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HomeMy WebLinkAboutTRUSS PAPERWORKRE: M11323 MiTek USA, Inc. M11323 6904 Parke East Blvd. Tampa, FL33610-4115 Site Information: SCANNED Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 BY Lot/Block: Model: Mf1323 Address: N/A Subdivision: St. Lucie County City: PORT ST LUCIE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16686477 a 4/3/2019 2 T16686478 a5 4/3/2019 3 T16686479 a6 4/3/2019 4 T16686480 a7 4/3/2019 5 T16686481 a8 4/3/2019 6 T16686482 a9 4/3/2019 7 T16686483 gra 4/3/2019 RECEIVED 8 T16686484 grb 4/3/2019 9 T16686485 j2 4/3/2019 OCT 10 T16686486 j4 3 Q 4/3/2019 2019 11 T16686487 j6 4/3/2019 ST. Lucie Coun 12 T16686488 j8 4/3/2019 ty, Permitting 13 T16686489 kj8 4/3/2019 REVIEWED FOR 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 Engineers Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the. designs comply with ANSVTPI 1. These designs. are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,'the building designer should verify applicability of design parameters and properly incorporate these designs �. into the overall building design per ANSIIrPI 1, Chapter 2. -..: 1 of 1 EIV`S�'ti f: No 22839 * r It STATE OF r4/ wafter P. Finn PE No22639 MiTek USA, Inc. FL Cert 6634 6904 Parke Eastilvd.TemGa FL 33610 April 03, 2019 nyp.- Finn, Walter Job' , Truss Truss Type Oly Ply T1668fi477 M11323 A COMMON 9 1 �1011323 Job Reference (optional) unamoers , rws, inc., run r,erce, rL 6 b 4.00 12 4x5 = 6 27 Scale=1i57.8 17 15 14 1z 3x6 = 2x3 11 4x6 = 3x8= 3x6 = 4x6 = 2x3 II _ 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in Qoc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.3214-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 'BC 0.58 Vert(CT) -0.6114-15 >670 240 BOLL 0.0 Rep Stress Incr YES WB 0.65 Hom(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 1631b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD - Structural wood sheathing directly applied or3-7-12 oc purlins. 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=1362/0-e-0 Max Ho¢ 2=-179(LC 8) Max Uplift 2=-832(LC 10),. 10=832(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown. TOP CHORD 2-3=-3419/2395,3-5=-2771/2031,.5-6=-2770/2152,6-7=-2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12=-2132/3213 - WEBS 6-14=-635/983, 7-14=-313/362; 9-14=-689/499, 6-15=-635/983, 5-15=-313/362, 3-15=-689/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14f ;; B=52ft; L=34ft; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 20-4-13, Intedor(1) 2074-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4) • This truss has been designed for 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, with BCDL= IO.Opsf. ' ;5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 2=832, 10=832. . 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 In down and 47 In up at 15-0-0,.and50;lb down and 471b up at 1g-0-0 on top chord, -The destgri/selection of such connection device(s) is the responsibility of others. - - 7) In the LOAD. CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B): LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25;Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-54, 6-11=-54, 18-21==20- Concentrated Loads (1b) - - - -_Vert: 26=-50(F) 27=-50(F) - - Walter P. Finn PE Nc.22939 _ MRek USA, Inc, FL Cert 669 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 Job' Truss Truss Type Oly Ply M11323 T1668fi478 M11323 AS SPECIAL 9 1 Job Referenr» o tional Chambers Truss, Inc., Fart Pierce, FL 8.240a Use b 2018 MI I eK mausmes, Inc.W.a Apr aIun4: 1a [u la rage I 5x8 MT18HS II 4.00 F12 6 Scale=1:59.8 13 12 3x12 2.00 12' 5x12 = 2x3 Il 3x8 = = LOADING (psf) 'SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 van(LL) " 0.76 14 >539 360 TCDL 7.0 Lumber DOL 1.25 BC '0.90 Vert(CT)-1.1813-14 >344 240 BCLL 0.0 ' Rep Stress Incr YES WB ..0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-MS LUMBER- BRACING - TOP CHORD 2z4'SP M 30 TOP CHORD BOT CHORD' 2x4'SP M 30 BOT CHORD WEBS 2x4,SP N0.3-Excepr WEBS 6-14: 2x4 SP M 30 OTHERS 2x4 SP'No.3 REACTIONS.. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 - Max Hoe 2=-179(LC 8) Max Uplift 2=-003(LC 10), 10=-803(LC 10) FORCES. (lb) -Max. ComGJMax. Ten. -AII 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=-1948P2995, 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=1786/5W, 9-12=0/269 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 1551b FT=0 Structural wood sheathing directly applied or 1-7-8 0o purlins. Rigid ceiling directly applied or3-9-12 oc bracing. 1 Row at midpt . 6-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (directional)' and C-C Extenor(2) G-0-0 to 2-4-13, Intedor(1) 2-4-13 to 13-7-3, Extenor(2) 13-7-3 to 20-64, Interior(i) 20-6-4 to31-7-3, Exterior(2) 314-3 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 fgra :10.0 psf 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-M wide . will 6t between the.bottom.chord and any other members. _ 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVIPI 1 angle to grain formula. Building designer should verify capacity of bearing surface- . _. - 7) Provide -mechanical connection (by others) of truss to beanng.plate capable of withstanding 100 lb uplift at joints) except at=lb) 2=803, 10=803. Walter P. Finn PE No.22039 MTekUSA, Ina FL Cart 6634 6907 Parke East Blvd. Tampa FL.33610 Date: _ Apri13,2019 Q WARNING-Vedrydes/gnpmamete s..dAEADNOTES ON THISAND INCLUDED MREKREFERANCEPAGE410.74T4mx. IIIM916 BEFOREUSE. _ Deslgnvalld for use oNy k'Ittl MRek®connectors. Tna Oeslgn b based only upon parameters shown. ontl is for lnind"ducl bullding component not, -• a hue system. Before use, m. bulltling designer must verity me applicability of tlesign parpmete_n.ontl properly Incorporate Rils design Into 119 overall bull0ing d.slgn.Bracingindo.mdlstoprev.ntbuckling of lndNldull hussw.band/archerd members oNy. Atltlitlonci temporary ontl permanent bracNg 41•' MiTek' IS IIwOyalOpulretl forsbbilliy ontl to prevent Collapse win possible personal hnsry lnd'propery tlombge. For general gultlance regard" the- labricptlon.Itor.a.deilvery,erection Ind bm.,no of hu_Iand inns systems. so. 3UIP11 Du CM�M 06E-09. mrdB IBulahp Compan�nl- Sa.ty In formllbrpvoaoble Rom Truss Plot. InshMe,218 N. Lee sheet Suite 3, 2. Alexan"I. VA2234. - 6904 Parke Ea5lBrvd. , Tampa, FL 33610 , Job' Truss Truss Type Of y T16686479 M11323 Afi SPECIAL 1 1b IP" E1323 Reference o tional unambers I rues, inc., F0n Farce, FL 8.240S Dec b 2U16 MI I eK IndUstnee, Inc. Wea Apr Ul U:14:112U1a rage[ Scale = 1:61.9 6x10 MT18HS = 4.00 12 _ 5x6.= 5 6 3x12 q 2.00 12 le 11 5x6 - 2x3 II 3x6 - 10.6.4 75-0.0 16-0-0 20-0-8 i 26.11-15 I 34-0-0 1 Plate Offsets (X,Y)-- 12:0-1-15 Edgel 13:0-3-0 Edgel f5:0-5-0 0-1-131 [7:0-2-7 Edge]: [9:0-0-6 Edae] LOADING (pso SPACING- 2-0-0 CSI. - - DEFL. in (too) -.Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL: 1.25 TC 0.81 Vert(LL) "" 0.69 14 >590 360 MT20 '2441190 TCDL -7.0 Lumber DOL 1.25 BC' '0.93 Vert(CT): "-0.9214-17 >443 - 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr. YES W B 0.86 Horz(CT) ." 0.34 9 n/a n/a BCDL 10.0 ." Code FBC2017ITP12014 Maftix-MS Weight: 1571b FT=O% LUMBER-.._ BRACING- - TOP CHORD :2x4 SP M 30 *Except* TOP CHORD Structure[ wood sheathing directly applied or 2-2+0 oc puffins. 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directlyapplied or 2-2-0 oc bracing. BOT CHORD-"2x4 SP M 30 WEBS 2x4 SP.No.3 *Except* 5-14: 2x4 SP.M 30' .. OTHERS 2x4 SP N6.3- REACTIONS, _ (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Hoa 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES.. (lb) - 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=-112312199, 1142=-1731/3001, _ . .. .. .. - "9-11=-1731/3001 - - WEBS 4-14=-492/513, 5-14- 1707/2959, 5-13=-405/196, G13=-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=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L--Uft; eave=61q Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (directional) and CC Exterim(2) G-0-0 to 2.4-13, [nienor(1) 2-4-13 to 31-7-3,.Exterior(2) 31-7-0 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 ponding. .. - 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord, live load nonconcurrent with any other live loads. - - - 6) • This truss has beendesigned 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 atjoint(s) 2.considers parallel to grain value using;ANSUTPI 1 angle to grain formula. Building designer should verify- capacityof bearing surface.- _�8) Provide inechapical connection (by otheis).o(tmss to bearing plate'cdpable of withstanding 100lb upfifPat joint(s) except.jt=1b) -: 2=803, 9=803. ' .. _- . .. . -.. ... ... a ... - Walter P. Finn PE No.22939 _ .. MTek USA, Inc, FL Cert U34 8904 Padre Ent Blvd. Tampa FL 33910 Date: _ Apri13,2019 O WARNING - PedfydeslgnparsmefersanEREAD NOTES ON TN/S AND INCLUDED MITEKREFERANCEPAGEM11-7473mV.. lamesa159EFORE USE- -• DesignvalidforaseonlywlthMBek®connectors. This design is based only upon parameters shown and lsfor an IndNltlual bulichb component, not - a hum system. Before use, the burdingdeslgner must verify the appllcablllly of deslgn parameters and properly Incorporate this design into the overall building design. &ocing indicated Is to prevent buckling of Individual muss web and/or chord members only. Atldlfonal temporary and permanent bracing Is always required for stablllfy and to prevent collapse witnpossole personal Injury and property damage. For general guidance regarding the. " fabrlcatan, storage. delivery, erection and bmchg of muses and muss systems, seeANSVIPII CuoitMMyy Cmado, DSB49.and BCSI Building Componanf: - Sod' mformalbrxrvoiicble from Tmss Plate Instllufe. 218 N. Lee sheet, Suite 312. AlexontlAo, VA 22314. - "' - ' - 6904 Parke East END, Tampa, FL 33610 Job' I Truss Truss Type City .Ply M11323 T76686480 M11323 A7 SPECIAL 1 1 Job Reference (colonel) Gnempers I russ, Inc., ran rlerce, rL U.24U S UeC 5 2Uld MI I eK Inausrpes, Inc. Wee Apr J 1 U:14:IG zU i s rage I Scale =1:60.8 5x8 = e nnl 4 3x122.0012 Sx12 = 2x3 11 3X6 = , nalV unsers tn.11-- IC.u-I-m.taae114:VVV U-L-JI /:U-0-L tOgel LOADING (psf) -SPACING- 2-0-0 CSI. DEFL, in (loc) . VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL, 1.25 TC 0.83 Vel 0.66 11 >616 360 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 Horz(CT) . 0.34 7 rile n/a BCOL 10.0 Code FBC2017/TPI2014 Matfix-MS Weight: 147 lb 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=131210-8-0 - - Max Horz 2=-149(LC 8).: Max Uplift 2=-803(LC 10). 7=-803(LC 10) FORCES. (Ib) -Max. Comp -/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5484/3370; 3-4=-5116/3126, 4-5=-2229/1544, 5-6=-2448/1599, 6-7=-3169/1993 BOTCHORD,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=4.2psft BCDI^3.Opsf; IftlIB=52ft; L=34ft; eave=6ft; Cat. 11; E1m C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14)-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 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 fora 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 area's where a rectangle 3-6-0 tall by 2-0-Owide 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 (byothers) of truss tobearing plate capable of withstanding 100 Ib uplift at joint(s)except at=lb) .. - - 2=803, 7=803. ,. Waiter P. Finn PE No.22839 - - MTek USA IAC. FL Ced6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 AWANNING-VedlydesfgnpammelesendBEAONOTES ONTHISANOINCLUDED MUEKREFENANOEPAGEMM1T4Mmv.iNA9Y01SBEFOBEUSE. Design volid for use only with Mrar f) 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 applicob611y of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal hlury and property damage. For general guidance regarding The.' fabrication; storage, delivery, erection and bracng of trusses and truss systemvseeMSUIPII Cu00y Crotrb, p3649 and SCSI Bu1dFp Gmponmt:. S01rry lnfomnalblwoYable hem Tnm Plate lnstlNte. 218 N. Lea Sheet. Suite 312 Alezontlrla VA 22314. .. ' Mole 6500 Parke East Blvd. Tampa, FL 33610 Job' Truss Truss Type Oty Ply M11323 Tififi86481 M11323 AS SPECIAL 1 1 Job Reference o tional a.LYV>IICL OCV,V lvuien uiuuo„i • u-. rrcu rya• u,u.,i.�u cv•.. y unamoers i ruse, roc., ran nerce, rL 54 = 4.00 12 4 21 3x4 = 2.3 II 5.6 = 5 6 22 7 12 11 5xl2 = 3x4 = 4x5 = 3xl2 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) VdeB L/d TCLL 20.0 Plate Grip DOL . 1.25 TC 0.78 Vert(LL) . 0.65 12-13 >624 360 TCDL. 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT)-1.0812-13 >379 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.69 Horz(CT) 0.33 9 n1a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 21i4 SP M 30 TOP CHORD 130T CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/Siie) 2=1312/0-", 9=1312/0-8,0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10). 9— 803(LC 10) FORCES. (Ib) -Max. CompJMax. Ten. -All farces 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=-3OOf797y5.12=-894/601, 6-12=-265/263, 7-12=-294/391,7-11=-374/691, 8-11=-535/502 Scale=1:60.6 PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 154 lb FT=O% Structural wood sheathing directly applied or 2-2-0 oc puffins. Rigid ceiling directly applied or 3-11-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14f ; 31-52111; L=341I eave=6tt; Cat. II; Exp CI Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2A-13, Interior(l) 2-4-13 to 31-73, 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 pending. .. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to groin value using ANSUTPI 1 angle to grain formula. Building designer should verify - - capacityofbearingsurface:. - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=803, 9=803. Walter P. Finn PE N6.22839 MTek USA Ina FLCarl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Aprj1 U019 Q WARNING-Vedyy destgn pva lenvand READ NOTES ON TFI/S AND INCLUDED MREKREFERANCEPAGEM67473®v.;aWt2a13BEFORE USE. . - Design volld for use orgy vilth' MiFeleG connectors. This design Is based orgy upon parameters shown. and Is for an Indlviducl bulltling component not ��• a th ss System. Before use, me. building dedgnor must verity me oppllcbbllity of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing lndi6ated Is to buckling of Indvidual muss web and/or chord members only. Additional temporary and permanent bracing MiTek'. prevent 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 musses and truss systertis, seeANSVWII Quaperyry Creech, DSM9 and BCSI Building Component. 69" Palle East Blvd. 9alep Ysrormatbrlwoaoblefrem Truss Plate lnsllMe: 218 N, Lee Street Suite 312, Alexandda VA 22314. Tampa, FL 33610 Job' Truss Thus Type Cry Ply M11323 T16686482 M11323 A9 HIP 1 1 Job Reference (optional) GnamDers I mss, Inc., Mn rlerce, 1-1_ s.29aa Uea Dzaramuenmuusnieu,e,,. ..cu ry+, ......... —. 4.00 12 44 = 3x4 2x3 11 4x8 = Scale = 1:58.6 ra rz Us = 3x8 = ass = 6.8 = 3x6 = 3x4 = 3.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(L-) -0:18 11-21 >917 360 MT20 244/190 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 file Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1561b FT=O% LUMBER- BRACING - TOP CHORD 2x4SP M 30 TOP CHORD Structural wood sheathing directly applied or5-11-9 oc puffins. BOT CHORD 2x4SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS : 2x4 SP N0.3 , REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=161610-8-0 Max Horz 2=109(LC 9) - Max Uplift 2=-430(LC 10). 9=-249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19); 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) - Max. CompJMax, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-9137708, 4-5=-8297705, 5-6=-5651807, 6-7=-565/807, 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=-1215/1079,6-13 264/300, 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: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ff; L=34N; eave=6tt; Cat. II; Exte C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 14-9-11, Intedogl),14-9-11'to 19-2-5, Extedor(2) 19-2-5 to 28-9-11, Intedor(1) 28-9-11 to 31-7-3, Extedor(2) 31-7-310 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottomchordin all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 6) Provide mechanical connection (by others) of truss,to bearing plate capable of withstanding 1001b uplift atioint(s).except (t=lb) 2=430,9=249,13=928. - - Walter P. Finn PE No,22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 D_ato: April 3,2019 Q wANNING- VedfydeslgnFinamefersend BEADNOTESONINISANDINCLUDEDMREKNEFENANOEFAGEUIF74Md v. lNUY1015BEFONEUSE. - -, Design valid for Use only wlih Mneldis Connectors. This design Is based only upon parameters shown r and Is for an IndMdual bulltling component, not ��• - atruss system. Before use, me bulltling designer must verify thit applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated is to buckling Individual huss web chord members only, Additional temporary antl bracing ,. a' M1Tekc. prevent of and/or permanent Is always requlred for stable and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabrication. storage, delivery, erection and bracing of busses and truss systems. saeANSVIPl1 CuoOy Cmeria, D3549 and BCSI Wilding Component fi904 Parke East BNO. East0 Safety Infoenatbnovallable from Truss Plate Institute. 218 N. Lee sheet sWte312. AleXandrlo. VA 22314. Tampa, FL Job' Truss Truss Type Dry Ply T16686483 M11323 GRA HIP 1 1 �M11323 Job Reference (optional) a.uamoers l ruse, mu., ran rlerce, rL B.Z4UGUee bLUlemllercmausmes,mc. vveUnpr a m:w:m[uitl 44 = 11 14 Scale = 1:60.6 3x5 = 3x6 II 3x6 = 6x8 = 3x6 = .6x8 = 44 = 6xB = 8-0-0 J 11-1-1 18-6-0 2fi-0-0 34-0-0 F-fen n.1.1 7-1-It I >-n.n i R.mn � — Plate Offsets (X,1)— f2:0.2-2 Edgel 13:0-3-e Edgel f21:0-3-8 Edgel f24:0-3-8 0,Ml, f27:0-3-8 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC r0.91 Ven(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC: 0.67 Ven(CT) -0.24 29-32 >552 240 BCLL 0.0 - Rep Stress [nor NO WB 0.98 Horz CT) - 0.02 22 n/a n/a IBCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 194 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc pudin. BOT CHORD 2x4 SP M 30 - Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19. 17, 14 REACTIONS., Allbeadngs O-8-0. (Ib) - Max Horn 2=-179(LC 6) Max Uplift All uplift 100 Ito or less at joints) except 2=-351(LC 8). 27=-1168(LC 8), 26= 1495(LC 8). , 22=-625(LC 8) Max Gmv All reactions 250 lb or less at joint(s).except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14). 22=984(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD2-3=-621/387, 3-5=-904/838, 5-7=-588/1209, 7-8=-588/1209, 8-12= 588/1209, 12-13=-588/1209,13-15=588/1209,15-16==588/1209,16-18=-588/1209, " 18-20=-2230/1280,20-21=-2230/1280,21-22=2271/1263,6-9=-126/305,9-11=-106/363, 11-14=-193/412,14-17=,94/271,19-21=-143/272 BOT CHORD 2-29=-247/677, 27-29=-189/540, 26-27=-779/446, 24-26=-4l l/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— 946/1780,21.24=-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=4.2psf; BCDL=3.Opst h=14N; B=52ft; L=34ft; eave=6ft; Cat. II; Elm C; Encl., GCpi=0:18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60- -3) Provide adequate drainage to prevent water pond,ing.. a 4) All plates are 2x3 MT20 unless otherwise indicated. - - - 5) This tmsshas been designed fora 10.0 psi bottom chord live load nonconcuirent with any other live loads: - - . 6) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-" wide _ will fit between the bopom chord and anybthei members. 7) Provide mechanical connebtion (by others) of truss to bearingplate capable of withstanding351 lb uplift atjoint 2, 1168lb uplift at joinf 27, 14951to uplift at joint 26 and 625 lb uplift at lolnt_22. 8) Girder carries hip end with a-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. Finn139 Walter P. Finn PE No.22839 10) Hanger(s) or other connection device(s)'shall be provided sufficient: to support concentrated load(s) 1b 967 lb down and 461up at MTek U. Inc. FL Cert 6034 26-M, and 967 It, down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the 6904 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 Q WARNING - Verity design parameters and READ NOTES ON WISAND INCLUDED MR15KREFERANCEPAGEM/N403 rev. 1BU32015 BEFORE USE. Design valid for use only with Mirk® connectors. Thb design bbosed only upon parameters shown, and Is for an Individual building component, not ' • atruss system. Before use, the building designer must verify Me'appllcabedy of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of IndMdual truss web and/or chord members any. Additional temporary and permanent bracing KWIC s always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the . fabrlcatlor storage, ddlv.w. erectfon and bracing of trusses and Irma systems, seeANSWI1 Quality Cdfeda, OSM9 and SCSI Building Component 22314, 6904 Petite East BNd. Tampa, FL 33610 Safety Infomlallonavollable from Truss Plate Institute.218 N. Lee Sheet, Suite 312, Alexandc. VA _ Job' Truss Truss Type Oty Ply T76686483 M11323 GRA HIP 1 1 �M11323 Job Reference (optional) enamoers I russ, mc., -on ererce, VL 0.44u s Uec o [a 10 mr r ea nmusmes, ma.. aa.µn „ �r,yn ID_elC1 cxC3ixVV?huts?ypJyuFUK-2X60VTeGbP99ysG5gj?mf RFCNAvDWiv7L1 KZUSgs LOAD CASES) 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 =-1 26(F=-72) Concentrated Loads (lb) . .Vert: 29_ 641(F) 24=-641(F) WARNING-Ved/ydesign PemMetemenCREADNOTES ON MMANDINCLUDEDMREKREFERANCEPAGEMM174MMY.. 10=2015aEFOREUSE ,Q Design valid for use only with MTek® connectors. This design Is based only upon parameters shown. and Is for an Indvlducl building component, not - �� ' a buss system. Before use, the building designer must verify the cppllcabllity of design parometea and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual Huss web and/or Chord members only. Additional temporary and permanent bracing MiTek' prevent b always required for stability and to prevent collapse with passible personct njury and property damage. Fargeneralguldonceregardingthe ' fabricatlowstorage, delivery, erection and bracing of busses and buss systems, seeANSVIPl1 CuaoO0yy Ci leno, DS549. and BC51 Building Component 6904 Parke East aNd. SaM1Mksfortnalbrravo0oble ham Truss Plate lnstlMe, 218NAee Street Sutte312,AlexondaVA22314. "' _ Tampa,FL 33610, ' Job' Truss Truss Type Oty Ply M71323 T76686484 M11323 GRB HIP 1 1 - Jab Reference o tional Chambers Truss, inc., ton Fierce, rL 6.24U s UeC a zuld Mn ex mmUssnes, Inc. vvea Apr a m: w: iI zu i s rayu r ID:SrRaEyyrg04M78G4raW BLWyuFUJ-VwDYz9gX71 PtBAPUy81 EksLa8YgehNuslDcR6DzUSgq 73-8-0 17-0-0 20.4.0 260-0 34.0-0 ggS0.0 11-0 8-0-0 51IN '- '- 3-4-0 3-4-0 -I' - 5-&O ~ - 8-0-0 `1-0-0� Scale=1:58.6 5x12 MT18HS = 4x10 5x12 MT18HS = 4.00 /2 2x3 11 4x6 = 2x3 II 3 23 4 5 6 7 24 B 0I 16 15 14 13 12 11 4x6 = 3.6 II Sx6 = Bx12 = 6x12 = 5A3 = 3.6 II 46 = 8-0-0 13-8-0 20.4.0 26-0-0 34-0-0 1 a.n-n x.an 1 a-o-n '1' aA.n I an.n :Plate Offsets (X Y)— f3:0-9-0 0-2-81 f5:0-3-0 Edgel 18:0-9-0 0-2-81 LOADING (psQ 'SPACING- 2-0-0 CSI. OEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.80 Vert(L-) : 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 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Hom(CT) 0.06 9 Iva n/a IBCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 153 lb FTm0 LUMBER- BRACING - TOP CHORD 2x4'SP M 30 TOP CHORD BOT CHORD2x4'SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 4-14,7-13:2x6 SP No.2 REACTIONS. (Ib/size) 2=1269/0-8-0, 13=4057/0-8:0, 9=474/0-8-0 Max Ho¢ 2=90(LC 7) . - Max Uplift 2=-853(LC 8),13=-2590(LC 8). 9=.945(LC 8)- Max Gray 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (Ib) - 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 SOT CHORD' 2-16= 1729/3460, 14-16=-1753/3525, 11-13=-262(733; 9-11— 241/668 WEBS 3-16=-435/1209,3-14=-1552f774,4-14=-837/691,7-13=-878/713, 8-13— 3635/1919, 8-11=.432/1204,6-14— 1453/2814, 6-13=-31 Sam B 7 Structural wood sheathing directly applied or 3-1-14 oc pudins. Rigid ceiling directly applied or 5-3-14 oc bracing. 1 Row at midpt 3-14, B-13, 6-13 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=4.2ps1; BCDL=3.Opsf; h=14ff; B-52111; L=34111; eave=6tt; Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (directional); Lumber DOL=1.60 plate grip DOI^1.60 .. 3) Provide adequate drainage to prevent water ponding. 4) At 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 tobearing plate Capable of withstanding 853 lb uplift at joint 2, 25901to uplift at joint 13 and 3451b uplift at joint 9_ _ 8) Girdercarnes',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) 967lb down and 461 Ito up at . . ` 26-0-'0, and 967lb down and 461 IbU0, at M;O on bottom chord. The design/selection.of such connection device(s) is the - responsibilityofothers. 10) In the LOAD CASE(S) section, loads applied to theface of the truss are noted as front (F) Or back (B). . LOAD CASES) Standard 1) Dead+ Hoof 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=-09(F= 29), 11-20=-20 Wafter P. Finn PE No.22839 MTek USA, Inc. FL.Cert 6634 6961 Parke East Blvd. Tampa FL 33BI0 05te:- April 3,2019 QwARN/NG-Vedty Eesfgnpbramelersend READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MI474173rev. I1115349156EFURE USE Design valld for use only with MnelO connectors. This design is based ody upon parameters shown. and is for an Individual building component not • atruss system. Before use. the building designer must verify the cppllcabiiity of design parameters and properly mcorparate this design Into the overall building design. Bracing Indicated is to prevent bucWing of lndMducl teas web and/or chord members only. Additional temporary and bracing NOW permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Pobrlconon, storage, delivery. erection and bracing of trusses and buss systems, seeANSVRII Gua2v Crtlr do, PS549. and BCSI Building Component 6904 Parke East GIVE. sobp NformatIoacnmlable from Tres Rate Institute, 218 N. We Sheet. Sure 31P, Alexond0c. VA 22 14. -Tampa, FL W610 TrussTruss Type Oty Ply M11323T76686484 rl.bl 323 GRB HIP � 1 1 Job Reference (optional) unambers l nus. Inc., tort Pierce, I-L B.24US De01i2Ulb MI I OK lnaustne3, Inc. Wed Apr 310:14:112a is Va9e2 ID:SrRaEyyrgg4M7BG4raWBLWyuFUJ-VWDYzggX71 Pt13APIJy81 EksLaBYgehNuslDcR6DzUSgq LOAD CASE(S) Standard Concentrated Loads (Ib). Vert: 16=-641(F) 11=-641(F) ®WARNING-Ved/ydes/gnpammetemand REAONOTES ON TN/SAND INCLUDED MREKR£FERANCEPAGEM6I'MrsK. laO.542015BEFOREUSE. Design valid for use only with MReI40 connectors. This design Is based only upon parameters shown, and Is for an individual bulltling component, not a Cuss system. Before use, the building designer must verity the appllcobll8y, of design parameters and properly Incorporate tllk design Into the overall oundingdesign. BrccIng Indircoted a to prevent buckAng of Individual hum web and/or criord members only. Additional temporary and pennanentbrocing Is always requiredfor stabIry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication: storage, Calvary, erection and bracing of Cusses and hum systems, seeAN5VIP11 CuoEy Cdbde, D511419.ond BCSI Buldhy Component. SObty lnlormelbnwaliable ham huss Rate Institute. 218 N. Lee Sheet Sulte 312, Alexandria. VA 22314 � MiTeK " 69N Paft East BivP. Tampa, FL 33610,. Jou Truss Truss Type Oty Ply M71323 T16686465 411323 J2 MON07RUSS 8 1' Job Referenceo lional cnambers i russ, inc., rOn Flerce, rL e.19u s i_ns. .... ­ .. _ ID:xt?zSlzTbJCDIIrGPHI OukyuFUI-VwDYz9g)C71 PtBAPUy81 EksLkpYzDhbOsIDCR6DzUSgq -1-0-0 2.0-0 Scale =l:7.B 3x4 = LOADING (pso SPACING- 2-0-0 CSL DEFL. in (loc) Ildefl 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 Ho¢(C-0 -0.00 3 n/a We BCDL 10.0 Code FBC2017/rP12014 .Matrix -MP Weight: 8 lb FT=O% LUMBER- BRACING - TOP CHORD .2x4 SPNo.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. (Ib/size) 3=3a/Mechanical;2=141/0-8-0,4=22/Mechanical ." Max Hoa 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 (Ib) or less except when shown. - NOTES- - 1).Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; 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 antl forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. S) ' This truss has been designed for a live load of 20.Opsf on.the bottom chard 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 togirder(s) for truss to truss connections. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28111 uplift at joint 3,136 lb uplift at point Walter P. Finn PE N6228M - Mi fek USA, Inc. FLCeR NU 68W Parke East Blvd. Tampa FL 33610 Date: A —Al a onto ;Q WARNING-yedfydesigapammetemand REAONOTES ON TNI MD&CLUUEOMfrEx REFEBANCEPAGEMX74nMV.. 10=f015BEFOREUSE Design volld for use only with MBek® connectors. ihls design is based only upon parameters shown, and is for an individual building component. not ' a hum system. Before use. me building designer must verify me applicability of design parameters and properly Incorporate the design Into the overall buildingdesign.&gcingindicated istobuckling ofIndividual trussweb and/or chard members only, Addi6onaitemporary and bracing MiTeke: prevent permanent Is olwaystequlretl for stability antl to prevent collapse with possible personal inlury and property damage. For general guidance regarding the. fabrication, storage. tlelNery, erechon antl bracing of busses and buss systems, seeANSVIPII Quality Cmeda, 688d9. and BCSI Balding Component' VA 22314. - -' -.. 6904 Parke East BNd, Tampa, FL 33610.. sabty Imenee datrnalloble from iruv Plate InseMe, 216 N. Lae fiheei.3ulte 312. Alexandria, Job Truss Truss Type OIy Ply T1fi666486 M11323 J4 MONO TRUSS 8 1 �10111323 Job Reference (optional) unampers I russ, Inc., Von Fierce, I-L 3x4 = a.zrus uec ocmo rvin en ,u�mu,�a, ,i �...� ..w � ��.,�.,���•� Scale = 1:11.1 4-0-0 4-0-0 LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) 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 BCLL- -0.0Rep Stress ]nor YES WB '0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matfix-MP Weight: 141b FT=O% LUMBER- .BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 2x4SP N0.3 - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanica[ . _ Max Hom 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. (Ib) - Max. CompJMax. Ten. j 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 membersand forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D,OL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 4) Refer togirder(s) for truss to truss connections. 5) Provide mechanical connection.(by others) of truss to bearing plate capable of withstanding 801b uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. WafterP. Finn PE N&22639 MTek USA, Inc.FLCed 6634 6904 Parke East Blvd. Tampa FL 33610' Date: April U019 ®WARNING- yedty Eeargn parameren antl READ NOTES ON Mrs AND PICLUDEO MREKBEF FUINCEPAGEM1F2473mv. 1nIX34?015BEFOBE USE Design valid for use only with MOek®connectors. this design 6 based only upon parameters shown, and Is for an Individual 13011dingrccmponent not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall bulldingdeslgn.&acinglndicated6toprevent bucklingofindividual hussweband/or chord members only. Addltlonaltemporary and permanent bracing , MiTele Is olwaysfeauiredfor stobllily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _ fabrlcallon: storage. delivery, erection and bracing of hums and truss system% saeANSVrPll CuelXv Criteria, DSB49.and IIC61 Building Component' 69U Parke East BMO.. Safety lnformalbrrnailable from Truss Plate Institute 218 N. I-ca Street. 3ulte312. Alexandria, VA 22314. - Tampa, FL 33610. - Jot1 Truss Thus Type Oty Ply T1668fi487 M11323 J6 MONO TRUSS 8 1 �10111323 Job Reference (optional) 'm mhers cuss, mc., tort nerae, rL 3x4 = e.49u s uec a zu I a Ml l UK nNl4me5. nm. v eu tµ9 O rayn, 5x_c fXi4uz9yuFUG.SJUOghnfefa0UZt3Z3igH01 RMT)9VW9CR5YA5zUSgo Scale v 1:14.6 V-UV LOADING (pso SPACING- 2-0-0 : CSI. DEFL. in (Joe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT)" -0A2 4-7 >617 240 BCLL 0.0 ' Rep Stress Incr YES WB -0.00 Hom(CT) -0.00 3 n/a i BCDL 10.0 Code FBC2017/TP12014 Matdx-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 pudins. BOT CHORD 2x4 SP No.3 BOT CHORD " Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10). 4=-8(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4--102(LC 3) FORCES.. (lb) - Max. Comp./Max. Ten. - All fames 250 (Ib) 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; save=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS.(directional) and C-C Extedor(2) zone;C-C far 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 nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom -chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Its uplift at joint 3, 194 lb uplift at joint land B lb uplift at joint 4. Walter P. Finn PE No13639 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARN1610-wdtydesr9nparomereraend READN07ES ONTHISMDWCLUDWM? REFENANCEPAGEMX74TJree fN0Y10159EFOHEUSE Design volld for use only with Mlrek® connectors. This design Is based only upon parameters flown. and k for an Individual building component, not a truss system. Before use, the bullding designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to buckling of Individual muss web and/or chord members only. Additional temporary and bracing; WOW W prevent permanent u always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ,y' O ' fabrication, storage, doWery, erection and bracing of trusses and muss systems. meANSVIPII Guo@y Criteria, DS349. and SCSI Suldlog Component 6904 Parke East of Safety mfomralbrxrvoilbble from Trim Plate Institute, 218 N. Lee Street Suite 312. Aiexondda, VA 22314. Tampa, FL 33610 . .. Job Truss Truss Type Oty Ply M11323 T16686488 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) unampers I was, Inc., Fprt Fierce, I-L d.24us Uea tizma MI l ex mausolea, Inc. Wee Apr 4 w: w:IV ZVIU rage r 3itc_fXi4uz9yuFUG-SJLJOghnfefa0UZt3Z3igHOzM Mbu9V W 9CX5YA5zUSgc Scale =1:17.4 3x5 = B-0-0 B-0-0 'LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud -PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.62 'Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 - Lumber DOL - 1.25 BC0.38 Ved(CT) -0.30 4-7 >319 "240 BCLL "0.0 ' _ Rep Stress Incl. YES WB 0.00 Horz(CT) -0.00 - 3 rda n/a BCDL .10.0 Code FBC2017/TPI2014 Matdx-MP . Weight: 26lb . Fr=O% LUMBER- BRACING- - - TOP CHORD 2XI SP M 30 _ TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2A4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 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 Gmv 3=188(LC l), 2=352(LC 1), 4-145(LC 3) FORCES. (10) m 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=14f ; B=52h; L=34N; eave=6f ; Cat. II; Exp C; EncI.;:GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-0-0 to 2-4-13, Intenor(l) 24-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8:zohe;C-C for members and forces & MWFRS for reactions.shown; Lumber DOL=1.60 plate grip DOL=1.60 7 2) This truss has been designed for a 10.0 pad bottom chord live load nohconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.- 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175.I1a uplift at joint 3, 228lb uplift at joint 2 and 15l1a Uplift at joint 4. - - Walter P. Finn PE N&UM MRak USA, Inc. FL Carl 66U 6904 Parke East Blvd. Tampa FL 33610 Date: April 2r2019 Q WARNING -Verify Oesignparemetamand READ NOTES ON TMSAND INCLUDED MMEKREPENANCEPAGEM67473ree fa nezoI56EFOFE USE Design valld for use oQly witti MdekG connectors. fits design B based only upon parameters shown, and is for an lndlNdual building component, not a muss system. Before use, tire buliding designer must verify the cpplicabllity of design parameters and properly Incorporate this design into the overall bulldingdedgn. Bracing indicated is to prevent buckling of lndMduei muss web and/or chord members only. Additional temporary and permanent bracing ��• MiTelc is.olwaysrequlred for stability and ioprevent collapse with possible personal injury and property damage. For general guldance regarding the . fabrication: storage, delivery. erection and bodngof musses and muss systems, seeANSV?II CuolHy CMeM, OS11-09.and I= Buetlhp Component .' Safety Information,allable from Truss Plate Institute,218 N. Lea Street,$uite 312, Alexcndrla, VA 22314. ._ "... ".' 69U Parke East BNE., Tampa, FL 33610., Job Truss Truss Type Cry Ply M71323 Tlfifi86489 M11323 KJ8 MONO TRUSS 4 1 Job Reference (option_ _ �namoers i ruse, Inc., ran rlerce, rL u.z,tu s uec o zma mI rex inausmes, mc. wee mpr o m:vs:zu zura rage i ID:Lcg54J7LuEan=Zr40b7W MyuFUF-wVvhbAiP0ynR2d83dGaxMUzDGmyGurclRBg6iyzUSgn 7-3-4 11-3-0 150 734- - - - 3.11-12 Scala=1:20.3 4 k4 2.83 12 3x4�- - 3 2 7 6 ' 3x4 = 2x3 I 5 3x4 = . 7-3-4 — 11-3.0 734 3-11-12 LOADING (psQ SPACING- 2-0-0 CST. DEFL in (too) 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 :240 BCLL 0.0 Rep Stress War NO WS 0.46 Hort(CT) 0.02 6 n1a r✓a BCDL :10.0 Code FBC2017/TP12014 Mali% -MS Weight 441la FT-=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-01 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/d-11-5, 6=57CVMechanical Max Hoe. 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. Comp./Max. Ten. - All forces 250 Qb):or less except when shown.. . . TOP CHORD 2-3— 1151/523 " BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330,3-6=-1236/755 NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCD1_=3.0psf; h=14ft; B=52ftp L=34N; eave=6ft; Cat. " 11; 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 pat bottom chord live loadnonconcurrent 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 by 2-0-0 wide Will fit between the bottom chord and any other members. 4)Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint.4, 305 Ib uplift at joint 2 and 286 to 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 lncrease=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-2=-54 ' - Trapezoidal Loads (plo - - Vert: 2=0(F=27, B=27)-to-4=-152(F=A9, B=-49), 8=0(F=10, B=f0)7to-5— 56(F=-i$ B=-1e) - - Walter P. Finn PE No.22M9 - MTekOSA, Inc. FL CeR 6634 6ID4 Parke East Blvd. Tampa FL 3361D Date: Aprj13,2019 QWARNMG-Vedry0as/9-PammstemenOREAD NOTES ON THISAND INCLUDED MIfEKREFERANCEPAOEM&747arev. lNaY4015BEFORE USE. Design valid for use only with 1,171 connectors. Wls design Is based only upon parameters shown and Is for on Individual building component, not ' atruss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members-only.Additional temporary and permanent bracing Is alwaysaeaulred for stability and to prevent collapse v,ih possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and brocng of trusses and truss system% seeANS171P11 Guam CdMda. 033-59. and BCSI 9Component Safety lnformallmxrvailoble from Truss Plate Institute.218 N. Lee Sheet. Suite312- Alezancift VA 22K' -" Welk' , fi904 Pahe East tBNd. Tempo, FL 33610 - Symbols Numbering System A. General Safety Notes PLATE LOCATION AND ORIENTATION 3 ' Center, plate on joint unless x, y 74 offsets are Indicated. 6-4-8-8 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system e.g. and fully embed teeth. _ TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 1 0-71dr CI-z cza 2. Truss bracing must be designed. by an engineer. For truss Individual lateral braces themselves 4 wide spacing. 0 ,WEBS C3q may require bracing, or alternative Tor I c m p i� bracing should be considered. O y� 3 '� am a 0 3. Never exceed the design loading shown and never inadequately braced trusses. a. stack materials on _ _ Q- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate as �r cs �' BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties.. plates 0-149' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots'and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated byANSI/rPl 1. connector plates. - THE LEFT. 7, Design assumes trusses will be suitably protected from 'Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord.with ANSI/rPi 1. r. software or upon request. NUMBERS/LETTERS.. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fdbdcation. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Camber is a non-structural consideration and is the 4 x 4 Width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of,truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions , • Indicated are minimum plating requirements. LATERAL BRACING LOCATION 2. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified, 13. Top chords must be sheathed or pudins provided at output. Use T or bracing spacing Indicated on design. f indicated. Lumber design values are in accordance with ANSIITPi 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing of 10 ft. spacing. or less, If no ceiling 8 installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless Indicated' otherwise. Min size shown Is for crushing only. ® 18. use of green or treated lumber may g y pose unacceptable environmental, health or performance risks. Consult with ' project engineer before use. Industry Standards: ANSWPI1: National Design Specification for Metal 19. Review all portions of this design (front back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® Is not sufficient. BCSI:. Building Component Safety Information, M 20. Design assumes manufacture in accordance with - Guide to Good Practice for Handling, iTe,�(s ANSI/rPI 1 9uality,Crdedo. ' Installing'& Bracing of Metal Plate Connected Wood Trusses. MlTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015