0-2-01, 17:0-5-4 0-2-41 f 13:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 VerUCT) -0.3010-12 >812 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 1.00 Harz(CT) 0.09 8 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 153 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Herz 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8), B--1159(LC 8) Max Gmv 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1534f729, 3-4=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8=-2978/2565 BOT CHORD 2-15=-586/1423, 13-15=596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-10=-2329/2789 WEBS 3-15=-159/733,3-13=-2917/1869,4-13=-848/801,6-13=3504/3050,6-12=-030/666, 7-12=-940/731, 7-10=-489/690 Structural wood sheathing directly applied or 3-9-5 oc pur ins. Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Row at midpt 6-13 2 Rows at 113 pts 3-13 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft,, Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pbnding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 Ib up at 9-0-12, 90 lb down and 155 Ib up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 Ito down and 155 Ib up at 15-0-12, 90 to down and 155 Ib up at 17-D-12, 90 lb down and 155 Ib up at 17-11-4, 90 It, down and 155 Ib up at 19-11-4, 90 lb down and 155 lb up at 21-11-4. 901b down and 155 It, up at 23-11-4, and 90 It, down and 155 lb up at 25-11-4, and 203111 down and 329 It, up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 631b down and 3lb up at 11-0-12, 63 Ili down and 3 It, up at 13-0-12, 63 lb down and 3lb up at 15-0-12, 63 lb down and 31b up at 17-0-12, 631b down and 3 lb up at 17-114, 63 lb down and alb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 It, up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb dawn and 263 It, up at 27-11-4 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE No.22639 ISiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33910 Date: April 3,2019 QWARNMO-Verify Ceslgnpammehm4 dREADNOTESONMSMDMCLUDEDMREKREFERANCEPAGEM&74M.r .. 1003INUSBEFORE USE. Design valid for use only wim MBeM® connectors. This design Is based only upon parameters shown, and Is for on IndNidual building component. not ��• -a truss system. Before use, me bulding designer must verify the appllcabillN of design parameters and properly incorporate one design Into Me overall buildingdesign.Becing indicated B to prevent buckling oflndiv1iducl truss web and/or chord members only. Additionaltempororyondpermanembrocing MiTek' h 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 truces and truss systems seeANSUIPl1 Qua, Criteria, DSO-89 and SCSI Iluldhp Component 218 N. Lee 69M Pare East Blvd. Tampa, FL 33610 Safety mtarmntbmvallable from Truss Plate Institute. Sheet Suite 312. Alexandria. VA22314. Jab Truss Truss Type 7Oty Ply M11392 GRA HIP 1 1b FEWINDSORT16686499 Reference (options)) Chambers Truss, Inc., Fort Pierce, FL B.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Page 2 ID_kfiGCA6bx7j2Sy1HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJu DNe5eleRpCcKfzUScV LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-147(B) 7=-147(B) 15=4152(B) 13=-40(B) 4=-90(B) 10=452(B) 22=-90(B) 23=-90(B) 24=-90(B) 26=-90(B) 27=-90(B) 28— 90(B) 30=-90(13) 31=-90(B) 32=-90(B) 33=-40(B) 34=-40(B)35=-40(B) 36=-40(B) 37=-40(B) 38=-40(B) 39=-00(B) 40=-40(B) 41=-40(B) Q WARNING- Verlfydesign Psmr*sfsmwdREADNOTES ON TNISANDWCLUDMMREKRE ANCEPAGEM674mmr 104132U158EPORE USE Design valid for use only wth MBek® connectors. Rho design Is based only upon parameters shown, and Is for an Individual bulding component. not - a truss system. Before use, the building designer must vadfy me applicability of design parameters and properly Incorporate rah design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additlonol temporary and bracing M)Tek( prevent permanent Is always required for stability and to prevent collapse wim possble personal Injury and properly damage. For general guidance regarding the fabrication, storage, calvary, erection and bracing of fusses and hum systems. seeANSVrPl1 Quality Crania, DSE49 and BCS7 fill Component 69M Parke East Blvd. Safely InformalloncyO fable from Truss Plate Instrute. 218 N. We Street. SuMe 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T16686500 M11392 it MONO TRUSS 8 1 • Job Reference a lional Chambers Truss, Inc., Fort Pierce, FL 6.240 s Dec 6 2018 MiTek Industnes, Inc. wed Apr 310:16:bb 2U19 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX.MPOeJC1 vfROOXufvEWOR7UrEfds3pKmgTx9t6zUScU -0.0-0 1-0-0 r 1-0-0 ~ 1-0-0 Scale =1:6.1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4-0/Mechanical Max Hom 2=48(LC 12) Max Uplift 3=4(LC 9), 2=-140(LC 12) Max Grant 3=11(LC 17)„2=118(LC 1), 4=17(LC 12) FORCES. (Ib) - Max. Corr lMax. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural mod sheathing directly applied or 1-0-0 oc purlins. 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.Opsh h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedur(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load noilconcument 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 4 Ib uplift at joint 3 and 140 lb uplift at joint 2. Walter P. Finn PE No.22839 MTekUSA, Inc. FL Cad 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNWG-yedryde99nperameMrsend REAONOTES ON MciMOWCLUOEDhmEKREPERANCEP4GEMX74os ev.]aT. zMFS9EFORE USE Design valid for use only win MTek® connectors. This design Is based only upon parameters shown• and is for an individual building component, not IS - a truss system. Before use, the building designer must verify the applicablary of design parameters and properly Incorporate this design Into the overall building design. Brocing Indicated is to buckling of individual huss web chord members only. Additional temporary and bracing MiTek' prevent antl/or permanent Is always required for staloR y and to prevent collapse win possi le personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery. creation and bracing of trusses and truss system& secANSVWII Quality Criteria. D5849 and BCSI Building Component 218 N. Lee Street, VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Safety Wormafforryoilable from Truss Plate Institute, Suite 312, Alexandra. Job Truss Tnus Type Oty Ply THE WINDSOR T16686501 M11392 J3 MONO TRUSS 8 1 Jah Reference o lional taamuers cuss, inc., ran rlerce, rL 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 Sc 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 n/a We BCDL 10.0 Cade FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=64/Mechanical, 2=173/0-8-0, 4=87/Mechanical Max Horz 2=B5(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=4(LC 12) Max Gmv 3=64(LC 1).2=173(LC 1), 4=50(LC 3) FORCES. (Its) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale =1:9.4 PLATES GRIP MT20 244/190 Weight 11 lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. 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=4.2pst BCDL=3.Opst h=1 Elf; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0to 2-11-8 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 pat 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 54 lb uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNWG-Vedlydesignparemeteraand READNOMS ON WISANOINCLUDWMffE REFENANCEPAGEW74]arov. Iarascu 58EFONE us& Design valid for use only with Mnek connecters.4tls design Is based only upon parameters shown. and is for an Individual building component, not a truss System. Before use, the building designer must vedfy the applicability of design parameters antl properly Incorporate this design Into the overall building design. Brcchg indicated is to prevent bucWing of lndMdual trues web and/or chord members only. Addlnonal temporary and permanent bracing WGIC Is always required for stabally and to prevent collapse with possble personal Injury and properly damage. For general guidance regarding the fabricotlon, storage, denvory, erection and bracing of trusses and truss systems seeANSVIPII CuaDv CmeM, D5349 and BCSI Building Component 69M Parke East BNd. SafHy IrSfannotbM+,liable from Toss %ate Institute. 218 N. Lee Sheet. Suite 31Z Alexandrb, VA 22 14. Tampa, FL 33610 Job Truss Thus Type - CRY Ply J5 MONO TRUSS 8 1b FEWINDSORT166Bfi502 Reference o tional Chambers Truss, Inc., Fad Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:58 2019 Page 1 ID_HGCA6bx7j2Sy1HDXFw7ye3KX-rbalWY2XOIYH92E6oEXgYhOGn02hYn5wv7hiPYzUScT -1-0-0 5-0.0 r 1-0.0 5-0.0 Scale=1:12.7 3x4 = 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ved(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a nta BCDL 10.0 Code FBC20171TP12014 Matdx-MP Weight: 171b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Ho¢ 2=123(LC 12) Max Uplift 3=-104(LC 12), 2— 177(LC 12), 4--9(LC 12) Max Grav 3=115(LC 1). 2=243(LC 1).4=87(LC 3) FORCES. (Ib) - Max. CompJMax. 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; BCDI^3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C.Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 4-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat 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 104 In uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33816 Date: April 3,2019 Job Truss Truss Type Qty Ply THE WINDSOR T76686803 M11392 J7 MONO TRUSS 24 1 Job Reference Loptionaq Chambers Truss, Inc., Fort Pierce, FL 3" = 8240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 ID:_kfiGCA6bx7))2Syl HDXFw7ye3KKJo8Pku29B3h8nCpIL#v5v VWOSnHEL48nOGx zUSCS Scale: 3/4'=1' Plate Offsets (X,Y)— f2:0-1-14,Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017RPI2014 Matrix -MP Weight: 231b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (Ib/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Ho¢ 2=161(LC 12) Max Uplift 3=-153(LC 12), 2— 211(LC 12), 4=-12(LC 12) Max Gnav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb).- Max. CompJMa c Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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=15ft; B=70ft; L=35ft; save=611; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 5dedor(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 6-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard 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 chard and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 153 Ito uplift at joint 3, 211 Its uplift at joint 2 and 12 Ito uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd, Tampa FL 33810 Date: April 3,2019 O WARNING -Very desfgnparametc..dREAD NOTES ON TNISAND INCLUDED MITEKREFERANCEPAGEMI1-7473 rev. 10e320156EFOREUSE Design valid for use only with M709 connectors. The design Is based only upon parameters shown, and Is for an ndlVdual budding component, not .a ruse system. Before use, the building designer must vedfy the applicability of dasign parameters and properly Incorporote the design Into the overall bulldhg design. Bracing indicated is to buckling of Individual Was web and/or chord members only. Adtlitional temporary and bracing MiTek' prevent permanent Is always requlredfor stability and to prevent collapse win possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inns systems, seeANSVrPl1 Quality Criteria. DS549 and BCS1 Building Component Safety tnformatbmvaaable from Truss Rate Institute. 218 N. Lee sheet Sude 312. Alexanddo, VA 22314. 6904 Parka East Bind. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T1fi686504 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional) Chambers I MSS, Inc., Fon Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 ID:JcfiGCA6bx712Syl HDXFw7ye3KK-JoBPku29B3henCplLx2v5vx7mOVpHBb48nOGX zUScS -1-b0 6-8-12 9-10-1 1-5-0 I 6 8 12 3-1-5 Scale =1:20.6 3x4 = �••, „ 5 3x4 = 6-8-12 - 3-1.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Gap DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 A99 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 38lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=127/Mechanical, 2=379/0-11-5. 5=461/14echanical Max Horz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Grev 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=-487/798, 6-7=-487/798 WEBS 3-7=0/307,3-6=-920/561 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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=1511; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gap DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurtent 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 131 lb uplift at joint 4, 2621b uplift at joint 2 and 238 lb uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) Vert: 1-2= 54 Trapezoidal Loads (pal) Vert: 2=0(F=27, S=27)-to-4=-133(F=-39, B=-39), 8=O(F=10, B=10)-to-5=-49(F=-15, B=-15) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WMNWG-Ved1YdealanyarameMraand REMN0MS ON TNISANOWCLUDMMNEKREFERANCEPAGEMa-74Mn,1 I&DW2015BEFOREUSE Design valltl for use aNywdh MRalc® c-nnaciors. iNs d-d"n b based aNy upon par -meters shown, and Is for-n IndMtlu-I buatling component not Mt a hu- system. Before use, me builtling deslg^er must verify Me appllcabillHM tleslgn Por-meter and properly Incorporate fhb tleslgn Into me overoli building design.& -clog lndlcafetlh to prevent buckiln lntlivltlu-I huss web and/ar chortl membersonly. Adtlihonal temporary-^d permanent bracing MiTek' Iof Is always repulretl(or stab611y antl to prevent collapse wim possible personal Injury antl propedy damage. Fw general guic! Nording me fabrla-flon, storage, tlelNery, erection and b,acing of trusses and loss systems see/W$Vryl1 Cuollty CrROM, D$!dV and BCSt BUOGhIp Gmponant 69U Parke East Blvd. $afoly MtosmatbrgvNlabl-from Truss Fie. Irtstltule, 218 N. Lee Sheet SuBe312 Alexandria. VA 22 14. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 13 j" Center plate on joint unless x y 4 offsets are indicated. I dimensions shown in ft-in-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates To both sides of truss and fully embed teeth. 1 2 3 1. Additional stablllty bracing for truss system e.g. TOP CHORDS dla onal orx-bracin g g, is always required. See BCSI. /ldr Cl-2 c2a 2. Truss bracing must be designed by an engineer. For ❑ WEBS q wide truss spacing, Individual lateral braces themselves . may require bracing. or alternative Tor I T O 5 0 a bracing should be considered. Lr��3. 2 Oa U Never exceed the design loading shown and never stack Inadequately braced trusses. materials on For 4 x 2 Orientation, locate 0- �� �1 �b r— 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and plates 0-'hd from outside BOTTOM CHORDS all other interested parties. 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 details available In MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIr Pl 1. software Or upon request. NUMBERS/LETrERS. B. 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 width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 10. Camber is a non-structural consideration and lithe responsibility of truss fabricator. General practice Is to to slots. Second dimension is ER3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load defection. 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 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. In all respects, equal to or better than that 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 ANSIlrPI 1 BEARING section 6.3 These truss designs rely lumberlues g y on values 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, f no ceiling Is installed, unless otherwise noted. established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16. Do not cut or alter truss member or plate without prior reaction section Indicates joint © 2012 MITek® All Rights Reserved approval of an engineer. number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown Is for crushing only. ® 18, use of green treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. 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 DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, k MITe 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TP11 Quality Cdteda. Installing & Bracing of Metal Plate ■\® Connected Wood Trusses. I Mlrek Engineering Reference Sheet: MII-7473 rev. 10/03/2015