Loading...
HomeMy WebLinkAboutTRUSS PAPPERWORKMCI® MiTek® RE: M11323 M11323 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: Mf1323 Address: N/A City: PORT ST LUCIE Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 SCANNED BY St, Lucie County 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 2 T16686478 a a5 4/3/2019 4/3/2019 File COPY 3 T16686479 a6 4/3/2019 4 T16686480 a7 4/3/2019 5 T16686481 a8 4/3/2019 6 T16686482 a9 4/3/2019 REVIEWED FOR 7 T16686483 gra 4/3/2019 8 T1668648 4/3/2019 CODE COMPLIANCE 9 T16686485 j2 j2 4/3/2019 10 T16686486 j4 4/3/2019 ST. LUCIE COUNTY 11 T16686487 j6 4/3/2019 12 T16686488 j8 4/3/2019 BOCC 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 theengineer named is licensed in the jurisdiction(s) identified and that the. designs comply with ANSI/TPI 1. Thesedesigns 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. MTek 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 ANSVTPI 1, Chapter 2: 111111111111II ',% tER P, F� NoJ 22839 STATE OF i <(/ Q�% Wafter P. Hnn PE No.22639 MITek USA; Inc. R. Cert 6634 6904 Parke East 13W. Tampa n.33610 April 03, 2019 _ fir- .: - - 1. of 1 Finn, Walter Truss Tens Type City Ply M11323 T16686477 [0b 323 A COMMON 9 1 Job Refer,nce (ootiona0 Chambers Truss, Inc., .Fort Pierce, FL 8.240 s Dec 6 2018 MI lek InduSides, Inc. Wed Apr J 1U:14:Ue 2UlU rage 1 6 b 4.00 F12 4x5 = 6 27 Scale = 1:57.8 17 •" 15 "" "• 14 "' 12 3x6 = 2,3 11 4x6 3k8 = 3.8 = 4x6 = 2x3 11 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.39 Val in 0.32 14-15 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT)-0.6114-15 >670 240 BCLL 0.0 ' Rep Stress ]nor YES WE 0.65 Horz(CT) 0.12 10 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrli Weight: 163 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=136210-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250:(Ib) or less except when shown. TOP CHORD 23=-3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7= 2770/215217-9=-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: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34tt; eave=6f;Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) -1-0-0 to 2-4-13, Intedor(1) 24-13 to 13-7-3, Extertor(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 tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This trusshas been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads: 4)' This truss has been designed for a live. load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide. will fit beW9 en 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 lb uplift at joints) except (jt=lb) + - 2=832, 10=832. ' 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ib down and 47lb up at 15-0-0, and 50 In down and 471b up at 19-0-0 on top chord. The desibiVselection of such connection.device(s) is the responsibility. of others: 7) In the LOAD CASE(S) sectionjoads 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 I6crease=1.25 Uniform Loads (pli) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (Ib) Vert: 26=-50(F) 27=-50(F) Walter P. Finn PE No.22839 MTek USA, Inc. FLCert 6634 69114 Parke East Blvd. Tampa FL 33610 Date: April 3,2014 Q.WARNING-Verify✓eslgnpammetem and READ NOTES ON TNISAND NCLGOEDM?EKREFENANCEPAGEMb7479 rev. 101132015 BEPONEUSE Design valid for use only with Wake, connectors. This design is based only upon parameters shown, and Is for an Individual building component not - - atrue system. Before use,the.building designer must verify the applicability of design parameters and property Incorporate th6 design Into the overall bulldingdeslgn. Bracing Indicated b to buckling of Individual buss web and/or chord members only. Additional temporary and permanent braiding_ - M)Tek- prevent 8 olwoyslequlretl for stability and toprevenicollopse vAm possible personal m)ury and property damage. For'genarol guidance regarding Me . .. .. '. fob'w he0 storage. delNery. erection antl brocing of huxses and husssyslems. seeANSVTPiI Quality Cri DSB49 and t1CSl Building Compomerst 69N Palle Easl Blvd. Tampa, FL 33610 Sably hdannalbnovoilode Dom Tnrss Plate Institute. 218 N.Iae Shear. SuBe 312.Alexondrlo, VA 22314. Job Truss Truss Type Ofy Ply T76686478 M11323 A5 SPECIAL 9 �1011323 1 -- Job Reference(opfiena0 UnambOM I ruse, inc., ron rlerce, ru 4.00 FlF 5x8 MT18HS II 6 o.zws�ec ozmo ran ee rmwnirs, nit. vveu eyir u rv. w.ry vvm Stale =1:59.8 13 12 . 5x12 2x3 II 3x6 = 3x12 = 2.00 72 ' Plate Offsets (X Y)-- 12'0-1-15 Edgel 14:0-3-0 Edgel f10.0-0-6 Edgel LOADING (psQ SPACING- 2-0-0 CSI. OEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) ' 0.76 14 >539 360 MT20 2441190 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 Incr YES W B 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 .Code FBC20171TP12014 Matrix -MS Weight: 1551b FT=O% LUMBER- BRACING - TOP CHORD' 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD_ 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or3-9-12 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=1312/0-8-0, 104-131210-8-0 Max Hone 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-6= 5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9-10= 3195/2210 BOT CHORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-1948l 995, 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=12Bmph; TCDL=4.2psf; BCDL=3.Opsf; h=14h; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional)and C-C Extenor(2) -1-0-0 to 2-4-13, Interior(l) 24-13 to 13-7-3,.Extedor(2) 13-7-3 to 20-6-4, Interior(l) 20-6-4 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads: 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. . 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify _ capacity of bearing surfade: - - - - 7) Provide -mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lbupliftat joint(s) except Qt=lb) 2-803, 10=803. - Walter P. Finn PE No.22639 MTekUSA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: ADM 32019 Truss Truss Type Oty Ply M11323 T16686479 Lobj 323 A6 SPECIAL 1 1 Job Reference loot ona0 Unamber5 I MS, Inc., run rleme, rL O.<YV J Ve40LV 1..'. vM1 „IYW,,,CS,'I"..'G I ..a ........ .— 6x10 MT18HS= 4.00 12 5x8 = 5 6 3.12 = 2.00 F12 5x6 d 2x3 II LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.81 Vert(LL) 0.69 14 >590 360 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT)-0.9214-17 >443 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 .Code FBC2017/rP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD 3-5,6-7: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131210-8-0, 9=131210-8-0 Max Horz.2— 169(LC B) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551; 6-8=-2398/1533, 8-9=-3199/1981 BOT CHORD 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-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, 8-12=-893/660, 8.11=0/303 Scale = 1:61.9 3x6 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 157 lb FT=O% Structural wood sheathing directly applied or 2-2-0 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1)Unbalanced roof live loads have been considered for this design. ?)Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 31-7-3,.Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grin 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 3-6-0 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 ANSVrP1 1 angle to grain formula. Building designer should verity :. capacity of hearing surface. - 8) Provide mechanical connec8cn:(by others) of truss to bearing plate capable: of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=803, 9=803. - - - ..... .. _ Walter P. Finn PE No.N899 MITek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Truss Truce Type Oty Ply M11323 T16fi86480 [Moi,1323 A7 SPECIAL 1 1 -- - Jab Reference o tional 8.Y4V s Uec B 2olu MI lex mausines, Inc. Wea Apr J 1U:14:12 2Ule Page 1 Chambers Truss, Inc., Fort Fierce, FL Scale =1:60a 5x8 = a nn5-5- 4 Sub = 5 IV 9 Sz12 = 2.3 11 3z6 = 3x12 = 2.00 12- . LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc). Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ve I(CL) 0.66 11 >616 1 360 MT20 '244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.1010-11 >369 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Hoa(CT). 0.34 7 n/a n/a BCDL 10.0 .Code FBC2017/rP12014 Matrix -MS Weight: 147111 FT=O%. LUMBER- - BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 0o purlins. 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. (Ib/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Horz 2=-149(LC 8); . Max Uplift 2=-803(LC 16). 7— 803(LC 10) FORCES. (lb) - 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, 5-0=-2448/1599, 67=-3169/1993 BOT CHORD.. 2-11=-3071/5219, 10-11=-1590/2874, 9-10=-1738/2968; 7-9= 173&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=3411t; eave=6ft; Cat. II; Exp C;. Encl., GCpi=0.18; MW FRS (directional) and C-C Exteddr(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=4.60 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 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for -a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 7) Bearing atioint(s) 2 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify- .- capacity of bearing surface_ 8) Provide mechanical connection (by others) of truss toabead ng plate capable of withstanding 100 M uplift at joint(s) except at=lb) ... .. " 2=803,:7=803. _. .: . .. :. .:: -- Walter P. Finn PE N0.22839 . - - MTekUSA, ina FLCad 6634 ' - 6904 Parke East Blvd Tampa FL 33910 'Date: . April 3,2019 ' QWARNING -Vefiy-deslgn,smoreMraand READ NOTES ON THIS AND INCLUDED NITTEKREFERANCE PAGE 1167!AlwVA0111t12a1$ BEFORE USE - Designvolldf6ruseoNy'4MMrek0connectors.ThIsdesign based only upon parametersshown, and Is for an Individual building component not - a truss system. Before we, the building designer must verify the applicability of design parameters and properly Incorporate Iris design Into the overall "building design. Bracing indicated is to buckling Individual muss web and/o(chord members only. Additional temporary and permanent bracing MiT®kc.. prevent of Is always required for stability and to prevent collapse with pascals personal injury and property damage. For general guidance regarding the.' _. fabrication: storage, delivery. erection and bracing of trusses and truss systems'seeANSIMII DoaIIM CrIeda. DSB-0g and SCSI Building Component . - .. - 6904 Parke East Blvd. , Safety InformaFbmvoilable from Truss Plate Institute. 218 N. Leestreet, Suite 312, Alexandrlo, VA 22 14. Tampa, FL 13010 - Job Truss Truss Type Oly Ply M11323 T16686481 M11323 AS SPECIAL_ 1 1 ' Job Reference (optional) Chambers Taus, Inc., 1-on Fierce, FL a.L4US Use E LUl a ran eK lnOwnries, Inc. Wed Apr 41U: 14; IJ ZU IC rage I Scale=1:60.6 5x6 = 4.00 12 4 21 3x4 = 24 11 5x6 = 5 6 22 7 12 11 5.12 = 3x4 = 4x5 = 3x12 = 2.00 12 Plate Unse1S lX YI-- iz:u-1-lb tagel IPU-b-tl U-2-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Vdefl Ud - PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.78 Ved(LL) 0.65 12-13 A24 360 MT20-244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) .-1.0812-13 >379 240 MT18HS-`2441190 BCLL 0.0 Rep Stress lncr YES WB '0.69 _ Horz(CT) 0.33 9 n/a .n/a .BCDL 10.0 Code FBC2017frP12014 Matrix -MS .. Weight: 154 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2.2-O.oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 9=131210-8-0 Max Hoiz 2=-129(LC 8). - Max Uplift 2=-803(LC 10), 9= 803(LC 10) FORCES. (I s) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4=-5117/3183, 4-5= 3911/2497, 5-6=-2576/1770, 6-7=-2586/1779, 7-8=-2663/1762; 8-9=-3021/1971 BOT CHORD 2-13=-3143/5224, 12-13=-1956/3292, 11-12=-1369/2481, 9-11= 1705/2827 WEBS 3-13=-396/420, 4-13— 1028/1721,5-13=-300/797,5-12=-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=4.2psf; BCDL=3.Opst h=14ft; B=52ft; L=34ft; eave=6ft; Cat. - 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) $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 reactionsshown; 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 Oaf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. . . - 7) Bearing atjoint(s) 2considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify .. .. capacity of bearing surface:. . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) . . 2=803;.9=803. - Walter P. Firm PENc.21839 _ MTekUSA Inc. FIL Cart 6634 _ 6904 Parke East Blvd. Tampa FL 33610 - 'Date: April v619 ,&WARNING- Verifytleslgnpafametersdnd RE4ONOMS ON MMANOWCLUDEDM?KFEFEBANCEPAGEMIP74MJ . 1131332015 BEFORE USE Design valid far use only with MOek® connectors. lhls designis based only upon parameters shown,nC is for on individual building component, not -a Nil'_ true system. Before use, fire balding designer must verity the gpplicabllity of design parameters and properly Incorporate this design into the overall ,bulldingdesign. Bradng Indicated is le preverltrpucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing-. 'IS alweysfequlretl for stability antl to preventcollapse with possible gersonN Injury antl property damage. For general guldpnce regarding the: - Job -ton storage _delNery: erecflon antl bracing,of frusses and huss sysfemS%eeAN3VIP11 Quail CmeM,'DS349 and SCSI Buldhir Component .are In mromsafbnbvolioble hem Truss Plote lnsliMe, 218 N. Lee SheehSuita 312 Alexantlrla, VA 2214.Tampa, _ M�Tek',--�- . - . : B 6904 Parke East BNtl. FL-53670.. -' Job Truss Truss Type City Ply M111323 T16686482 M11323 A9 HIP 1 t ' Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 5.240 S Dec 6 2018 MI I eK InaustoeS, Inc. W ea Apr 3 1 UA 4:14 ZU18 Fage 1 4.o0 112 4x4 = 3x4' 2x3 II Axe _ Scale =1:58.6 w 3x5 = 3x8--= 3x6 = 6x8 = 3x6- 3.4 — 3x5 II 10.0-0 2040 24-0-0 34-0-0 in.n.n j man 'I a-a-n 10-0-0 Plate Offsets (X Y)- f2:0-0-14 Edger 17:0-5-4 0-2-01 f9:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. _ . " DEFL, in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC = 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC' '0.54 Vert(CT) -0.38 11-21 >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 Malnx-MS .". Weight: 156 lb FT=0 LUMBER- - - BRACING -- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 be pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing: WEBS REACTIONS 2x4 SP No.3 Ib/ ' 2-663/0 8 0 9-346/0-M 13=1616/0 8 0 ' Max Horz 2=109(LC 9) Max Uplift 2=430(LC 10), 9=-249(LC 10), 13=-928(LG 10) Max Gmv 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1); FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (11c) or less except when shown.. TOP CHORD 2-3=-.1275/1025; 3-4=-9131708, 4-5=-829l705, 5-6= 565/807, 6-7- 565/607, 7-8=-104/278, 8-9=-341/235 " 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=-1215/1079,643=-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: ASCE7-10; Vult=165mph (3=second gust) Vasd=128mph; TCDL=4.2psf; BCD1_=3.0psf; n=14ft; B=52ft; L=34ft; eave=6ft;'Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intenor(1) 2-4-13 to 5-2-5-, Exterior(2) 5-2-5 to 14-9-11, Interior(1) 14-9-1 Lto 19-2-5, Exterior(2) 19-2-5 to 28-9-11, Intedor(1) 28-9-11 to 31-7-3,"Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pal bottom chord live load oonconcurrent with any other live loads. 5) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a_rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001In uplift at joint(s) except (It=lb) 2=430, 9=249; 13=928. Walter P. Finn PE No.22639 MTek USA, Inc. FLCarl RM 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING -Verify desrgn sa..afvs.nd READ NOTES ON IN/SANDINCLUDED M?EKREFERANCEPAGEMIp4Mmv. loos"'n56EFORE USE • Design dalia for use only wml Mnel,®connectors. filsaesign is based only upon parameters shown, ami is for an Individual building component not - -athess system. Before use. the building designer must verity the applicability of design parameters and Droperly Incorporate this design Into me overall bulldrngdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing _ - "M1TeW...: is alwoys requlrea for stability and to preventcollops"ith possible personal injury and property damage. For general guidance regarding the.: . . - fabdcchoq storage, delivery, erectlon and bracing of trusses and truss systems.seeANSIMII CuaBM CReda. DSB49 and 6CSI Building Component - 69N Parke East Blvd. - SafRtylnformallonavolloblefromTnsssPlotel4stlfute,218 N. Lee SheetSute312.AIexooddo,VA2214, - _ - - Tampa, FL 33610: - Job Truss Truss Type Oty Ply T1668fi483 M11323 GRA_ HIP 1 1 �M11323 • Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Doc 62018 MI I ex Industries, Inc. Wed Apr 0IU:14:15 2U1e rage I Scale = 1:60.6 4x4 = 11 14 3i6 Il " 3x6 6xI3 = 3x6 =. 6x8 0 4x4 = 6X8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.9T Von t(LL) 0.20 24-35 >914 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 VerI CT) -0.24 2932 >552 240 BCLL 0.0 ' Rep Stress [nor NO INS 0.98 Horz(CT) 0.02 22 n1a n/a " BCDL 10.0 .Code FBC2017/TPI2014 Mattix-MS - Weight: 194 lb FT=O% " LUMBER- - BRACING- " TOP CHORD 2z4 SP M 30 ." TOP CHORD Structural wood sheathing directly applied or 4-2=5 oc puffins. BOT CHORD 2x4 SP M 30 - Except: WEBS 2x4 SP No.3 -" IRow at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. ' (lb) - Max Horz 2=-179(LC 6)', Max Uplift All uplift 100 lb or less atjoint(s) except 2=-351(LC8). 27=-1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) .- Max Grav All reactions 250 Ile or less at joini(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 (Ila) or less except when shown. TOP CHORD 2-3=-621/387, 3-5=304/838, 5-7=-588/1209, 7-8=-588/1209, 8-12=-588/1209, 12-13=-588/1209,13-15=-588/1209,15-16=-588/1209,16-18= 588/1209, 18-20= 2230/1280,20-21= 2230/1280,21-22=-2271/1263,6-9=-126/305,9-11=-106/363, 11-14=-193/412, 14-17=-94/271, 19-21=-143/272 BOTCHORD 2-29=-247/677,27-29=7189/540,26-27=-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, 55- 14-15=-6/407, 11-12=-254/54 NOTES-. - 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph( TCDL=4.2psk BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat: II; E1g1 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 W 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 fora live load of 20.Opsf an the b6ft6rruchord'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 lb uplift at joint 20168lb uplift at " joint 27,1495 lb uplift at joint 26 and 6251b uplift at joint 22: _ 8) Girder carries hip end with 8-0-0 end setback.. 9) Graphical puffin representation does not depict the size or the orientation of the puffin alongthe top and/or'bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 Ib down and 461 Ib up at 26.0-0, and 967 lb down and 4.61 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the - responsibilityofothers. - 11) In the LOAD CASE(S) section, loads applied to the face. of the truss are noted as front (F).or back (B). - N 3 J Wafter P. Finn PE No.2M IAITek USA, Inc. FL CertS634 S904 Parke East Blvd. Tampa FL 33610 Date: - April 3',2019 Q WARNING- VerifyOeslgapaameteis and READ NOTES ON TNDIAND INCLUDED MITEKREFERANCEPAGEM674T3 rev. 40=V15BEFORE USE _ Design valid for use onlywith M7610connectors. this design is based only upon parclnefersebowrq end is fo,on lntllvidugl building component;not '-a truss system: Before use, the bustling designer-mustverify me applicability of design parameters. and properly Incorporate rub deal Into Me overoll bulltlingdeslgn. Bracing ndicateda to prevent buckling" of individual truss web and/or chortl members only. Atltltiionahtemporary and permanent bracing. - Is always required for stobilfty and to prevent collapse with possible personal lnluryand property damage. For general guidance regorging.the. - - fabrication, storage, delivery, erection and bracing of trusses and huss'systems, seeANSf/IPI1 GuallBlyy Crill blill and SCSI Building Cpmponont . - Sdfety Infeimatbrgvoilable from Truss Pate IraPoute, 218 N. Lee 5lreet. Suite 312 Alexandria. VA 22314. M)Telc .. t Biv,d.,,' 6904 Perka bas., - Tampa, FL 93610: Job Truss Truss Type Sly Ply M11323 T16686483 M11323 GRA HIP 1 T Job Reference o on. unambers k fuss, Inc., ion rlerce, rL b-Z4u suet bZUld MI I eK InouStaeS, inc: woo Apr J iu:l4:la2ule rage2 ID:etClcxC3ixVV7huls7ypJyuFUK-ZX6oVTeGbP99ysG5co?m(RFCnIA0DSAZlv7L1 KzUSgs LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24,33=-20, 3-11=-126(F=-72), 11-21=-126(1`— 72) Concentrated Loads (lb) Wert: 29=-641(F)24=-641(F) READNOTESONTRISANDWCLUDEDMITEKREFEIZ NCEPAGEMII-74"rev. 1aT12015 BEFORE USE -`QWARNING-Ver/rydeafgnparemetosand Design vand for use only with MBekt, connectors.Jhisdeslgo Is based only upon parameters shown, dna 9 for an individual bulldIng componentnat 'aftsssystem.Before use, the building designermustvertlythe appllcalstill design parameters and properiylncorporate thls design into theoveraft bulding design. Bracing IndlcoteC Is to prevent bucking all fmssweb and/or chord members only. Additional tefnporary and permanent bracing' - - ` ITek - • Is always reculred for stability and to present collapse with possible personal injury and property damage. For general guidance regarding fine. T _ fabrication: stowage, delivery, erection and bracing of trusses and inns systems, seeANSVrP11 Qup�. CMrrM, DSB-89 and BCSI Bultlhp Cprmssel , tnfomralbrrvallobkefrom N. 22314..- - 6964 Parke East all - Tampa,FL 33610-- Safely Truss Plate lnsttfute(218 Lee Street, Suite 312, Alexandria. VA - .. Job Truss Truss Type Cry Ply T1fi686484 M11323 GRB HIP 1 1 �M11323 ' Job Reference (optional) Gbambers TrusS, Ina., von Pierce, FL a.Z41J S JeC b 2U16 Na I eK mauslnea, Ina. Wed Apr J IU:l 4:11 ZUI V raga 1 ID:SrRaEyyrgO4M78G4raWBLWyuFUJ-VwDYz9gX71 PtBAPUy81 EksL_aBYgehNuslocR6DzUSgq 1-0-073-8.0 17.0.0 V.-0 2fi-0-0 34-0-0 35-0-0 .1 0 0 8-0-0 i' 5-8-0 - 3.4.0 3.4.0 5-N 8.0.0 1-0-0 I, 5xl2 MT18HS = 4.00 12 4x10 = 2x3 II Us 5x12 MT18HS = Scale=1:58.6 4x6 = 3x6 11 5�6 = 6x12 = 6xl2 = 5x6 - 3.6 11 4x3 20.4-0 26.0.0 34-0.0 6.e.G 1 S-e-G 1 B-G-G Plate Offsets(XY)-- (3y-9-00-2-81 f5:0-3-OEdoel f8:0-9-00-2-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) VdeB Ud _PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 VBrt(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 Incr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 ,Code FBC2017/rP12014 Matdx-MS Weight: 1531b FT=O%. LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'ExcepP 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 Horz 2=90(LC 7) Max Uplift 2=-853(LC 8). 13=-2590(LC 8), 9=„345(LC 8): Max Gran, 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 purtins. BOTCHORD 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=-262033;9-11=-241/668 WEBS 3-16=-035/1209,3-14=-1552/774,4-14=-837/691,7-13=-8781713,8.13=-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=4.2psf; BCDL=3.Opsf; 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 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 3-6-0 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 joinf2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. _ .. 8) Girder cardes.hip end with 8-0-0 and setback. :9) Hanger(s)or other connection device(s) shall be provided sufficient To support concentrated load(s) 967lb down and 461 lb up at 26-070, and 967 Be dbwn and 461 lb up at 8-0-0 on bottom chord. The" design/selection of such connection device(s) is the responsibility of otheag_ - - 10) In the LOAD CASE(S) section, loads applied to theface of the truss are noted as front (F) or back (B). LOADCASE(S) Standard - - -_ 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) ' Vert: 1-3=-54,,3-8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16=-49(F=29), 11.20=-20 _ Waiter P. Finn PE No.22639 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: I April 3,2019 AWARNING- yeNrydealgnparametereandRE4D. NOTES ONTHMANOPSLGO£OM?£KNEFENANCEPAGEM674)9..10113,2015SEFOREGSE Design valid for use only Wh MBeI� connectors. This design Is based only upon poromeaq; shown, and Is for an Individual building component, not 'a,:"system.Be(bre use, ha building deslgder must vetlN he ppplicvbllity of tlesign"ppramefefsand properly lncorporvie his design Nfo the overall • SullOingdesign. Bracing lntlldpfed is to preVantbuckiing of lndMtluol huss weband/or chortl members only. Adtlltlonvl Jemporpryand permanentbraCTng. is nlwpys required for stability and to pr®veryt collapse wlh-possible personal Injury aGtl propeM damage. Fos general guitlance regartling he. 'aobridotlon, stomgeaelWery,erection and braying oftussasaod buss systems-see/1r1SVIP11 Cua61v CM�M; O6a-09 and BC316u1Ehp Cempon�nt SabtV lnf 6n lbMyotable lrom Buss Plote lnshtufe. 218, N. Lee�,heet Su8e 312 AlexonG04 VA 22 14. .. - - �R r` T - M)Tek .. . 69o4 Park. Eazl 6fvd.-. .- Tampa, W 33610. -- - Job Truss Truss Type Cry Ply M11323 T76686484 M11323 GRB HIP 1 1 Job Reference (optional) Ghambers 1 russ, Inc., t0a Pierce, PL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16_ 641(F) 11= 641(F) 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page ID:SrRaEyyrg04M7BG4mW BLWyuFUJ.V WDYz9gX71 PIBAPUyB1 EksLa8YgehNuslDcR6DzUSgq Q WARNING- YsM1YE4s1ynpsansm. ad AEADNOTES ON TN/SAND/NCLUDWD KBEFE(?ANCEf,40EM674M.re. 1ITMITVSBEFOBEUS15 - _ Design valid for use only with MirekO connectors_ iris design is based only upon parameters shown, arld is fa arnr�3Inplvlduakb,4ci ng component not' ahumsystem. Before use, the building designer must verify the applicability of desgn parameters and properlyl"ncarporokgpis design Inn me overall bulding design. Bracing lndlcoted is to prevent buceing of Individual tnss web and/Or chard members only.(Wtlillonal temporary end Permanent bracing. , Is always required foi stability and to prevent collapse with posbie pwsonol yr1ury and property damage.'For general guidance regarding the .. fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSUIPII Qualpy CrIfeda; DSB49 and SC511nSdhg Component . Safety lnfolmallonavollable from Truss Plate lraPoute, 218 N. Lee street. Suite 312 Aleaondtla, VA 22314. - ��••• _ MiTek' 69M PeMe Eest BNE.. . Tampa, FL'33610. . Job Truss Thus Type Oty, Ply M11323 T7fi686485 M11323 J2 MONO TRUSS 8 1 ' Job Reference a Donal UnamD9rs I ease, Inc., ran rlerce, rL 3x4 = e¢4u5 Uec o Lino m1 1e6 muu5mes, mV. vveu Mpr J,V: war c... ray.. ID:x17zSlzTbJCDIIrGPH1 OukyuFUI.VwDYz9g%71 PtBAPUy81 EksLkpYzDhbOslDcR6DzUSgq Scale =1:7.8 z-0-0 LOADING (psi) SPACING- 2-0-0. CSI. DEFL. in (Ibc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Van(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Ven(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 HOrz(CT) _000 3 file We BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 8 lb. FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORb Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0,4=22Mtechanical Max Horz. 2=67(LC 10) Max Uplift 3=-28(LC 10). 2=-136(LC 10), 4=-3(LC 7) Max Gray 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (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=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extetior(2) zone;C-C for members and forces.& MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 fall 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 28 Ib uplift atjoint 3, 136111 uplift atjoinl 2 and 3 Ile uplift at joint 4. Walter P. Finn PE NoIM9 MYek USA, Inc. FL Cert 6634 - - .:6904 Parke East Blvd. Tampa FL 33610 .. Dater . ApH13,2019 Q WAI{NWG-VeWdnlgnpar.metemand REAONOTES ON TN/SANOWCLUOEON?EKREFERANCEPAGEM674Mme 10R¢42015REFORE USE - Design valid for use only with M,l connectors. This all Is based only upon poramnfyu'sbown, and Is form Individual building component, not - atruss system. Before usa_the building designer must verity the applicability of design parameters and properlyincorporote this design into the overall bulltling design. Bfacing ridlcated 6 to prevent buckling of lndMduol truss web and/or chord members only. Accikonal temporary.and pavoonent bracing. rLs� -'Ivl�TBk•... - IsalwoysregulredforstabriyandtopreventcollapsewlthposslblepersonallnjuryandpropeMtlamage. For general guidance recording the .: - fobrlcatlomslorbge. delivery, erection and bracing of musses and musssystems.weANSV1Fl1 Qua ltly Critic. DS549 and SCSI Building Component 69M PaAe Eail'BW, Safety Om donnalbvonoble from Truss Rote lnsinute.218 N. We SmeetSunAI e 312. ekantlOa,YA P2314. _ - a- _ -Tampa, FL 33610 Job Truss Truss Type Oty Ply M71323 T16686486 M11323 J4 MONO TRUSS 8 t ' Jab Referents (aotionap cnambers I cuss, me., ran rlerce, rL a.eau s wee a eula mnex mausmes, me. yveayspr a iu:w:io euis rage i 3.4 = Scale = 1:11.1 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(L-) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 SCLL 0.0 Rep Stress their YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 ManX-MP Weight: 14 lb FT=O% LUMBER- BRACING- - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz. 2=104(LC 10) Max Uplift 3=-80(LC 10). 2=-161(LC 10). 4=-7(LC 10) Max Gray 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) - FORCES. (Ib) -Max CompJMax. Ten. -Al forces 250 (Ib) or less except when shown. 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=O.18; MWFRS (directional) and C-C Eldedor(2) zone;C-C for members and farces & MWFRS for reactions shown;. Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any.other live loads. - 3) • This truss has been designed for alive load of 20.0psf on -the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80lb uplift at joint 3, 161 lb uplift at joint 2 and 7 Its uplift at joint 4. - Walter P: Finn PE No.22839 - - MRekUSA, Inc. FL CertN34 - 89114ParkeEast Blvd. Tampa FL33619 " Date: Aprij 3,2019 O WARNING -verify deslenpammefevaead READ NOTES ON TR/SANDINCLUDEDMWEKREFERANCEPAGEMX74Mmv. 1aVV320r5eEFORE USE Design valid for use onlyWth Miek®connectors. TM design is based only upon parameters shown, and is for an hdNltlual building component not - " atrUss system. Before use, fine bDllding designer must verity the applicability of -design pgrameters and properly Incorporate this design Into Me overall building design,•&acingindicated btoprevontbuckiingotlndNldualfrussweband/or chars membersonlwAdd0lonoltemporarydndpermonentbrocing ' - - e always requaaJ for stability and to prevemcollapse with posscle personal h7ury and property damage, Fair general guidance regarding the fabrication' storage, delivery, erection and trading of hums and huss systems, seeANSVIVII Quality CMrrda. DSB49 and BCSI Building Component'•, Safety Nformationovallable from 312 Alexagdda. VA 22314+ .'MjTeW 69041 East Blvd, . - - Tampa, FL 33610 Truss Rate framuts. 218N. LeeBhoat Sadie Job Truss Truss Type Llty Ply T76686487 M11323 J6 MONO TRUSS 8 1 �IVI11323 ' Job Reference (optional) l:transom I russ, Inc., ran Farce, rL b.Z4u s Uec ti'Lul a Nu eK mausines, Inc. Woo Apr a I U; wi 1 V Zu IV risge r ;Sx c fA4uz9yuFUG.SJWOghnfefa0UZt3Z3igHO1 RMTj9VW9CX5YA5zUSgo Scale = 1:14.6 3x4 = 6-0-0 6-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(L-) 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 lnor YES WB 0.00 Hom(OT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 Ho¢.2=142(LC 10) " Max Uplift 3=,131(LC 10), 2=-194(LC 10), 4=-e(LC 10) _ Max Gmv 3=145(LC 1),2=279(LC 1), 4=102(LC 3) FORCES. (Ib) = Max Comp./Max. Ten. -All forces 250 (lb) or less;except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf;. BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ff, Cat. 11; 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 gdp 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 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 togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 1941Is uplift at joint and 81b uplift at joint 4. Q WARNING-V.10y0esignparemetenauIREAD NOTES ON TNISAND INCLUDED MOFICREFERANCEPAGEMM1]4TJ mv- 1wVaOs15 BEFORE USE - - • Design valid for use onlywltn M6ek® connectors. fits design Is based only upon parameters stiown, and Is for an Inciv dual building component, not - - - a truss system. Before use, the bullding designer must'verlfy the apisHcabllity of design parameters and propedy incorporate this design Into the.overall bulidingdeslgn.Broong Ind1coted Is to prevent burciding of IndivIdual truss web and/or &hard members anly. Additidnaltemporaryandpermanent btacing Wek'. Is always required fo( stability acid to prevent collapse with posslole penonol Injury and property.domage. For general guidance regarding the — " fabrication, storage, delivery. erection and bmcing of trusses and trusssystems, seeANSVIP1i Qua8ly CdtMria, D5049 and BCSI Building Company pY 004 Pero, East Bivd. Safe"fa matbmvorobie from Truss Rate Institute, 21B N. Lee Street Suite 312. Alexandria VA 22.314, - _ Tampa, FL 33610 Truss Truss Type Oty Ply M71323 T1fi686486 Lob JB MONO TRUSS 20 1 Job Reference (optional) Chambers Tmse, Inc., ton Fierce, YL 1124U 5 UBC b ZUltl MI IeK In0U5me5, mC. Wee Apr J 1U:14:1Y 4V le regal ID1P6jtzj7xSK_c 0G4uz9yuFUG-SJWOglnfefa0UZt3Z3igHOzMMbu9VW9CX5YA5zUSgo -1-0-0 - 8-0-0 1-0-0 I - B-0-0 Scale =1:17.4 3.5 = 8-0-0 LOADING (psQ SPACING- 2-0-0 CS1. DEFL in ([oc) Ndefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(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 Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 26 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3=-175(LC 10). 2=-228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1)„ 2=352(LC 1), 4=145(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (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; MW FRS.(directional) and C-C Exterior(2) -1-0-0t , 2-4-13, Intedor(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 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 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 fit between the bottom chord and any other members. 4) Refer to.girder(s) for truss to truss connections. 5) Provide rriechanlcal connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 3, 228 lb uplift at joint 2 and 15lb uplift at joint 4. .- Walter P. Finn PE No.22639 MTek USA, Inc. FL Cert 6634 6903 Parke East Blvd. Tampa FL 33610 Date; - .- .. A. 11`3nn1n Truss Truss Type Oty Ply M11323T16686489 Lob, 23 KJ8 MONO TRUSS 4 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Indusmes, Inc. Wed Apr 3 10:14:2U 2019 Page 1 ID:Lcg54J7LuE==Zr40b7 W MyuFUF-wVvhbAiPOynR2d83dGaxMUzDGmyGurclRBg6iYzUSgn Scale a 1:20.3 3x4 = ..,.. „ 5 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL : 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 440 BCLL . 0.0 ' Rep Stress Incr NO WB '0.46 Horz(CT) 0.02 6 Ida n/a BCDL :10.0 Code FBC2017rFP12014 Matrix -MS Weight: 44 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS : 2x4 SP No.3 REACTIONS. (Ib/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Flora 2=244(LC 8) Max Uplift 4=-205(LC 8). 2=-305(LC 8), 6- 286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (Ib) - Max.,COmpJMax. 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 NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=14B; B=52f; 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 alive load of 20.Opsf on the buftoin'chord In all areas where a rectangle 3-6-0 tall by 2-M wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 Ib uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard. 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - - - Uniform Loads (plo .. - Vert: 1-2_ 54 Trapezoidal Loads Ved: 2=0(F=27; B=27)-to-4',152(F=-49, B=-49), 8=0(F=10, B=10).to3=-56(F=-18, 8=118) " WalterP. Finn PE No12839 " MiTek USA, Inc. FL Ced 6634 6961 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING -Vedlydesrgnp mwtim dndREAD NOTES ON TN/SAND INCLUDED NNEKNEFERANCEPAGENO-741J rev, 10 2015 BEFORE USE- DeslBnyalltl for u50 Only win M9el� CannecfdR. This deslBa b based oNy upon ppramoters shDwn, antl Is for on IndNltlual bullOing component, not a buss system.eefore use, the buliding dedgner must verity me appll00b"'v of design parameters and properly Incorporate mis deslgn Into Inc overall budding tleslgn. Bradng hdlc.ted is to prevent bucWingof lndMdual buss web and/orchord membeoonly. AddlHOnal Temporary and permanent ore cing MiTek' is always fequlred for stability antl tb prevent collapse wttn possible persondhjuryand property damage. Fot general guitlonce regording ine: 6904 Parke Eest BNd., tabricamon, storage, del"vy erectbn and bmclno of fiusses antl muss systisma see,WSf/ip11 Du CR.M; p3t141P and B i auldNg Companml 5abty NfommWryrvoibble mom-Tmss Plate Inimmde, 218 N. Lee Skeet Suite 312, Alexontlrh. VA 22314. - - Tampa, FL 33610... Symbols PLATE LOCATION AND ORIENTATION 13 74 Center plate on joint unless x y offsets are Indicated.' Dimensions are in f1-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-149 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. 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/TPII: 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 6-48 I I dimensionsshown not t ftsc sixteenths (Drawings not to scale) 2 3 8 7 6 5 JOINTS ARE GENERALLY NUMBERED{LETrERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. . © 2012 MITek® All RightsReserved MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 GenerblSafety 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 BC51, 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 consldered.' 3. Never exceed the deslgn'loatling 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 fightty against each other. 6. Place plates on eayh fcce,of truss at each joint and embed fu ly.`Knotsbnd wane at joint , locations are regulated by'ANSI/rPI 1, 7. Design assumes trusses wilrbe suitably protected from_, the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. , 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.. 10. Camber is a non=structural cgnslderofion and Is the responsibility of truss fabricdtor. Generdl practice Is to camber for dead lodd'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 sheofhed or purlins provided at spacing Indicated on design, 14. Bottom chords require lateral bracing at 10,ff. 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 place without prior approval of an engineer. - , 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treatey lumber may pose unacceptable, . environmental, health or performancerrisks. 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. r '. 20. Design assumes manufacture in accordance wBh ANSI/TPI 1 Quality Criteria. '