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HomeMy WebLinkAboutREVISIONOFFICE USE ONLY: DATE FILED: `4ZZ 1 pZd REVISION FEE: PERMIT # 19 ( 1' 654s RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING& CODE REGULATION DIVISION 2300 VIRGINIA AVENUE SCANNED FORT PIERCE, FL 34982.5652 BY (772) 462-1553 St. Lucie County APPLICATION FOR BUILDING PERMIT DEFERRAL PROJECT INFORMATION LOCATION/SITE ADDRESS: ,4 ►�srll JUuJ ��Ana�nno DETAILED DESCRIPTION OF PROJECT CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: ST. LUCIE CO CERT. #: BUSINESS NAME: Sootliwnw\. a lze&& QUALIFIERS NAME: ria Pz�Sr 6V 2Z( ADDRESS: CITY: ' PHONE STATE: ONVNER/BIJELDER INFORMATION: CITY: PHONE (DAYTIME: STATE: ARCHITECT/ENGINEER INFORMATION: CITY: STATE: PHONEI I FAX: �. ZIP: SLCCC: 9123109 Revised 07117118 POINTS MUST BE INSTALLED NNEO gG 6� our�y St �uc�e G BUILDER TO VERIFY ALL EXISTING CONDITIONS BEFORE FABRICATION. EAST COAST TRUSS IS NOT RESPONSIBLE FOR MATCHING EXISTING STRUCTURE. 2X LEDGER BY BLDR. Indicates Left End Of Truss On Layout & Engineering Sheets 512 41/ia- HEEL 3' 31It5' • oILSTING .r �•. I Ll = BOTT. ®B' 1.1/4° A.F.F. IL 0 V LAST COAST TRUSS ORES P238,11 NW Cinnamon WaY ITY/CNTYP21m CII /Matlin OBM ¢VIODEL Custom I Addition r ARAGE O FT 119 ATE 04/13/20 0 �:- 'I9n"ea'b aE OD ODE=CRITE IA=MWFRSSCE ]-ii ESIGN CRITERIA GORY= CCUPANCY CATEGORY=11 POSURE = WF170 INGT PE= BAN HEIGHT TYPE =ENCLOSED BAN HEIGHT =15.00 GRAVITY LOADS LOOR: OUR FACTOR=1.0 SF=TCLL - TCDL- BCLL-BCDL 40.0,10.0,0.0,5.0 ROOF: CUR FACTOR=1.25 PSF=TCLL - TCDL-BOLL -BCDL TRUSS PLACEMENT PLAN Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others_ RE: J39453 - Solorzano Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Southern Standard Project Name: Solorzano Residence Model: Cus�o�iiaA�d Sono-4115 Lot/Block: Subdivision: Address: 12811 NW Cinnamon Way City: Palm City State: Florida 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 8.3 Wind Code: ASCE 7-10 [All HeighH Wind Speed: 170 mph Roof Load: 50.0 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 T19957044 A01 4/13/20 2 T19957045 A02 4/13120 3 T19957046 A03 4/13/20 4 T19957047 MV2 4/13120 5 T19957048 MV4 4113/20 REVIEWED FOR sCDjE COMPLIANCE S . LUCIE COUNTY EC)CC 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: Lee, Julius 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 ANSUTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were _ given to MTek or TRENCO. Any project specific information included is for MTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verifiedthe 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 perANSVTPI 1. Chapter 2. FILE COPY �,��P��V►.IUSr CEF ,i��i .��G E NSF•. 0 69 0 1k o STATE OF •�/� Julius tee PE Wag Mk USA, Inc. Fi. Cart 6W 6904 Paden East Blvd. Tampa R. 336f0 Dam Lee, Julius April 13,2020 IofI b Russ mss Type Cry Pry Subriario Residence J39453 ' A01 CommonSWcturel Gable It t T19957044 F,-, b R f rence (optiarla0 ! 8.330 s Mal Inc. Man Apr 1309:36:562020 4x4 = 17 16 1s 14 13 2x4 It 1.4 11 1.4 II tx4 II 2x4 II a21e = 125.6 J4= LOADING (pat) SPACING- 1-11-4 CSL ' DEFL in goc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 ! Vert(LL) 0,00 16-17 >999 360 IM0 2441190 TCDL. 20.0 Lumber DOL 1-25 I BC 026 Ved(CT) 0.0015-17 .999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0A 1 Hoa(CT) -0.01 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 I Matrix -MS Wnd(LL) -0.01 16-17 >999 240 Weight 64 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-" oe purfins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 8-13,4-17: 2x6 SP No.2 REACTIONS. All bearings 8-8-0 except (iWength) 13=038, 13=0.". (Ib) - Max Horz 17- 101(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) except 15=-218(LC 8), 14-147(LC 8), 17-393(LC 8), 16-116(LC 5). 11-272(LC 5) Max Gmv All reactions 2501b or less at joint(s) 14,16 except 15d43(LC 1), 17=439(LC 17), 13=439(LC 18), 13=346(LC 1) FORCES. 0b) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=261l399, 2-4=277/473, 4-5--191/449, 5-6=-161/458, 6-7=-16&458, 7-8-219/449, 0-10= 263/473, 10.11=-252/399 BOT CHORD 1-18=-397286, 17-18= 397286, 16-17=-397286, 1516=-397286, 14-15=-397286, 13.14- 397286, 12-13=-397286, 11-12=397286 WEBS 6-15=-478211, 8-13=-261/132,4-17=261/M NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.Opsf; h=14ft; B=45f ; L=24f ;save=4lf, Cat. 11; Exp C; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip D0L--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 Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable studs spaced at 2-0.0 oc. 6) This Muss has been designed for a 10.0 psf bottom chord five load nonconcurent with any other live loads. 7) - This buss has been designed for a We load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-M wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 218 lb uplift at joint 15, 147 m uplift at joint 14, 393 lb uplift at joint 17,116 lb uplift at joint 16 and 272Ib uplift at joint 13. �.��,,,,,0•,� G ESNSF' r No 34869 •./�11 � _ i- 1. Julius lee PE Ro.34369 MfTek USA, Inc. FL Carl 66M 69M Parke East Blvd. Tampa FL 33510 Date: April 13,202f �WARMHa-lb17y daxlan pvanemrxeM REgp NOIESON]l�AlOdt[el>EOeefIXREFFRHVffvAGEIN-]llJrov. rLLRHmrs aEFOAE I/SE, 0as5a vafd tar use a Y wnA AfiTel� mnrenors.'IM1is Cosign b basetl DM' Waa Darar,�erers slum. aM is fwan in6vi4ual hu16,g amiWaenl rot �• ar�sYeia�n eetrxe ese.O,a hWRuS desyner mua veraY Oe appfeaE&1y Ntlesm Dvanlerera arm PePeM v,m,pemle 0us �vge, vttD tl2 mrerae bpr txlla rmg d'v�viEualauss lver,Ma,tln,tlrr,aa6a,.. sm ele'g re,,wermaremina,•r5 j ���YWW� I MOW rePuvei kX stepV�do� bs FA650arWtemPor ATM D Dseu Dos,, fx sy mlury and DmDaM damage. Fa 9annal9uxlamvregarOi,g Op fadicaEp. siDrage. deYvery•ewcuon arcl bram9wmrsses and cobs sY� see ANSVIPI1 OuaHfya%rert=. weas arleecsl6adms eamaarear Sa/ety rnrgnudon evalaNafmn Truss Ndle IrteMe, 218NLeeaVeO. SuiR312 AkuM,u,VAYB14. I 69aa f+arke Faa ['wd. Tamix R W10 ub Truss nrss Type SON PN Solorzano Residence i J39453 02 T19957045 Common ib 1 East was[ Truss. FL Pi. R Za Ref (optimal) H.330 s Mar 232020 MiTek Industries, Inc. Mon Apr 13 MM57 20M Page 1 ID:nsSULOg9YZTMDy3zkn0t&RB_9-R1?8Y V DATCyOgl ii6vJCgdgLHFPpVeFOgl iM41zRAHq Scale=124.9 4x4 = Ig 2x4 II 2 41 11 LOADING (pst) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 1.25 Rep Suess Ina YES Code FBC2017rrP12014 CSI. TC 0.34 BC 0.14 WB 0.16 I Matnx-MS DEFT in 1 Ven(LL) -0.00 1 Vert(CT) -0.01 Horz(CT) -O.DO WiM(LL) -0.07 (Ioc) Vdefl L/d 7-8 >999 360 7-8 >999 240 6 Na n/a 7-8 >999 240 PLATES GRIP MT20 244/190 Weight: 691b FT=0% LUMBER- BRACING- —— TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ailing directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'ExcapP 2-84-0: 2x6 SP No.2 REACTIONS. (size) 8-0-3-816-0-3-8 Max Hoe 8— 116(LC 6) Max UPllft8=-501(LC 8), 6— 301(LC S) Max Grev 8=759(LC 1), 6=759(LC 1) FORCES. (lb) - Max. CMPJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 2841357, 4-5-20FJ357 BOT CHORD 1-8— 2701M. 7-8=-281290, 6-7— 270202, 5$--270202 WEBS 2-8= 646/426, 4-6-646293, 4-7-149/409, 2.7= 2131409 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=6.OpsF, BCDI. 3.Opsf; h=14h; B 45fL L_-24ft; esve--4ft; Cal, 11; Exp C; End., GCpi=O.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL-.1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its cemer. 4) This truss has been designed for a 10.0 psf bottom chord live load noncimcurrent with any other live loads. 5) ' This truss has been designed for a rive load of-20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will Po between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501'lb uplift at pint 8 and 301 lb uplift at pint 6. (.. , i (}/�p ' 34869 00 ���/�//•� �' Julius Lee PE Ne34869 Ink USA, Inc. FL Cert 6690 6904 Parke East Blvd. Tampa FL3MI0 Date: April 13.202C ®W^�e'�avm�m'P�+a»xx+neHewpNnresonrwsumuxxwmmlraraaFrxsvrfPAet: �.7mrev.lomrmue�FnrrEflsE. ■■■■ Oev9n valif Iw use atlywioM bLTek®mrex!cims.ltiisdesign abash wtly apanpwwneters shm>n artls fm an iM.id,ui �� deSig BNwe use. N2tXANlg tl¢SglarmUSt'r=fttr die appie4pw2 ydesign Pamn�elNSarld nl(>F¢riY axn,pware d456ID41 rw¢rdll Wad�t>a�agirMxaredamprerem buUfmg dindaiaaat wss vrehmWortlioM nmrnbers wiy. PddEanallwMerary arN pennacr46wmig f fadotiwr,s s�nY antlnnreaem,vL�,' re vmb Wss�e cersualR Yad MWe�H�.Fw 9��0�r��d^9the IVh11p.P taage, hive^/. erection and bwvg db ses and Wss ryunr4see AMSNAf Na`+y Gitena.O5B89 mrrtBCSla�in➢ri I 69af PaFe East BM4. SaMyfrRmruEun aVaaable hom Truss Rate lr¢EWre, 218 N.lee SueeL6�312A�ia�VA 22314. Tampa, FL 36610 T19957046 4x4 = ac4 11 Plate Offsets (X.Y)— 11 oat o-1-1z �0-1-14 0-0-21 f44bt2 Edge) -- 4-2-0 ---- -- LOADING (psf) SPACING- 1-114 _ ( CSL DEFL in (loc) Ildell Ud TCLL 20.0 Plate drip DOL 1.25 TC 0.33 ' Vert(LL) -0.00 6-7 >999 '360 TCDL 20.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 6-7 >999 '240 BCLL 0.0 ' Rep Stress [nor YES WB 0.18 l Hart(CT) -0.00 12 Na We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS I Wind(LL) -0.01 6-7 >999 240 LUMBER- BRACING - TOP CHORD 2z4 SP NO2 TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3'Excepr BOTCHORD 2-7.2x5 SP No-2 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=0.3-8, 12=0-3-8 Max Horz 7=g8(LC 8) Max Uplift 7--498(LC 8). 12= 1018) Max Gmv 7=788(LC 1). 12=292(LC 1). FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-276ri45, 2-3— 273187, 3.4— 259/87 BOTCHORD 1-7-26I1282,6-7-261/183 WEBS 2-7=-680/427, 2-6=-226f470, 4.12=-304/111 Sca1e=1:2 e PLATES GRIP W20 244/190 Weight 58 lb FT=(M Structural wood sheathing directly applied or 6-0-0 ac pudins, except end vertices. Rigid Wifmg directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vutt=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=3.W,, fG14tt; B=45ft; L=24ft; eave=4 t; CaL II; Exp C; End., GCpt=0.18; MWFRS (directional); cantilever left and right exposed ; 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 pat bottom chord five bad nonconcurent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf an the bottom chord in a0 areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 12 considers parallel to grain value using ANSVIPI 1 angle to gran formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 to uplift at joint 7 and 105lb uplift at joint 12. -*\G E N' No 34868 Jullus Lee PE No.34M9 MtTek USa Inc. FL Cart 6634 6904 Parke East Blvd. Tampa R. 33610 Date: ADTII 13.202C cuss run Type Residence �Job 3 MV2 Valley IOty 1 �,Onano T19957047 Ease CaaxT F. 916 Reference (motional) 8.330 s Mar 232020 MTek Industries, Inc. Man Apr 13 09:36:58 2020 Page 1 n ID:ns5ULog9y2*-Dy3zkvsOMzRB 9aEZWIrEoEW4ESBHugcgRiqNbWenpE7wYOhSvckzRAHp Scale = 16.9 5.00 12 LOADING (psi) SPACING- 2-0-0 CSL DEFL in '(loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.05 Ver(LL) Na - Na 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.03 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 t Horz(CT) -0.00 2 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 516 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 2-0­0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=1-11E, 2=1-11-6, 3=1-11-fi Max Hom 1=32(LC 8) Max Uplift 1— 20(LC 8), 2-37(LC 8) Max Grav 1--62(LC 1), 2=52(LC 13), 3=25(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wmtl: ASCE 7-10; Vu0=170mph (3-second gust) Vasd=132mph; TCDL�6.0psl; BCDL=3.Opsf; h=14ft; B-15fp L=24fL eave- 4h; Cal. 11; Exp C; End., GCpi--0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord hearing. 5) This truss has been designed for a 10.0lost bottom chord live bad nonconcUnem with any other live loads. 6) ' This buss has been designed for a five load of 20.Opsf on the boom chord in all areas where a rectangle 380 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 1and 37lb uplift at joint 2. �...... 0 E .... No 34869 •.•lnnm•- Jukus lea PE No.34W9 MfTek USA, =FLCeR6634 6904 Parke East Blvd. Tampa FL S3610 Date., April 13,202( ®WARMBG-VsrBYdpsffirlatranwrra artlBEAD N0IESON DasANa MCIa)ID0.`rEIrREFTFENGEPAGEI�7QJmr. rQlR.af5BEF0RE IKE. 0esgn vaW roc use onyvM ALTek9 conreaas Tts tlasign is tasetl myuponrararne:ers slnxn,aMklar an iigivi7twti ldieg wmporent, rot t w sYs<amBetore iae. am Mulrbn9 desgar must veNy tla appwabayd Eevg��Par�/ers card property inwryorno Nistles�inm to overall adn9 besgn. 9mdn9 u�ated'smprrvent tn,ckeg Mv,Rvidual toss xM ard/m Mao aiertbns any. ACdAual mmporary and peimarcM hamg ctxco I MITek' .Vorcdfar sr et , r cop b rCiNd viN a,x, per ---'b4ar arW pxgemy 4a 11 For9ereralgu' Dw89 fadigem,storage.4eWery, ered'mn ana bmam9 olmssesaM vuss sYsmrmsea ANSVfP/l qre/iHr+kaH, B5689 arHBCSIBwT6rg Compd¢nt 5a/arYa/amaean avaxade from Truss Plant I,vstn,ne, 21e N.lee Sbeer, Same 312. AlexarWb. VAID14. I yypp Parke East BW6 — Tarya. R MID ob nss runs Type Qly lorzano Residence 9453 MV4 alley 1 [ly 1 T19957048 Eb Fact r—. T..— c. o........., � .. Reference (optionaft� d s mar zJ zuzu MI f ea lmusmes. IM 100n Apr 13 09:36:59 2020 Page 1 IDns5UL0g9Y2jwiD13zknOMzRB_9-NQ7mBFQ?gc54Ls5EJLgF2vhO25XragheLBTBBzRAHo stale-1:11.1 2x4 % 2x4 II LOADING (psf) SPACING- 217 CSL DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a - Na 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.19 Ven(CT) n1a - rJa 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 HoR(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P f Weight: 13 lb Fr=O% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (sae) 1=3-11-6,3=341.6 Max Horz 1=79(LC 8) Max Uplift 1=-09(LC.8), 3=-82(LC 8) Max Gmv 1=155(LC 1), 3=161(LC 13) FORCES. (to) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph;TCDL=6.Opsf; BCDL=3.0psY, h=14f; B=451k L-.24R; eave=4B; Cat 11; Exp C; End., GCpl=0.18; MWFRS(drectiomfl; cantilever 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a MO psf bottom chord live bad noncencunent with any other live bads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 1 and 82lb uplift at joint 3. ,,,,,,� G ESN . t�34869 AL Julius lee PE No24869 Well USA, Inc. FL Cert 6634 6904 Parlor East Blvd. Tampa FL 33610 Dater April 13,202( ®W�-V'W'aslTrP®mnarrsWRFADNOTESONTMSAAm1M1eD®AtIIEItRMWMFLEPAGE69l-7M..f6AY1Uf58WRE U5E Design vdlitl/nice aNy with k6Tel®marectas.TNs design- based mdY upon parameters sMwn. artl is for an u,dvtlaal tx Gx; maNanea. not Li affldhg tinBehxe use. Cre txd'desgnn must veMy tle apP6:axftl el desyn parsrtelers and p rt, kxorpornm eus design eae dre orea0 hdtlancn. gn.Bra' i mmPor ygmue,, manlxacvg `xJWrx avevnbucfimg of eufmdu is strays re9wredla epgaerclvtl mamba I M7ek' rx,rs rty ..FAEtlinaal PersonalmMYaM PmPnry damage. ForgenealguidMOlegartlug0w 9ab3M aMmpreveiu0N.1tne lafxiodon, xx,t stooge.delivery, erxtion arM bang tlVusses aM teuss systemssee ANSIR%1 Qvaliy LrNela, 0.Sf389 aWBCSIRWdirg Lanporcwt 5afery Wormetlon araaable M1om Truv Rae lnY4Ne, 218 N.lee SoeN. Sine 312. Alvartliu. VA 22314. �l 6WI Parke East BNd Tarq d6610 Symbols PLATE LOCATION AND ORIENTATION 1 J Center plate on joint unless x, y offsets are indicated. Dimensions are in @-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-y16rr I For 4 x 2 orientation, locate plates 0- yto' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate.locatlon details available In fill20/20 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. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: 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 I(�u dimensions shown o cafe) lxteenths I (Drawings not to scale) 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 ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTeka MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for buss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered, 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property, owner and all other Interested parties. 5. 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 ANSUTPl1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 6. Unless othemise-noted, moisture content of lumber shall not exceed 19%attime of fabrication. 9. Unless expressly noted, this design is not applicable for use with lire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purllns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 101t. sparing, or less, II no celling.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 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 ANSI?PI1 Quality Criteria. OFFICE USE ONLY: DATE FILED: (2 3,' Z [� REVISION FEE: PERMIT #/ I I- V T S' RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982.5652 (772)462-1553 APPLICATIONFOR BUILDING PERMIT REVISIONS PROJECT INFORMATION LOCATION/SITE ADDRESS: 12P)l Alw 01,nn4rt DETAILED DESCRIPTION OF PROJECT_ REVISIONS: i i 1 L .; 1 ILL 1 Cu-:- _ 1 STATE of FL REG./CERT. #: BUSINESS NAME: Smn^ QUALIFIERS NAME: Fi CITY: -rh < V + / PHONE (DAYTIME): T(D^l wQ (90 l't CAr+CD Aa4t2 Coti�aeT . P-e-4 1"ItOMTu Iemu-e Cell— (214) 746-9-9 ST. LUCIy CO CERT. #: sT��oAeD a�;lo(ee5 STATE: 1 /►I_ tel: 1_I_ I- � IU I i U. ;_ M 1 I ZIP: NAME: ADDRESS: CITY: STATE: ZIP: PHONE (DAYTIME: FAX: ARCHITECT/ENGINEER INFORMATION: Iammum I;11716MR&I 00 2 CITY: STATE: ZIP: PHONE (DAYTIME): FAX: SLCCC:9123109 FILE COPY Revised 06130117 REVISKaN REVISION