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TRUSS PAPERWORK
Fitz: IVII I323 - M11323 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. ��FFLL Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: 62' GRAND CT,�MTO971IMPH PORCH Model: Lot/Block: Subd'v's'on III Address: N/A I L CO ^` � City: PORT ST LUCIE State: FL ICJ fie/ Name Address and License Ifof Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): , Design Code: FBC2017/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 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. I Seal# Truss Name Date 1 T16686477 A 4/3/19 12 _1 T1 6686478 1 A5 1 4/3/19 1 13 1 T1 6686479 1 A6 1 4/3/19 1 14 T16686480 A7 1 4/3/19 1 5 1 T16686481 1 AB 1 4/3/19 1 6 1 T166864821 A9 4/3/19 17 1 T1 6686483 1 GRA 4/3/19 1 8 T1 6686484 1 GRB 1 4/3/19 19 1T166864851J2 14/3/19 110 1 T166864861 J4 1 4/3/19 11 T166864871 J6 1 4/3/19 1 12 _ T166864881 J8 1 4/3/19 1 13 _1 T166864891 KJ8 1 4/3/19 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) 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's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. RECEIVED APR 2 3 2019 ST. Lucle county, Permlttin `k�kll i 11111'r � IeR P. No 22839 STATE OF Walter P. Finn PE No.22839 Mttek USA, Inc. FL Cart 6634 6904 Parke East BNtl: Tampa FL 33610 Date; April 3,2019 Finn, Walter 1 of 1 Job Truss Truss Type Oty Ply 1323 T16686477 M11323 A COMMON • 9 1 FJob Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:09 2019 Page 1 4.00 F12 4.5 = !4 Scale = 1:57.8 17 15 "" "' 14 '" 12 3x6 = 2x3 11 4.6 3x8 = 3x8 = 4.6 2x3 II 3x6 = 6-7-13 124-13 21-7-3 27-4-3 34'c" 6-7-13 1 5.9.0 49-J I 5-R-D Plate Offsets (X.Y)-- f2:0-0-2 Edgel 110:0.0-2 Ednel LOADING lost) SPACING- 2-" CS]. DEFL in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.6114-15 >670 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight. 163 lb 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 3-7-12 oc pudins. BOT CHORD Rigid ceiling directly applied or4-11-7 oc bracing. REACTIONS. (lb/size) 2=1362M-8-0, 10=136210-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (I e) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5= 2771/2031, 5-6=-2770/2152, 6-7=-2770/2152, 7-9= 2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12=-2132/3213 WEBS 6-14=-635/983, 7-14=-313/362, 9-14_ 689/499, 6-15=-635/983, 5-15=-313/362, 3-15=-689/499 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.Opst; h=14ft; B=52ft; L=34k; eave=6ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 24-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 204-13, Interior(1) 204-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live Iliad 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-" wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001le uplift at joint(s) except Qt=lb) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ib down and 47 lb up at 15-0-0. and 50 lb down and 47lb 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 (B). LOAD CASE(S) Standard, 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (Off) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 26=-50(F) 27=-50(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 Q WARNWG-Var/tydesrgn Parameters and READ NOTES ON WISAND INCLUDED MREKREFE1%4NCEPAGEMP74nrev. 14tY1015BEFOREUSE Design valid for use only wm Mm'tds connectors. lhls tleslgn Is based only upon parameters shown, end h for on IndMd--1 building component, not a hues system. Before use, me b5d ng designer must verity the applicabllltyof design parameters ontl properly Incorporate this tleslgn Into the Overall bulltling tleslgn, Bradng Indicated is to prevenfbuckling Of lndNitlual huss web and/or chord members Only. AddiXonpltempomry ontl permanent bracing MiTek' b always requlre0 for stpbllHy and to prevent collapse wim possible persond Injury ontl property damage. For general guitlgnce regarding the fobrlcaaon, storage, tlelNery, erection ontl bracing of flosses and huss systems SeeANSU1PIi pealldtyy CMada, DSb09 and BC31 EOldbp COrmsp ant 69N Page East BNd. soraty InlormDlbrwpapble ham Truss Plate InsMN1e. 218 N. Lee Sheet Suite 312. Alexpntlr a VA 22314. Tampa, FL 33610 Job s Truss Type Oty Ply M11323 TAB • T16686478 M11323 SPECIAL 9 1 Jab Reference (optional) Chambers Tots, Inc., Fort Pierce, FL 6.240a Dec 62016 MiTek Industries, Inc. Wed Apr 3 10:14:10 2019 5x8 MT18HS II 4.00 12 Scale=1:59.8 13 12 3x12 2.00 12 5x12 = 2.3 11 3x6 = � LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.85 BC 0.90 WE 0.60 Matrix -MS DEFL. Vart (LL) Ven(CT) Horz(CT) in (fee) Vdefl Ud 0.76 14 >539 360 -1.18 13-14 >344 240 0.36 10 1 n1a PLATES MT20 MT18HS Weight: 155 lb GRIP 244/190 244/190 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3-Except' WEBS 1Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=131210-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-803(LC 10). 10=-803(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5.6=-5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9-10=-3195/2210 BOT CHORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-194812995, 10-12=-1948/2995 WEBS 3-14=-355/314, 5-14=-293/354, 6-14=-2175/3326,6-13=-279/534, 7-13=.237/277, 9-13=-786/560, 9-12=01269 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=14ft; 6=52ft; L=341t; 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) 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, Exledor(2) 31-7-3 to 35-0-0zone;C-C for members and forces 8 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 fast 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 a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 2 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 61=11a) 2=803, 10=803. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ® WARNING -Wd/y Eesrgnperuraters Bnd READNOTES ON TNLSANDWCLUD£DMREKREFE NCEPAGEM674nmv. 10113AA015BEFORE USE. Design valid for use only with MaekO connectors. ThIs design b based only upon parameters shown, and Is for an IndNidual building component, not a tons system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSWIT Qua,8ts. CrBr do. DSB49. and SCSI Building Component Safely Informa8onavoiloble from Truss Rate Institute. 218 N. Lee street. Sulte312. Alexandria, VA 22314. ��• MiTek• 69M Parke East Blvd. Tampa, FL 33610 Job Truss Type - Oty Ply M11323 FA6 T16686479 M11323 SPECIAL 1 1 Job Reference (optional) Chambers Thus, Inc., For Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:11 2019 Scale = 1:61.9 4.00 12 6.10 MT18HS= 5x6 3x12 0 5X6 2x3 II 3x6 2GO12 - 10-fi-4k 15-0-0 6-0- 201-8 25-11-15 34-0-0 4.4.8 5-7-7 8-0-1 Plate Offsets (X Y)-- [2:0-1-15 Edael [3:0-3-0 Edgel f5:0-5-00-1-131 U:0-2-7 Edae7 [9:0-0-6Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ver(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ved(CT) -0.9214-17 >443 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 r✓a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 157 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 `Except` 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except* 5-14: 2x4 SPM 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 ad purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071,5-6=-2314/1551,6-8=-2398/1533, 8-9=-3199/1981 BOT CHORD 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-112312199, 11-12=-1731/3001, 9-11=-1731/3001' WEBS 4-14=492/513,5-14=-1707/2959,5-13=-405/196,6-13= 179/522,8-12=-893/660, 8-11=0/303 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=52f; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 31-7-3. Exterior(2) 31-7-3 to 35-0-0 zone;CC for members and forces & MW FRS for reactions. shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panting. 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 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 100111 uplift at joint(s) except (jt=lb) 2=803, 9=803. Walter P. Finn PE Na12839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33B10 Date: April 3,2019 Q WARNING -VvffydesJ9. Peramelers end READ NOTES ON THISAND MCLUOEO MREKREFERANCEFAGEM1F74TJ rev. idAY1p15BEFORE USE Design valid far use only with Mirada connectors. this design Is based only upon parameters shown, and Is for an IncMduai building component, not a truss system. Before use, the building designer must verify ha applicability of design parameters and properly Incorporate his design Into Me overall building design,.Brocing indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Nlury and property damage. For general guidance regarding he fabrication storage, delivery. erection and bracing of musses and truss systems, seeANSVIPI I Cualliy Cri D3649.and BC51 Buldkro Component Safety Informallono,orcble from Truss Pule Institute. 218 N. Lee Street Suite312, Alexandria. VA 22314. Welk' 69p4 Parke East SNd. Tampa, FL 33610 Job Truss Truss Type Div Ply M11323 • T16686480 M11323 A7 SPECIAL 1 1 Job Reference (optional) I russ, Inc., Fort Pierce, FL 8.240 a Dec 62018 MiTek Industries, Inc. Wed Apr 310:14:12 2019 Scale = 1:60.8 Sx8 = 4 and 5x6 = 302 o Sx12 = W 11 3x6 = 2.00 12 10.664 -4-B 251]1--]15 3 0--a I 5-4 412 0.84-00.-10 Plate Offsets (X Y)-- 12:0-1-15 Edgel f4:0-4-00-2-31 A'0-0-2 Edoel LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TIC 0.83 Ved(LL) 0.66 11 >616 360 MT20 244/190 TCDL. 7.0 Lumber DOL 1.25 BC 0.90 Ved(CT) -1.1010-11 >369 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 HOrz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 147 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'ExcepV 4-11: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1312/0-8-0,7=1312/0-8-0 Max Horz 2=-149(LC e) Max Uplift 2=-803(LC 10), 7=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6=-2448/1599, 6-7= 3169/1993 BOT CHORD 2-11=3071/5219, 10-11=-1590/2874, 9-10— 173a/2968; 7-9=-1738/2968 WEBS 3-11=-419/443, 4-11=-1466/2647, 4-10=-812/448,5-10=-205/487, 6-10=-785/575, 6-9=0/272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=803, 7=803. Walter P. Finn PE Nc.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 AWARNING- VenlydesigoutramefersanCREAO NOTES ON TNISANDMCLUOEOMITEKREFERANCEPAGEMX74M.. fa41342015BEFORE USE Design valid for use only with Mrek®connectors. This design is based only upon parameters shown, and a for on Individual budding component, not ��' a truss system. Before use, me bustling designer must verity me applicability of design parameters and properly Incorporate this design Into Me overall buildingdesign. Bracing Indicated Is to prevent buckling ofindNldualtruss web and/or chord members only. Additional temporary and permanent bracing MiTek' a always required for stability and to prevent collapse with passible personal Injury and property damage.. For general guidance regarding me fobricallon, storage, delivery, erection and bracing of nurses and truss systems. seeANSU1P11 Quality CmeM, OSB-0P and SCSI Building Component ae04 Parke East Blvd. Safety Informatbrpvallable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 336107 Truss Truss Type Ory Ply M113231323 �oh AS SPECIAL 1 1 Job Reference (aotionall Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:13 2019 Page 1 ID:W SJgpGwal Ppeur6hk9UjG5yuFUL-d9_27ndO4ovRiZ6jjlylaOAuPxPJIGHGgbeEzszUSgu r1-0-q 8-8-4 12-0.0 158-4 20-4.8 22-0-0 24.8-12 34-0-0 35-0-0 9-q-g 8-8-4 3-3-12 38.4 4-8-4 1 1-7-8 2-&12 9. 7r0.a Scale=1:60.6 4.00 FI2 5x6 = 4 21 3x4 = 2x3 II 5.8 = 6 22 7 12 11 5x12 = 3x4 = 4x5 = 3x12 = 2.00 12 10-6-4 20-4-8 22-0-0 34-M 10-6-4 9-10-4 t-T-B ~ 12-0.0 Plate Offsets (X Y)-- f2:0-1-15 Edgel 17:0-5-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ved(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.0812-13 >379 240 MT18HS 244/190 BCLL 0.0 Rep Stress [nor YES W B 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1641b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SIP M 30 WEBS 2x4 SIP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or3-11-11 oc bracing. REACTIONS. (Ib/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Hom 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib).or less except when shown.. TOP CHORD 2-3=-5488/3444, 3-4- 5117/3183, 4-5=-3911/2497, 5-6=-2576/1770, 6-7=-2586/1779, 7-8=-2663/1762, 8-9=-3021/1971 BOT CHORD 2-13=-3143/5224, 12-13=-1956/3292, 11-12=-1369/2481, 9-11=-1705/2827 WEBS 3-13=-396/420,4-13=-1028/1721,5-13=-300(/97,5-12=-894/601, 6-12=-265/263, 7-12=-294/391,7-11=-374/691; 8-11=-535/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14h; 3=521t; L=34N; eave=6N; Cat. II; Exp C; Encl., GCpj=0.18; MWFPS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-M 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 painting. 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.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 Qt=lb) 2=803,9=803. Walter P. Finn PE No.3i639 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNWG-yer/ydeatgn paramatereand READ NOTES ON TNISAND INCLUDED M?EKREFERANCEPAGEM0.7473 rev. 7Q2t 15SEFOREUSE Design valid for use only with Mllekae connectors. this design Is based only upon parameters shown, and B for an Individual building component, not ��- a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall buildingdesign, BrocingIndicated Istoprevent bucWhgoflndividuaitrussweband/or chord members only. Additional temporary and permanentbracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fai storage, delivery, erection and bracing of trusses and truss systems seeANSVlptt Quality Criteria, DSS-09 and BCSI Suldiig Component 69N Parke East Blvd. Safety Inlormatbnwollable from Truss Rate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33810 Job s Truss Type OCy Ply M11323 TA9 T16686482 M11323 HIP 1 1 Job Reference (optional) I Nss, Inc., Fort Fierce, FL 8.240 s Dec 6 2018 MTek Inc. Wed Apr 3 10:14:14 2019 4.00 12 4.4 —. 3z4 = 2x3 II 4x8 = 4 24 525 26 6 27 7 Scale=1:58.6 n' 0 3x5 = 3xe = 3A = 6x8 = 3x6 = 3x4 = 3.5 I 10.0-0 20.4.0 24.0.0 340.0 10.0-0 10-4.0 3-&0 10-0-0 Plate Offsets (X Y)-- f2:0-0-14 Edgel 17:0-5-4 0-2-01 19:0-3-14 0-1-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in floc) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.54 Vert(CT) -0.3811-21 >432 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matdx-MS Weight: 156 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4'SP M30 BOTCHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Hom 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Gnav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-913f708, 4-5=-829f705, 5-6=565/807, 6-7=-565/807, 7-8= 104/278,8-9=-341/235 SOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13=-256/348, 9-11=-124/304 WEBS 3-15=-425/501, 5-15=-444/665, 5-13=-1215/1079,6-13= 264/300,7-11=-255/396, 8-11= 461/521,7-13=-837f703 Structural wood sheathing directly applied or 5-11-9 oc pudins. Rigid ceiling directly applied or 6-0-0 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=52ft; L=34ft; eave=6ft; Cat. II; E1g1 C; Encl., GCpi=0.18; MW FRS(directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 14-9-11, Interior(l) 14-9-11 to 19-2-5, Extertor(2) 19-2-5 to 28-9-11, Interior(l) 28-9-11 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0ps1 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 100 lb uplift at joint(s) except Qt=lb) 2=430, 9=249, 13=928. Waller P. Finn PE No.22839 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job rs Type Oty Ply M71323 =GRA]VIWP • T16686483 M11323 1 1 Job Reference (optional) was, Inc., Fort Pierce, FL 4x4 = 14 8.240 s Dec 6 2018 3 10:14:15 2019 Page 1 :nIAvDSAZIv7L1 KzUSgs Scale=1:60.6 3x5 = 3x6 II 3x6 = 6x8 = 3x6 = 6xB = 44 = 6xB = 8-0-0 11-1.1 1&6.0 I 26-0-0 IN' To 8-0.0 3-1-1 T18 15 b6-e N'T .Plate Offsets (X Y)— 12:0-2-2 Edger 13:0-3-B Edger f21:0-3-B Edger 124:0-3-8 0-3-01 127:0-3-8 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Veft(CT) -0.2429-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.98 Horz(CT) 0.02 22 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1941to FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. 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. (Ib) - Max Herz 2=-179(LC 6) Max Uplift All uplift 1001b or less at joint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8). 22=-625(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/387, 3-5=-304/838, 5-7= 588/1209,7-8=-588/1209, 8-12=-588/1209, 12-13=-588/1209,13-15=-588/1209,15-16=-588/1209, 16-18=-588/1209, 18-20=-2230/1280, 20-21= 2230/1280,21-22=-2271/1263,6-9=-126/305,.9-11=-106/363, 11-14=-193/412, 14-17=-94/271,19-21=-143/272 BOT CHORD 2-29=-247/677, 27-29=-189/540, 26-27=--T/9/446, 24-26=-411/653, 22-24=-1083/2108 WEBS 3-29=-500/1176,3-27=-1766/911,5-27=-74a/622,5-26=-546/351,.13-26=-946/617, 18-26= 2412/1474,18-24=-846/1780, 21-24=-35/351, 4-5= 608/514,19-20=-335/305, 14-15=-556/407, 11-12=-254/54 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=4.2psk BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351111 uplift at joint 2, 1168 lb uplift at joint 27, 149511b uplift at joint 26 and 625111 uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Waller P. Finn PE No.22839 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at MiTek USA Inc. FL Cad 6634 26-0-0. and 967 lb down and 461111 up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the 6904 Parke East Bid. Tampa FL 33BIO responsibility of others. Date: 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 3,2019 Q WARNING -Vadlydeslgn paramefersand READ NOTES ON THIS AND INCLUDED INTEKREFERANCE PAGE 401-7473mv. 10,1AY1015 BEFORE USE. Design valid for use only with Marekas connectors. This design 6 based only won parameters shown, and Is for an Individual building component not a truce system. Before use, the building designer must veiny the applicability of design parameters end properly Incorporate this design into fire overall buildingdesign. Bracing Indicated is to prevent buckling of Individual twav,ab and/or chord members only. ACCIXonal temporary and permanent bracing Is always required for sfabillty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcation, storage: delivery, erection and bracing of trusses and truss systems. seeAadVa ll Quality C1Bnb, DSSA9 and SCSI N11dhD Component Safety Infomlallarar crable from Truss Plate Intr iWe. 218 N. Lee Sheet, Suite 312, Alexondda, VA 22314. ' Nil MiTek- 69M Parke East Blvd. Tampa, FL 33610 Job Truss Tnss Type Gty Ply 1'323 M11323 GRA HIP 1 1F b Reference o clonal Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:14:15 2019 Page 2 ID:_etC1 cxC3ixVV7huls4ypJyuFUK-ZX6oYTeGbP99ysG5gj?mfRFCnIAVDSAZlv7L1 KzUSgs 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 (Ib) Vert: 29=-641(F) 24=-641(F) ,&WARNING-Verlfydesl9nRenrmefenand READ NOTES ON WSANDNCLUDWMR REFERANCEPAGEMIP74mJ K. 100,31,201SBEFORE USE valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not IS a truss system, Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate This design Into the overall bulidingdesign. Bracing indicated is to prevent bucAing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaton, storage, delivery, erection and bracing of trusses and truss systems seeANSVwII Quality CM9do, DSB49 and BCSI Building Component 69N PaAe East Blvd. Sabfy NtomsalbrpvoJoble from Truss Flate Imdtute. 218 N. Lee Sheet. Suite 312. Alexandria VA 22314. Tampa, FL 33010 Job Truss Truss Type OtY Ply M11323 T16686484 M11323 GRS HIP 1 1 Job Reference (optional) s,...a. russ, mc., ran ril rL 6.24US UEa bZUId MI Iex Inc. wed Aar 3 10:14:17 2019 Sx12 MTf BHS = 4.00 FIT 4xt0 = 5x12 MT1 BHS = 2x3 It 4x6 = 2x3 II Scale=1:58.6 46 = 3x6 II 5x6 = 6x12 = 6x12 = Sx6 = 31 11 4x6 = LOADING (pal TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL, 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI, TC 0.80 BC 0.68 WB 0.90 Matrix -MS DEFL. Vert(LL) Vert(CT) HOrz(CT) in (loc) I/defl L/d 0.22 16-19 >999 360 -0.30 16-19 >820 240 0.06 9 n/a n/a PLATES MT20 MT18HS Weight: 153 lb GRIP 2441190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3 "Except* WEBS 1 Row at Micipt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1269/0-8-0,.13=4057/0-8-0, 9=474/0-8-0 Max Ho¢ 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ill or less except when shown. TOP CHORD 2-3=3625/1950, 3-4=-2080/1236, 4-6=-2080/1236, 6-7=-1296/2589, 7-8=-1296/2589, 8-9=-751/370 BOT CHORD 2-16= 1729/3460, 14-16=-1753/3525, 11-13=-262f733, 9-11=-241/668 WEBS 3-16=-435/1209, 3-14=-1552/774, 4-14=-837/691, 7-13=-8787713,.8-13=3635/1919, 8-1 1=-432/1204, 6-14=-1453/2814,6-13=-3198/1807 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 Be uplift at joint 2, 2590 lb uplift at joint 13 and 3451b uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671la down and 461 It, up at 26-0-0, and 9671b doom and 461 lb up at 8-0-0 on bottom chord. The desigrVselection 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 (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16=-49(F=-29), 11-20=-20 Walter P. Finn PE No.22839 Mil USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING -yedlydesl9n parameters and READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIL7473 rev. 14 &I2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown and Is for on Individual building component, not a truss system. Before use, the bustling designer must verify the appllcobJity of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only, Additonal temporary and permanent bracing WOW Is 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 systems seeANSVTP11 Quality QlerlO, DSB-89 and SCSI Building Component 69M Parke East Blvd. Safety mfoanaflonovailable from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Thus Type Oily Ply M11323 T16686484 M11323 GRB HIP 1 1 Job Reference (optional) russ, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:14:17 2019 Page 2 ID:SrRaEyyrg04M78G4raW BLW yuFUJ-VwDYzgg%71 PIBAPUy81 EksLa8YgehNuslDcR6DzUSgq LOAD CASE(S) Standard Concentrated Loads (Ile) Vert: 16=-641(F) 11=-641(F) ,&WARNING - Verlrydeslgnp 1a.m ersanEREAD NOTES ON MIS ANDWCLUDEDM? KR£F£RANCEPAGEMI474TJrev. 1ND32elUBEFOREUSE 17 Design valid for use only with MRekS connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a new system. Before use, the bulltling designer must verity tha applicability of design parameters and properly Incorporate this design Into the overall bullding design. Boeing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of hums and new systems, seeANSVIPII Quo" yCri D3849 and SCSI Bulding Component Safety bdonnatlonovailoble from Truss Plate Institute, 218 N. We Sheet Suite 31Z Alexantlrlo. VA 22314, ��- MiTek' 6904 Parke East Blvd, Tampa, FL 33610 Job Truss Truss Type ly M11323 T16686485 M1132 J2 MONO TRUSS efereneotum' b a.zvue vec ozura mnexmausoesw , mc. vveo npr a iu: : ii zu ra rages ID:x1?zSlzTbJCDIIrGPH1 OukyuFUI-VwDYz9gX71 PfBAPUy61 EksLkpYzDhbOslDcR6DzUSgq Scale =1:7.8 3.4 = z-0-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Verl -0.00 7 >999 360 .. MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress ]net YES W B 0.00 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 8lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOTCHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22(Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=„3(LC 7) Max Gmv 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 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=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 2811b uplift at joint 3, 136 lb uplift at joint 2 and 316 uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33BID Date: April 3,2019 QWARNING-Verlrydesf9.Pramefersend READ NOTES ON MOANDINCLUDEDMRKB£FERANCEPAGEMX7473re¢ IM2015BEFOBE USE Design valid for use only with MDeka9 connectors. This design u based only upon parameters shown, and Is for on Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVrPII Quality Criteria, DSB-89 and BCSI Building Component Sai Infomtationovailable from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandra, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Thus Truss Type City Ply M11323 T16686486 M11323 J4 MONO TRUSS ' 8 1 Job Reference o r.r aft o.zvus Oec oeu...''a ...ease, ... vveo npr a iu:I v: m eu I rage] 4MSOTz?ZfRxyuFUH-z6nwAUg9uKXkpK—gVrYTH3trCyFm02G0 tL?efzUSgp Scale = 1:1 L1 3x4 = 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 file n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 14lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP I TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Hoa 2=104(110) Max Uplift 3=.80(LC 10), 2= 161(LC 10), 4=-7(LC 10) Max Gran, 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -AU forces 250 (Ib) 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=14tt; B=52ft; L=3411t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-" 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 80 Ib uplift at joint 3, 161 Ile uplift at joint 2 and 7lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Data: April 3,2019 ,&WARNING- Vedrydeaf9nperametere.d READNOMS ON 7NISANDwCLUDEDMRKREFERANCEPAGEM674Amv. INa'YIDISBEFORE USE Design void for use only with M6ek®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 verity the applicability of design parameters and properly Incorporate this design into the overall buldingdesign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanentbracing Is always required for stobaity and to prevent collapse with possible personal lnlury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU isil CualNSyy CdlMdn, DS3419 and BCSI lluldhD Component SatisfyInformaailable from Truss Plate Institute.218 N. Lee Street Suite 312, exandrla. VA 22314, MiTek' 6904 Parke East eye. Tampa. FL 33610 Truss Truss Type Oty Ply M71323T16686487 rMl'1323 �J6 MONO TRUSS - e 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:19 2019 3x4 = scale=1:14.6 s-0-o LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ven(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 20 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10), 4=-B(LC 10) Max Gray 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph;TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterfor(2) 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 psi bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6636 6904 Padre East Blvd. Tampa FL 33810 Date: April 3,2019 OWARNING-Vetlydeslgnparametemantl READ NOTES ON THIS AND INCLUDED MmEKREPERANCEPAGEMX7473n:v. lauai4af5 BEFORE USE. Dedgn volld for use only with MTed9 connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate thls design Into the overall building design, Sol Indicated IS to prevent buckling of Individual trussweb and/or chord members only. AddlHonol temporary and permanent bracing MiTek' Is always required for stabillN and to prevent collapse with possible personal injury and property damage. For general guldonceregarding the fabril storage, delivery, erection and bracing of trusses and truss systems, SeeANSVTPII Quality Cdl9da, OS349 and SCSI Building Component 690 t Pade East Blvd. SI infoenationovoiiable from Truss Rate Institute- 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33810 Job Truss Truss Type Oty Ply M71323 T16686488 M11323 Je MONO TRUSS � 20 1 Job Reference (optional) Gnampers I=a, me., tort Flores, FL M24U s Uec b LUI U MI I ex InmLitnes, Inc. W ea Hof U 1 U:14:19 2M s 3x5 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) 0.26 4-7 >367 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/tvlechanical 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. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:17.4 PLATES GRIP MT20 244/190 Weight: 26 lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(l) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 175 lb uplift at joint 3, 228 lb uplift at joint 2 and 15 lb uplift at joint 4. Walter P. Finn PE Nc.22839 Mi rek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Truss Type Oty Ply 3M11323 F KJ8 MONO TRUSS terence (options]) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:20 2019 Page 1 ID:Lcg54J7LuEancmZr4Ob7W MyuFUF-wVvhbAiPOynR2d83dGaxMUzDGmyGurclRBg6iYzUSgn Scale=1:20.3 3x4 = S 3x4 = 7-3.4 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ld PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 441b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576IMechanical Max Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8). 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) - Max. 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, 3-6=-1236f755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 It, uplift at joint 4, 305 Us uplift at joint 2 and 286 Ito uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal, Loads (plo Vert: 2=0(F=27, B=27)-to-4=-152(F=-09, B=-49), 8=O(F=10, B=10)-to-5— 56(F— 18, B=-18) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ®WANNLYG- Vedtydesignparamefensand NEAP NOTES ON WZANGWCLUDWMn'EKNEFENANCEPAGEM674".re.. 100.3P1eISSEFGNE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown and 6 for an Indlvduol building component, not a truss system. Before use, the building designer must verity the oppllccbllity, of design parameters and properly Incorporate this design Into the overall bulldingdoslgn. Bracing Indicated Is to prevent buckling oflndMducl truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guitlance regarding the fobrlaation storage, delivery, erection and bracing of faeces and trussystems, weANSVWII CualBy Cmr do, OS549 antl BCM Binding Component 6904 Palle East Blvd. Sabty htormatbmvorable from Truss Note InsnMe. 218 N. Lee Sheaf. Suite 312. Alexandria. VA 22 14. Tampa, FL 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. 171 For 4 x 2 orientation, locate plates 0-'10 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available In MiTek 20/20 software or upon request. PLATE SUE The first dimension Is The plate width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION '7 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 reaction section Indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/rPll: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide To Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown in sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 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 MIek® All Rights Reserved mm 1MII0 MiTek' MiTek Engineering Reference Sheet: Mll-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 BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the 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 purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, If no ceiling Is installed, unless otherwise noted. 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.