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MiTek® RE: M11323 M11323 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: M11323 Address: N/A City: PORT ST LUCIE Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 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, 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 T16686477 a 4/3/2019 2 T16686478 a5 4/3/2019 3 T16686479 a6 4/3/2019 4 T16686480 a7 4/3/2019 5 T16686481 a8 4/3/2019 6 T16686482 7 T16686483 a9 gra 4/3/2019 4/3/2019 FOR 8 T1668648 4/3/2019 REVIEVIiE® 9 T16686485 j2 j2 4/3/2019 CODE COMPLIANCE LUCIE COUNTY 111 T16686487 j6 4/3/2019 ST. 12 T16686488 j8 4/3/2019 IRQCC 13 T16686489 kj8 4/3/2019 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 jurisdiction(s) identified and that the designs comply with ANSI/TPI 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 properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. loft 01111111I/1,'. � .JER P, , F� 3�.��G E NSF.Y�L No 22839 :9 STATE OF :4JS 01 �: O R ID Waller P. Him PE No.22839 MRek USA, Inc. Fl- Cart 6634 6904 Parke East Blvd. Tampa R- 33610 April 03, 2019 natn Finn, Walter Job Truss Truss Type Ply T16686477 M11323 A COMMON �Qty 9 1 �M11323 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:14:09 2019 Chambers Truss, Inc., Fort Pierce, FL 4.00 12 4x5 = 27 Scale = 1:57.6 17 15 14 12 Side = 2.3 II 4.6 3xe = 3x8 = 4.6 2x3 axe = 8-7-13 12-4-163 21-7-3 2713 340-0 6-7-13 5-9-0 9-2-7 5-9-0 8-7-13 Plate Offsets(X,Y)— f2:0-0-2,Edgel, f10:0-0-2,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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) -0.61 14-15 >670 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 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 REACTIONS. (Ita ize) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purling. BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (11 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=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Extenor(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 8 MWFRS for reactions shown; Lumber DOL=1.80 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Ql=lb) 2=832,10=832. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 50 Ib down and 47 Ib up at 15-0-0, and 50 Its down and 471b up at 19-M 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 (plo Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (Ib) Vert: 26=-50(F)27=-50(F) Walter P: Firm PE No3043k, MiTek USA, Inc. Fi that e604 6904 Parke East Blvd. Tampa FL 334f0 Date:. April 3,2019 AWARNING - Verify design parameters and READ N07E5 ON MIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 1a4 "15 BEFORE USE aaaaaa Design valid for use only with MiTek® connector. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a Ouse system. Before use, the building designer must verify the applicability of design parameters and pmperly incorporate Nis design into the overall building design. Smcing indicated is to prevent buckling of individual raise web andlor chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapso with possible personal Injury and propeM damage. For general guidance regarding the fabrication storage, delivery, erection and trading of trusses and truss systems, see ANaI//PIf Queue,Criteria, Di and aC5l Building Component 8904 Parka East Blvd. 5afetylnformaUon avallable from Truss Plate Institute.218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T76686478 M11323 A5 SPECIAL 9 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dee 62018 MiTek Industries, Inc. Wed Apr 3 10:14:10 2019 4.00 12 6x8 MT18HS 11 Scale=1:59.8 13 12 5x12 = 2.3 II 3x6 = 302 = 2.00 12 1084 20-0 8 i 28-0-0 34-0-0 164 4 9-104 5-11-8 7-R41 Plate Offsets (X,Y)-- [2:0-1-15 Edgel [4:0-3-0Edge][10:0-0-6 Edge] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.85 Vert(LL) 0.76 14 >539 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 155 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. 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 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131210-8-0.10=1312/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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=-1948/2995, 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 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; 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, Exterior(2) 13-7-3 to 20-6.4, Intenor(1) 20-6-4 to 31-7-3, Extenor(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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=803,10=803. Walter P. Finn PE No1Y439. MiTek USA, Inc. FL Cart 8634 •6904 Parka East Blvd. Tampa FL 33610 Date: April 3,2019 ® WARNING - Verify designpaamete. ad READ NOTES ON MIS AND INCLUDED MITEKREFERENCE PAGEMIP7473rev.1Ng1/t016BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, Me building designer must verify Me appilcabliity of design parameters and properly indmporals this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web anclor chord members only. Motional temporary and permanent bidding MiTek' s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabncoaon,storage, actively, erection and bmcing of trusses and Voss systems, see ANSI/TPII Quality Criteria, DSB49 and&CSI Building Component 604 Parke East Blvd. Salary laWrani awslabie from Tmss Plate Institute• 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Oty Ply T76686479 M11323 A6 SPECIAL 1 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MITek Industries, Inc. Wed Apr 3 10:14:11 2019 8x10 MT78H5 = 4.00 12 5x6 = 5 6 3x6 = 3x12 = 2.00 12 1043-4 15-1-0 ifi�1-9 204-8 25-11-15 34-0-0 10-6-4 d-5-12 1-0-0 ddfl 5-]-] A-0-1 Scale=1:61.9 Plate Offsets (X Y)— [2:0-1-15 Edge] [3:0-3-0 Edge] [5:0-5-0 0-1-13] [7:0-2-7 Edgel (9:0-0-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 BCLL 0.0 Rep Stress lncr YES WB 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 157 lb FT=0 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 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Ho¢ 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 cc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) 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=-1123/2199, 11-12=-1731/3001, 9-11=-1731/3001 WEBS 4-14=492/513,5-14=-170712959,5-13=-405/196, 6179/522, 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=128ni 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) -1-0-0 to 24-13, Interior(1) 24-13 to 31-73, Ectedor(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) 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 pelf bottom chord live load nonconcumenl 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 ANSI/TPI 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 Ib uplift at joints) except (jt=lb) 2=803,9=803. Waiter P. Finn PE Nc.27939. MiTek USA, Inc. FL Ceft 6034 69U Parke East Blvd. Tampa FL 33610 Dite: April 3,2019 ®WARNING.V 'tydesignpammekrsandREADNOTES ON TNISANDINCLUDEDMIrEKREFERENCEPAGEMM.W3rs.. l"difiVISBEFORE USE. Design valid for use only with MiTek® contractors, This design Is based only upon parameters shown, and Is for an IrMividual bullding component, not • aWes system. Before use, the building designer must verify the applicability of design parameters and properly lncamorate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary ant permanent bracing MiTek' Is always mulled for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabdcslion, storage, delivery, erection and bracing of trusses and truss systems, see ANSITPI1 quality Criteria, DS84 9 and SCSI Building Component 6904 Parke East Blvd. Sahty Information. available from Truss Plate Institute, 218 N. Lee Elect. Suite 312, At ... hurt. VA 22314. Tampa, FL 36610 Job Truss Truss Type Dry Ply 11111323 T16686480 M11323 A7 SPECIAL 1 1 Job Reference (Optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:12 2019 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-9zOfwRcOJUma4PXWgbR3lodjxX3306w7bxug07zUSgv 1-0-0 e-10-10 140-0 20-0-0 25-11-15 34-0-0 5-0- -0-0 8-10-10 5-1-8 8-0-0 5-11-15 8-0-1 -0-0 Scale a 1:60.8 Sx8 = son R7 5x6 = Sx12 = 2x3 II 3x6 = 3x12 = 2.00 12 108-4 14-0-0 20-4-8 25-11-15 34-0-0 10-8-4 3-5-12 6 4.8 5-7-7 8-0 1 Plate Offsets (X,Y)— [2:0-1-15,Edge1. [4:0-4-00-2-3] E:0-0-2 Edge] LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) /dell Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ved(OT) -1.10 10-11 >369 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n/a me BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1471b FT is 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3*Except* 4-11: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1312/0.8-0, 7=1312/0-8-0 Max Horz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (Ib)- Max. Comp./Max. Ten. -AII 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=-I 590/2874, 9-1 0=-1 738/2968, 7-9=-1738/2968 WEBS 3-11=419/443, 4-11 =-1 466/2647, 4-10=-812/448, 5-10=-205/487, 6-10=-785/575, 6-9=0/272 Structural wood sheathing directly applied or 2-2-0 oc purling. Rigid ceiling directly applied or 4-0-2 ac bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vuli 65mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsh, h=146; B=52ft; L=34ft; save=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 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 trust 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 joints) 2 considers parallel to grain value using ANSI/I-PI 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 joints) except (jt=1b) 2=803,7=803. Walter P. Finn P9Np31639, MiTek USA, the. FL Cart 6034 6904 Parke East Blvd. Tampa FL lad(l Date: April 3,2019 QWANNING- Vedlydesignpmamele seadnNEADNOTES ON TNI.SANDINCLUDEDMMEI(BEFENENCEPAGEM0.7Q3mv. 1=3Q91511i USE. assas Design valid for use only Win MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ��- a trusssystem. Before use, the building designer must verify the applicability of design pamete s and instantly incorporate this design Into the overall buildingdesign. Bracing Indicated is to prevent buckling of individual "as we and/or chord members only. Additional temporary and permanent bracing MiTek' Is ahvays 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 Vusses and truss systems, see ANSgrPlf Quality criteria, DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Solely Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA 22314., Tampa, FL 36610 Job Truss Truss Type Cry PIy M11323 T1fifiBfi481 M11323 AB SPECIAL 1 1 Job Reference (optional) 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:WSJgpGwalPpeur6hkgUjGSyuFUL-d9 27ndO4ovRiZ6jjlylaOAuPxPJIBHGgbeEzszUSgu 1-0-0 8-8-4 12- 15.8-0 20-0-8 22-0-0 24-8-12 34-0.0 5-0- -0-03-3-12 3&4 4-8-0 1-7-8 2-8-12 9-3-0 -0-0 Scala=1:60.6 4.00 12 Sx6 = 3x4 = 4 21 5 2x3 II Si = 6 22 7 e /. 12 11 5x12 = 3,= 4x5 = 3x12 0 2.00 FIT Plate Offsets (X Y)— f2:0-1-15 Edge] 7:0-5-8 0-2-81 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc)/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.69 Horz(CT) 0.33 9 n/a Na BCDL 10.0 Code FBC2017ITP12014 Mahix-MS Weight: 154 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 2-2-0 oc purling. BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 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=-1956/3291369124111, 9-11=-I 705/2827 WEBS 3-13=-396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12=-894/601,6-12=-265/263, 7-12=-294/391, 7-11=-374/691, B-11=-535/502 NOTES- 1) Unbalanced roof 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; hi4ff; B=52ft; L=34ft; eavei Cat. II; Exp C; Encl., GCpi=D.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2-4-13, Interior(1) 2-0-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 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 (jt=lb) 2=803, 9=803. Walter P. Finn PE No17&iB. MITek USA, Inc. Fit. Carl 6634 6904 Parke. East Blvd. Tampa FL 33610 Date: April 3,2019 QWARMNG-VedtydesignpammeMrsandREADNOR ONWISANDINCLUDIDMRIXREFERENCEPAGEMII-7473re.. 160]12015BEFOREUSE Design valid for use only with MITekW 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 applicadlity of design parameters and properly incorporate this design Into the overall building design. Brecing indicated is to prevent buckling or Individual Was web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always helped far stabllity and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the falusation, storage, delivery, eretlion and bradng of trussss and truss systems, see ANSIRP/f Quality Clitoris, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Infonot afront . avallable from Truss Plate Institute, 218 N. Lee Stmet, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type ON Ply M11323 T16686482 M11323 A9 HIP 1 1 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Inc. Wed Apr 3 10:14:14 2019 Chambers Truss, Inc., Fort Pierce, FL 4x4 = 4.00 12 3x4 = 2x3 II 4.8 = Scale=1:58.6 3x5 = 3x8 = 30 = 6x8 = 3x8 = 3x4 = 3x5 Plate Offsets (X,Y)— [2:0-0-14,Ed9el, 17:0-5-4,0-2-01. [9:0-3-14 0-1-81 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 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 FBC2017/TPI2014 Matrix -MS Weight: 156 He FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 , Max Horz 2=109(LC 9) Max Uplift 2=430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Gray 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-913/708, 4-5=-829/705, 5-6=-565/807, 6-7=-565/807, 7-8=-104/278, 8-9=-341/235 BOTCHORD 2-15=-836/1187, 13-15=-34/309, 11-13=-256/348,9-11=-124/304 WEBS 3-15=4251501, 5-15=-444/665, 5-13=1215/1079, 6-13=-264/300, 7-11=-255/396, 8-11=-461/521. 7-13=-837/703 Structural wood sheathing directly applied or 5-11-9 oc adding. 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=521t; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 14-9-11. Interior(i) 14-9-11 to 19-2-5. Exterior(2) 19-2-5 to 28-9-11. Interior(1) 28-9-11 to 31-7.3, Exte ior(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 for a 10.0 pull 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except 01=1b) 2=430, 9=249, 13=928. Walter P: FiattPE NoI2839. MiTek USA, the. FL Carl 0634 '6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 AWARNIND-Vv*ydesfgn mssrcNysandRE4tDN0WSONWISANDINCLUDEDMIrEKREFERENCEPAGEMII-2423..1"W015BEFOREUSE Design valid for use only win MiTed8 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 vanity the applicability of design parameters and properly Incorporate this design into the overall buildingdesign. Bracing Indicated is to prevent buckling of Individual Was web and/or chord members only. Additionaltempomryandpermanentbmcing MITek- Isalways re9uiredfor stability and Wprevent collapse with possible personal Injury and property, damage. Forgenereiguidanceregarding0e hbdcagorr,storage, delivery, erection and bracing of trusses and Wss systems, see ANSI?Plf Qualify crusade,DSB-69 sad Best Building Component 69N Parke East BIW. Saferylnformaffon available from Truss Plate Institute,218 N. Lea Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply M11323 T16686483 M11323 GRA HIP �Oty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 62018 MiTek Industries, Inc. Wed Apr 310:14A62019 Page 1 ID: elClcxC3ixVV?huls?ypJyuFUK-ZX6oYTeGbP99ysG5gj?mfRFCnIAvDSAZlv7LiKzUSgs 1-0-0 8-0-0 11-1-1 17-0-0 18-6-0 22-2-2 26-0-0 34-0-0 5-0- -0-0 8-0-0 3-1-1 5-10-15 1-0-0 3-0-2 3-9-14 Scale=1:60.6 4x4 = 11 14 3x5 = 3.6 II 3x6 = 6xe = 3x8 = axis = 44 = axis = &0-0 11-1-1 18-6-0 26-0-0 344-0 t2ol 3-1-1 7-4-15 7E-0 8-0-0 Plate Offsets (X,Y)— f2:0-2-2,Edge] [3:0-3-8 Edge] [21:0-3-8 Edgel [24:0-3-8 0-3-01 [27:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 2435 >914 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0,57 Vert(CT) -0.24 2932 >552 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 194 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 our purling. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1Raw at midpl 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 Horz 2=-179(LC 6) Man Uplift All uplift 100 lb or less atjolnt(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 aljoint(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 (Ib) 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=-1261305, 9-11=-106/363, 11-14=-193/412, 14-17=-94/271, 19-21 =-1 431272 BOT CHORD 2-29=-247/677,27-29=-189/540.26-27=-779/446,24-26=-411/653, 22-24=-108312108 WEBS 3-29=-500/1176, 3-27=-1766/911, 5-27=-748/622, 5-26=-546/351, 13-26=-946/617, 18-26=-2412/1474,18-24=-846/1780,21-24=-35/351,4-5=-608/514,19-20=-335/305, 14-15=:Z56/407, 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=4.2psf, BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; save=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 ponding. 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 351 Ib uplift at joint 2, 1168 lb uplift at joint 27, 1495 It, uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical'purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at Walter P. Finn PE Ifa]2639'. 26-0-0, and 967 Ib down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the Mii USA, Inc. FL Can 8634 '6904 responsibility of others. Parke East Blvd. Tampa FL 33610 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Data: April 3,2019 AWARNING -Vanity design summers. andRFADNOTES ONTIRSANDINCLUDED MRFXREF£RENCEPAGEMD-703mv. 1000=015BEFDREUSE. Design valid for use only with MiTek®connectors. This design Is based only upon parameters shown, and is for an Individual building component, not • atruts system. Before use, the building designer must ven/y the applicability of design parameters and properly incorporate this design into the overall buildingdesign.Bracing Indicated is to prevent bucNing of Individual truss web andlor chord members only, Additional lempoaryanl permanent bracing MiTek• is always required for mablliry 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, see ANSIrtPll Quality Criteria, DSS-89 and SCSI Building Component 6904 Perk. East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, 1 38610 Job Truss Truss Type City Ply M11323 T76686483 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 Page 2 ID_etCicxC3lxVV?huts?ypJyuFUK-ZX6oYTeGbP99ysG5gj?mfRFCnIAVDSAZlv7L1KzUSgs LOAD CASE(S) Standard 1) Dead + Roof Live (batemced): 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 (lb) Vert: 29=-641(F) 24=-641(F) _ ®WARN/NO- Vergy design parameters anc i10 NOTES OW MIS AND INCLUDED MRFI( REFERENCE PAGEMI47473rev. 1N0Y2p15 BEFORE USE aaaaa Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��• a Wes system. Before use, the building designer must verily the applicability of design parameters and properly incmPorate this design Into the overall bulldingdeslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanenttrading MiTek' Is always required for stability and m 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,see ANSgrPH Quality Criteria, OSO49 and BCS1 Building Component 6904 Parke Fast Blvd. Bari Ierormation available som Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply T16686484 M11323 GRB HIP �Qty 1 1 �M11323 Job Reference (optional) unamoers truss, Inc., rort I•lerce, rL 8,240 s Dec 62018 MiTek Industries, Inc. 3 10:14:17 2019 b t4 5x12MTIBHS = 410 = 5x12MT18H3 = 4.00 12 2x3 11 4x6 = 2x3 I 3 23 4 5 5 7 24 8 Scale=1:58.6 46 = 3.6 11 Sx6 = 6,12 = 6x12 = 5x6 = 3x6 11 46 = 8-0-0 13.8-0 20-4-0 28-0-0 34-0-0 6-0-0 5-8-0 &8-0 5-8-0 8-0-0 Plate Offsets (X Y)— [3:0-9-0 0-2-81 [5:0-3-0 Edger [8:0-9-0 0-2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 Fla file BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 153 lb Fr=0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 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 Hoe 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Gray 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 1 Row at midpt 3-14, 8-13, 6-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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=-262/733, 9-11=-241/668 WEBS 3-16=-435/1209,3-14=-1552/774,4-14=-837/691,7-13=-878/713, 8-13=-3635/1919, 8-11=-032/1204,6-14=-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=341t; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 25901b uplift at joint 13 and 3451b uplift atjoint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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=1.26 Uniform Loads (plf) 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, MiTek USA, Inc. FL dart 6634 '6904 Parke East Blvd. Tampa FL33610 Date: April 3,2019 AWARNING-Vedrydeslgn PamruelemandR2 DNOTESONTNISANDINCLUDEDMRERREFERENCEPAGEMII.7473mK MaCKV2015BEFOREUSE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is or an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Innoroomte this design into the overall building design. Bracing increased is to prevent buckling of individual truss web andlor chard members only. Additional temporary and permanent bracing MiTek' Is always renuiredto, stabilityand 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, see ANSI/rPH quality Cdferla, DSB49 and Best Building Componenl Sefefylnformagon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Oty Ply T16686484 M11323 GRB HIP 1 1 �M11313 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F)11=-641(F) 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page 2 ID:SrRaEyyrg04M76G4mWBLWyuFUJ-VwDYzggX71 PtBAPUy81 EksLa8YgehNuslDcR6DzUSgq AWARNING- Vedlydealgn paremafersund READNOTES ON TNKANDINCLUDEDMff KREFERENCEPAGEMX1473rev. 10,0342015BEFORE USE. ' Design valld for use only with MiTek® 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 this design Into the overall bulldingdeagn. Boning Indicated Is to prevent bucking of Individual truss web and/or chord! members only. AddltOry nal tempeaaM permanent bracing MiTek' Is always required for stability and to prevent mllapas with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sae ANS14FP11 Qualify Cdfeda, DSB49 and SCSI Building Component 6904 Parka East Blvd. Safefylalonandlonavailable horn Truss Plate Institute, 218 N. Lea Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Dry Ply T76686485 M11323 J2 MONO TRUSS 8 1 �1011323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 SC 0.07 BOLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=38/Mechanica1, 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 Grav 3=39(LC 15), 2=141(LC 1).4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page 1 ID:x17zSlzTbJCDIIrGPHIOukyuFUI-VwDYz9g%71 PtBAPUy81 EksLkpYzDhbOslDcR6DzUSgq DEFL. in (roc) I/de0 Ud PLATES GRIP VeR(LL) -0.00 7 >999 360 MT20 2441190 VeR(CT) -0.00 7 >999 240 HOrz(CT) -0.00 3 n/a n/a Weight: 8lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-M oc purling. 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=14ft; B=52ft; L=34ft; eaval 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 a10.0 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 28 lb uplift at joint 3, 13616 uplift at joint 2 and 3 lb uplift at joint 4. Scala =1:7.8 Walter P. Finn PE ka.22639, MiTek USA; Inc. FL Cart 8634 $904 Parka East Blvd: Tampa FL 33610 Data: April 3,2019 QwA11N/NG-Vedry enough parameters and READ NOTES ON MIS AND INCLUDED MTW REFERENCE PAGE 111II-7473 rev. rumors BEFORE USE wild for use only with MITI connectors. This design is based only upon parameters an.., and Is for an Individual building component, not OF a Voss system. Before use, the building designer must vent' the applicability of design parametere and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding 0e fabrication, sterldelivery, erection and brecing of trusses and truss systems, we ANSVTPI1 Quality CdtBds,DSB-89 and BCS1 Building Component 6904 Parke East Blvd, Saferylnformadun available from Truss Plate lnstiWte,218 N. Lee sheet, Suite 312, Alexandria, VA22314. Tampa FL 36610 Job Truss Truss Type Oly Ply T18886488 M11323 J4 MONO TRUSS B 1 �M11323 Job Reference (options[) a.[vu s Vec o zOla MI I etc Inoustrles, Inc. was Npr a lua 4:la Lula rage 1 ID:PDYLfd_5MdK4MSOTz?ZfRxyuFUH-z6nwAUg9uKXkpK_gVrYTH3trCyFm02G0 tL?efzUSgp 3x4 = LOADING (psf) SPACING- 2-0-0 1 DEFL. In (roc) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.39 Vertill 0.02 4-7 >999 360 TOOL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBC2017/TP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=90/Mechanical, 2=20710-8-0, 4=50/Mechanical Max Ho¢ 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 ill or less except when shown. Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or4-0-0 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) Vasti28mph; 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 Sr MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 1 boftom 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 801b uplift at joint 3, 161 lb uplift at joint 2 and 7 Its uplift at joint 4. Walter P. Finn PE No.22830. MiTek USA,13e: FL Cad 6634 6904 Parka East Blvd. Tampa FL 33810 Dale: April 3,2019 ®WARNING -Verity design parameters and READ NOTES ON MIS ANDINCLUDmMRENREF£R£NCEPAGEMII-74r3am, 1a0YY015BEFORE WE ass Design valid for use only with MiTeM connectom. This design is based only upon parameters shown, and is for an Individual building component, not ��' . truss system. Barre use, me building designer must verify the applicability of design parameters and properly incorpoate this design Into the overall building design. Bracing indlested is to prevent buckling of individual truss web and/or chord members only, ideational temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and propeM damage. For general guidance regarding the fabrication, stoage,delivery, erection and bracing of trustee and truss systems, see ANSf4PN Dually Criteria, DSO.89 and SCSI Building Component 604 Parka East Blvd. Safey Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Al.z.ndda, VA 22314, Tampa, FL 36610 Job Truss Truss Type Oty Ply M11323 T16686487 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:19 2019 Page 1 ID:tP6jtzj7xSx_c fXl4uzgyuFUG-SJLJOghnfefaOUZt3Z3igHO1RMTjgVW9CX5YA5zUSgo ll0-0 6-0-0 - 6-0-0 1 Scale = 1:14.6 3x4 = 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(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 WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 201la FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max H= 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10), 4=-8(LC 10) Max Grew, 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (11 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=8ft; Cal. 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 nonconcumant 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 131 Ib uplift at joint 3, 194 to uplift at joint 2 and 8lb uplift at joint 4. Walter P. Finn P.E Np12839. MiTek USA, the. FL Cart 6634 6964 Parke East Blvd. Tampa FL 33610 Date: April3,2019 Q WARNING-Vedrydeslgnpamme mand READ NOTES ON T/I MDINCLUUWMREKRE£ERENCEPAGEMIA7473rev 100=15BEFOREUSE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not ' atruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bradng Indicated is to prevent buckling of Individual truss web pucker crucial 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 tresses and truss spears. se. ANShiQuality coach.,DSO-89 sad SCSI Building Component 6904 Parke East Blvd. Safety In7ormation available from Truss Plate Institute, 218 N. Lea Street Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Div Ply T16686488 M11323 J8 MONO TRUSS 20 1 �M11323 Jab Reference (optional) wamoers I russ, Inc., rent Fierce, rL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:14:19 2019 3xS = Scale=1:17.4 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MP Weight: 2616 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Ho¢ 2=180(LC 10) Max Uplift 3=-175(LC 10). 2=-228(LC 10). 4=-15(LC 10) Max Grail 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 fib) 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; 3=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(l) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces BMWFRS 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 thebottom 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, 22816 uplift at joint 2 and 15 lb uplift at joint 4. Wafter P. Finn PE No22839, MiTek USA, Inc. FL Cad 6634 �6904 Parke East BNd: Tampa FL 33610 Dale:. April 3,2019 AWARfil- Vedlydesign parameters and READ NOTES ON THIS AND INCLUDED MmER REFERENCEPAGEMi4T473 rev. IWW015 BEFORE USE ' Design valid for use only with MiTek®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 cm,nary 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 am permanent bonging MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the landmass. storage, delivery, erection and bracing of trusses and truss systems, see ANSbTPI1 Quality crated., DSB49 and BCSI Building Compose( 6904 Parka East Blvd, Sa/etylnharmafion available Gum Tress Plate Instable, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Cry Ply M11323 T16686489 M11323 KJB MONO TRUSS 4 1 Job Reference (optional) Chambers I mss, Inc., I -OR Fierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:20 2019 Page 1 ID: Lcg54J7LuEancmZr4Cb7 W MyuFUF-wVvhbAiPOynR2d83dGaxMUZDGmyGumlRBg6iyzUSgn 3x4 = a Scale=1:20.3 3.4 = 7.3.4 3.11.12 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOLL 1.25 TIC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOLL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WS 0.46 Horz(CT) 0.02 6 n/a arts BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 441b FT=0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Hom 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Gmv 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) - Max. Comp./Max. 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=-1236/755 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-6 Be bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6t between the bottom chord and any other members. 4) Refer to girder(s) for muss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 Ib uplift at joint 2 and 2861b 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 (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to4=-152(F=-49, B=49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) Walter P. Finn RE No.22838, MiTek USA, Inc. FL Cod 0634 6904 Parka East Blvd. Tampa FL 33810 Data: April 3,2019 AWARMND-vedb' design Parameters antl READ NOTES Oft MIS AND INCLUDED MMEK REFERENCEPAGE Mtl-747J now. 140=15 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not "oh"'system. Before use, the building designer must very the applicability of design parameters and properly Incorporate this design Imp the overall building design, Bracing indicated is to prevent buckling of individual truss web amber chord members only. Additional temporary and permanent bracing MiTek' Is always mauled for stability and to prevent collapse with possible personal Injury and mop rty damage. Forgeneral guidance regardag the fabrication, storage, delivery, erection and bracing of imsses and truss systems, see ANSI?P/1 Quality Crltetla, DSB-6g end BCSIBOIldine Component 6904 Parke East Blvd. Safefylnformation available hem Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1T16" I For 4 x 2 orientation, locate plates 0- yre" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20120 software or upon request. .PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated symbol shown and/or by textth 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/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate • Connected Wood Trusses. Numbering System 648 I I dimensions shown ixteenths (Drawings not too scale) 1 2 3 TOP CHORDS 0 O U EL 0 F JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved �m W1,81 MiTeka MiTek Engineering Reference Sheet: MII-7473 rev. 10/0312015 A 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 fightly 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 ANSlrrPI 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 fabdcator. 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 ANSlfrPI 1 Quality Criteria.