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Braden & Braden, AIA, PA W 1BALP #AA0000032 CC z � J 0Qz 417 Coconut Ave. Stuart, FL 349969(772) 287-8258 ` OM St. Lucie County Budding Dept. W Wynne Development U W Date: AddressAsq Permit #. To whom it mag concern, This detail applies to the insulation in the ends of the vaulted ceilings. If you have any questions please feel free to call me at 112-281-8258 R-19 Melraden AIA Braden t Braden AIA PA Trusses at 24" o.c. re shop drawings bg others ceiling transition -% ded using metal studs erifg exact configuration :es eilina transition Insulation Uj i-4 LL R-30 Batts 9 batts Drywall ceiling see typical section Detail nts MIN. SETBACK REQ. FRONT 2_0 SIDES (2 5 / S CNR SIDES REARZOerlJV cW zNc. U� TECH. Na Q s 3 � 30 s �7 3eo_/1 wrRri,� /2-o9-ig PT I F* 6 BEING ALL OF 69 GRANDE CAMINO WAY, OF ALL BEINGI THE UNRECORDED PLAT OF COUNTRY CLUB VILLAGE OF ST. LUCIE COUNTY, FLORIDA. ABBREVIATIONS: o FIFE = FINISHED FLOOR ELEVATION R/W = RIGHT-OF-WAY R = RADIUS OF CURVE LO L = LENGTH OF CURVE SF = SQUARE FOOT A = DELTA OF CURVE RF�FfL MqA Fo . pPsr��'4s.o '?�10 Co Pnt I L C 5t. uele Co' FL Date. 'nit. Approved SURVEYORS NOTES: 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE SHOWN HEREON. 2. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE LOCATED UNLESS OTHERWISE SHOWN. 3. THIS SITE LIES WITHIN FLOOD ZONE -X-. ACCORDING TO Z THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. Ii 12111CO070 J. EFFECTIVE DATE 2-16-12. �. 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD y •• ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. U 5. BEARINGS SHOWN HEREON ARE REFERANCED TO THE CENTERLINE OF GMNDE CAMINO WAY HAVING AN ASSUMED y BEARING OF S00.00 44"E. 6. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER. 7. THIS IS A SPECIFIC PURPOSE SURVEY FOR THE PURPOSE OF LOCATION AND ELEVATION OF FORMBOARDS. BOUNDARY LINES SHOWN HEREON ARE FOR GRAPHICAL PURPOSES ONLY. PERMIT #. Z o o ZZ - o 3 0 X EXISTING 0 o n m F m 14' AVERAGE TOP ° na = 21.42' �WOODS OF FORMS ELEVATION=28.60 3.18' ABOVE EDGE 10,00' OF PAVEMENT EXISTING ALE: 1"=30' ALEXANDER J. PIAZZA PSM, INC. WYNNE ,TE: 3-13-20 Surveying ; Mapping • Consulting LAWN. RP 619 SW Blltmore Street Port St. Lucie, Florida 34983 8 NO.: *LB#7280 Phone: (772) 340-7770 20-5322 Fax: (772) 340-2250 LAST FIELD DA CORPORATION C'. :r r e�s0 N 6330 WG2020\20-5322.dwq, 3/13/2020 3:46:43 PM mr_: M113GJ M11323 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: Mf1323 Address: N/A City: PORT ST LUCIE Subdivision: State: FL 19II ■ CIt W.i J 1OY• 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 T1668648 6 T16686482 a8 a9 4/3/2019 4/3/2019 FILE 7 T16686483 gra 4/3/2019 COPY 8 T16686484 grb 4/3/2019 9 T16686485 j2 4/3/2019 10 T16686486 j4 4/3/2019 11 T16686487 12 T16686488 j6 j8 4/3/2019 4/3/2019 HEVIEWED FOR 13 T16686489 kj8 4/3/2019 CODE COMPLIANCE ST. LUCIE COUNTY SOCC The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSIrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specificinformation 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. „lpl l a rlry�� lER P, J, \GENSFti�'�'. JINo 22839 O: STATE OF •:��/ � �• ��,Q ' �C,,,� Waller P. Ann PE No.22839 Wild: Inc. n Cart 6634 6904 Parke East Blvd. Tampa R. 33610 April 03, 2019 1 of 1 Finn, Walter Job Truss Truss Type Oty Ply Ml 1323 7lssesan M11323 A COMMON 9 1 Job Reference o tional cnaal Iuss, Inc., ran rlerce, rL i 4.00 I2 45 = Scale=1:57.8 17 '- 15 -- -' 14 -- 1z 3x6 = as II 4x5 = 3x8 = 3.13 = 4x6 = 2x3 II 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/TPI2014 CSI. TIC0.39 BC 0.58 W B 0.65 Matrix -MS DEFL. Ve all Vert(CT) Horz(CT) in (too) Vdefl L/d 0.32 14-15 >999 360 -0.61 14-15 >670 240 0.12 10 n1a n/a PLATES GRIP MT20 2441190 Weight: 1631b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=136210-8-0, 10=136210-8-0 Max Horz 2— 179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) 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-secand gust) Vasd=128mph; TCDL--4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2.4-13, Interior(1) 2-4-13 to 13-7-3, Extedor(2) 13-7-3 to 20-4-13, Interior(1) 20-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zona;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for alive load of 20.0psf on the bottom. chord In all areas where a rectangle 3-6-0 tall by 2-M wido will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=832, 10=832. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 lb up at 15-0-0, and 501b down and 471b 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 Incroase=1.25 Uniform Loads (pit) Vert: 1-6=-54, 6-1 1=-54,18-21=-20 Concentrated Loads (lb) Vert: 26=-50(F) 27=-50(F) Walter P. Finn PE No.22839 MRek USA, Inc. FL Cett6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 O WARNING-Vedlydesignperemerereend READ NOTES ON TIASAND wCLUDED MmEKREFERANCEPAGEM67473mx 14Ta2015BEFOREusa Design valld for use only with MTokO connectors. This tleslgn Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer mast ved y the applicability of design parameters end properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual men web and/or chord members only. Additional temporary and permanent bracing MiTel( Is always required for stoblllty and to prevent collapse with possible personal nury and property damage. For general guidance regarding the fabrication storage, delivery, erector, antl brccMg of tosses and buss systems seeANSUTPIT Quo My Criteria, DS549 and IC31 Building Component sent Parke East BNd. Safety hlformafbrnvolloble from Truss Plate Institute, 218 K Lee Street Suite 312, Alexontltlo. VA 22314, Tampa, FL 33610 Job Tress Truss Type Oty Ply 1071323 T1fi686478 M11323 AS SPECIAL 9 1 Job Reference (optional) Chambers Tress, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MITek Industries, Inc. Wed Apr 3 10:14:10 2019 4.00 12 SZBMTIBHS H Scale = 1:59.8 13 12 5x12 = 2x3 I 3x6 = 3x12 = 200 12 10-6-4 20.4-8 28-4-0 34-0-0 10-6-4 1 9-10.4 5.11.8 1 NN Plate Offsets (X Y)-- 12:0-1-15 Edgel 14:0-3-0Edgel r10:0-0-6 Edgel LOADING (psf) SPACING. 2-" CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ved(LL) 0.76 14 >639 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.1813-14 >344 240 MT18HS 244/190 BCLL 0.0 Rep Stress lncr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 1551b FT=0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' 6-14:2x4 SPM 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Strectuml wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD Rigid ceiling directly applied or3-9-12 oc bracing. WEBS 1 Row at midpt 6-14 REACTIONS. (Ib/size) 2=1312/0-8-0, 10=131210-8-0 Max Ho¢ 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=0/269 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.Ops1; h=14N; 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(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 20-6-4, Interior(1) 20-6-4 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psi bottom chord live load nonconcunent 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 atjoint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=803, 10=803. Walter P. Finn PE No22639 MITek USA, Inc. FL Can 6634 6904 Parke East BNB Tampa FL 33610 Date; April 3,2019 Job Truss Truss Type Oty Ply T1fi686479 M11323 - A6 SPECIAL 1 1 �M11323 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 5 2015 MI I ex Inriustnes, Inc. tried Apr 3 IU:14:11 ZU1e d1 O 4.00 12 3x12 = 2.00 12 6xt0 MT18HS= Sx6 = 5x6= IN 1464 15. 11 fi-0- 20.4.8 25-11-15 34-1 0 10-6-4 4%.12 -0- 4.4.8 5.7.7 8-0.1 3,,6 = Scale = 1:61.9 Plate Offsets (X Y)- [2:0-1-15 Edoel 13:0-3-0 Edgel [5:0-5-0 0-1-13]17:0-2-7 Edoel [9:0-0-6 Edae] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d 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 We BCOL 10.0 Code FBC2017/TPI2014 Menial Weight 1571b FT=O% LUMBER - TOP CHORD 2X4'SP M 30'Except' 3-5,6-7: 2x4 SP M 31 BOTCHORD 20 SP M30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. Qlatsize) 2=13100-8-0, 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 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Us) -Max. Comp./Max. 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=-1123/2199, 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, B-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=4.2pst BCDL=3.Opst h=14f ; B=52M; L=34M; eave=6ft; Cat. 11; Exp C; Encl., GCpl=0.1 B; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3. Exte ior(2) 31-7-3 to 35-0-0zone;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 psi 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 100 lb uplift at joints) except 61=11a) 2=803, 9=803. Walter P. Finn PE No.22839 h1Tek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNi Ved1ydeai9n P4r4meferoend READNOTES OMMMI DINCLUDEOMREKBEFENANCEPAGEMA74M.V. 10=015BEFONEUSE Design valid for use only with MneM connectors, This design is based only upon parameters shown, and Is for an Individual bulltling component, not a fuss system. Before use, the building designer must verify the opplicabnfy, of di parameters and properly Incorporate this desgn Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication storage, delivery erection and bracing of trusses and to es systems seeANSVTP11 Quality Cdi DSO49 and BCSI Building Component SalAly Informatbrnvalloble from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. M!Tek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply T166864B0 M11323 A7 SPECIAL 1 1 �1011313 Job Reference o tonal Chambers Truss, Inc., Fort Pierce, FL O GV IO rvlllen llluualllca, alb. W.j Ap u,u.,�.,c w,a, Scale = 1:60.8 5x8 = 5x6 = I4 6 502 = 2e3 II 3x6 = 3x12 2.00 12 LOADING (psQ 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/TPI2014 CSI. TC 0.83 BC 0.90 W B 0.95 Matrix -MS DEFL in (loc) Well L/d Vert(LL) 0.66 11 >616 360 Vert(CT) -1.10 10-11 >369 240 Horz(CT) 0.34 7 n/a n/a PLATES MT20 MT16HS Weight: 1471b GRIP 2441190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2x4 SP No.3 `Except` 4-11: 2x4 SP M 30' REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Hone 2— 149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6=-2448/1599, 6-7=-0169/1993 BOT CHORD 2-11=-3071/5219, 10-11=-1590/2874, 9-10=-1738/2968, 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=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34tt; eave=6h; 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 pal 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)oint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 7=803. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 8934 Padre East Blvd. Tampa FL 33618 Date: April 3,2019 Job Truss Truss Type Cry Ply T1668fi481 M11323 AB 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 10:14:13 2019 3,12 = 5xe = 4.00 FI2 4 21 2.00 12 3x4 = 2x3 II 5.8 = 6 22 7 0n 12 11 Sx12 = 3x4 = 10-fi-4 20-4-8 22-0.0 34-0.0 1n-s-a 9-10-d 1-0-8 12.0.0 45 = Scale =1:60.6 Plate Offsets (X Y)-- [2:0.1-15 Edger [7:0-5-e 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid 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 SC 0.90 Vert(CT) -1.0812-13 >379 240 MT18HS 244/190 BCLL 0.0 ' Rep Stresslncr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 15416 FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 .BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 3-11-11 oc bracing. REACTIONS. (Iatsize) 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. (Ib) - 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, 5-0=-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=-3007797, 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=14ft; B=52h; L=34N; eave=61`1; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C 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 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 nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chard and any other members. 7) Bearing at joint(s) 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 100lb uplift at joint(s) except (jt=1b) 2=803, 9=803. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q wABNWG- Vedrydealgnpsr ahaaanCNEgDNOTES ON TNISANDWCLODEDMI/EKNEFENANCEPAGEM674Jmv. 1a9Y10I5BEFOBE USE Design valid for use only with M9ekO connectors. Ihls design Is based only upon parameters shown. and Is for an individual building component, not ��- a hum system. Before use. the bulltling designer must verity the applicability of all parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of individual hum web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with poseble personal Inury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems, seeANSVIPiI Guoudlyy Cidedo, DSP-89 and 1CS16ulding Component 69M Parke East Blvd. Safety Informationavdiclaie from buss Plate Institute. 218 N. Lee Skeet, Sulte 312, Alexandria, VA 22314 Tampa, FL 33610 Job Truss Truss Type Oly Ply M71323 T16686482 323 A9 HIP 1 1 .. Joh Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:14:14 2019 3 e 4.00 12 4x4 = 3.4 = 2a 11 08 = 4 24 525 26 6 27 7 Scale=1:58.6 3x5 = 3x6 = 3x6 = 6x8 = 3x6 = 3x4 = 3.5 -- 10-0-0 20-4-0 24.0.0 34-0-0 10.0.0 10.40. 3-6-0 10-0.0 Plate Offsets (X Y)-- (2.0-0-14 Edgel 17'0-5-4 0-2-01 I9:0-3-14 0-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl 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 BC 0.54 Ved(CT) -0.3811-21 >432 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.89 Horz(CT) 0.02 13 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 156 no FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=66310-8-0, 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 Gmv 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max. CompJMax, Ten. -All forces 250 (Ib) 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=-3411235 BOT 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=-837/703 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.OpsY h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-13, Interior(1) 2-4-13 to 5-2-5, Extenor(2) 5-2-5 to 14-9-11. Intenor(1) 14-9-11 to 19-2-5. Extenor(2) 19-2-5 to 28-9-11, Intedor(1) 28-9-11 to 31-7-3. Extenor(2) 31-7-3 to 35-M zone;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) This trusshas been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 (jt=1b) 2=430, 9=249, 13=928. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 B904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 O WABNWD-VerlfydeslgnpyeeafrsandeEADNOTES ON rMSAND WCLUDEDMIrEKBEFEBA1VCEPA0EM674M x. 14,1032015BEFOBE USE Design valid for use only with MOekD connectors. this design is based only upon parameters shown, and is for an Individual bulldIng component not �! I a truss system. Before use, Ma buHdhg designer must verify the applicability of design porameters and properly Incorporote this design Into the overall bulldingdeslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only,. Additloncl temporary and permanent bracing Mew 'y'ITew Is always requlred 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 musses and truss systems, seeANSM11 QUOTIflyOIflUH, OSS-89 and SCSI Sulding Component 69M Parke East Bhd. Safety Nformalbmvallable from Truss Plate Institute, 21ll N. Lee Street Suite 312 Alexandria, VA 22314. Tampa. FL 33610 Job True city Ply M11323 T76686483 M11323 GRA �Truss`Typo HIP 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industnes, Inc. Wed Apr 3 10: 6 d 44 = 11 14 Scale = 1:60.6 3X5 = 3X6 II 3X6 = 6x8 = 3x6 = 6x8 = 4x4 = 6XB = 8-0-0 H-0-1 18-6-0 26-0.0 34-0-0 8-0-0 3-1-1 7-4-15 7-6-0 av 31t2 Plate Offsets (X Y)-- f2:0-2-2 Edael (3:03-8 Edoel 121:0-3-8 Edael 124:0-3-8 0-3-01 127:0-3-8 0-3-01 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.98 Horz(CT) 0.02 22 Na Plat BCDL 10.0 Code FBC20171TP12014 Matdx-MS Weight: 194 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 ad pudins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SIP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jl(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (Ib) - Max Hou 2=-179(LC 6) Max Uplift All uplift 100 Its or less at joint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8). 22=-625(LC 8) Max Gmv All reactions 2501b or less at joint(s).except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (lb) -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=-58B/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=-779/446, 24-26=-411/653, 22-24=-1083/2108 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=-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=4.2pst BCDL=3.Opsf; III B=52ff; L=34f ; eave=611; 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 am 2x3 MT20 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) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 351 Its uplift at joint 2, 1168 1b uplift at joint 27,1495 As uplift at joint 26 and 6251b uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Wa Fi ger Finn PE No12838 P. Fi P.els 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 It, up at NRta Inc. FL Carl 26-0-0, and 9671b down and 461 It, up at 8-" on bottom chord. The designtselection of such connection device(s) is the 880d Parke East Blvd. Tampa FL 33610 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 AWANNWG- Vedfvdes/SnparamefersendRE DNOTESONTNISANDWCLUDEDMITEKNEFEBANCEPAGEMIF74nmv..1691Qa15BEFONEUSE Design valid for use only with MBek® connectors, fib deslgn Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the building designer must verity Me oppllcablilly of deslgn parameters and property Incorporate this design Into the overall bulltling design, Bracing Indicated is to prevent buckling of indNlducl 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 tob4canon, storage, delivery, erection and bracing of trusses and truss systems, weANSUMIf Cual1xy CrIteria. D88419 and SCSI building Component lnformatiorgvallabie from Truss Plate Institute. 218 N. Lee Street Sulte 312 Alexandria, VA 22314. 6904 Parke East Blvd.Safely Tampa, FL 33610 Job Thus Oty Ply T16686483 M11323 I �Tnuam;Typa HIP 1 1 �10111323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL ez4us use to Mrs mi leK mousmes, Inc. vvea Apr a lu:iw:i a zura Page ID�_etC1 cxC3iKVV7huls7ypJyuFUK-Z%6oYTeGbP99ysG5qj7mfRFCNAvDSAZlv7L1KzUS9s LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ 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) AwARNING- yertty Eeslgnparametemard READNOTES ON TNISAND INCLUDED MDEKREFERANCEPAGEMII-74M mv. 1aro34oI5BEFOREUSE Design valid for use only wim MlfekO connectors. Oils design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propery Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual true web and/or chord members only, Addiflcnal temporary and permanent bracing MiTek' prevent Is olways reculred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage. delivery, erection and bracing of busses and buss systems, saeANSUR'il poa1811dysr CM�do, DIM and SCSI &doing Component 6904 Perke East Blvd.fabrication, Safety Infoanafbrpvolloble from TrussPlate Institute, 218 N. Lee street, Sulte 312. Alexandria. VA 22314. Tampa, FL 33810 Job Truss Truss Type Dry Ply M11323 T1fi686484 M11323 GRB HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Lisa B 2U1 B MI I ex Industries, Inc. Wed Apr J t U:14:1 r eu I s rage I ID:SrFlaEyyrgD4M78G4raWBLWyuFUJ-VwDYz9gX71 PtBAPUy81 EksLaBVgehNlwlDcR6DzUSgq 1-0-Q B-0.0 13-8-0 17-0.0 20-4-0 26-0-0 34-0-0 35.0-0 :1.0-0 8.0.0 5.8-0 3-40 3.4.0 I 5.8.0 I 8.0.0 1-0-0 5x12 MTIBHS = 4x10 = 4.00 12 2x3 II Axe = 2x3 11 3 23 4 5 6 7 24 5xl2 MT18HS =. Scale = 1:58.6 4xB = 3.6 11 5xB = 6x12 = 6x12 = 5x6 = 3x6 II 46 = 8-0-0 13-8.0 20-0-0 26-0-0 34.0-0 B-D-O S-B-o ae-D I B-B-o B-aD Plate Offsets (X Y)— f3:0-9-00-2-81 f5:0-0-0 Edgel. fB:0-9-0 0-2-81 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl' Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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) -0.3016-19 >820 240 MT18HS 244/190 BCLL 0.0 Rep Stress lncr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 153 to FT=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 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 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Horz 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. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3625/1950, 34=-2080/1236, 4-6=-2080/1236, 6-7=-129612589, 7-8=-1296/2589, B-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=-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=42psf; BCDL=3.OpsC h=14f ; B=52ft;, L=34ff; 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 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 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) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 8531b uplift at joint 2, 2590 lb uplift at joint 13 and 345 Its 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) 967 Ib down and 461 Its up at 26-0-0, and 967 Ib down and 461 Its 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 CASES) 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 (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 Mtrok USA, Ina FL Cad 6634 6934 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNING-Vedtydeserparemefere and BEAD NOTES ON THIS AND INCLUDED MITEKNEFERANCE PAGE MIp7473.V. 14r23420f5 BEFORE USE Design valid for use only with MBDIG connectors. This design Is based only upon parameters shown, and Is for an individual building component, not ��- a fmss system. Before use, the bullding designer must verity the appllaabllity of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only,. Additional temporary and permanent bracing MiTek* b always required for stability chat to prevent collapse Wth possible personal Injury and properly damage. Far general guidance regarding the fabrication, storage. delivery, erection and bracing of flumes and hum systems, seaANSUrpll Qua ltly Criteria. DS949 and BCSI Budding Component 6904 Perks East BNd. Safety Informafbinvalabie from Truss Hate Institute, 218 N. lee Sheet Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply M71323 T16686484 M11323 GRB HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fon Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page t ID:SrRaEyyrgD4M78G4raWBLWyuFUJ-VwDYzegX71 PIBAPUyB1 EksLaBYgehNuslDcR6DzUSgq LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) O WARNING- Vedlydesigncaramelersand READNOTES ON MIS AND INCLUDED MDEKBEFERANCE PAGE UX7Mtay.. ION.'VTOIS BEFORE USE. Design voild for use only with MDeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullding designer must verity the appllcablilN of design parameters and properly Incorporate mis design Into the overall building design. Bracing indicated is to prevent budding 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, seeAllil 11 Goa Criteria, D3649 and SCSI euldYrg Component. Safety InfoanbrFa ulvolloble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. MiTek' 6904 Palle East M. Tampa, FL 33610 Job Truss Truss Type my Ply T16688485 M11323 J2 MONO TRUSS 8 1 �1011323 Job Reference o tional Chambers Thus, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:14:17 2019 Page 1 ID:xl?zSlzTbJCDIIrGPHIOukyuFUI-VwDYz9gx71 PtBAPUy81 EksLkpYzDhbOslDcR6DzUSgq Scale = 1:7.8 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -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 Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017yrP12014 Matrix -MP Weight: 8111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 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 Harz 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. NOTES- 1) Wind: ASCE 7-10;.Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52N; L=34ft; eave=6ft; Cat. II; Exp C; Encl.,.GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and tomes & 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 anyother live loads. 3) ' This truss has been designed for a live load of 20.Opsf an 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 beating plate capable of withstanding 28111 uplift at joint 3, 136 lb uplift at joint 2 and 3 Ib uplift at joint 4. Walter P. Finn PE No12839 MTek USA, Inc. FL Ced 6634 6904 Padre East Blvd. Tampa FL 33810 Bate: April 3,2019 AWARNING -VedlydesigdpamentersandBEADNOTESONTNISANDINCLUDED MBEKBEFERANCEVAGEM/H4T3rev.1AVV2015BEFONEUSE. Design valid for use only with Mlek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulioing component, not a trus, system. Before use, the bulltling designer must verify Me applicability of desgn parameters and property Incorporate this tleslgn 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 requtred for stability and to prevent collapse with possible personal Injury and property dwnage. For general guidance regarding the fobricotion, storage, delvery, erection and bracing of humes end truss systems, seeANS91Pl1 Ou HT Calorie, 038-89 and BCSI building Component 6904 Palle East Blvd.safety Informatbrpvallable from Truss Plate Immune. 218 N. lee Sheet Suite 312, Alexandra, VA 22 14, Tampa, FL 33610 Job Truss Truss Type Oty Ply ' T76686486 M11323 J4 MONO TRUSS 8 1 �M11323 Job Reference o tiorW Chambers Truss, Inc., Fort Pierce, FL ass = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:18 2019 Page 1 ID:PDYLtd_5MdK4MSOTz7ZlRxyuFUH-z6nwAUg9uK)<kpK gVrYTH3trCyFm02G0_tL7efzIJSgp Scale = 1:11.1 4-o-0 LOADING (pst) SPACING- 2-" CSI. DEFL. in (toe) War Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) 0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ven(CT) -0.02 4-7 >999 240 BOLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBG2017ITP12014 Matrix -MP Weight: 141b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 3=90/Mechanica1, 2=207/0.8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Gmv 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; 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) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 80lb uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. Wafter P. Finn PE No71839 MTek USA, Inc FL Cad 6634 6104 Parke East Blvd. Tampa FL 33910 Date: April 3,2019 Q WARNWG-Veriyd..1gnparametelsand NE4DN0TES OMMSANDWCLUDEDMREKREFERANCEPAGEMIF7473rex.10a 015BEFGREUSE Design void for use onlywim Milaks3connectors. This design b based only upon parameters shown and Is foron Individual building component, not a huss system. Before use, the curdling designer must verily the apdicobOdy, of design parameters and properly Incorporate this design Into the overall bulldIng design. Bracing Indicated is to prevent buckling of indNltlual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for state i y end to prevent collapse wth possible personal injury and property damage. For general guidance regording the fabrication storage. delivery, erection and bracing of trusses and hues systems soaANWrPI1 Cu Criteria, DS549 and IGSI SuldhD Component 690d Parke East Blvd. Safety Inlalmalloncvoilobie from Truss Plate Institute. 218 N. We Sheet. Sidle 31Z Max(ndri¢ VA 22314. Tampa, FL M610 Job Truss Truss Type Oty Ply T76686487 M11323 J6 MONO TRUSS 6 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL s Dec 6 2018 MiTek Industries. Inc. Wed Aor 3 10:14:19 2019 3x4 = Scale = 1:14.6 6-D-0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ved(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 [nor YES WE 0.00 HOrz(CT) -0.00 3 n/a We BCDL. 10.0 Code FBC2017frP12014 Matrix -MP Weight: 201b FT=O% 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>731(LC 10), 2=194(LC,10), 4=-e(LC 10) Max Grav 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.Opsh h=14ft; B=52f0 L=34fb eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate fide 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0wide 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, 1941b uplift at joint 2 and 8lb uplift at joint 4. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6804 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 AWARNWG-Vdfydeel9nPam rv,,MandREADNOTESONTNISANDWCLUDEDMI KREFERANCEPAGEMI474M..fOD34015aEFOREUSE Design valld for use onlywBh MITek0 connectors. This design Is based only upon parameters shown, and is far on Individual building component, not a truss system. Before use, the building designer must verify Me applicability of dedgn parameters and properly Incorporate this design Into the overall buedingdestgn. Bracing indicated is to prevent bucUing of individual hum web and/or chord members only. Additional temporary and permanent bracing A M)Tek- Isalways required for stability and to prevent collapse with pomble personal Injury and property damage. For general guidance regarding the fabrlcafbn storage, delivery, erection and bracing of musses and truss systems, seeANSViPII QUUT1tlyCmeria, VS349 and SCSI building Component 69N Parke East BNd. Safety Infonnationavollobie from Truss Plate Institute, 21 B N. Lee Street Sulte 312, Alexontlrla, VA 22314, Tampa, FL 33610 Job Truss Truss Type Cty Ply T76686468 M11323 J8 MONO TRUSS 20 1 �1.111323 Job Reference (optional) cnamoers i cuss, Inc., hon Pierce, rL o.zws tree o La ro mu en nmusmes, nm. vre nPi rvd-,.mcum 3x5 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) 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 Ven(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 FBC2017/TP12014 Matdx-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/Mechanical Max Harz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2= 228(LC 10). 4=15(LC 10) Max Gray 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:17.4 PLATES GRIP MT20 2441190 Weight 26Ile 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; Vu1I=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsh h=14ff, 8=5211; L=34ft; eave=6h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0to 24-13, Intedor(1) 24-13 to 3-1.13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord to 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 girders) 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 Ib uplift at joint 2 and 15 lb uplift at joint 4. Walter P. Finn PE No.22839 Willett USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33618 Data: April 3,2019 Q WARNING-VedfyarnIgnpemmererennd READ NOTES ON TNISAND/NCLUDED MIIEKREFERANCEPAGEMIP74mmv. 101MAM1SBEFOREUSE. Design valid for use only with Mnek® connectors. This design a based only upon parameters shown, and 6 for on IncMduol 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 M!Tek' Is always required for stability and to prevent collapse with possible personal injury end property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and buss systems, SeeAN9U1P11 Cui CMaiM, DS!-09 and EC51 Building Component eso4 Parke East Blvd. Safety Informafbmvaaable from Truss Plate Instln4e, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tempe, FL Mitt Job Truss Truss Type Dry Ply T76686489 M11323 KJB MONO TRUSS 4 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 3x4 = 7-3.4 SPACING- 2-" CSI. Plate Grip DOL 1.25 TC 0.29 Lumber DOL 1.25 BC 0.30 Rep Stress Incr NO W B 0.46 Code FBC2017frP12014 Matrix -MS 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=576IMechanical 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 (Ib) 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 8.24U s U9a 6 2u16 MI leK lrqustnes, Inc. Wea Apr J 10:19:zu zu1e rage r ID:Lcg54J7LuEancmZt4Db7W MyuFUF-wVvhbAiPDynR2d83dGmMUzDGmyGurclRBg61VzUSgn DEFL in (roc) Udell Ud Vert(LL) 0.07 7-10 >999 360 Vert(CT) -0.12 7-10 >999 240 Hom(CT) 0.02 6 n/a We Scale=1:20.3 3x4 = 3-11-12 PLATES GRIP MT20 244/190 Weight: 44 lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc puffins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psF BCDL=3.Opst h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 nonconcurent 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 Ib uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (I or back (B). 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)-to-4=-152(F=-49, 8=-49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) Walter P. Finn PE No22839 Mi rok USA, Inc. FL Ced 6634 8904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 QWARNWO- VMiYdesl9npmemeteraendaE4ON0TE50N TNSMDhVCLUOEOMl7EKREFENANCEPAGEMA74nmv. 10,03ANOTSBEFORE USE. Design valid for use only with Mile& connectors. This tlesign Is based only upon parameters shown, and Is for an Individual bulltling component not ��- a huss system. Before use, me bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual muss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stobl0ly and to prevent collapse with possible personal Injury and property damage. For general guidance mgording the fabrication, storage, delivery. erection and bracing of trusses and hues systems, seeAN3iyiPlt Cuallty Chub, DSB49 and SCSI Bulding Component. 69N Parke East BNd. Safety Informatbnovollobie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexonddo, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION -11 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. For 4 x 2 orientation, locate plates 0-11,4' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 To slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text In the bracing section of the output. Use T or I bracing if indicated. 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: ANSVTP11: 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 6-4-8 I dimensions shown Inftsixteenths t scale) Ill (Drawings not to scale) I 2 3 TOP CHORDS 0 Of O x U a: O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS CC -ES Reports: ESR-1311, ESR-1352. ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 Of O U o_ O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI1TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTTek® All Rights Reserved MiTeke MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-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. S. 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/rPl 1. 7. Design assumes trusses will be sultabN protected from the environment In accord with ANSI/rPI 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 retordant-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 after 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 at portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSUrPI 1 Quality Criteria.