Loading...
HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values'are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. l-1 RE: 75520 -11100 CARLTON RD. MiTek USA, Inc. Site Information: 6T904oaParke 3East Blvd1.� Customer Info: ABOVE AND BEYOND DEVELOPING Project Name: 11100 CARLTON HAb41 Model: Lot/Block: Subdivision: Address: 11100 CARLTON ROAD SC City: PORT ST LUCIE State: FL S� N/V�® Name Address and License # of Structural Engineer of Record, If there is one, for the building4f/,/e �Y Name: License #: Cp4 Address: n4p 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 9.1 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 5 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T15134106 A 9/20/18 12 IT15134107IATA 19/20/18 13 IT15134108 B 19/20/18 14 I T15134109 1 GEA 1 9/20/18 15 I T1 5134110 1 GEB 19/20/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSl1TPI 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/rPI 1, Chapter 2. "u' lotq,1/ OU VF( ���i ��� SO .• E rV' . c��'.. o 68182 STATE OF : 41J00 Joa uln la PE No.6B182 MR kUS Inc. Fl. Cart 6634 6904 Pa East Blvd. Tampa Fl. 33610 — September 20,2018 Velez, Joaquin 1 of 1 Truss, Truss Type City Ply I I too CARLTON RD. T15134106 75520 Job A Common 8 1 Job Reference (optional) cnamoers buss, me., I-on'10MI), rL 01 4x5 = o. 1uu slvlal I I co io roue nnmuem ,.. n,u wP—......oa �vio 4x5 6.00 RT 4 3x4 = 3x6 = 3x4 = LOADING (pat) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TO 0.39 TCDL 7.0 Lumber DOL 1.25 BC 0.48 BCLL 0.0 Rep Stress lncr YES WB 0.54 BCDL 10.0. Code FBC2017/TP12014 Mani LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP N0.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/slze) 6=1044/0-8-0, 2=1164/0-8-0 Max Horz 2=300(LC 11) Max Uplift 6=-549(LC 12), 2=-714(LC 12) Max Grav 6=1048(LC 18), 2=1164(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1770/1079, 3-4=-1577/1060, 4-5=-1597/1105, 5-6= 1787/1123 BOT CHORD 2-9=-85511688, 7-9=-44211075, 6-7=-868/1527 WEBS 4-7=-3697745, 5-7= 425/430, 4-9=-343f722, 3-9= 413/422 Scale =1:49.7 DEFL. in (too) Mail Ud PLATES GRIP Vert(L-) -0.29 7-9 >999 360 MT20 244/190 Ved(CT) -0.42 7-9 >810 240 Horz(CT) 0.05 6 n/a n1a Wind(LL) 0.12 7-9 >999 240 Weight: 132 lb FT=20% BRACING - TOP CHORD Structural mod sheathing directly applied or 5-3-9 oc puffins BOT CHORD Rigid cei8ng directly applied or 7-9-13 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsF h=15R; B=4511; L--28ft; eave--lft; Cat. II; Exp C; End., GCpi=0.18: MW FRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 14-2-0, Exledor(2) 14-2-0 to 17-2-0 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 par bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opst. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at Joint(s) except Gt=lb) 6=549, 2=714. �o 4.5 = Joaquin Velez PE No.68182 lAiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 20,2018 ®WARNING -went' ReirfgnpararnetenranJREAD NOTES ON THIS AND WOLUDEDK?EKREFERANGEPAGEM74"MI, 10,1112015BEFORE USE Design vofld for Use oNy WIM MITeM connectors. This cesIgn Is bawd oNy upoh patometersshowrt onsets (of on hed tclUal WAtlirg MI a teas system. Before use, the building designer must verily the applicability of design parametersontl properly Incorporate Ihls design Into the overall Wlldinadesign. WwkhgMik tedlstopreventWcklin oflrWMtluo Wnwebcmd/orchwdmemb moNy. Atldlibnallem mwmdpermanentbracing MiTek' Is always required for slaballycnd to Prevent collopse win MesetaPersorwt hlaryaM PropeMdarnage. For general guitlance regadvg the latxknibrt storage, deMery, erectlm and bracirg of innsesmtl Uusssyslems seeANSUlpli Qua' yCrBerb, DSB.89 tmd BCSI BugdAlg Component 6904 Parke East BNE. SchetyrnlonnDlbnavallabte from inns Rate Institute, 218 N. Lee Street, ite eet, Su312 Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 11100 CARLTON RD. T15134707 75520 ATA Attic �Oty 17 7 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Sep 20 08:52:39 2018 Page 1 ID:eoH41pzu29ebugPVpaFaKGyijbL-HrBzAayIJGRyt9vD5VDLeOrZgvooaxOfAO SybybnlM 11-11-0 1e-312 -2-0-0 5-5-2 10 04 0.11 14-2-0 tad-0 ]-0-0 22-10-14 28-0-0 2-0.0 55-2-10 -1 2-30 2.30 47-2 011.13 US 0,10-15 Scale=1:49.6 6.00 12 7 26 27 2X3 II 256 a 28 2x3 II 5 17 9 3x6 G 4 3 10 29 24 2 i6 ,5 14 13 12 5x8 MTmHS = 36 = -2 107024 183-12 221]0-214 I 284.05.5. 4 - 8 -3-8 4-5.5-2552 Plate Offsets (X Y)-- f2:0-3-12 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.31 13-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.51 13-15 >669 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(CT) 0.05 11 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.2213-15 >999 240 Weight: 163 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc pudins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 7-6-14 oc bracing. 11-14: 2x6 SP 240OF 2.0E JOINTS 1 Brace at Jl(s): 17 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 11=1202/0-8-0, 2=1322/0-8-0 Max Harz 2=300(LC 11) Max Uplift 11=-539(LC 12), 2=-704(LC 12) Max Oral 11=1456(LC 19), 2=1567(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2700/1139, 3-5=-2410/993, 5-6=-1994/957, 8-9= 1998/980, 9-10— 2419/1032, 10-11= 2741/1218 BOTCHORD 2-16=-932/2564, 15-16=-932/2564, 13-15=-641/2128, 12-13=-976/2401, 11-12=-976/2401 WEBS 9-13=-1427738, 10-13=-572/395,5-15=-1127727,3-15=-515/343, 6-17=-2281/1023, B-17_ 2281/1023 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.0ps1; h=1Sit; B=4511; L=28f ; eave--ltt; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Intedor(1) 0-11-4 to 14-2-0, Extedor(2) 14-2-0 to 17-2-0 zone;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) All plates are 3x4 MT20 unless otherwise indcated. 5) This truss has been designed for a 10.0 psi 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 [all by 2-0-0 wide will lit between the bottom chord and any other members. 7) Calling dead load (5.0 psi) on member(s). 5-6, 8-9, 6-17, 8-17 8) Bottom chord live load (40.0 psi) and additional bottom chord dead load (5.0 psi) applied only to room. 13-15 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 11=539, 2=704. 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 140 Ito down and 65 lb up at 13-0-0, and 140lb down and 65lb up at 15-4-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 12) 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 4x5 = Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33810 Date: September 20,2018 ®WABNWG-yedlydo 9npsmme!ervand NEAONOTES ON 7709 AND WCLUDEDMNEKBEFENANCEPAGEMX7473me 10,A9R015BEFOBE USE Design valid tot use only with MIIe;.9 eorvac,ors. TNs design Is based oNy upon paameters drown. and Isla an IrsdMdual bupoltg camponani, trot a truss system. Before use. the building designer must verity the appilcablllly ordedgn parameters and properly Incoporate thisdesign Into the overall buad(Wceslgn.&achg indicated is to prevent Wckling oflndMdual imssweb and/or chord members only. Addtlonaltemporaryandpennonent Uccing MiTek' Is dways reQdned far stOWlly and to Vevent coBaFsewllh posslNe personal Injury and ptepeny dcuraje. For general guldonce rege(Hn31he foMalkm.storage,delivery,erectionan wlrgoitassesandfrusssyslems, ANSWII Qua CrMM, DSB49 and BC3l Suldieg Component 6914 Peike Eesl Blvd. Salefyinfennation3vdlable from Tnrss Pate Inclllule, 218 N. tee sheet. Suite 312. Plexarxi4a. VA 22314. Tempe, FL 33610 Job Truss Truss Type Ply 11100 CARLTON RD. T15134107 75520 ATA Attic �Qty 17 1 Job Reference (optional) 'chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Sep 2008:52:39 2018 Page 2 1 ID:eoH41pzu29ebugPVpaFaKOylibL-HrBZAaylJGRyt9vD5VOL90rZgvoomOfAO_SybybnlM LOAD CASE(S) Standard 1) Dead+ Roof jUve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: i-5=-54, 5-6=-64, 6-7=54, 7-8=-54, 8-9= 64, 9-11= 54, 15-21_ 20, 13-15=.30, 13-18=-20, 6.8= 10 Concentrated Loads (W) Vert:t26= 75(F) 27=75(F) ®WARNWG- Vedlydesignparemefersand HEAUNOTES ON THIS AND WCLUOEOMMEKFEFERANCEPAGEM674T3rev. 10/OI1T0158EFONE USE. Deslgn valld for use my w1th MBelabccnsrectors. INs desm Is based oNy upon parametersshown and Is form Indivtdual buYCing component not a truss system. Before use. the building designer must verify the apdicabnRy of dosign parametersand proPedy Incorporate thls design Into the overall Is to ant bracing MiTek' ltollwaKrreegkedfasloOb01� an topreted yntcollo wevent ithlposslblepersonal InlaryurM opatytlrniers We.nlF rg mraltprd cone iardlrgtthhe fobrlcallon.storage,delivery. erection and bracing of busses and truss systems, seeANSUlpllfivaNy Cril DS849 and BO.91W#dMg Component 6904 Parke East Blsd. SolelybdomrefbrnvaDable horn Truss Sate InstlMe, 218 N. Lee Sheet. Suite 312. Alexandda. VA 22314. Taupa, FL M10 Job Truss Truss Type Ply 11100 CARLTON AD. ' T75134108 75520 B MONOPITCH �Oty 23 1 Job Reference o floral Chambers Truss, Inc., Fort Pierce, FL S.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 20 08:52:40 2018 Page 1 ID:eoH41pzu2gebugPVpaFaKOylibL-1I ILNwzw4ZapVJUQIDlahENmpJJzJVPoO4k?U tybnlL 10-0 4-4-0 8-6-0 15-10-1 4-0-0 _j 44o i 4-4-0 7-2-1 sm Scale = 1:37.8 m Ib )EQUATE IPPORT :OUIRED m LOADING (Pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FB02017rrPI2014 CSI. TO 0.76 BC 0.23 WB 0.06 Matrix -MP DEFL. in Vert(LL) 0.19 Vert(CT) -0./0 Horz(CT) -0.01 (too) Vdefl Ud 7-8 >549 240 8 >999 240 6 n/a Iva PLATES GRIP MT20 244/190 Weight: 65 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, BOT CHORD 2x4 SP M 30 except end varticafs. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=145/Mechanical, 7=556/0-8-0, 2=542/0-8-0 Max Horz 2=295(LC 12) Max Uplift 6=130(1-0 12), 7= 539(LC 12), 2=-623(LC 12) FORCES. (Ib) - Max. CompJMm. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 5-7= 5091736 WEBS 3-8= 313/146 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=4511; L=24ft; eave=oft; Cat. II; Exp C; EncL. GCpi-0.18; MW FRS (directional) and C-C Exterior(2)-4-0-11 to-1-0-11. Interior(1) .1-0-11 to 15-9-11 zone; porch left and right exposed;C-C for members and forces 6 MW FRS 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 nonconcunent 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 betweeri 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 wihstanding 1001b uplift at joint(s) except at --lb) 6=130, 7=539, 2=623. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®WARNING- Verffydeslgnparamoters dREAD NOTES ON MIS AND INCLUDED MREKIIEFERANCEPAGEMM17473mv. IGei/NISBEFONEUSE Dedgn valid for use oNy WM Wield® conrectora. This deslgh Is based oNy upon parameters shown. and Is fa as h 1v1duai wlldirg rnmVanent, not a truss System. Before use. the bUllding designor must verify the appllcobllity of design parameters and Pmpeny Incorporate Ihk design Into the overall Lurdngd sign.&achsglxicatedlstopfevenlWcklingoflndlvbd altmmweba lorchordmembersoNy. Addlllonallemporarymdpermamnlbrming MiTek' b always required for stab6lry and to prevent collapse with possible personal mury and property damage. For general guldca ce regardasg the fo!,Sml mstorage.delivery, erection antl bracing of busses and fibs systems, seeANSVIW1 QueQty CRedo, DSSd9 aIW SCSI Suildlng Component 69N PAnke East BNd. SDINty Dllarmalbrrndlade born Truss Rate Insfitute, 218 N. Lee Street suite 312. Alexandrkz VA 22314. Tehpa, FL 33610 Job Truss Truss Type Oty Ply 11100 CARLTON RD. T15134109 75520 GEA GABLE 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL kl 8.130 6 Mar 11 2018 MI I eK mausmes. Inc. I nu Sep zu ub:b2t41 20io 44 = 6.00 12 10 33 32 31 30 29 2a " 2b 2b za za cc 3x6 11 4x6 = Scale=1:52.3 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In (hoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TO 0.29 VBn(LL) -0.02 19 Nr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Verl(CT) -0.03 19 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(CT) 0.01 18 n/a rUa BCDL 10.0 Code FBC2017/TP12014 Maldx-S Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP N0.3, Right: 2x4 SP No.3 REACTIONS. All bearings 28-4-0 (lb) - Max Horz 2=-31 O(LC 10) Max Uplift All uplift 1001b or less aljoint(s) 28, 31, 33, 25, 22, 20 except 2=-244(LC 12), 29=-109(LC 12). 30=-106(LC 12), 32-138(LC 12), 24=-109(LC 12), 23-106(LC 12). 21— 138(LC 12), 18=-244(LC 12) Max Grav All reactions 2501b or less at joint(s) 26, 28, 29, 30. 31. 32. 33. 25, 24, 23, 22, 21, 20 excepl2=250(LC 1), 18=250(LC l) FORCES. (Ib) - Max CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 7-8=-124/279, 8.9=-118/369, 9-10— 147/450, 10-11=-147/457, 11-12=-118/376, 12-13=-86/286 BOT CHORD 2-33=-91/264, 32-33= 91/264, 31-32=-91/264, 30-31-91/264, 2930=-91/264, 28-29=-91/264, 26-28=-91/264, 25-26-91/264. 24-25=-91/264,23-24= 91/264, 22-23=91/264, 21-22=-91/264, 20-21-91/264, 18-20= 91/264 WEBS 9.28=-135/278,11-25-1301278 1�d NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.apsh, h=15f; B=15ft; L=28f ; eave=2ft1 Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (directional) and C-C Comer(3) -2-0-13 to 0-113, Extedor(2) 0-11-3 to 14-2-0, Comer(3) 14-2-0 to 17-2-0 zone;C-C formembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Detalls as applicable, or consult qualified building designer as per ANSI/TP1 1. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-D-0oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. Joaquin Velez PE No.68182 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at jolnt(s) 28, 31, 33, 25, 22, fAiTek USA, Inc. FL Cert 6634 20 except Qt=lb) 2=244, 29=109, 30=106, 32=138, 24=109, 23=106, 21=138, 18=244. 6904 Parke East Blvd. Tampa FL 33810 Date: September 20,2018 ®WARNING. VedtydeslgnpmmOemwdREADNOTESONTNI5ANDMLUDEDMREKREFERANOEPAGEN674T3rev. 104R12015BEF0REUSE Dedgn Vaud for use way with MtfeidD ceWinectols.lnls design 8 based only upon parameters show0v and h for an IndlNduol Welding component. not a Inrss system. Before use, line bu icling designer must verify ere applicability of design parameters and properly Incorporate this design Into the overall beldirg design&acing indicated is to prevent Wckilrg of lndlvltlaal truss web and/or chard members only. Additional temporary and permanent bracing MiTek' b always requiretl for stab'Ilty and to prevent collapse wah poss a personal injury and! property damage. for general gultlance regarding me lobicatbn storage. delivery- erecllon anM brac6g of Inures and suss systems seeANSWI,Guo/By cAedu, DS849 and ff= BuBtlNg Component 6904 Parke East Blvd. SelctyfnMmratbmvallabe from Luss Rare Insaiute, 218 N. Lee Sesel, Sidle 31Z Alexandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 11100 CARLTON RD. • T75134110 75520 DEB MONOPITCH SUPPORTED �Qty 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1a 8.130 s Mar 112018 MiTek Industries, Inc. Thu Sep 20 08:52:43 2018 3.00 12 Scale=1.37.9 ILb LATE ORT IRED R = n n LOADING (Pat) TCLL 20.0 TOOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CS'. TC 0.46 BC 0.08 We 0.04 Matrix-P DEFL. In Vert(LL) -0.01 Vert(CT) -0.D2 Horz(CT) -0.00 Wind(LL) 0.00 (too) Vdefl Ud 2-10 >999 360 2-10 >999 240 7 n/a rda 9 '•" 240 PLATES GRIP MT20 244/190 Weight: 671b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 1-4: 2x6 SP 240OF 2.0E except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP N0.3 OTHERS 2x4 SP N0.3 REACTIONS. All bearings 8-8-0 except Ql=length) 7=Mechmlcal. (lb) - Max Horz 2=292(LC 12) Max Upl Ift All uplift 100 Ib or less al)olnt(s) 10, 9 except 7= 142(LC 12). 8- 381(LC 12), 2= 511(LC 12) Max Grav All reactions 250 Its or less at joint(s) 7, 10, 9 except 8=458(LC 1). 2=486(LC 1) FORCES. Qb) - Max. Comp fMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 303/144, 3-5= 297/93, 5.6=-268/112, 6-8= 437/754 WEBS 3-10=-299/138 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=45ft; L=241t; eave=21t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Comer(3)-4-0-11 to-1-0-11, Extedor(2)-1-0-11 to 15-9-11 zone; porch felt exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable studs spaced at 2.0-0 oc. 4) This truss has been designed for a 10.0 fast bottom chord live load nonconcurrent with any other five loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10. 9 except gt=lb) 7=142, 8=381, 2=511. Joaquin Velez PE No.68182 fdiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®wARNWO- vadlydesign paramarersaad READ NOTES ON MMANDMCLUDEO NREKREFERANCEPAGENIF7473 rev. 10032015BEFORE USE Design veld for Use oNy calm MBek0comrectars. this design Is bcsed or y upon parameters shown. and Is fat an IndMtlual Wilding component not a this system. Before use. the WIdIno desIgner must verify the applicabsity, of design parameters and properly Incorporate Ihls design Into fine overall Wilding design. Bracing Indicated is to prevent WcWing of individual truss web andfon chord members Only. Additional temporary and permanent bracing MiTek' Lsolways required for sfadlfty and to prevent colfq with possible personal Injury and properly carnage. ForgeneralguidoncenegarNrgme fabrication storage, delNery. erection and txadng of Imsses and huss systems, seeANS/WIf Cavity CrEub, DS"9 and SCSI Bullding Component 6904 Parke East Blvd. SaNtyAbanalbrnvdlade hom Trus Rate hisliMe. 218 N. Lee Sheet, suite 312, Plexard0a VA 22314. Teopa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14- T 314 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-11id' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location detals available in Mdek20120 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. r.� Industry Standards ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 648 Dimensions shown In sixteenths scale) (Drawings not to state) 1 2 3 TOP CHORDS 0 Of O x U a O JOINTS ARE GENERALLYNUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBSARE IDENTIFIED BYEND JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESP-1397, ESR3282 O U O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTeka MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2016 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is al voys required. See BCSi. 2. Truss bracing must be designed by on engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. S. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at Joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 199f, at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used sholl be of the species and size, and in all respects. equal to or better than that specified. 13. Top chords must be sheathed or purlins.provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling Is installed, unless otherwise noted, 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior cpproval 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 ANSI/rPI 1 Quciity Criteria,