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HomeMy WebLinkAboutTRUSS PAPERWORK® Lumber design values are in accord, i with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED AjunoD ajon-1 -IS MiTek® BY �e St. Lucie County 03NNb'DS RE: J37322-J37322A - COBBLESTONE 8400 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Telese Builders Project Name: Cobblestone 8400 Model: Addifionmpa, FL 33610-4115 Lot/Block: Subdivision: Address: Cobblestone 8400 City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 50.0 psf Floor Load: N/A psf This package includes 15 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date 1 I T16172487 1 A01 J 2/2/19 12 T161724881A02 12/2/19 1 13 T16172489 I A03 12/2/19 1 14 1 T1 6172490 1 A04 12/2/19 1 15 1 T16172491 1 A05G 12/2/19 1 16 1 T1 6172492 1 V4 12/2/19 1 17 1 T1 6172493 1 V8 12/2/19 1 18 1 T161724941 V12 1 2/2/19 1 19 I T16172495 1 V16 12/2/19 1 110 1 T1 6172496 1 V20 12/2/19 1 111 T16172497 1 V24 1 2/2/19 1 12 T161724981 ZCJ1 12/2/19 1 113 T1 6172499 1 ZCJ3 12/2/19 1 114 T1 6172500 1 ZEJ5 12019 1 115 T161725011ZHJ7 12/2/19 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIfrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Thomas A. Mani PE 1,19.39360 MR USA, Inc. Fl. Cert 6634 6904Parke East Blvd. Tampa FL 33610 Date: February 2,2019 Albani, Thomas 1 of 1 ti e T16172487 V1 44 = 4 S.I. =1:44.6 3x4 = 3x4 = 30 = 3x0 = 3x4 = e-7A 16R8 25A-0 &7A 8-1-0 8-7A LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (Ix) Mail L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.40 B-16 >767 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.69 Vert(CT) 0.31 8-16 >982 180 BCLL 0.0 ' Rep Stress Ina YES We 0.91 Horz(CT) -0.06 6 Na Na BCDL 10.0 Code FBC2017rrP12014 Malriz-AS Weight: 116 lb FT=0% LUMBER- BRACING - TOP CHORD 2K4 SP No.2 TOP CHORD Structural woad sheathing directly applied. BOT CHORD 2K4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2K4 SP No.3 REACTIONS. (lb/size) 2=1269/0-8-0, 6=1269/0-8-0 Max Hum 2=264(LC 7) Max UpIIR 2=1254(LC 8), 6=1254(LC 8) FORCES. (lb) - Max. CompJMm. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2081/2007, 3-0=185511974, 4-5=1855/1974, 5-6=2081/2007 BOT CHORD 2-10=1634/1810, 8-10=903/1194, 6-8=1634/1810 WEBS 4-8=8231701, 5-8=588/540, 4-10=823r7Ol, 3-10=-5881540 NOTES- 1) Unbalanced roof five loads have been considered forthis design. 2) Wind: ASCE 7-10; VuR=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=4114 L=3m eave=0111; Cat. II; Exp C; Part. End., GCpi=0.55; MWFRS (dlredional); porch left and rightexposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 fora 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, with BCOL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 OD lb uplift at joint(s) except (A -lb) 2=1254, 6=1254. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. (j ThomasA:gMbanl PE fio.3998tt MTikUSA tk tb FL Cepes34111,: 8809 Pa'ha�EaatHlltl Tampa F):398111 'Date: .. February 2,2019 ®WARNWO•VagydWpn Paramatm andRFAD N01E5 ON POSANDDICWDmfArEKREFENENCEPAGENQ7473r .. idALI916BEFOREISE. Design valid mruss onywah Mmea®caMeaora. TNs design Is bxaed My upon pasmatere MMr, and Is Loran MASSA buadi g oamWer4 noI � s butt system. Bef ue usa, 8w bugd'mg tledgnernmsl vedy Ibe at,pbuttilay oidedgnparametera end prop" Incorporate Ns design Intotta swag buYdin9desIgn. Bradng vMi4tN is la pieewnt butllrg vl intlyidualtruss webeNrorNom memdGK ony. AddWoal temporary and annenedbmdno MiTelf NatxaysaquvedlorgaNlbyeNtOMmMmgapwwMMa lepermndijuga pmpeMdama9e. Fw Wnsmiguidancenagardingibe Kbfiwtbn, 5oapa,tldrvery. erection aN GarmgM Wanes and mrsa sytlem&see ANS RIQuatdy Crgerr4DSa 9endaCMl leing Compwnem 6901 Padre East BIM. salary lydormatlon avm'bble flan Tmas Plate InsaWla, 218 N. Lee Street, Swa 312 Alaxentlda, VA 22314. Tampa, FL =10 ti I T16172488 I — 4x8 = 4x4 = 4 20 215 Scale =1:44.9 I$ 3x4 = 1x4 II 3.4 = &a = 1x4 II 3x4 = 5-9-0 I it-0-0 14d0 I 19812 25-0-0 Plate Offsets(XY)- [4:0540-2-0] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in Qoc) Well Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.21 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.1712-13 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.45 Horz(CT) -0.08 7 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 133 lb Fr=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. Qb/s¢e) 2=1269/0-8-0, 7=1269/04e-0 Max Horz 2=233(LC 6) Max Uplift 2=1254(LC 8), 7=1254(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. Qb)- Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2183/2110, 3-0=1593/1621, 46=1348/1640, 56=1595/1622, 67=21802109 BOT CHORD 2-13=1732f1887, 12-13=1732f1887, 10-12=1083/1347, 9-10=1731/1886, 7-9=1731/1886 - WEBS 3-12---626r752, 4-12=-461/376, 5-10=462/377, 6-10=-6271750 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=31ft; L=308; eave=28; Cat. II; Exp C; Pan. End., GCpi=0.55; MWFRS (directional); porch left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psi bottom chord live load noncencument with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will M between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift atloim(s) except (ir-lb) 2-1254,7=1254. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Wareing: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ThomasA'Aibaal PE No:39980 R)rokOak inp, fL art fis}4;, „.., ,.., {9g4Puka'HaEHhtl TampaF1.39810 February 2,2019 ®WAIdaaG-YtJifydWgn pwenetenandREAD NOlE6 DNMSMVINCLUVJEDEKREFERENCEPAGEWg M3ree. IQAMCdfa BEFORE WE Oesipnvaadfaruseonf, a a4TeMaxinedom. nh design Is based omy upon pvimem sMwn, and isfor an Individual Inkling oamponent, nd �e- an, system. Before up. D,e DWd'mg designermindwi Nthe appr bk!yafdedgn premdms and ryopeny inwWraleeds design Muni avuar Ouadin94evgn. arddng indicated info prevent budd'vg ollnQMtlwl Wsswedanwachdm memxnany. AddWarwl Nmpemry end permanent daWg MOW atxaya regu'vedfor dabaay anOb prevent mgapse wah poswDle perwnalhpnywtl Properly damage. Forgeneral gWdenm regammg Ne fafayintomm ge. dame Wsasydems.see CddrN, DSBA9end BCSI BUBdnBComPonaG 69Dis Fast BxL. are Twndtradln ,218 . SaferyfrtlennatlPn eveiiade Va,n True Place lnslm4e, 218 N.lm Sbeel,aWe 3l; Alexandfia, VA 22'414. dfia,VPfl14. Tampa, FL afi610 Tam ,FL S Job Truss aOlyPtyCOI. 'ONE 8400 THrIP T16172489J37322J37322A A03 1 1 Jos Reference (optional) revw. truss, rc Manx, rL Ms 0 P] bS U S w0V 1b ZUlU MN ex mOUsmeS. Im% rn re0 1 1Y.J4:45 LUltl Sca1e=1:44.9 4x6 = '6:I8 4 18 19 5 4x4 = 34 = 3x4 _ 3W = 4x4 = Plate Offsets QLY)- [2:0-1-0,Edge]. [4:0-3-B&M [5:0-5-8 0,2-4) (7:04-0Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in poc) Odell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(L-) 0.40 9-17 >754 240 MT20 2441190 TCDL 70 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.32 9.17 >964 180 BCLL 0.0 Rep Stress lncr YES WB 0.22 Horz(CT) -0.08 7 Na Iva BCDL 10.0 Cade FBC2017/TP12014 Mannx-AS Weight 121 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Raw at midpt 5-11 REACTIONS. (lb/size) 2-1269/0-8-0, 7=1269/04" Max Horz 2-194(LC 6) Max Uplift 2=1254(LC 8), 7=1254(LC 8) FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=21582089, 3.4=181&1835, 4-5=1577A731, 58=1817/1835, 6-7=2158/2089 BOTCHORD 2-11=174511897, 9.1 1=1 35011577. 7-9=1745/1897 WEBS 3-11=.441/460, 4.11=428/387, 5-9--428/388, 6-9=-442/460 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3aecond gust) Vasd=124mph; TCDL=4.2psr; BCDL=6.Opsf; h=15ft; B=41ft; L=308; eave=411; Cat. II; Exp C; Part. End., GCpf-0.55; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Pletes checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load normomaimant with any other live loads. 6) • This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3b0 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 100 lb uplift atjcint(s) except (jt=11b) 2=1264,7=1264. 8) This truss design requires that a minimum or 7/16- structural wood sheathing be applied directly to the top chord and 11T gypsum sheetrock be applied directly to the bottom chord. 9) Wanting: Additional permanent and stability bracing for buss system (not part of this component design) is always required. Thomas R'ARuriF PE Nu.39U5 EEiTckU6,dr;lrf�FLCart BF94 y,,...,z..-. ,/994 Parke E`astBlytl Tampa FL9961D '.Oatei'. February 2,2019 ON 7NS4w0 MGnUsamterssh FIaaFwIa paresa mtlrs. rerdirg ®Wnivald 7MsOrEa aeign Vase1m weep ampvemF0/tEUSE usew vifth MRekl agdesgrerssdatlesgne basedoily upon parametersblown,Mperlywl is ts W invisial not use. sporaual is desgmmo them, alms system. Before use, ma bulWing de4gnttnmst 1edty Vre eppgaGTdyaldesign pamnreters atM pmpeMlnwrporate this design Ntogia owtel d WdGmg desgn&wring bMVatM into preveid budiug orindiWCielbuss webaMlw Aortl member anyrpresaaltamwmryandingthe nlbmtlig MiTek' is ayraysre9u'vetl for tladlay endta preveid mnapsewM possale persow Injury ar4 PmpeM damage. For geneml9uidence regertm9 Ne fahkagon, slamQ, deirvery.eM1Ubn aM bra6n9 of WssesaM huv sytlema.see ANSVrNI Ounllly CrlRrI403ade end BCalBWraDta CPmponert FRSIBM4 Sarery lNarmatlpn avagedaewn Trues Piste lnsimde, 2la N. Lee SbreL Soda 3lg, Ale�dda. VA 22314. Twpaerke Tampa, FL 36310 T16172490 5X = 3 1x4 II 17 4 18 Scale=1:44.9 3x4 = 1x4 II 516 = 1x4 II 3M = Plate Offsets (X Y)- (3:0-60 0.2.8] [5:06-0 0-2-81. [9:0-4-0 0.3-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL. 1.25 TC 0.77 Vert(L-) 0.31 10-13 >984 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.2510-13 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.34 Hoa(CT) -0.07 6 n/a n1a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight 114lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. Qb/s¢e) 2=1269/0-8-0, 6=126910-6-0 Max Hoa 2=156(LC 6) Max Uplift .1-1254(LC 8), 6=1254(LC 8) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3=207811987, 3-0=2159/2251, 4-5=2159/2251, 56=207ta(1987 BOT CHORD 2-10=1589/1769, 9-10=1599/1776, 8-9=159911776, 6-8=1589/1769 WEBS 3-10=232/277, 3-9--425/622, 4-9=-439/341, 5-9=425/622, 5-8=2321277 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps , BCDL=6.OpsF h=15ft; B=11ft; L=308; ea,e=6ft; Cat. II; Exp C; Pan. End., GCpi=0.55; M WFRS (directional); porch left and fight exposed; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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 100 lb uplift atjoirn(s) except (jt4b) 2=1254,6=125C 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112° gypsum sheetrock be applied directly to the bottom chord. 9) Wareing: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. Thoma�A::Altipnl PE 110:39980 tATaK05/(, lnC FLCM663q �-.,,,� 6904Parkr`FartBtytl TampaF,L�996t0 February 2,2019 ®WARa9rG-Vwwy I I pmanetasandNEAONGIEaeNT S5 INCLNam61NENREFER MPAGEt 7q]rev.faN.VtOf66EFOREeSE. Designv tease onbwah UT.W oormedors. This dasgn uDosed onN Wen pNmeters sows, aiNisloran intli4dual buDin9.m rd, not �- a Wsssydem. Beforeuse, the b I&V designs m vef lheappa lly ofd,ugnpar ere and MpeMinoaponAe Misde9gn bde Rie ow.aa huad'ngded9l. Badn9 indicted isle prew;N OudSvg ofhMKidualtmsswebands UioN memMss anN.Md nilteryw andpemaneabada, Welk' Isabays fesWM..a ateblayantlb sodtlepersonalblayaM propeM damage. FaWCM -4 drq oftru s h,MI SWdBto bbtratintsmunge, ddhefy, eredbnand0faago Wn fl erkerfa, OSD89 andBCSI BUR6a8 DmnponeM 6904 Parke Fag BNd. e.218N. Santry lnbrnlalon BYai wRom Tfuca Plate ln9Wde, 218 N. Lee SheM, awls 3lZAlevndda, VA 2Y514. .See3i dga.VA 14. Tampa, FL 35610 Jab Truss Tr w flyPlyCOI � _-rONE 8400 _ T16172491 J37322J37322A A05G HIP GIRDER 1 1 Job Reference (pt n 1) 4d1 M18SHS = n.LLu s NOV In La]a MI l eK mausmes, inc. rn rem 11D:.f4:9J Lids 4d1M18SHS = arm = Scale =1:449 30 31 32 33 Mlv 35 36 ' 08 = 1x4 II 5a M18SHS = 1x4 II 44 = 4rm = 5-0-0i ?it TV 754-1 20-0-0 25-0-0 Plate Offsets (X,Y)- [2:0-0-004 4] 13:0-5-1ZO-2-0] [6:0S-00-2-0] [7:g-0-00-0 4] [71:0.2-8 0.&0] LOADING (psf) SPACING- 2-G-0 CSI. DEFL in (loc) I/de8 Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 1.00 Vert(L-) 0.68 10-11 >447 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) 0.5710-11 >537 180 M10SHS 244/190 BCLL 0.0 Rep Stress Ina NO WB 0.77 Hou(CT) -0.19 7 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 118 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 3-6: 2x4 SP 270OF 2.2E BOT CHORD 2x4 SP No.2'Except' 7-11: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS- (lb/size) 2=2011/0-8-0, 7=2037/0-8-0 Max Hom 2=117(LC 24) Mar Uplift 2=2199(LC 8). 7=2237(1_C 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 24-9 oc bracing. WEBS 1 Row at micipt 3-11. 5-9 FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 [go) or less except when shown. TOP CHORD 2-3=3827/4201, 34=508315795, 4-5=5123/5838, 5-6=3477/3987, 6-7=-3890/4290 BOT CHORD 2-12--3598/3352, 11-12=3620/3372, 10.11=-5626/5133, 9-10=5626/5133, 7-9=3678/3409 WEBS 3-12=-395/336, 3-11=2194/2010, 4-11=691R(H, 5-10=293/336, 5-9=1928/2100, ` 6-9=1362/1193 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL-0.2psh BCDL=6.Opsf; h=1511; B=41ft; L=3D8; eave--6ft; Cat. 11; Exp C; Part. End., GCpi=0.55; MWFRS (directional); porch left and right exposed; 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconourrentwith any other live loads. 7)' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (it -lb) 2=2199,7=2237. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s)193 lb down and 228lb up at 5-0.0, 193Ib down and 2191b up at 7-0-12, 1931b dawn and 2191b up at 30-12, 1931b down and 2191b up at 11-DA2, 1931b down and 21911iup at 12-8-0, 1931b down and 2191b up at 1434,1931b down and 2191b up al 16-34, and 1931b down and 219 Ib up at 1834, and 3351b down and 4491b up at 204-0 on top chord, and 196lb down and 2291b up a 5-0-0, 471b down and 65 Ib up at 7-012, 471b dawn and 651b up at 9-0-12, 47 Ib down and 65lb up at 11-0-12, 471b down and 65 Ib up at 12-8-0, 471b down and 651b up at 1434, 4716 down and 651b up at 16-34, and 47 lb down and 651b up at 18-3-4, and 1961b down and 229 Ib up at 2034 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Wanting: Additional permanent and slab0ity bracing fortruss system (not pan of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the few of the truss are noted as front (F) or back (B). Thomas ICAgpn1 PE Np39880 ENZhU3A, Iq�,FLCert sgb - s904PaikeF.estBhd 7amppfj:]9870 "Oalei February 2,2019 ®wABMNG-Vmflydwlgrrparamelae MdNEAON01ES ON slam ANm mCLUpED aalEl(REFERENCE PAGE4m47p3 m.1(w120I5BEF0rtEl13E �' Design vdfd forums orywan hbTal�oonrladlors.Tb¢ assign is based only upon parameters strewn, and Is forts Individu d bAArV wmpmem not a WsssladsMBebea uss.Ma avoiding desgnert W4fyme appikus ay Mdemp parameters and and pmpeM ineoWrdteaus design into mro overact ;� buldog doaigm among indicated isto prowl buddits;ofYMMdual tmwM mseb dd /urchomembers only. A oreltemp noyand PeMMem bradlq Ml leW is akayon. sta etlforslamnyaid b prewm mrapsewab possmb perwnal inlury aM pmpetly damage. Fa geldrd gwtlanw regwdmg Ne hbdralidn, dorsga, assiry en;adn and brzang olWsma Mtl Was sym(ema see AwawrHf puality CrfaN; D3689 en4BLSi Bu➢alnp CompMeM Tamp. FL Fast Bhd. Sbaylnfamatlon avai�ab]e from Truss Plele InsIARe, 21e R Ln SIra1, Suite 312. Alexandria, VA2231d. Tampa, FL 36610 Job Tress Tb 'e Oty PlyCOF`. ONE 8400 '-- T76172491 J37322J37322A A05G HIP GIRDER 1 1 Job Reference (optional) I runs, FLPreNP,FL3eg4B 8.220 s Nov 16 2018 MiTek Indusbfes, Ina Fit Feb 1 15:3445 2019 Page 2 ID-.&2gG4ghrSKsHErMqKYtB9zpTOB9faAiwMOg2nT02404H7CwDVMiINpIgPCT9LHg4zpT68 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Leads (ply Vert: 13=74, 38=74, 648=74, 1316=20 Concentrated Loads (Ib) Vert: 3=84(B) 6=127(B)12=196(B) 9=196(B) 20--84(B) 21=84(B) 22=84(B) 24=84(B) 26=84(B) 27=-84(B) 28=84(B) 3D=46(B) 31=46(B) 32= 46(B) 33=46(B) 34=46(B).35=d6(B) 36=-06(B) A wMNOio•Va*nkninpuamNem and NE1O NOTE ON TINS ANO MCLUDE061REKREFENENCE PAGE NA7a3 m. 1O15441015 BEPoNE USE Design veGd for use oNy wWr LLTeMD sonnedors. This design Is Eased only upon parameters ¢town, end Is for an Indh dual bu6ting rampmeM, not a buss Welem. Before use. Von bonding designer mud terlM Ina appgoabBy of design pammelers and popery bmmporata Nis design into the o 11 building design. Badng indicated bid xvved buddhg of bMialdol twes.0 N. chord memte. V. Additional femporoy and ,eornnard bract, M7ek' balaaysmqu"vedforst URymdtop MmgepwwWpossiNepem WpmyaMpmpedydamage. For general guWarva regaMVM Na fabrication, storage, defwry. ererlibn and bracng ofbusses and Was systems. see AN 11 Quality CfibdA 0388s and BC5l Building Dumponent 6904 padng Egg Bwd Selelylnromutlw a Neaan Truss Plaleing Wle,218N.lea StreaLS 31ZA dde,VA22314. Tampa. FL 36610 Job Tmw aOry Ply COIF -'ONE 8400Ttfi172492 FVALUEY J37322J37322A V4 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34946 2X4 i 8.2.20 s Nov 16 2018 MiTek Industries, Inc. Fd Feb 1 15:34:50 2019 Page 1 ID:f2gG4ghrSKsHErMgKYtB9zpTOB-ndc34dOXUeOm6gyMsgiNdGDOrJH OFb1NR22LHzpT63 3X4 2 Sole =19.7 Plate Offsets (X,Y)- f2:0-2-0 Edge) LOADING (psq SPACING- 2-0-0 CSL DEFL. in (loc) Mail Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) nta - Na 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Holz(CT) 0.00 3 Na Na BCDL 10.0 Code FBC20171TP12014 Matrix-P I Weight 11 lb FT = 0% LUMBER- TOPCHORD 2x4SPN0.3 BOT CHORD 2x4 SP No.3 REACTIONS. Qh/size) 1=13014-0-0, 3=130WO-0 Max Harz 1=27(1_06) Max Uplift 1=75(LC 8), 3=75(LC 8) Max Grav 1=139(LC 13), 3=139(LC 14) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vug=160mph (3-secend gust) Vasd=124mph; TCDL=42ps ,, BCDL=6.0psf, h=15ft,, B=4111; L=301; eave=411; Cat. II; Fxp C; Part. End.. GCpi=0.55; MVJFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This buss has been designed for a 10.0 psf bottom chord live load nonconcunerd 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 2b0 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 100 lb uplift atjoint(s)1, 3. 8) Wanting: Additional permanent and stability bracing for truss system (not part or this component design) is always required. i'hclnn A, Aitienl PE 6.3993g 11114bUSA, IiIC FLI C4rt963G...,, ...,, �'-4304PvkiFe`atBN.E:?entp4 FG4961q 'Rahn, February 2,2019 ®WARTONO-VMry, ANDarLLUpED tlRmK Mb"iam1015a£FaaE USE wMM7enat=mdm.A dTEgnisba nvdecarusaomyw. 6WM mnngner.TMtdeslgnitbasedoafuponpanmelert Noun,en41tforen IntlMtluals&gmmaoneM. rut n.RndilW nhd Hit ae aWsstysrom. a efareuse,Mebuil4'tyide orceg MtmustwdgyanapplkaowebdesgnOomomendprupedyhoulteroereryanderrnw Mbredig bW4Ng design. BmdngiMirated is to pmwMbuWingMNd'Mduel ausaweC enWarMord member oMf Adeneralgengewrega MiTek' le ewaye mquhe4 roc MaNl3yand ro prewM copapwwM posswlapemmal Mjury aM DmpeM tlemege. Fargeneml gul4anae rtgaMNg Me mg uta IaMceWn,stprege, delitery, erection end ttedrp alWssoe en4 Wusyffiems, eee ANSI?flf OuNly()/1e040.5BS8 endeCSlau46n0 Componml SaroglMonnatlon engable own Truss Plate lnet4me,218 N. Lae Street. Smote 312,Netendra,VA M314. 69at parks Ead gap. Tampa, FL a6610 Job Truss Tn `e pry PyTJC.b"Reference ONE 84 00 T16172493 J37322J37322A V8 VALLEY (cAtma0 rAx wax ,loth, rr.rmw, r�araea 5l u s novlo Lmo muexmuusnles,m0. rn rev 11a:J9:On Coln vagel ID:f2gG4ghrSKsHEMgKYg39VTQBaIdc34dQ%UaQm6gyMsglNdGDL2JGKOFmxdR22LHzpT63 5 Wle=1:15.1 2 4x4 = 4 2x4 % 1w1 II 2x4 8-00 LOADING (psq SPACING- 2-040 CSI. DEFL in Qoc) Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Veri(LL) rda - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) rda - n/a 999 BCLL 0.0 Rep Strass Ina YES WB 0.05 Hoa(CT) -0.00 3 n/a rda BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 25lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing d wily 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. OTHERS 2x4 SP N0.3 REACTIONS. Qblsize) , 1=16218-0-0, 3=16218.0-0, 4=31118-0.0 Max Horz 1=65(LC6) Max Uplift 1=119(LC'8). 3=119(LC 8), 4=128(LC 8) Max Grav 1=181(LC 13), 3=190(LC 14), 4=319(LC 13) FORCES. Qb) - Max. CompJMax Ten. -All forces 250 Qb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft-160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=6.Opsh h=1511; B=41R, L=308; eave=611t; Cat. II; Exp C; Part. End., GCO=0.55; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 - 3) Plates checked for a plus or minus 0 deg" rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This buss has been designed for a 10.0 psf bottom chord live load nonconcunem with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in a9 areas where a rectangle 346-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1001b uplift atjolm(s) except 0=11h) 1=119,3=119,4=128. 8) Warning: Additional permanent and stability bracing for buss system (not part of this component design) is always required. TliortuiA;Nli'anl PE Nc.79360 WT4kU9A,lnp, FL C4rt1134.,...... 1994 fi*haetByd Tamp FL3361U, Oatu:r February 2,2019 ®WARE-VaffyI Ig rpam�efsa enCREAONOiES ONTIas MD WC[BD®6HIEK REiFRENCE PAOEAYa1Qf m.faAlflarS BEFORE U3E Ib9� va14la usa aNY wSx 6gTeA® WMBGOA. Thb dsslgn b lusea oNy uqm Paametara s5wn, M4 b (Oran hxONM1reI dJWing mmPWeid, na ��- e Vuaa aydem. Bardm use. Na 5wYm94esl9nermudwdbNe apP9W511ry al4euplparamHe,s arch pmpeM InWrpamle Ws4e9gn mtodre oaeml DuaSOg 4eNgn. BraWg NSxatetl btg prevam SUWIgg WInSMdualWssweb MNmdwr4 memban gNy. Adarloiul temporaryand pemwront bratliq MiTek- IaaMaya mgWra4far statil4y M4 to PewN WBePW wM passale personel4,}M antl pmpaM Oame9e. Fn genaml pW4ance repaNin9 the dcalbr�gong; de9very.eretlionendPr stem CNfaN; 03Bde enLBC51BulItinBCamponmN 6g0 EeABNd. S lno .,218 .4 SU 31 dN.VA22314el/b Sarabfnrmv8nn evdaa5legom Truss Plata InSaWe, 218 N.lne 6tme1, 5We 31; Abxand4a, VA 2231d. Tampa, FL 36610 .a T16172494 Scale =120.5 414 = 3 8 7 6 3x4 ' 1.4 II tx4 II 1x4 II 3x4 12-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL 30.0 Plate Gap DOL 1.26 TC 0.36 Vert(LL) nta - rda 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) Iva - rda 999 BCLL 0.0 Rep Stress Ina YES WB 0.10 HOa(CT) -0.00 5 n1a Na BCDL 10.0 Code FBC2017JTP12014 ManixS WeighL 411b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 124-0. (Ib)- Mart Horz 1=104(LC6) Max Uplift All uplift 100 lb or less atjoint(s)1, 5 except 7=107(LC a), 8=275(LC 8), 6=275(LC 8) Max Grav All reactions 250 Ib or less at jdnt(s) 1, 5 except 7=339(LC 13). 8=435(LC 13), 6=435(LC 14) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(Ib) or lessexcedwhen shown. WEBS 3-7=2531157, 2-8=3791324, 4E=-3791324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opsf; h=1511; B=4111; L=301t; eave=oft; Get. II; Fxp C; Part. End., GCpi=0.55; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom Nord live load nonconcumem with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0.0 wide Wit fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoim(s) 1, 5 except 0t=1b) 7=107, S=275, 6=275. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is ahvays required. c homgsA. Alb*nI PE No.39389 1 NirekU9A;Inc. FL Ce11 'Dafid Ca34, -, 4904"o'EntBlytl Tempe FL33610 February 2,2019 AWARVNO•WUFblgn peremlaa anO REAa NOTE30N 1118 AND MCLUDID MiEI(REF£R£NCE PAa£enF7472nr-1WOYS016 BEFORE U3E Dasignvag4(�use enb=ee NneA®emmelon. Teb design b SasM oNy upon parmnlen seoxm. an41a for an N4MMel Wsl4've mmgmeix, M Mal- e mad eyl4m Be(on um, Vw Ouitlin94elgnerrmil vor4y W applieeGT4y W4esignpareneten en4 pmpeAy gxomarala Wa aelgn Wo 0,e oaereB auilding Oalga Bradng inGratN ulo pmwm aud4Ng of hiNW4uelWssweeanwmdonr memSan Dory. Atl4Boraltempemry erl peimanent5mtlig WOW b eMeya m4uhe4 rerstabiley entlto prewm mgapm MM possNle personal Njury aM Pape4y4emoga. Fageneml pd4enm regeNmp tee foe4rBlm,storage, 4eliwry,ereWon en40retlrg olWaaesan4 Wss rylema,see ANSUTAI Ouarrry CrMer14 D3Bde en4BCSI Bullmlp amnponavt 69 Parts Eel13W. Sdeylnravma awil N&e Tnaa Plate In8.218N.Lee Streets e312,Nexan .VA22314. T.R. FL 36610 T16172495 Scala = 127.0 414 = 3 3x4 8 7 6 3a4 1 1x4 II 1x4 II IX4 11 18-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wde8 L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.41 Ved(LL) Na - nfa 999 MT20 2441190 TCDL 7.0 Lumber OOL 1.25 BC 0.18 Ved(CT) n1a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WE 0.11 Horz(CT) 0.00 5 We We BCDL 10.0 Cade FBC2017f3P12014 MatrixS Weight: 58lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod 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 ac bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (1b)- Max Horz 1=142(LC6) Max Uplift AN uplift 100lb or less aljoint(s) 1, 5.7 except 8=321(LC 8). 6=-321(LC 8) Max Grav All reactions 2501b or less at joint(s)1, 5 except 7=317(LC 1), 8=512(LC 13), 6=511(LC 14) FORCES. Qb) - Max. Compfhlax.Ten. -All forces 250 Qb) orlessexcept when shown. WEBS 2-8=4221360,48=4211360 NOTES- 1) Unbalanced roof live loads have been considered for INS design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Ops1; h=158; 8=41ft; L=30ft; eave=411; Cat II; Exp C; Pan. End., GCp7j=0.55; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 par bottom chord live load nanconcunemwith any other live loads. 6) ' This truss has been designed for alive load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and my other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift Edjoint(s)1, 5, 7 except at --lb) 8=321, 6=321. 8) Wareing: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. Thomas A, Albul PE No:99380 WakUSA'Inafl Cad 8034'.'....-..�.. 8864 PaloEnt 60 Tampa P03610, 'bat4i'r February 2,2019 x4nrpm Pa aN ir154A9 MLLwsotlrEK Ree,and PnI'M=l mcing ®Won w2d Wuse, eWcanneciAhNOT65 assign rasa M useenlawilneballifi Nnnedmt This design la haledanyuponpa,mn0easaawn.ands"V h,alNauel Is an saarSed. and guuosseso ai designea pnpeM Ncoryontetlaa 4esgn Nban memo e6uv sdaidg 0eMeua, Ve avasto 4eflgnermusng OhheappamGIIyar4esgnparmneen d44mg 4e9lln araringlMirat¢tl btopmem auWipg WNEMaual auasweD anNwtlioNmamamsmy. Atltlabiul tampomryand pemwiem trecaq M)Tek- aeNeyamaueeabrslabadyvMiopnvem aogapsawiN psssala penmul Njury mtl propeM 4amage. Fa ganan19W4arxa ngamag Ne feaacetgn, Womge, 4HMry, eretlbneM 4etlng ofWsseapn4 Wss systems, see ANSVIg10uelfyarawlq OS6A9and BCSl auSmnp Companme 6901 Palle East and. SbarylMonmatlon avaaablehwl Truss Plata ln9N4e, 216 N.laa SaM,Sw4e 312AlenanNia, VA2ta14. Tempe. FL a681a T16172496 9m1e a 1:35.5 4M = 3.4 i 12 11 10 9 8 U4 1 1.4 II 1x4 II 5x5 = 1x4 II 1.4 II Plate Offsets (X,Y)- 110:0.2-8 OJ-01 LOADING (psq SPACING- 2-0-0 CSI. DEFL in (hoc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC OA2 Ven(U.) n1a - nla 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) rda - nla 999 BCLL 0.0 Rep Stress Ina YES WB 0.11 Hom(CT) 0.00 7 nla Iva BCOL 10.0 Code FBC20171TP12014 MatdxS Weight: 761b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 Do pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 0o bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (Ib)- Max Hom 1=181(LC6) Max Uplift All uplift 100 lb or less at joirn(s) 1, 7, 10 except 11=321(LC 8), 12-235(LC 8), 9=321(LC 8), 8=235(1_0 8) Max Grav Ati reactions 2501ti or less atjoint(s) 1, 7 except 10=315(LC 1), 11=513(LC 13), 12=379(LC 13), 9=513(LC 14), 8=379(LC 14) FORCES. (Ib)-Max. Comp.lMaxTen. -All forces 250(I1d) orlessexceptwhen shown. WEBS 3-11=-430J370, 2-12=3161281, 5-9=-4301370, 6-8=3171281 NOTES- 1) Unbalanced roof live (Dads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3secend gust) Vasd=124mph; TCDL=4.2pst BCOL=6.Opsh h=156; B=41R; L=30h; eave=46; Cat. II; Exp C; Pan. Encl.. GCpi=0.55; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 par bottom chord five load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of Wss to bearing plate capable of withstanding 10016 uplift at joint(s) 1, 7, 10 except 6t-lb) 11=321, 12-235. 9=321, 8=235. 8) Wanting: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. 5o62s xAltienl PE No.493w NR4KUSA;:Nc fL CM 4sW},,, _„_, i9g4PadiEe"N Blytl lunpa Flr938id. February 2,2019 ®wANx,ma Wyydasi1p=- afvn.dNE4DNO1ES ONP0.4ABa INCLUDEDMIlEN aEEERENCE PAGE aa.74Arae. fdOYtpf4BEWRE ME Designs forum aNyw4h WeY.®mMelbm Tbb design id baled only upon puamehus Hawn, and Is Man Inaiyldual baring mmpmeN,rat ��• a truss syc .Before use. the WBdmg desgannanal vedryha applantiayofdesign parameters and ptopeMnm We hs design INa Be avand butdNgde9ga BiatlrgNGcalMktoprawNDurkOrgolhiGWdialbusswMendlmchordmembanoNy. AddNoreltemponeyaadpemamntbacing MOW IselwW&"uM1 Meladldy"tope"wUPmwMPmsalap mnalinluryabpmpedydamage. ForgenemlgWaaacere9artUnghe feMmlbn, Gamge, deriwry, ennVon and bfacbig ofWssesaM Wss snlams,see ANSV7Rf Guelxy Crltoda DSB41goMBC31au11RnB Darnponent S/elyfnMOnaeon avai'able Dun Trues Plaleln91We,31BfLLeealrem,Su 312,Alexandrla,VAM14. Taa4 FL MIBNd. Tampa, FL 38810 Job Truss TONE8400 TGABLE T16772497 J37322J37322A V24 71TY Tic-ob Reference(options) r,... cons , mss, rr. nelce, rL 44e4D 8.220 s Nov 162018 Wrek Induslnes, Ina Fri Feb 1 15:34.49 2019 aces =1: 10.1 4x4 = 3.4 4 12 11 10 9 a U4 ix4 II 1x4 II 5's = 1x4 II 1x4 II Plate Offsets()(Y)- 00:0-2-80-3-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (Ioc) gde8 Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) n/a - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.15 Horz(CT) 0.01 7 n/a Na BCDL 10.0 Code FBC2017rrP12014 MatrixS Weight 96 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD ZM SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP N0.3 REACTIONS. All bearings 244-0. (Ib) - Max Horz 1=247(LC 6) Max Uplift All uplift 100 lb or less atjoint(s)1. 7 except 11=360(LC 8). 12-344(LC 8), S=360(LC 8). 8=344(LC 8) Max Grav All reactions 2501b or less atjoint(s) 1, 7 except 10=452(LC 13). 11=575(LC 13), 12-487(LC 13), 9=574(LC 14). 8=487(LC 14) FORCES. (Ib)-Max. CompJMaxTen.-All forces 250(Ib) orlessexceptwhen shown. TOP CHORD 3-4=200/303, 4-5=1711303 WEBS 3.11=-439/411, 2-12=4031381, 5-9=-439/411, 6-8= 403/381 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=15ft; B=41ft; L=30ft; eave=oft; Cat. II; Exp C; Part. End., GCpi=0.55; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom mom bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6)' This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 380 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= I0.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (it -lb) 11=360, 12=344, 9=360, 8=344. 8) Waning: Additional permanent and stability bracing for truss system (not part or this component design) is always required. YI'iome-"'A bat PE-No:39389 e07ekUSA,Ire. i Cert 6974',", '69a4 Pyki EiatSryd-Tempe FL A361,U �oziet February 2,2019 1 T16172498 Scale -1:6.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in goc) 8deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.15 Ved(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Ina YES Wall 0.00 HOiz(CT) 0.00 4 n/a Na BCDL 10.0 Code FBC2017frP12014 Matnx-MP Weight 5lb FT=0% LUMBER - TOP CHORD 2X4 SP No.3 BOT CHORD ZA SP No.3 REACTIONS. (Iblsize) 3=6/Mechanicel, 2=168/0-8.0, 4= 11Mechanical Max Horz 2=78(LC 8) Max Uplift 3=12(LC 5), 2=149(LC 8), 4=8(LC 1) Max Grav 3=16(LC 6), 2=168(LC 1), 4=22(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown BRACING - TOP CHORD SWcturel wood sheathing directly applied or 0.11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0.0 co bracing. NOTES- 1) Wmd: ASCE 7-10; Vult=760mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.OpsP. h=15ft; B=41f ; L=30R; eave=211; Cat. 11; Exp C; Part. End., GCpi=0.55; MWFRS (directional); patch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates clerked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load rionconcooent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the hot[= 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. 5) Refer to girder(s) for truss to from connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 100 lb uplift atjoiri 3.4 except (it -lb) 2=149. 7) Wareing: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Thhomas A, AlCinl F E N o.39389 MTbx U9A; ho, fL Gd g634,.... _ I Pali EnlBhtl Tampi FL33610 ;Daitl'. February 2,2019 AwA No•Vrtyd gnpammatan dR NorES MSANOMCLrNEeWr£KRE(ERENCEPAGEg7a3m. roni20rsaEPoRE aaa r' Design valid Wow anyioiU MTek® werWon. Tins design Is based onry upon wrameters shoam, ant Is bran bidNdual puking component, not a tress system. Befors use, Me building designernuN witty me applicabiay ddeApn parameters ant prepedy Inooyorste Ws design We Me ovens `w bolding design. Bmeng iMirated is to prevent IwWgorindMdual buss wM ender NON member ony. Additional lempormy end permanent been ole L Is allays request! Wahitia, ant to prevent colopss wub p owlle peeserel injury aid propedy damage. For general guidance regarding Ne febikatlan,sense. deiivery,ereCion and Going MWsss and Wss Weer.. see ANSMUll Gueily OMI GSada and 8= Balidrn9 Component mka Fag Bid, Saleyln/nrmansen av IMUefrsmTrvsaPietaInettbde,219N.LeeSNeet.S 312,Ai lfia.VA22314. ,R 3601g Oy Ply CQ._ _:_TONE6400 T76172499 K-0PEN q 1 1 2x4 = Scale: 1' 1' LOADING (Psf) SPACING- 2-0-0 CSL DEFL in Quo) I/deFl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-7 >999 180 BOLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(CT) -0.00 3 We Na BCDL 10.0 Code FBC20171TP12014 Matdx-MP Weight 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No-3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. REACTIONS. (Ib/size) 3=83/Mechanical, 2=229r0-8-0, 4=37/Mechanical Max Hom 2=151(LC 8) Max Uplift 3=97(LC 8), 2=202(LC 8). 4=48(LC 5) Max Gray 3=104(LC 13), 2=229(LC 1). 4=50(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All farces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=41h; L=30h; eaw:=411; Cat. II; Exp C; Part Encl.. GCpi=0.55; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 per bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3S0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of Wes to bearing plate capable of withstanding 100lb uplift atjoint(s) 3, 4 except (t=lb) 2--2oz 7) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ThomuA Albbn1 PE No 311 8W WT4kUSd, Ine. FL Cad 611 45 ...._ 8904 Para EA[alvd iampxF 4361o, {Oates February 2,2019 F Job Truss Tr. 5.na Oty Fly CO:. T16172500 Scale =1:17.0 2x4 = 5-0-0 541D LOADING (pat) SPACING- 2-0-0 CSI. DEFL in (lac) gde8 Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) 0.10 4-7 >583 240 MT20 244M90 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.08 4-7 >717 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) .0.00 3 We We BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 18 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=158/MechaNcal, 2=319/0.8-0, 4=66/Mechaniml Max Horz 2--228(LC 8) Max Uplift 3=183(1_C 8), 2-271(LC 8). 4=83(LC 8) Max Gran 3=195(LC 13), 2=319(LC 1), 4=87(LC 3) FORCES. (lb) - Max. CompJMatx. Ten. -All forces 250 (lb) or less exceptwhen shown. NOTES- 1) Wind: ASCE 7-10; VUR=160mph (3-second gust) Vasd=124mph; TCDL=1.2ps . BCDL=6.Opsf; h=15f1; Berth; L=30ft; ease=1= Cat. II; Exp C; Pan. End.. GCpi=0.55; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-04 wide will fit between the bottom chord and any other members. 5) Referlo girder(s) for buss to truss connections. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift atjoim(s) 4 except (jt=1b) 3=183, 2=271. 7) This truss design requires that a minimum of 7/16° structural wood sheathing be applied direc0y to the tap chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 8) Wanting: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. 'f(lmpai AwEaril PE Nc:39390 MiT4k USA,ingFL Oen j4834,..., ,8904 P3iko`EWbB Temp. F,493910. '.Oates February 2,2019 ®wamaxo-vedya.dgnpwm.la3anaa•ADxores oxnasumwaammmrexrrL•FarExcePAcesmamreu fmalaorseesorrEuse Design valid fause any wad West!) connectors. Tlds design 13 based onlyupon parameters shown, and is form NdiAloal building mmponem, nod ��' a bus, system. Boom use. Vre buidng designer must wriy Me mpiiabi ty of design parameters and pmpedylsommate Nisdetign Nt ua, ovemg noadingdevgn. Bracing NdkatM is to pmward benfit, ofindMdual toss web anNa NOM MmA,ors mtr, AdOimaltempomryandpornmemgmsti MiTek' 13 always requ'oM for stamdy and to prevent collapse with x,ssAla personal injury and pmpedy diamonds. For general guidance regaNmg Me tabneamn,storage, delivery, enCnand bmWg of trusses and bus, systems, see ANSYfFlr quality aftas, DrB and SCSI BtAimg Canpmern, 6904 Padre Fag Saw. Safety lnfomoulm assassin Dan Thus Plate Instli 218 N.lee Street, Sale 312 A fla, VA=14. Tempe, M 36610 Job Truss Tr. :1e Oty Py CO-- aTONE 8400 T16172501 J37322J37322A ZHJ7 DIAGONAL HIP GIRDER 2 1 J D Reference ( pti) cuss, FL Pierce, rL 3s b 8.220 s Nov 16 2018 MiTek Industries, Ina Fri Feb 1 15:34:53 2019 Page 1 ID:r2gG4ghrSKsHErMgKYtB9zpTOB-BCHB'rfSPnVOLZHhxVzG4Fwrvp%FVbaeOJPHiy=pT60 -1 3T4 63E &11b 15-Sri a ' 33s I 294 1 Oa-0 F-MM 611E Sale -1:16.6 LOADING (psQ TCLL 30.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gnp DOL 1.25 Lumber DOL 1.25 Rep Sfmss Ina NO Code FBC2017fTP12014 CSI. TC 0.23 BC 0.36 WB 0.17 Matrix -MP DEFL in Vert(LL) 0.04 Vert(CT) -0.03 HOR(CT) -0.01 am) Ilde8 L/d 7-8 >999 240 7-8 >999 180 6 n/a n/a PLATES GRIP MT20 2441190 Weight: 32 an FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10.9 oc bracing. WEBS 2x4 SP Nm3 REACTIONS. Qb/size) 5=148/Mechanieal, 2=452f0-10.15, 6=176/Mechanical Max Ho¢ 2=224(LC 8) Max Uplift 5=156(LC 8), 2- 409(LC 8), 6=190(LC 8) FORCES. Qb) - Max. CompJMax Ten. -A i forces 250 (Ib) or less except when shown. TOP CHORD 2-3=548/429 BOT CHORD 2-8=-516/494, 7-8=-5161494 WEBS 3-7=556/581 NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B-01ft; L=30R; eave=0t1; Cat. 11; Eap C; Part End., GCpi=0.55; MWFRS (directional); porch left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4)' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girdeKs) for Imes to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=1b) 5=156, 2-009, 6=190. 7) Hanger(s) or other connection devices) shall be provided suffident to support concentrated load(s)121 lb down and 49 lb up at 1-4-15, 121 It, dorm and 49lb up at 14-15, and 131 lb dawn and 121 lb up at 4-2-15, and 131 lb down and 121 It, up at 4-2-15 on lop chord, and 831b down and 12lb up at 14-15, 831b down and 12lb up at 14-15, and 121b dawn and 41b up at 4-2-15, and 12 Ib down and b lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) Warning: Additional permanent and stability bracing fortruss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied tothe face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Inaease=1.25, Plate Inaease=1.25 Uniform Loads (plf) Vert 15=74, 6-9=20 Concentrated Loads Qb) Verb 13=0(F-0, B=0) 15=22(F=11, B=11) Thomn-k.'Alb nnl PE N6,39388 8984Paditt"tB10 Tamps FL;988% ;Gate' February 2,2019 ®WABN1d pa AErbE Os mr-ing ase41m wasteroc use dnywidhMTek®g weenders nna.anNCEPA9aeW-7m W usety4ulpnparamvtmaaedons. a designIs basedony uponpera Isbranorporatel con onerd. �• a truss houetd,not a Imes aekle use, gre dedgref sist ilyt araoshown. pr building des9nermust veatYVhe appliraWMalded� palametem ante pmpeMboorporate Ws design Mtovie ovetan We design design nI building design. amdn9 in4katetl isbpralent WCN'ug of Nd'Mduah Wsaweb anNm oMN mern4rs any. A44tionalranPoraryan4 permenar4 hecbg MiTek' Pad trt napsewm perseialvtie7 eM proPeM 4amaga. a lean ales, trigs itien,y neere st sand uittly fted,Mm dBfha AN.VA=queblyar/lerlq 0.49E9 an4BC51 BulItMp CamponeM an4 train,iders, 4. Tenser. Sefelynen,storaers anabb,efran'ren SNetylrtlpnnadon available tom Trusa Plate lnstiMe, Y1TN.Lae $heel, $uge 912, ANmiMa. VA 22310. 18 N. Los Street Settee Tampa, FL 3T9fa FL 34610 e Symbols PLATE LOCATION AND ORIENTATION 14- 3l4" Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Ole For 4 x 2 orientation, locale plates 0- 'nit' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available In MITek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated symbol shown and/or by 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. iMin size shown is for crushing only. Industry Standards: ANSI/rPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6"4'8 I dimensions shown In cafe) xteenths III (Drawings not to scale) 1 2 3 a O U a O r 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311, ESR-1352, ESR7988 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 ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTekO All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 101032015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-brecing, Is allays required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide coples of this truss design to the building designer, erection supervlsar, property owner and all other interested parties. 5. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wane atloint locations are regulated by ANSI?PI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSUTP11. 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-aWctural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better then that specified. 13. Top chords must be sheathed or puriins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cat or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSIrrPl 1 Quality Criteria. f