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HomeMy WebLinkAboutREVISIONSOFFICE USE ONLY: IFEB 1 0 2015 I + 0 2-7 1 DATE FILED: ` St. Public WorksLucie County, PERMIT � REVISION FEE: i 1. PLANNING & DEVELOPME BUILDING & CODE REGULA 2300 VIRGINIA AVF FORT PIERCE, FL 349 (772)462-1553 1 APPLICATION FOR BUI PROJECT LOCATION/SITE Riverbend ADDRESS: 3055 NW Radcliffe Way 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: 0 rN 5. Lot 40 Truss Layouts and Engineering CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: CGC1506304 ST. LUCIE COUNTY CERT. #: 28420 BUSINESS NAME: Standard Pacific Homes QUALIFIERS NAME: Robert Smithwick ADDRESS: 825 Coral Ridge Drive CITY: Coral Springs STATE: F1 ZIP: 33071 PHONE (DAYTIME): qr,4-575-7137 FAX: 954-575-7324 OWNERBUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE: Standard Pacific Homes 825 Coral Ridge Drive ARCHITECT/ENGINEER INFORMA' STATE: Fl ZIP: FAX: 954-575-7324 NAME: AB Design ADDRESS: 1191 East Newport Center Suite 207 CITY: Deerfield Beach STATE: Fl ZIP: 33442 PHONE (DAYTIME): 954-489-0957 FAX: 954-708-2468 SLCCC: 9/23/09 Revised 04/26/2010 TRUSSES 4451 SAINT LUCIE BLVD FORT PIERCE, FL 34946 PH: (772) 409=1010 FX: (772) 409-1020 www.altruss.com TRUSS ENGINEERING BUILDER PROJECT: LOT/BLK/MODEL: ASTER#: coo, OPTIONS: P STD PAC HMS - SOUTHEST FL ttttttt� RIVERBEND LOT:40 / MODEL:6511 FAIRFI,,egfiVasm 60332 MASTER BEDROOM 4' EXT Cotteamg or ammew made am do &V.dnvibe d&g thia mview do not toliave this s&oo nmmr Sm oomplianae wkh regairanwats of the dnwbp and apocmcations lids ahwk is only for rwirw of >Tw conformance with the design oouoept of the p(oJttot tad geacaal oompliaace wish the hdbo $[Wo In dire contract docnnants. The xbconttacxor h rggxVeire Ssr confirming and correlating ili quondtim and dimett iwm, .aelecdng fabrication proceces and tedmititros of oonettocdom; rmrdmmWg his wok w+idt of tee I aad performing bie work in a saddesey StWgiW IL - Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely Dill lumber values established by others. '44#NTRUSSES A FLORIDA CORPORATION RE: Job 60332 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: STANDARD PACIFIC HOMES - SE FL Project Name: RIVERBEND Lot/Block: 40 Model: 6511 FAIRFIELD Address: 3055 NW RADCLIFFE WAY Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010ITP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load: 45.0 psf Floor Load: 65.0 psf This package includes 113 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0465831 A01 117/15 13 A0465843 A13 1/7/15 25 A0465855 B03 1/7/15 2 A0465832 A02 117/15 14 A0465844 A14 117/15 26 A0465856 B04 W115 3 A0465833 A03 1n/15 15 A0465845 A15 1M15 27 A0465857 B06 117/15 4 A0465834 A04 117115 16 A0465846 A16 1/7/15 28 A0465858 B07 1/7/15 5 A0465835 A05 1/7l15 17 A0465847 A17 1f1/15 29 A0465859 BOB IM15 6 A0465836 A06 117/15 18 A0465848 A18 117/15 30 A0465860 B09 117/15 7 A0465837 A07 117/15 19 A0465849 A19 117/15 31 A0465861 C01 1R/15 8 A0465838 A08 117/15 20 A0465850 A20 117115 32 A0465862 CO2 1/7/15 9 A0465839 A09 IM15 21 A0465851 A21 1l7/15 33 A0465863 CO3 1/7/15 10 A0465840 A10 117/15 22 A0465852 A22 1R115 34 A0465864 C04 1R/15 11 A0465841 All 117/15 23 A0465853 B01 117/15 1 35 A0465865 C05 1/7/15 12 A0465842 Al2 117/15 24 1 A0465854 B02 1/7/15 1136 A0465866 C06 117115 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 RoofTrusses, Ltd. Truss Design Engineer's Name: Julius Lee. My license renewal date for the state of Florida Is February 28,2015. DOTE: The seal on these drawings Indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, perANSVTPI.1 Sea 2. The Truss Design Drawing(s) (TDD[s]) referenced have been prepared based on the contruction documents (also referred to at times as "Structural Engineering Documents") provided by the Building Indicating the nature and character of the work. The design criteria therein have been transferred to Julius Lee PE by (Al Roof Trusses orspecific location]. These Moe (also referred to at thees"as "Structural Delegated Engineering Documents") are specialty structural component designs and maybe part of the project's deferred or phased submittals. Asa ltuss Design Engineer (Le, Specialty Engineer), the seal here and on the MD represents an acceptance of professional engineering responsibility for the design of the single Truss depleted on the MD only. The Building Designer Is responsible forthe shall coordinate and review the TDDs for compatibility with thlerwritten engineering requirements. Please review all TDDs and al related notes. SES./(('1 Digitally signed by JULIUS LEE 1311. DN: cn=JULIUS LEE, o=TRUSS * ' N 34869 * 1 _-0. W_ ,.;� ENGINEER, ou=STRUCTURAL PE, STATE OF r �141 �X e:mai_l=j_lenterprises20l 2@yahoo.c i cCORIDP C.) 1109 COASTAL BAY, Date: 2015.01.07 10:30:39-05'00' BOYNTON BEACH,FL 33435 Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely oh lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job 60332 No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 37 A0465867 C07 117115 75 A0465928 J5A 117/1.5 113 A0465913 FL16 117/15 38 A0465868 C08 IM15 76 A0465929 AB 117/15 39 A0465869 CA 1R/15 77 A0465930 AU 117/15 40 A0465870 CA E 117/15 78 A0465931 J6UA 117/15 41 A0465871 CAL 117/15 79 A0465932 J7 117/15 42 A0465872 CAP i/7/15 80 A0465933 RU 1/7/15 43 A0465873 CJ1U 1/7/15 81 A0465934 MV10U 117/15 44 A0465874 CJ3 117/15 82 A0465935 MV2 117/15 45 A0465875 CJ3A lf7115 83 A0465936 MV2P 117/15 .46 A0465876 WK 117/15 84 A0465937 MV2U 117115 47 A0465877 CJ3L 117/15 85 A0465938 MV4 1/7115 48 A0465878 UP 117/15 86 A0465939 MV413 117/15 49 A0465879 CM 1/7/15 87 A0465940 MV4U 1/7/15 50 A0465880 CJ5L 117/15 88 A0465941 MV6U 117/15 51 A0465881 CJ5U 117/15 89 A0465942 MV8U 117115 52 A0465882 CJ5UA 117115 90 A0465943 SMV6 117/15 53 A0465883 D01 117/15 91 A0465891 FG02 117115 54 A0465884 D02 117/15 92 A0465892 FG1 1/7/15 55 A0465885. D03 lf7115 93 A0465893 FG3 117115 56 A0465886 D04 117/15 94 A0465894 FG4 1n/15 57 A0465887 D05 1l7/15 95 A0465895 FG5 117115 58 A0465888 D06 1R/15 96 A0465896 FG6 117/15 59 A0465889 D07 1/7/15 97 A0465897 FG7 117/15 60 A0465890 EG7 1R/15 98 A0465898 FL01 1/7/15 61 A0465914 HU 1n/15 99 A0465899 FL02 117/15 62 A0465915 HC5-5 117/15 100 A0465900 FL03 117/15 63 A0465916 HC7 1/7/15 101 ' A0465901 FL04 117/15 64 A0465917 HJ1 117/15 102 A0465902 FL05 1f7/15 65 A0465918 HJ2 117/15 103 A0465903 FL06 117115 66 A0465919 HA 117/15 104 A0465904 FL07 117/15 67 A0465920 HAE 1/7/15 105 A0465905 FL08 117115 68 A0465921 HJ5 117/15 106 A0465906 FL09 117/15 69 A0465922 HJ5P 1/7/15 107 A0465907 FL10 117/15 70 A0465923 HA 1l7/15 108 A0465908 FL11 117115 71 A0465924 HAU 1/7/15 109 A0465909 FL12 1R115 72 A0465925 J4 1/7/15 110 A0465910 FL13 117115 73 A0465926 AE 117/15 111 A0465911 FL14 117/15 74 A0465927 J5 117115 112 A0465912 FL15 1/7/15 Page 2 of 2 41 Job Truss Truss Type Qty Ply Std PaC/6511 EL C A0465831 66332 A01 Hip Girder , , 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 1.5x4 5x10 MT20HS= Run: 1.600 S Oct 3 Z014 Print: /.6u0 s Oct 3 ZU14 MI I eK 3x6 11 M1111Ya Inc. vvea Jan U/ u/:bb:zu z01b rage 5x10 MT20HS-- Dead Load Defl. = 3/8 in 10X10 % Ltl LEA JUJI JL JJ J4 J3 Jb 'I/ JUJU 4U 41 1WO" Sx6 = 7x10 MT20HS= 3x6 11 7x10 MT20HS= 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.48 14 >836 360 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.70 13-14 >578 240 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.11 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2,T3: 2x4 SP M 31 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.2 `Except` W3: 2x4 SP No.3, W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-15 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 3-15, 8-13, 2-16, 9-12 Fasten (2X) T and I braces to narrow edge of web with 10d (0.13111x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17 = 2518/0-8-0 (min. 0-2-2) 11 = 2518/0-8-0 (min. 0-2-2) Max Horz 17 = -228(LC 4) Max Uplift 17 = -1912(LC 5) 11 = -1903(LC 4) Max Grav 17 = 2576(LC 21) 11 = 2577(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3837/2876, 3-20=-5913/4117, 20-21=-5913/4117, 4-21=-5913/4117, 4-22=-5913/4117, 22-23=5913/4117, 5-23=5913/4117, 5-24=-5915/4138, 24-25=-5915/4138, 6-25=-5915/4138, 6-7=-5915/4138, 7-26=5915/4138, 26-27=-5915/4138, 8-27=-5915/4138, Continued on page 2 TOP CHORD 2-3=3837/2876, 3-20=-5913/4117, 20-21 =-591 3/4117, 4-21=5913/4117, 4-22=-5913/4117, 22-23=-5913/4117, 5-23=5913/4117, 5-24=-5915/4138, 24-25=-5915/4138, 6-25=5915/4138, 6-7=5915/4138, 7-26=5915/4138, 26-27=-5915/4138, 8-27=5915/4138, 8-9=-3838/2863, 2-17=-2481/1894, 9-11=2481 /1884 BOT CHORD 17-28=-563/486, 16-28=-563/486, 16-29=-2537/3267, 29-30=-2537/3267, 30-31=-2537/3267, 15-31=-2537/3267, 15-32=-4568/6761, 32-33=-4568/6761, 33-34=4568/6761, 14-34=-4568/6761, 14-35=-4568/6761, 35-36=-4568/6761, 36-37=-4568/6761, 13-37=-4568/6761, 13-38=-2297/3268, 38-39=-2297/3268, 39-40=-2297/3268, 12-40=-2297/3268, 12-41=-376/487, 1141=-376/487 WEBS 3-15=2013/3230, 4-15=-728/872, 5-15=1142/638, 5-14=0/985, 5-13=-1139/674, 7-13=-729/873, 8-13=2050/3232, 2-16=-2272/2903, 9-12=2184/2904 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 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 nonconcurrent with any other live loads. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 222 lb FT = 0% 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 1912 lb uplift at joint 17 and 1903 lb uplift at joint 11. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 lb down and 260 lb up at 5-5-4, 104 lb down and 182 lb up at 7-0-0, 104 lb down and 182 lb up at 9-0-0, 104 lb down and 182 lb up at 11-0-0, 104 lb down and 182 lb up at 13-0-0, 104 lb down and 182 lb up at 15-0-0, 104 lb down and 182 lb up at 17-0-0, 104 lb down and 182 lb up at 19-0-0, 104 lb down and 182 lb up at 20-11-8, 104 lb down and 182 lb up at 22-11-8, 104 lb down and 182 lb up at 24-11-8, and 104 lb down and 182 lb up at 26-11-8, and 152 lb down and 200 lb up at 28-6-4 on top chord, and 147 lb down and 220 lb up at 5-54, 231 lb down at 7-0-0, 231 lb down at 9-0-0, 231 lb down at 11-0-0, 231 lb down at 13-0-0, 231 lb down at 15-0-0, 231 lb down at 17-0-0, 231 lb down at 19-0-0, 231 lb down at 20-11-8, 231 lb down at 22-11-8, 231lb down at 24-11-8, and 231 lb down at 26-11-8, and 147 lb down and 220 lb up at 28-64 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) WHINING•Pa.aB lyloin the'A-I IODP TIUSSSS(SSlltlti GENEIALWAIS 6(DNDBIONS(IISIONTI(7UYI114(DNDdI[D6[4iNPlmn. ynDyde4gepanandas adrendalesoa IF, Truss Dnfp Dio•ieg(rDDJnod Ihelabus lee,P.F.lanmeShea befaeea. Unless aheniasIel,d on the TDO, only MiTehmonedn let,,,14bn,edfarthTODmheaed 1,aIrnaM fly ygaar.maaensa Tome l,oneumlaoeefit. fasennlmimn® a: wit 1.thedes nate.,aleTea,deitledaMeTODool,ednml.be&Cannsanfn,,fudf JUUUSLEE P.E. p 9v e'en(a.,Spnidl 9 L r re�a P rn 1 9 Na' p g A P f p funding rwdymus, witoldy ad use vl ttd, itws Inany Bvlldlnp is thesespa3Tq of 8e One',lhe hours alltiad elect or the Building Doipar,hIs, eaea of the 116 the ll(,the teal h9diagmdeadTPl 1.The opproal ef$a TOD and onp fcido1, el Me Tram including Awaiting, Muscle, ®aoOlNen and brodng, sbcll h the aspaaibiley of 0e gilding Desilan and #34869 Gnlnaor. AD notes setoa in the TOD and the inertias ad guidelines of the loDdmg(ompoma Solely hdnowtime(B(SI) published by ITT Bad Sl(A mtefnered far pnnul guider. fill l def esth lmmsibililiesoad duties of the iroa Designer, Taa Design leor.,adTrans Mmhudita,, onleaolb-i',defined byn 1109 Coastal Bay Gntmclapnedupoo ie rtitinphyoll pntNes iaotred. Thiaallaiphpineer is NOT the Building Designer niruss System glinetttm any building. All apitnbred term are a detad in TP11. Boynton Beach, FL 33435 (upyripEf®1vll Al lal hnaahlaslee,P.E.I<pudmtim al this dxamem,amylmm,B prehihiledrSMOA •tdteopnmiaimlron Al6ollassa-Aef slug. tE. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465831 60332 A01 Hip Girder 1 1 A I Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:30 2015 Page 2 ID: W?quLcr?Re?LfzLe98RjH4yHM91-gEK5RrTjdBfmnEZjNk26rgUsZbvBz5vByezBVmzxg2? LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 3-8=-70, 8-9=70, 9-10=-70, 11-17=-20 Concentrated Loads (lb) Vert: 3=-75(F) 8=75(F) 16=141(F) 15=-31(F) 4=92(F) 14=31(F) 13=31(F) 5=-92(F) 7=-92(F) 12=-141(F) 20=92(F) 21=92(17) 22=92(17) 23=92(F) 24=-92(F) 25=-92(F) 26=-92(F) 27=-92(F) 29=-31(F) 31=-31(F) 32=-31(F) 34=-31(F) 35=-31(F) 37=-31(F) 38=-31(F) 40=-31(F) QWAININ6-Plea,11—ghly rosin. on'A4 ROOF TOM rSE1FEA7, 6PNa1L FIRMS A(ONDIBOAS(IISt04.(r raDml1011MMIEDDSBENP win. Nnily design prentlas nod snob aohsm this Las Dmipo 0—*.9003] and nehDas lee, Pi Pefemae Sbmf We ose.Delos onenise,fddno the TOO, only Wild -and. phtes sba0hear,d6, neIDDaoh aofid. lsoLoss Design Fnguen(u., SpeioNy rogmeer), Iha sadwcep F00 upna1,6aaynam aftb,psaia.l engto,aup ro,pouhiDlyto lM de95oaaba smph Leadepkfedwne IDO mlp,ondea Rl1. the hupo aumpfna;6afag aadfma; s.iel3q and asa of (hi,Bon JUWS LEE, P.E. its ay Naldiep is oemepa,Bdiryofif, one,,Ore On,rallniM.gem onbe Beading neuron in n,mmendmen(.men(,melum baildmPmdewdFn F. The oppau]afinemD and any field o,e dnrtnss, mdnrlbnilhg,mmpe,umgorwend testing. 0:11 be the respesisirny doe Eaiding o,sipna ad #34869 Cutrada. All oofes seI asi in On IDD nod the poaMa end paideri.Mid,laesnuapoosiEililies and denim ofne imo0esipner,Lass Desipo 6ginea and Tmss Bvoolodaer, nlets oneaise defined byo 1109 Coastal Bay (mfrod ograd new io.ruing by o0 pafies ioaelmd. The pmss Design Fnpio,a is NOT the roildiq Designs, 0— 6piva F. ay building. All mpilolited boas., os defined in lPl1. Boynton Beach, FL 33435 6pydph1a2014 AT beef Leues-Jelioilee, P.F. Pepaodedim of W, daameat, in wp Wes, it prohibited v'nMal aimaoperaissien has A11.of fmsses-hhwl [to, P.E. Job Truss Truss Type QtY Ply Std Pac/6511 EL C A0465832 60332 A02 Hip l I 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:30 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-gEK5RrTjdBfmnEZjNk26rgUrubriz74ByezBVmzxg2? �1 4-12 7-5-4 13-4-7 20-7-1 26-64 I 33-11-85 1 7-5-4 5 11-3 7-2-10 5-11-3 7-5�3 4-2 1.5x4 5x6 = 3x4 = 3x4 = 3x6 = 5x6 = Dead Load Defl. = 5/16 in 3x6 11 4x8 = 5x10 MT20HS= 3x4 = 5x10 MT20HS-- 4x8 _ 3x6 11 VAPSI! LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or4-3-12 cc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-7-14 cc bracing. WEBS 1 Row at midpt 4-15, 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 16 = 1621/0-8-0 (min.0-1-15) 10 = 1621/0-8-0 (min.0-1-15) Max Horz 16 = -297(LC 6) Max Uplift 16 = -711 (LC 7) 10 = -711 (LC 6) Max Grav 16 = 1621(LC 1) 10 = 1621(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2129/1597,3-4=-1741/1534, 4-5=-2458/2066, 5-6=-2458/2066, 6-7=-1741/1534, 7-8=-2129/1597, 2-16=155311367, 8-1 0=-1 553/1367 BOT CHORD 16-19=-559/438, 15-19=-559/438, 14-15=-1657/2390, 14-23=-1657/2390, 20-23=-1657/2390, 13-20=-1657/2390, 13-21=-1653/2390, 21-24=-1653/2390, 12-24=-1653/2390, 11-12=-1653/2390, 11-22=-480/438, 10-22=480/438 WEBS 3-15=-354/644, 4-15=-932/771, 26-6-4 CSI. DEFL. in ([cc) I/deft L/d TC 0.80 Vert(LL) -0.3413-15 >999 360 BC 0.79 Vert(TL) -0.6413-15 >630 240 WB 0.83 Horz(TL) 0.09 10 n/a n/a (Matrix-M) WEBS 3-15=354/644, 4-15=-932f771, 6-11=-932/771,7-11=-354/644, 2-15=-790/1312, 8-11=-802/1312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 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 nonconcurrent with 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, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 711 lb uplift at joint 16 and 711 lb uplift at joint 10. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 191 lb FT = 0% 1 NAININ6•Phnellawghlylnpn the 'AdIgor TRUSTS rsnlrl),6[Nnd( THUS 9(ONOBIONS(IISI01![I('WIY[1IA(rNOMIDG(NENI'Iwn.PoNpdeolepmentenadreel .1 Iishes,NfpoD-inVDOjeadthha, tee, F1WeaeeLeelWe" . U.'s ohezeeh, 'W'da th.TDO,mlyIfi k-4, �UOUSLEE P.E. pNln she➢be vudlm the Too to be eoa A,. Loss Design folioem ru.,Spmpohy Iag:eerl, the sod on a y IDD oymeels ee —plot of the pdnsroo.I eeg&amp rwpasliifily la he dedp of the *0o Lax depiledae Ibe Too eery, Dods, 1111. Ti, deupo a—pfmo, Nodugreedfines, ukVfity ad., or IN, T..,, 1."y WSldislis MempoosOlOrydfleOner, the O>•oeis Mhoritedaprnt or 0e ludd'mp 0ei�pnebiotbe ame>t al lbe llC lheB6tbelool hoild'up ode®d Rl 1. the oppweldNe ND anlmy fieldpse etroe imss. iotlodog hondlnp,stooge, aslo0atien god modep, ilo0 h<Me respoo,ilil'ey oIthe loiWol Doug -and #34869 6ahod.r. AD sole, set al io If, TOD ad The pmdBes and pmdermes of lee hNoop(ompoaed Stlety lofe-fioo(d61) pafb,bed by lrl end Wk erndowal To,pa.1 goidome.Rll defies0erespoosibirfies anddiiestithe Tress Designer, Loss W$o 4pineer and Toss Moadedmm,enlesn&,wis, deficedby a 1109 Coastal Bay (aetma opeed opaoie wiling byoll p fin ioeel¢d. the iron Mile ropieeer is NOT he Wilding Dnipner I,%%Symo[npineo lee airy building All nphfind tom ere Idefilep io IN 1. Boyntm Beach, FL 33435 (opydlhl @I01A A[ led I loon, W,1`1 lepodolien of thi, daomeot, m oq felm, h prebIDned rithad wBNe pmmissiw ham AT tool Trmses-hies lee, H. Job Truss Truss Type Qty Ply Std PaC/6511 EL C 60332 A03 Roof Special 1 1 A0465833 A 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Jan 07 07:56:31 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-9QuTBTLOVndOOBvxRZLO1105?8VYkLBlikl Czxg2_ 11-5-0 p1:4-12 4-11-7 8-7-12 110-7-121 t 17-11-12 24�r4 29-(L1 33-11-8 i35-0-4i '1-4-12' 411-7 ' 3•&6 2-40 0-3$ rr6.8 ' 66$ 57-13 4-3.7 1-4-12� 5x8 = 5x6 = 5x6 = 1.5x4 11 5x8 = Dead Load Defl. = 1/4 in 1.5x4 II R 19 18 <' 17 1' 11 4u 15 ao re 13 Ge 12 5x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 -Except- 132: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* Wl: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 19 = 1621/0-8-0 (min. 0-1-15) 12 = 1621/0-8-0 (min. 0-1-15) Max Horz 19 = -360(LC 6) Max Uplift 19 = -592(LC 7) 12 = -626(LC 6) Max Grav 19 = 1621(LC 1) 12 = 1621(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-386/395, 34=-1983/1621, 4-5=-1666/1488, 5-6=-2005/1768, 6-7=-2056/1842, 7-8=-2056/1842, 8-9=-1985/1591, 9-10=385/231, 2-19=-442/521, 10-12=-361/391 BOT CHORD 19-22=-1142/1659, 18-22=-1142/1659, 18-23=-1138/1852,17-23=-1138/1852, 16-17=-1100/1810, 16-24=-1100/1810, 24-25=-1100/1810, 15-25=-1100/1810, 15-26=-937/1635, 14-26=937/1635, 3x8 = 3x6 = 3x4 = 11-5-4 10-7-1 z kiii- 22-0- 3:0-6-0,0-2-41, [8:0-1 CSI. TC 0.77 BC 0.95 WB 0.93 (Matrix-M) 3x8 = 3x6 = 3x4 = DEFL. in (loc) I/deft Ud Vert(LL)-0.3212-13 >999 360 Vert(TL)-0.6112-13 >656 240 Horz(rL) 0.10 12 n/a n/a BOT CHORD 19-22=1142/1659, 18-22=-1142/1659, 18-23=-113811852, 17-23=-1138/1852, 16-17=-1100/1810, 16-24=-1100/1810, 24-25=-1100/1810, 15-25=-1100/1810, 15-26=-937/1635,14-26=937/1635, 13-14=-937/1635,13-27=1138/1637, 12-27=-1138/1637 WEBS 4-18=-555/717, 5-18=-630/511, 6-17=261/440, 6-15=-362/448, 7-15=521/595, 8-15=512/660, 8-13=-44/337,9-13=-195/262, 3-19=-1793/1377, 9-12=-1870/1560, 5-17=339/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 1, 4, 5, 6, 8, 11, 16, 18, 3, 17, 7, 15, 13, 9, 2, 19, 12 and 10 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 14 checked for a plus or minus 5 .degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 592 lb uplift at joint 19 and 626 Ib uplift atjoint 12. 5x6 = PLATES GRIP MT20 244/190 Weight: 226 lb FT = 0% 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QW{ININ6-rknse lAanghly enie.the"A I100FIp0SSIS(VUE1], 6ENEIAnn4S6(DNORIDNf(MDYl11-iDYEI]A(gVD7RSD6EMiRI-Iem. gnilydeslge p.—Imcsimed III —his dross Design Da.ieq(FOB)endH,hr.,he,r.F.lein—Sieet Eelweuu. lhless mlenise sloledoelCeTOO, mIp ALldsonnMn JULIUS LEE, P.E. pimn shill De nud ter If, ED le be e1D0. Asa T—Design h(meet (a.,Spnidly [oguen), ib. red ev evy TOD npesnls w mapkne o11M pelninnel roryxvbg aspensibi(iy to 4 desire olfh si gf,Ins, defiled Ibe TOD wly,ondei TFI I. Th disk. msompl'vq Bdieg rm6fines, svitoFGry oil me of ibis Boss WM114*1 is tGe respoosaitty If Tie 0.",the bete, eoh.,WvS.1 erihe kdding Onfiser,Is the nmm of the IIC 1h, III, It, load hildin ode and TPn. the oppoeol el lbdDO end my full ore el M<inss. ndodinp lodfnp.mmepe,bsm0otien end bodvp, slo0 ktbuesponsdMy ed the killm, 0esipoee ad #34869 (enheder. AD notes set out ie fit 100ced lie proakes end peiddus ei the kdhp(owry tschly Isf—Iiol(11611 pebrshed by TH and S1(Aw-faemd he I—[ plidlme. IN I definuthe mponsibifdinend duties fthe Tan Doipnrr, hers Desiprropieter and Tress Beoofafm, oohs, eth,.i,, defined by 1 1109 Coastal Bay [ematllpeed 1pnio.ritinp bypOpoeDet ineohed. Thelon DWpn Engieen !,NOT the hiddinp Onipa Tren System hgi—fer ey k0ding- Allaphlidlnns neesddinedhTll. Boynton Beach, FL 33435 bpyripA1970i1 AI 1eo1 Taxes-blbs lee, P.S. tepodmfiol of 8is doanem,ie any form, is pmlihOed.Obomreillm pnnissim Im®{I loot Busses-Minlee, I.F. :y Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 A04 Roof Special 1 1 1 A0465834 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3.2014 Print: 7.600 s Oct 3 2014 M7i ek Industries, Inc. Wed Jan 07 07:56:31 2015 Page 1 I D: W?qu LCRRe?LfzLe98RjH4yHM91-9QuTfBTLOVndOO8vxRZL011 ze?8LidYLBlik1 Czxg2_ 1 4 12 6 7-12 8-7-12 13 5 4 17-11-12 221 , 2a 5 33-11-8 35 4�f 1-4 1 6--7-12 2 0-0 4-9-8 4 6 8 4 6 8 6-2-1 5 3 3 4-1 5x6 = _ 3x4 = Sx6 — 5 6 7 Dead Load Defl. = 5116 in 5x6 7.00 F12 = 5x6 = 3 3x4 8 ao eb r CS 4x6 i 1.5x4 11 2W7 4 8 4x6 wig 1.5x4 11 t� 1 10 ld 18 21 17 22 16 15 23 24 25 14 13 26 12 27 11 3x6 11 4x8 = 3x6 = 5x12 = 4x4 = 3x6 11 3x8 = -0-Q-12 6 7-12 8-7-12 111 22-6-4 28-8-5 33-11-8 34z0 4 12 6-7-12 2-0 0 4 9 8 9-1-0 6 2-1 '_5 3 0 -12 Plate Offsets (X,Y)— [2:0-1-0 0-2-0],[3:0-3-0,0-1-12] [5:0-3-0,0-1-12) [7:04-0,0-2-4][8:0-1-12,0-1-8],[9:0-2-12,0-2-0],[12:0-2-0,0-1-12],[14:0-54,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.29 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(Q -0.57 13-15 >699 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 219 lb FT= 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* 132: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-15, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18 = 1621/0-8-0 (min. 0-1-15) 11 = 1621/0-8-0 (min. 0-1-15) Max Horz 18 = -423(LC 6) Max Uplift 18 = -611(LC 8) 11 = -582(LC 9) Max Grave 18 = 1621(LC 1) 11 = 1621(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2113/1557, 3-4=-1743/1489, 4-5=-1969/1634, 5-6=-1643/1531, 6-7=-1539/1454,7-8=-1890/1531, 8-9=-2094/1565, 2-18=1553/1338, 9-11=-1565/1322 BOT CHORD 18-21=-597/502, 17-21=-597/502, 17-22=-1325/2042, 16-22=-1325/2042, 15-16=1325/2042, 15-23=-959/1689, 23-24=-959/1689, 24-25=-959/1689, 14-25=-959/1689, 13-14=-959/1689, BOT CHORD 18-21=-597/502, 17-21=-597/502, 17-22=-1325/2042, 16-22=-1325/2042, 15-16=-1325/2042, 15-23=-959/1689, 23-24=-959/1689, 24-25=-959/1689, 14-25=-959/1689, 13-14=959/1689, 13-26=-1122/1736,12-26=-1122/1736 WEBS 3-17=-474/729,4-15=-563/609, 5-15=-453/630, 6-15=-218/328, 6-13=393/408, 7-13=-372/555, 8-13=286/390, 8-12=-180/256, 2-17=754/1366, 9-12=-1134/1632, 4-17=-834/683 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 1, 3, 4, 5, 7, 10, 18, 17, 15, 6, 8, 12, 2, 11, 9 and 14 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 16 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 lb uplift at joint 18 and 582 Ib uplift at joint 11. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QW AININl.n.ufe.Ihe*A-I IO0F TIDSSESCS111II', 6ENIIA1 111186(DNDBIDtlS(Ma1111ruyl11All NOyflIDGI91hrlom. yeilydeupo Parvndnsvod rzod xlnoo tEislrms Design DroriophDD)oed Me lafnslee,P-E.IefemmeSEeelhlore ose. Wlns mEv.a, Wkdu lb, TOD, mh Wld.ewx JULIUS LEE, P.E. pkln shill 6-Ib.es.e'e—ghlyd hr the TOD r. bes64 As a Tmss 06p hpi.ea ru, Wp fty Iegmmy lb. ad mney TOD egry %seemeept-.0th p,deW-1 eapieee®gr.,pwniigry for tie desige oI thesmple Loss dephtedsn the TOD.1y,00h,RII. The dufpd osmmpthn, focdg eaadfnm, webtEly tew eI thi,I No dy Ulliq is tie respon3flily el the 0n,the D.nfs Whnhed.0.1 or the ludral Doipner,mlbeeomert of The [IT, the ON, the leal bdBdp nde®d MI. The sppro 106, TOO and say field p,,.1the T,.%,ieddtiel handfeg, stafepe, We0ofien end hodel, shaft be the iespons1lidy eltbe Belding Designef oed #34869 Onhedor.ADMee set set in The TOD a ad tie p massed poidehnaI the hrlf.g(enpeetoWelyldumali.0611 peffib'dby IN and Sl(A me uh—el far pmaol pufdame. Ill l defies the asp.iiMtin end doin of*,Tros,0,01nn,fee,,Desfg.kgfoea and Tms 11-ha—, wlus thu.i% defined by 1109 Coastal Bay WN.0.0med upon i3Olig by ell poles inoNed. The rnssDnipn Engineer is NOT the 1016eg DnfgnermI Sym.tegioeerin ley beitdmg. All apildned loos om m defiled is ITT 1. Boynton Beach, Fl. 33435 (.pyrighl 91014 AT 1.1 hmses-h(s lee, P.E. lepeednei.e d Ibis doamem,he soy l—, is prslibO,d.flbedf nfheopeeelssion Iaa Al Roll lenses -hods lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 A05 Roof Special 1 1 1 1 A0465835 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:32 2015 Page 1 ID:W?quLcr9Re?LfzLe98RjH4yHM91-ddSssXUz8ovUOYj5V94awFZ9oPX4R23UPySIZfzxq 1 z -1, -4-12 4-7-12 ,6 7-12, 11-0 8 15 5� 20 6 4 27 d-14 33 11� 35 4 4 1 4-12 4-7-12 2_M 4-0 12 4 4 12 5-1_0 6 10-10 6-&10 4 1 5x6 = 5x8 = 19 ZZ 18 Za Zv I Zo 16 Zo 15 14 Z/ 13 Za 12 5x6 = 3x8 = 3x8 MT20HS= 3x8 = 3x4 = 44 = 3x6 11 3x6 = 15-5-4 20-6-4 274-14 33-11-8 34Z 4 Dead Load Defl. = 5/16 in m CS C6 1.5x4 II 11 d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.29 16-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.63 16-18 >639 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(fL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 225 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T5: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-10-13 oc bracing. WEBS 1 Row at midpt 7-16, 8-15, 3-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 1621/0-8-0 (min. 0-1-15) 19 = 1621/0-8-0 (min. 0-1-15) Max Harz 19 = -485(LC 6) Max Uplift 12 = -604(LC 9) 19 = -631(LC 8) Max Grav 12 = 1621(LC 1) 19 = 1621(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-338/463,3-4=-2224/1739, 4-5=-2688/2185, 5-6=-1780/1547, 6-7=-1469/1428, 7-8=-1768/1461, 8-9=-1942/1562, 9-10=2143/1545, 2-19=-430/566, 10-12=1559/1312 BOT CHORD 19-22=-1058/1655, 18-22=-1058/1655, 18-23=-111011832,23-24=-1110/1832, 17-24=-1110/1832, 17-25=-1110/1832, 16-25=-1110/1832, 16-26=-661 /1416, 15-26=-661/1416, 14-15=-1088/1758, BOT CHORD 19-22=-1058/1655, 18-22=-1058/1655, 18-23=-1110/1832, 23-24=-1110/1832, 17-24=-1110/1832, 17-25=-111011832, 16-25=-1110/1832,16-26=-661/1416, 15-26=-661/1416, 14-15=1088/1758, 14-27=-1088/1768, 13-27=-1088/1758, 13-28=-196/253, 12-28=-196/253 WEBS 3-18=796/1203, 4-18=1507/1290, 5-18=6221754, 5-16=-617/709, 6-16=-448/581, 7-16=-272/238, 7-15=237/414, 8-15=-439/526, 10-13=-959/1534, 3-19=183911213 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 3, 4, 6, 7, 9, 18, 5, 16, 15, 8, 13, 2, 12, 10, 11, 14 and 19 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 17 checked for a plus or minus 5 degree rotation about its center. 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 604 lb uplift at joint 12 and 631 lb uplift at joint 19. 10) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �t WAININ6-please Mwouphlyrnierthe'A-I IDOF TRUSSTSrSEIIIII, CIA OM INS ATIMMONS(NSIDt1II rBUlfll A(INOtlIEDDfBENr lolm. ynilfdesigo p,umdm sd read Wnoo this huaD,dgo D-1.1(11DJ and thedohe,Is,PE. lelneone Sleet kfauuse.Uole,dh-ise noledo, the TOO, only kilehmenenm pl,tsssbellh usedforlhe TDDtek,ofid A,. I Mite be.,. (i.e.,5pesiolly hgueer), IN W., my TOO ulnneoa m mrepfame offh.lost ke.l.agi bigrcpoihilily 1.r.design of the snplelross deputed..n.TOD.11, undo IF] 1. the dsigo n—plion, ng,wdit'mu, uokfity ned me of 1% leas JULIUS' LEE, P.E. hr®y¢,Daegi,roerespoen�adyofineD*nd,neD.ed,.o,h.Redagatanhesuargoe,ig r.nAeammolhen(roee(.n<fo�6ndgr.de®dlplt. heappo,dd,h,mD.nd®yrdda,edroeTruss.Modmgknding.slatole,lasldmrannedhrgaag.ecmuetheteepaasiWilydro,himiq ilea ood #34869 hoeadoe AD.of,,Wol is AsTOD and the p.A,,udg.idehoe,aflk luddupTo" ...ISolely lofmfotio, PIT[) published byfill ,od SIIA.,, W oned Is, p urofpide- III I hfas Ile mpasibdfin and darks tithe Tm,Dnk..,Ten, DWI. lopkeer.3Tmss enooW.,,,.nk,s,Iherise defined by. 1109 Coastal Bay hotrod opeedupaok,gdkp by a0 panes med,ed. the Tml Desipn E.1hou is NOT the liMll De,ipo,r alms Stetson F,11—forogA WWII. dllmpdohaedhms mendefnedniPl1. Boynton Beach, FL 33435 (.pyrigh1@7011111od puus-L fws lee,i.f. tepododi.o of this doom et, in ony lot,, is pohbifed wdod witleo pufissim from 11 leaf lenses -tiros ley I.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 �A06 Roof Special Girder 1 y 1 1 A0465836 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:33 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-5pOE4tVbv61 Lehll2sbpTS6QjppiATmeecBr55zxgl y -1-4-1r22-7-12 ,4-7-12 11-G3 , 175-4 1S-G�4 23-0-15 , 28412 , 33-11-0 15-011 4-1 2-7-12 2-0-0 6 10.7 5 11-1 1 4-10-11 4-11-13 5.6-12 -4-1 5x6 = 5x6 = 6 7 1.5x4 II 3x4 G 8 5 3x4 3x6 7.00 12 5x6 = 5x6 = 910 2x4 11 1 4x6 1.5x4 II 12 3 111 1 W 21 24 20 25 192618 27 28 17 29 30 16 - 15 32 14 33 13 1.5x4 12 Dead Load Defl. = 3/16 in 5x6 = 3x4 = 3x6 = 3x8 = 3x8 = 4x4 = 3x6 II 2-7-12 3x4 = 3x6 = -0.Q-12 i47-12, 11-6-3 17-5-0 '{8�-p 23-4-15 28-4-12 33.11-8 34p-4 0. 12 2-0-0 &10.7 5-11-1 -1 410-11 4-11-13 5-612 2-7-12 Plate Offsets (X,Y)— [3:0-3-0,0-1-12], [5:0-1-12,0-1-8], [6:0-3-0,0-1-12], [7:0-3-0,0-1-12], [9:0-1-12,0-1-8], [11:0-2-12,0-2-0], [14:0-2-0,0-1-12], [20:0-1-12,0-1-8], [21:0-3-0 ,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.15 17-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.36 19-20 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(TL) 0.09 13 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matdx-M) Weight: 239 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 `Except' T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except` B2: 2x4 SP No.2 WEBS 2x4 SP No.3 'Except' W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-0-5 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 5-17, 7-17, 7-15 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, bin o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 1615/0-8-0 (min.0-1-14) 21 = 1538/0-8-0 (min. 0-1-13) Max Horz 21 = -548(LC 4) Max Uplift 13 = -627(LC 7) 21 = -659(LC 6) Max Grav 13 = 1615(LC 1) 21 = 1538(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-323/147,34=-2373/997, 4-5=-2212/848, 5-6=1607/719, 6-7=-1286/690, 7-8=1919/987, 8-9=-1904f766,9-10=-18931766, 10-11=-2081/764, 2-21=-299/224, TOP CHORD 2-3=-323/147, 3-4=-2373/997, 4-5=-2212/848, 5-6=-1607f719, 6-7=-1286/690, 7-8=1919/987, 8-9=-1904(766,9-10=-1893/766, 10-11 =-2081/764, 2-21 =-299/224, 11-13=-1554/648 BOT CHORD 21-24=-713/1352,20-24=713/1352, 20-25=-1092/2449, 25-26=-109212449, 19-26=-1092/2449, 18-19=-669/1823, 18-27=-669/1823, 27-28=-669/1823, 17-28=-669/1823, 17-29=-272/1272, 29-30=-272/1272, 30-31=-272/1272, 16-31=-272/1272, 15-16=272/1272, 15-32=-518/1710, 14-32=518/1710 WEBS 3-20=-615/1623,4-20=1189/544, 4-19=868/446, 5-19=-74/529, 5-17=782/553, 6-17=-283/541, 7-17=328/343, 8-15=-377/387, 11-14=-394/1526, 3-21=-1756/643, 7-15=534/692 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL--1.25 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 1, 3, 4, 6, 10, 20, 19, 5, 17, 8, 15, 9, 14, 2, 13, 11, 12, 16, 21 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 18 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 627 lb uplift at joint 13 and 659 lb uplift at joint 21. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22 lb down and 102 lb up at 2-7-12 on top chord, and 258 lb down and 70 lb up at 2-7-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back.(B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-70, 2-3=-70, 34=-70, 4-6=-70, 6-7=-70, 7-11=-70, 11-12=-70, 13-21=-20 Concentrated Loads (lb) Vert: 3=55(B) 24=35(B) r STAINING -Keeselueooghlyminthe 'AIIOIFiNSSIS('SER11160111lTERMS 6CONDITIONS (USIDYIIrAN11jHINOMIDGfioNrI... Verify desilepiomansavdr.iof. Be[Us Or. Daiplm.ieg(IDD)Bud The hfmsLee, ?J.l,f..BStreet kfaeone. offers mheniwOntalathe Too, al, Mkrooned., JULIUS LEE, P.E. plain thvll he owdtw heIDD to be eoNd.Aso IeuD.sip Fniuear."'Spmidly F.Saen), IN cod on Bey 103 repunit Beaapl—d If- pdesWnd oepiv.mkg respovbior to tle suite of theskgle floss depkteda be 103 oolr, order 17I1. the dndp camptivos, kerfig rrnfrmn, wihUryand use of this Truss I., g Irild'mtisthttnpo.'Runty rfth,0.oa,the 0voeisaulhorhed Bgmt or the Wont Designer, intlecanal.1 the ll(, the ll(,the kal bo 16.2,do ad 1111.IDt opened .111, TDo end mr geld B,,dllehns,iodrdq landfml,sleep, imithino and beep, then be tieresponsibility d the WAIT Designer end #34869 0ohoder. Al Botts al out in the100 ad tie pesfius and pidennesalThe luldnp(anpaenl Safetylnhtmatia(B61) peb%hed by IF] end SKA nardttonad galleant gddma. SPl l denlhe responsibilities ad duties of the Truss Designer, less Mile Eogdnar ad has Naoladma, akss Aareise derived by, 1109 Coastal Bay Gnhadspeed urn in siting by of pees ierohed. The irons Dail, folio is NOTA, luildiel Designer or Truss System Engineer for ouy bundkg Boynton Beach, FL 33435 6prdphl'�7a11111af hBunblus lee, Ili. lepodudin dtlis daemem, in oq Torn, is pmiuhled.ihort nilteo pnmissia Imm Al looi Busses-hlius lee, LE. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465837 60332 A07 Common 1 1 x g Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946. Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:33 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-5pOE4tVbv61Leh112sbpTS6MupsxAZneeeBr55zxgiy 6 2-11 10-9-0 1 `r11-12 21-2 8 25 8-13 31-11 5 33 4 (t 6 2-11 4-6-5 5-2-12 5 2-12 4 6 5 6 2-11 4-1 5u 4x6 = 7.00 F12 Lb 15 Lb 14 Ld 13 L11 Dead Load Defl. = 7/16 in 4x12 II 3x8 = 5x8 WB= 3x8 = 4x12 II -0-Q 12 10-9-0 21-2.8 31-11-8 32�0-4 0 1z torn 10-58 torn 0 12 Plate Offsets (X,Y)— [1:0-8-6,Edgel, [6:0-3-0,0-1-121, rl 1:0-8-6, Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.56 13-15 >689 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -1.01 13-15 >380 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.15 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 190 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T1,T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 1-9-0, Right 2x8 SP No.2 1-9-0 BIRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing. ' WEBS 1 Row at midpt 6-13, 6-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1436/0-8-0 (min. 0-1-11) 11 = 1538/0-8-0 (min. 0-1-13) Max Horz 1 = -530(LC 6) Max Uplift 1 = -545(LC 8) 11 = -601(LC 9) Max Grave 1 = 1436(LC 1) 11 = 1538(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-895/126, 2-3=-2036/1516, 34=-1791/1414,4-5=-1747/1431, 5-6=-1848/1737, 6-7=-1844/1735, 7-8=-1743/1428, 8-9=-1785/1411, 9-1 0=-2027/151 0, 10-11=870/228 BOT CHORD 1-25=103911642, 1 5-25=1 039/1642, 15-26=-407/1136,14-26=-407/1136, 14-27=407/1136, 13-27=-407/1136, 13-28=-1031/1630, 11-28=-1031/1630 BOT CHORD 1-25=-1039/1642, 15-25=-1039/1642, LOAD CASE(S) 15-26=-407/1136, 14-26=-407/1136, Standard 14-27=-407/1136,13-27=-407/1136, 13-28=-1031/1630, 11-28=-1031/1630 WEBS 6-13=774/846, 7-13=-409/560, 9-13=199/364, 6-15=-780/853, 5-15=405/555, 3-15=-210/371 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plate(s) atjoint(s) 4, 6, 8, 1, 1, 7, 13, 9, 5, 15, 3, 12, 11 and 11 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 14 checked for a plus or minus 3 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) or 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 545 lb uplift at joint 1 and 601 lb uplift at joint 11. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ASYlIXIR6-Plasrthmoughly rak.the'Ad rDOFIpDSSES[SE[Orj, G(XFIA[ TERMS DNDIiIDNf(USIOHIBrBUYlij1[CNDillrO6(YIXI-tom.PnO(desipo pmemelen and mod ealesal6is hoes Design Droriog lfODJmd Mohfos Tee,r.Llefenme Sheelk[oreeu. Ihles olBenise slmedae i6eIDD, leafy Yiiekaooeder /UOUS LEE, P.E. platessbeO he mudfar lhe1DD 1. be be As ohms Oespga[ogmeer(u,SRo"y fog®mL the.0 ea ny IUD.,prints an eam aeplof the 1W ienl eogimaiog nsptrubirdy 1m the desipOlho sngle Toss depnhdae the IUD .11, order IN 1. lle dedp. asomptims, kolmg rmdifnm, seimhdry nodom of Itis Loss I., my Boildiog is the raponiliDty Olt, Ona, the D-(. aomrhW gml or the Budd®p Unit.,,io thecamea of the 111, the If[, the I"I, ldiop ode and IN I. The opprmd oftk TOD and my field #so of the Toss, iedudinp Remedial, Menlo, b Milian lead brodep, sbeO bethe upouibiliity of the hildeg Despgmr and #34869 6lehedu.AOeohssa1le0 m lie IUD and thepmd'pn end peidermmes of the hddmp(ompleanl Safely 14-lia.0311 prbOsbedbyIN and Sl(Ao,, Wemnted gar penemlpoidome. IPlldef esHueponslOLtin nod dNhsdMe Trva Dnipna, True Desile.hDimar and fans Bmohd—,mho Olamim defined by 1109 Coastal Bay 1.00 lepreedopminenitiapbyoBpmdesimaed.@e imu Desyo En➢imetie NOTMe Iuilfol Oeeipoer orrruss Syshm[nrieeafor any bolding. Allmpilalieed lermr melee delhedmIPI I. Boynton Beach, FL 33435 5pyriofl*7011 AI Roof Iona-blNs lea, F.L reprodoetim of Dias doomeol, a my form, h prohibited erithmt nfieopernissim from Al Roof Trustee -bolter lea P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 � A08 Common 1 1 A0465838 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 Mi rek Industries, Inc. Wed Jan 07 07:56:34 2015 Page 1 I D: W?quLcr?Re?LfzLe98RjH4yHM91-Z?acHC WDgQ9CGrtUcZ62?gfXtCBJvvHntGxPdXzxq t x 21-8-0 �1-4-12 0.2-11 t 10.9-o t 1571-12 t 19-4-8 121-2-8i i 250-0 28-1411 i 31-TV 33-4-4 6.2-11 4-6.5 52-12 3-4-12 1-10A 3-4-0 310.11 3-0.13 -4-12 0-5-8 4x6 = 1.Sx4 II to 7.00 12 4x4 12 1.5x4 II 1 13 23 2ti 2z 21 er M Zu 20 au 19 16 JZ 15 dd 14 5x6 = 3x4 = 1.51 ItOx101.5x4 11 4x8 = 3x6 11 _g =21-8-0 32-0.4 -0.d}12 10.30 3X8 19-4.8 3 i21-2-9, i 25-0•0 2at0.11 1 31-8 r 0. 12 10.9-0 87-6 1-10-0 3-4-0 3-10.11 'Al3 0.S8 0.0.12 0-3-0,0-1-12], [7:0-1-4,0-1-8], [10:0-1-12,0-1-8], [11:0-1-12,0-1-8], [12:0-0-12,0-1-12], [15:0-4-0,0- Dead Load Deft. = 3/8 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) -0.47 21-23 >813 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.89 21-23 >425 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.24 14 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 241 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 'Except' B2,B1: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. WEBS 1 Row at midpt 6-21, 3-23, 7-20, 6-20 It recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 23 = 1530/0-8-0 (min. 0-1-13) 14 = 1529/0-8-0 (min. 0-1-13) Max Harz 23 = -564(LC 6) Max Uplift 23 = -602(LC 8) 14 = -602(LC 9) Max Grav 23 = 1530(LC 1) 14 = 1529(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5191553, 3-4=-1760/1376, 4-5=-1613/1397,5-6=-1778/1688, 6-7=-1582/1568, 7-8=-2380/1932, 8-9=-2352/1780, 9-10=-2423/1763, 10-11=-3286/2238; 11-12=-1749/1268, 2-23=-545/645, 12-14=1489/1206 BOT CHORD 23-26=-979/1561, 22-26=979/1561, 21-22=-979/1561, 21-27=359/1105, 27-28=-359/1105, 28-29=359/1105, BOT CHORD 23-26=-979/1561, 22-26=-979/1561, 21-22=-979/1561, 21-27=-359/1105, 27-28=-359/1105, 28-29=-359/1105, 20-29=359/1105, 18-31 =-1 625/2808, 17-31=-1625/2808 WEBS 6-21=7501777, 5-21=-363/527, 3-21 =1 77/372, 3-23=-1 502/1031, 8-18=180/280,10-17=-4011760, 11-15=-1139/819, 7-20=-1630/1181, 10-18=-981 /764, 18-20=-740/1719, 7-18=-1261/1988,6-20=-685f730, 15-17=-958/1574, 11-17=-769/1405, 12-15=-1021/1476 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plate(s) atjoint(s) 4, 6, 9, 19, 5, 21, 3, 23, 2, 14, 12, 1, 13, 8, 10, 16, 11, 15, 18, 7, 20 and 17 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) atjoint(s) 22 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 602 lb uplift at joint 23 and 602 lb uplift at joint 14. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QWAININ6-floes. thereegbly u,4.IWA-I ROOF@OSS1S r1f011116@allTERMS ACONDITIONS (MO1111 rifflIJA(CNINMID61NIN1'Irn&rJplesigo p,,—less ad reel eeleswl6n hms 0esigo 0mriaghODJ ovdtAehfnslee,l.E. PeSae®e 9ee16elore ose. Ueless alhenise sloledaa RelDD, m¢Yi@Nronaean JULIUS LEE, P.E. plolnd,11be ifa0e IOOlobe lid. Asa Loss Desigv@peon(u,SpniuNp FoguenJ, IM wdmeay iOD,epiesnlsmauplaan tithe WJessiood eajmenmgnapeouhiliry Tar the desigv of the tmgfe Lass depeled as OelOD nly, voder RI I.@e dasipe auunpinat, koriag rwGfnm,vilol'drynd ose oll6is Lost W eetylaldiogisthe respoosli6ryaltheangthe DouOee, outhmadognlar the luld'up 0es7mr,iofhetcaleN of the IICthe ll(,Metttal h 4duimdead TPl 1. the appsnol of the TOO ad say field use eftit Ts Model laedfmg,Volute, mM.Outiaa ad broueg. shell be the ropoeslirdp of the WMep Oesiyeer and #34869 (onlretln. AOeohs set oolmlhelOD and lie pmatkes,od poide6mnoltpeiu0d'mp(aoryoneot Sahrylofosomlioo(0(SI(pohlishedhr lPl and Sl(A eu alnemel for peoenlpoidena.Rlldermn@etesponubfAits and duties 0 the Truss Designer, Tess Desigologiottr mdLuss Nandiduen, unless eMneise deF.ed Aye 1109 Coastal Bay Onlmaoprtedoponm mitinp hyall Ned. The Tan Onipn Fnpioeer is NOT lit luildfnp Oniti usTmss System Fujiteerforanyb0ding. All sepilolited moo-stas d,Wdiu IN 1. Boynton Beach, FL 33435 (appriphl87011 AI inf WnnAalpas lee, P.1. I<preduain J Ois dnomem, u o01 dorm, h prohihifed siirint snilbo pnanuim bon AI peel Irnsn-hf s tea, LE. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 A09 Common g g 1 1 A0465839 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:35 2015 Page 1 ID: W?quCer?Re?LfzLe98RjH4yHM91-1 B7_VYWrRjH3t?SgAHdHYtBTcXjeTNw5wgy9zzxgl w �12 6-2-11 10-9-0 , 15-11-12 21-2-12 25 9 5 32 (� 4 1 6 2-11 4-6-5 5 2-12 5 3 0 4 6 9 6 2-15 4x12 II 46 = 7.00 Fi2 7 1.5x4 II 1.5x4 II 3x4 6 8 1.5x4 �� 3x4 5 4 g 3x4 // 4 10 3x4 6 11 Ia 22 16 1523 3x4 = 3x8 = 24 2514 13 26 12 3x8 = 5x6 = 3x6 = 2-12 1 32-0-4 Dead Load Defl. = 3/8 in LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.54 13-16 >711 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25. BC 0.86 Vert(fL) -0.89 13-16 >427 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(fL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 195 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 20 SP No.3 'Except' W8: 2x6 SP No.2 OTHERS 2x4 SP No.3 - SLIDER Left 2x8 SP No.2 1-9-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-8-6 oc bracing. WEBS 1 Row at midpt 7-16, 7-13, 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1530/0-8-0 (min. 0-1-13) 12 = 1428/0-8-0 (min. 0-1-11) Max Horz 2 = 556(LC 7) Max Uplift 2 = -599(LC 8) 12 = -541(LC 9) Max Grav 2 = 1530(LC 1) 12 = 1428(LC 1) FORCES. (lb) Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-881/208, 3-4=-2012/1500, 4-5=-1769/1400, 5-6=-1726/1416, 6-7=-1826/1723,•7-8=1824/1712, 8-9=-1671/1430, 9-10=-1813/1408, 10-11=-520/423, 11-12=-391/414 BOT CHORD 2-22=1 121/1618. 16-22=1 121/1618, 15-16=-497/1127,15-23=-497/1127, 23-24=-497/1127,24-25=-497/1127, BOT CHORD 2-22=112111618, 16-22=-1121/1618, LOAD CASE(S) 15-16=-497/1127, 15-23=-497/1127, Standard 23-24=-497/1127, 24-25=-497/1127, 14-25=-497/1127,13-14=-497/1127, 13-26=-1138/1625, 12-26=-1138/1625 WEBS 4-16=202/365,6-16=-405/558, 7-16=-771/836, 7-13=-756/834, 8-13=-356/508, 10-13=206/402, 10-12=-1633/1152 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plate(s) at joint(s) 5, 7, 9, 2, 2, 15, 16, 4, 6, 8, 13, 10, 12, 11 and 1 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) atjoint(s) 14 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 599 lb uplift at joint 2 and 541 lb uplift at joint 12. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1 WAININ6-PlnxI ghly rmiera[be 'A.] ROOF TIUSSFSrSELURIJFN1111 InMSACONDITIONS (USION11tBUTRIAIKNOMIDGINEN19aa. pailydesipopeuael,,s end nolnolesanthis Luss Onign Ormiag(NO).nd tYeloGslee,B.f. GlaeneSGel helore ose. Doles othmrrise stoledao lhelDD, on¢NBeh tined,, �U U pdks sha0 be med for Ile iDO to be.ofid.AsaT—Design Follm,,(i.e.,Sp'Wty F.Sim',,IF,.at m my ROD mpnaes a.anpmum al the p.feann.lmi—i.1 respmsiWily la the design of the Ingle Tnssdldid,dno the TOO Tr ptians, loe6q,otiilion, seihbilily and use al IF, Truss 1 LI S LEE, P.E. tar my RAding is the respoosibillly oI the O—e. the Omeisomhosued agent or the Redding Gsipmt, in the roam of the 04 The U(, the total budd'mpsade and TPl 1. the appa-I atthe [DO and my Bold me of the dross, iedudial hoodfmg, stonye,iutopotion and Bnuep. shell Be the respeAifity of the Gilding Design,, and #34869 (aah,d,,. AB mla.1 a of in the TDO and He pndnm and pideGa of The GBrup6mpeealSdeg lnfmmoN.PCS11 pebhshed by ITT and 9(Amrat eanoed tat pencil goidana. ITT defiesnonspaosib4A,mddaties ofthe 1—Milne,,ImsWTI [epiomr and Loss Nmafea—, anhss,,pe-is, defedbye 1109 Coastal Bay 6aDae npeedapoh virmpbyoll pordesnrolved. Ile Tnv Oesipo[ojaeer is NOlthe lnOdmggnipnerninft Sydem bgimato any Bepdnp. AlingilAodmmsetamdefaed'a1P11. Boynton Beady FL 33435 6ppipti@2014It led In ..... hr.,lee,LE. lepadudim atMisd—ad, in my Imm, is prohibited e, lod.04,lemissim Noa AI 1.1T.,,,-Mat lee, B.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465840 60332 A10 Common e e 3 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 Mi l'ek Industries, Inc. Wed Jan 07 07:56:35 2015 Page 1 ID:W?quLcr?Re?Lf7Le98RjH4yHM91-1B7 VYWrRjH3t?SgAHdHYtBiLcYQeSCw5wgy9zzxglw - 112 6-2-11 10-9-0 15 11-12 21-2-12 25 9 5 32-0� 4 1 6 2-11 4 6 5 5-2-12 5-3-0 4 6 9 6 2-15 1.5x4 4x6 = 7.00 12 26 16 tb2f M 2f314 13 3u 3x4 = 4x12 11 4x12 II axe = 3x8 = I92 Dead Load Deft. = 7/16 in 3x4 = 12 10 9-0 21-2-12 32 0 4 12 10 9-0 10-5-12 10-9-8 Plate Offsets (X Y)— [2:0-8-6 Edge] [7:0-3-0 0-1-12] [12:0-7-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.56 13-16 >692 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(fL) -1.00 13-16 >386 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.13 12 n/a n/a BCDL 10.0 Code FBC2010frPI2007 (Matrix-M) Weight: 190 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1,T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-0-0, Right 2x8 SP No.2 1-9-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-9-7 oc bracing. WEBS 1 Row at midpt 7-16, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1541/0-8-0 (min. 0-1-13) 12 = 1439/Mechanical Max Horz 2 = 530(LC 7) Max Uplift 2 = -601(LC 8) 12 = -546(LC 9) Max Grav 2 = 1541(LC 1) 12 = 1439(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-861/210, 3-4=-2024/1514, 4-5=1791 /1415, 5-6=-1749/1432, 6-7=-1850/1739, 7-8=-1860/1746, 8-9=-1759/1440, 9-1 0=1 805/1423, 10-11=-2055/1529, 11-12=-974/54 BOT CHORD 2-26=1088/1633, 16-26=1088/1633, 15-16=466/1141, 15-27=-466/1141, 27-28=466/1141, 28-29= 466/1141, 14-29=-466/1141, 13-14=-466/1141, BOT CHORD 2-26=1088/1633, 16-26=-1088/1633, LOAD CASE(S) 15-16=-466/1141, 15-27=-466/1141, Standard 27-28=-466/1141, 28-29=466/1141, 14-29=466/1141, 13-14=-466/1141, 13-30=-1110/1662, 12-30=-1110/1662 WEBS 4-16=197/361, 6-16=408/560, 7-16=-774/847,7-13=-786/861, 8-13=402/555, 10-13=222/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plate(s) atjoint(s) 5, 7, 9, 2, 2, 16, 4, 6, 8, 13, 10, 12, 12 and 1 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) atjoint(s) 15 and 14 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 601 lb uplift at joint 2 and 546 lb uplift at joint 12. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. r WAITING -Ilaeselb—ghlyoie"h,'AINOT TIUSSIS(501111,GIN(IAITERMS ACONDITIONS (USIOMilrNVnjA(1NDWIID6fMENPImm.VerilydesignpnmelnsoadnedWe, anlhishoiftspDiamingODD) mdif, hliesfee, r.f.hfoemeSWbe%,, w.UelasmAe i,,flIelaeIT, TOD,ulyMiTA.—Ier JULIUS LEE, P.E. pklessballle med foi Ile IDDtoMevfd. Isoreess Dasigo Fapieea(.a,Spddly Fegrem); the sad oo my 1DD"i, eds m maplon ul IM pdesi Imgfoemmg respnsibifly Iz lAa design of Ibo siaple Lass depAled as Ile iDDmly, under RI I. Ibe desip ouumpfnas, balingiwdilivaq vilo6iliry mdase al IAis Luu ter ary Building is lle«sposSililyd Mehner, Me Drnerseuthaued opml or lAe Wi�pDesigner,wlle tomeat of lAe llLtAe II(, Melmol Ccild'mpnda mdiPl1. The oppmol if The IDD and my held o«d the Tro%imlodiepkndling, sWep,Willitio oud hndep, sbell be the opm,il,14 Off. widinp Designer and #34869 (ol«dee AD eolessd oolmlbelDDmd%e pmdiaseodpideriees dtbe tuNdmp(ongaeedfderylalonsalioo(I(fgpubGshedhy In nod Sl(A ne rzlesenallat peaadpoidonre. Rlldefines 6esapa4lJties oud dutiesdtleT«ssDesipnm, Iran Oes'rye[opioea mdLuss Wadedmer, n4x aMa.i«defired bin 1109 Coastal Bay GotrM or«lopoaunitinp by uD prNesioaolred lla inss Design(uguenis NOltleldldml Desipnrxlmss Sydem Eagiaem lmarybagdmp. ADnpihraedlnms ne es definedinlnl. Boynton Beach, FL 33435 6ppighl�1011 Al lal lmuu-klios lee, LE, lepodmtiea o1Nis dmomem, u ®/lorm,is p«E3hed rdhoet Hilt« pnodssioa from ll lauli«ssn-hlhs leq r.L Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 A11 Hip a 1 1 A0465841 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:36 2015 Page 1 I D: W7quLcr?Re?LfzLe98RjH4yHM91-VOhMiuXTC1 PvV91 sk_8W55kn-OlKNsr4KaQV Qzxgl v -J-4-12 7-1-10 14-5-12 17-r12 24 1 1 32 04 1 411 7"d 7-1-2 3 T-0 7-1 1.5x4 7.00 12 4x8 = 46 = 17 Z3 16 10 Z4 14 20 13 12 Zb 11 Z/ 3x6 11 3x4 = 4x4 = {� 12 7� 10 , d 12 7--10 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010rrP12007 LUMBER - TOP CHORD 2x4 SP M 30'Except* T2,T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30'Except' 131: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. WEBS 1 Row at midpt 3-14, 5-13, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17 = 1547/0-8-0 (min. 0-1-13) 10 = 1428/Mechanical Maio Horz 17 = 522(LC 7) Max Uplift 17 = -593(LC 8) 10 = -531(LC 9) Max Grav 17 = 1547(LC 1) 10 = 1428(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2031/1465, 3-4=-1568/1293, 4-5=-1427/1326, 5-6=-1250/1292, 6-7=-1442/1326, 7-8=-1574/1293, 8-9=-2047/1505, 9-10=741/178, 2-17=1479/1256 BOT CHORD 17-23=-640/533, 16-23=-640/533, 15-16=-1068/1649, 15-24=-1068/1649, 14-24=-1068/1649, 14-25=-570/1236, CSI. TC 0.90 BC 0.84 WB 0.75 (Matrix-M) 3x4 = 3x8 = 1.5x4 11 3x8 MT20HS= DEFL. in (loc) I/deft L/d Vert(LL)-0.1816-17 >999 360 Vert(TL)-0.4311-13 >883 240 Horz(fL) 0.13 10 n/a n/a BOT CHORD 17-23=-640/533, 16-23=-640/533, 15-16=-1068/1649, 15-24=-1068/1649, 14-24=-1068/1649,14-25=-570/1236, 13-25=570/1236, 12-13=-1087/1661, 12-26=-1087/1661, 11-26=1087/1661, 11-27=-1087/1661,10-27=-1087/1661 WEBS 3-14=-531/613, 5-14=-299/462, 5-13=292/288, 6-13=-301/410, 8-13=-533/627, 8-11=0/289, 2-16=764/1349 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 4, 5, 6, 7, 17, 3, 16, 14, 13, 8, 11, 2, 10, 10, 1 and 12 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 15 checked for a plus or minus 5 degree rotation about its center. 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. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 593 lb uplift at joint 17 and 531 lb uplift at joint 10. m eh d, i o 0 Dead Load Defl. = 1/4 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 203 lb FT = 0% 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 WAIXIN6-Plmse ihorooghly mrien the'A.1 ROOF T¢USSFSC111111j,6iNF1A(RPNSACONDITIONS (IISIDN11ri UYF1'7A(¢NDNI(06FYFNr Woo.h,ilydesippaemaea and moA adn on this imn Design 0-itg ODD) ad lh Idis, ee, P.I. Id, -a 5.1 belure use. Udea mhenrise sealedae thel00, ooh WlekmvneNr pWlessheUbemedhr the 10010 be rofid. h0mos Designln¢inaa )ia., Spatially Eaguea); the s.of at ory 100ap".1, ea upmnmd the pmdessioaelealieeaiag.,pasibilily to the dodge of the siapl, Buss depkledoo the IDD.11, uadn TPl 1. IN, dnigo aswooloi ,loofng medifn, s ildifity ead me of this Buss JULIUS LEE, P.E. hr ory hildiag is the snpoesibDiry of the Ona. the Ovnds nlhvial good as the luNdiap DesigMr,inAeroarerlld the ll[, Me1141be taut hcildupeade and lPl 1. the oppovelofMe TOO ad say fiddoa of lie Truss, iededia¢ handling, stanpe, mstailotien adbmmp, shall be the resposikifily of the kilsiog Desi¢oer and #34869 ranhrtar.Alnotes sel out in the IDD®d the praN&es and nid,lion dlbe lailfep(aapeoed Safety10—lin(d(SI) pob8hedbyTPl and SICA ae alerauel Is,lenenl puidome. RlldefinestlenspusiDifilies ndddies oftle rives Oeripen, TmssOnipa[opinar and Boss Wvadodaermlenetlnrin defined hie 1109 Coosfai Bay (.and opeedepon be nituy by oil partiesiaedied. The Tron Uasipa Falieen is NOT tkeUhl Milan xNot, Spite. lry4enfos say boild'mp. All ropitoDred loin me os defied iolPl 1. Boynlon Beach, FL 33435 bpydght91111 AI ¢nlirmnrhfim lee, P.F. lepodwtim d Mir doaaed, ®ooy toim, is pratihBed ahhod nnho perevssin Imo 41 twl Imsses-6f s lee, P.F. Job Truss Truss Type QtY Ply Std Pac/6511 EL C A0465842 60332 Al2- Hip e r 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:37 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-zaFIwEY6zLXm7Jc3HigldIG02QBa6LpDZE93Eszxq 1 u - 11 z 7-0-15 1 12 1 IT112 24-10-10 32-0-4 1 7-0 15 5� 14 7 0 0 5 4-15 7-1-10 1.5x4 4x8 = 4x6 = 7.00 F12 16 ZZ 15 14 Zs 13 Z4 1211 Zo 10 Zn 3x6 11 3x4 = 3x4 = 3x8 = 1.5x4 11 3x12 11 4x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP M 30 *Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 'Except` W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. WEBS 1 Row at midpt 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1428/Mechanical 16 = 1547/0-8-0 (min. 0-1-13) Max Horz 16 = 459(LC 7) Max Uplift 9 = -512(LC 9) 16 = -574(LC 8) Max Grav 9 = 1428(LC 1) 16 = 1547(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2009/1454, 3-4=-1879/1471, 4-5=-1673/1428,5-6=-1382/1356, 6-7=-1684/1435, 7-8=-2032/1520, 8-9=-708/120, 2-16=-1477/1271 BOT CHORD 16-22=-618/460, 15-22=-618/460, 14-15=-1067/1623, 14-23=-1067/1623, 13-23=-1067/1623, 13-24=-727/1361, 12-24=-727/1361, 11-12=1093/1640, 11 -25=-1 093/1640, 10-25=-1093/1640, 10-26=-1093/1640, 9-26=1093/1640 19-5-12 +i5113D1 CSI. DEFL. in (loc) I/defl L/d TIC 0.93 Vert(LL) -0.1612-13 >999 360 BC 0.90 Vert(TL) -0.3612-13 >999 240 WB 0.64 HOrz(fL) 0.13 9 n/a n/a (Matrix-M) BOT CHORD 16-22=-618/460, 15-22=-618/460, 14-15=-1067/1623, 14-23=-1067/1623, 13-23=-1067/1623, 13-24=-727/1361, 12-24=-727/1361,11-12=1093/1640, 11-25=-1093/1640, 10-25=-1093/1640, 10-26=-1093/1640, 9-26=1093/1640 WEBS 4-13=373/457, 5-13=-242/436, 5-12=254/241, 6-12=-244/427, 7-12=372/477, 7-10=0/261, 2-15=710/1283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 3, 5, 6, 9, 9, 16. 14, 4, 15, 13, 12, 7, 10, 2 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 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, with BCDL = 10.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 lb uplift at joint 9 and 574 lb uplift at joint 16. Dead Load Defl. = 3/16 in t`l ab PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 195 Ib FT = O% 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �1 WAININ6 PIeose lhowughy,nier lbe'AI Desge D IODF TIUSSFS rSIR IGEN[IAI TUAIS B[ONDITIONS(I6TOvarounil A(NNOaammfmr lae. rmilydeslge ad,ad We, on pnamelns his Gun mriig(TOD) and Oelullusla, P.I. lef-Shelhle-a. neUnless otbmrise doledmlM1elDD, only NileiwnnM.r ploles shall De used for lM1e lDD to 6n nofid. As o Truss Design Tajmem(i.e., Spddlr EogleeerI; the snot on ay IUD ropmsntsoem?Ias.dlhe profeniwd vajmening respnsi6ilily fa the design oflbe single Tmndeputedoa the TOO I,, under Rll. The design ossaroVieu, Weliegsnedhiom, wifelifiry nod use of Ms Gust JULIUS LEE, P.E. lot my Building is the nsponsitirdy of the Oraer, the Oroeisedhuirv!g.1octhe Building Designer, in the raises al the IIL Me 31, fla laalh il6ogtade and TPl 1. the oppinn1dit, TOO end oey field use al the Tmss. iodudmg londling,Wole, wslohien ad heating, shll be lbndpoosililiy of the billing Designer and #34869 (onar. Al notes set not in 1he100 ad lie prancer end goiderees of The ludrmg(unpued Uhl lnfetmo?in.R[SQ pbhbed by TPl nod 5lQmernlmmml for general gnidam 1111 derma lit poosibdlies ad Mine of is Tress Designer, Tress Design hgineer adlmss hitafMner,enless olinrise defined by a 1109 Coastal Boy [oatron opreedapaounitiap ly aO pmtin hrohed. Ih has Design[ngioeer is NOT Be lalldirl Wiper almss Sysnmhlieenfa onphoOdiay Allmpilobeedtnms roe ns def®ed iaiPl1. Boyrrton Beach, FL 33435 [npyd2b1@1011AI1.f Geues AnT slee,P7.lepodmtien of Ibis daomem, in nay fanej, prohibited initials witleeperminim from Al fool Tresses.}fins lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 A13 Hip 1 1 A0465843 p 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Jan 07 07:56:37 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-zaFlwEY6zLXm7Jc3HigldlGOtQFh6LuDZE93Eszxq 1 u �1-4-12 6-4-5 l 12-1 4 15-11-12 , 19-10-4 25-74 , 32 0 4 -0 1 6 4 5 5 8-15 3 10 8 3 10 8 'M 65 -0 1.5x4 4x4 = 3x4 = 5 4x4 15 LI 14 IJ 44 12 LJ L4 L3 11 Zo 10 Lr 3x6 11 4x4 = 3x4 = 3x8 = 5x10 = 1.5x4 11 3x12 11 Dead Load Defl. = 3/16 in R LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.19 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.41 11-12 >923 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 202 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 'Except` T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except' 131: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-15 oc bracing. WEBS 1 Row at midpt 5-12, 5-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1428/Mechanical 15 = 1547/0-8-0 (min.0-1-13) Max Horz 15 = 447(LC 7) Max Uplift 9 = -508(LC 9) 15 = -570(LC 8) Max Grav 9 = 1428(LC 1) 15 = 1547(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2006/1481, 3-4=-1704/1425, 4-5=-1 381/1349, 5-6=-1395/1358, 6-7=-1731/1446,7-8=-2036/1533, 8-9=-717/269, 2-15=1483/1268 BOT CHORD 15-21=-537/442, 14-21=-537/442, 13-14=-110311638, 13-22=-1103/1638, 12-22=-1103/1638, 12-23=-827/1452, 23-24=-827/1452, 24-25=827/1452, 11-25=-827/1452, 11-26=1125/1654, BOT CHORD 15-21=-537/442, 14-21=-537/442, 13-14=-1103/1638, 13-22=-1103/1638, 12-22=-1103/1638, 12-23=-827/1452, 23-24=-827/1452, 24-25=827/1452, 11-25=-827/1452, 11-26=1125/1654, 10-26=-1125/1654,10-27=-1125/1654, 9-27=1125/1654 WEBS 3-12=-350/451, 4-12=-363/495, 5-12=274/358, 5-11=-244/349, 6-11=361 /488, 7-11=-339/459, 2-14=-875/1408 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and.C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 9 and 570 lb uplift at joint 15. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end,fdxity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QWLIXIN6•pinaiNmnghly crier the 74UN aUSSFS M1111, 61141111 QIYS A(ONOITIONS(USI0Dl1 r1US4lj d(INO"Wd1DMARrImm. Xmilp dodge pmamelen madmud rolesn1411—Oesipi Dnrhg(IDDead Ibelahs In, Uhfa—She]W.,me. Win alhee.4, sated ae Me TOD, en¢WiA Beer phtesshaVNe oadlm the TDO a be r,Ed.A,ahm, Onppa(njrem(.e., Spniallp(ego!n),fee .0. ny TODapeaal,ce —pleme al 1hephoia..1nj-ig mpnabhRlplm the desip al the sielhTma dgkl,dw IN 10Dwlp,w&,Rll.Th. dmSpa as-ption,hofug rn0—, Whiiery®d me.1N,Ta. JULIUS LEE, P.E. la aey luld.pis tLe a,pno,0irity of McOna, the OrceisoahorhM apnl cola WDd'mp Oesipmr,atle amen al the llWhe llL the lmol haildap eerie mdiPl1.IheopptnoI dth IDD oad ear &A -el the Ta,%adofop badrng. slasrye, hsablion aid hndeg,shog be the iespuslhtr7p olthe 1,961 Dollnel ead #34869 (enhorar. AD aotm teleulmthe TDD mdliepadrtesendpoidefinesol the WOS p(ompaxat klerylnleawtim(I(fQpah6shed by In and SPU me alnnad lnr peoeml0eldeme. illldermes the mpnGhditiamd datie,o(de lass Desipna,Iass Deigalopinnr ndhoss Bonudndmer, nlex el6lniu defined hpa 1109 Coastal Bay Gnhadapeed apoahnirinplpo0 por0a, imohed lbe lass Desipo hpioenis N0l the lmlfinp Onipnerminss Spshm(o'ieetttm onp buOd�N All npitehed Berms me osdefnM in IPI I. Boynton Beach, FL 33435 (rppdph192014 Al loaf huam.Fslas lee,p.[. teprodmthn d Nis dwemem, ie cep loim, is preahited ritloot rrDl.0 permhsim Tram Al laol lasses-FaUos lee, r.F. Job Truss Truss Type city Ply Std Pac/6511 EL C A0465844 60332 A14 Roof Special a a 1 1 Job Reference (optional) Al ROOF TRUSSES, FUR I PILRUL, FL 34946 Hun: /.buu s uci 3 zui4 F'nnu y.buu s ua a /Ul4 MI I etc inausmes, Inc. vvea .dan ua uy.00ao zu I rage I ID: W?quLcr?Re?LfzLe98RjH4yHM91-Rmp77aZkkefdkTAFrPB_AWpBXgaodUNouvcmlzxq It 1� 1 6 3 12 12-1-4 14 1 4 79 3 2 24-0-6 29-2� 321-4 �t-1 6-3-12 5 9-8 2-0-0 5 1-14 4 9-3 5 1-14 2-10-0 1.5x4 4x6 = AvA = 4x4 = Dead Load Defl. = 1/4 in 5x6 = 3x8 = 3x8 = 3x6 11 4-1 KOUS +J 10-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.27 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.52 15-17 >725 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 225 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-14 oc bracing. WEBS 1 Row at midpt 3-17, 4-14, 6-14, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17 = 1541/0-8-0 (min. 0-1-13) 10 = 1421/Mechanical Max Horz 17 = 435(LC 7) Max Uplift 17 = -553(LC 8) 10 = -617(LC 9) Max Grav 17 = 1541(LC 1) 10 = 1421(LC' 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=458/510, 3-4=-1833/1507, 4-5=-1976/1754, 5-6=-1680/1468, 6-7=-1519/1293,7-8=-572/559, 8-9=-695/567, 2-17=505/607, 9-10=-1409/1116 BOT CHORD 17-19=-1451/1603,16-19=-1451/1603, 15-16=-1451/1603, 15-20=-1077/1364, 20-21=-1077/1364, 21-22=-1077/1364, 14-22=-1077/1364,14-23=-1321/1650, 23-24=-1321/1650, 13-24=-1321/1650, 12-13=-1321/1650, 12-25=-1024/1289, BOT CHORD 17-19=-1451 /1603, ,16-19=-1451 /1603, 15-16=-1451/1603, 15-20=-1077/1364, 20-21=-1077/1364,21-22=-1077/1364, 14-22=-1077/1364,14-23=-1321/1650, 23-24=-1321/1650, 13-24=-1321/1650, 12-13=-1321/1650,12-25=-1024/1289, 25-26=-1024/1289, 26-27=-1024/1289, 11-27=-1024/1289 WEBS 3-17=-1609/1098, 9-11=-859/1158, 5-14=1158/1086, 4-14=-1064/1315, 4-15=318/416, 3-15=-252/460, 6-12=-448/481, 7-12=-398/681, 7-11=-1190/994 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; ViAlt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 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 nonconcurrent with 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, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 553 lb uplift at joint 17 and 617 lb uplift at joint 10. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAIXIX6-Pletse thoroughly rniew the "A I ROOF TIUSSES (SELIEI'(, GENERAL TERMS 1 CONDITIONS CUSTOMER (-IUVEll A(KNOWINumEDr Ixm. Verify design lammeln, and ,ad .,In, re this Too.Onfpe D-ing(IDD) and the Cabins tee, P1 Iefneme Steel before use. Unless nthnwise staled on the TOD, only Niiebm.nedor lnt<nnhnNbens.dmnbelDDmcaraud.A,nrws:De,i E JULIUS LEE, P.E. p gn npinen (i.e.,SpetiuNy Fvgmeerl, the evl vn my iOO epcsens w mmplvme of the pivfesshnd aagiweireA uspvvsihiliq In the desigt of the sinpleTrvss depitlednv Ne IDD vniryvvdcr IPI 1. The design vssvmpinns, lending tandifmns, witvlilq and use nl Nis less [.,any UlLnl(s to msyo.sibihlyol thefiner, The Owoei-1heraedeport ar the lailding Designer, in thereafter of the ll[the llC,the feel building.6, red ICE I. The approval at the COD and cnyti are of the Tmss, including handling, slorape, installation and bracing. shall he the eponsibilily oS the Whaling Designer and #34869 Connector. AD notes sal coin the TOD oodthe prodkowd guidelines at the luilduag(omponem Safety lnfammice(I(SI) published by TEE and Sl(A-Werented for general goidonee. IPlldefm<eNe responsiE ties evil dulKs otMe Tmss Designer, truss Design Fopiaeer and Tmss Nvnoladner, wless oMnnise defined bya 1109 Coas(al Bay (anted opted spot in writing by all points handrail. The Goes Design Enliam is NOT theluildhp Designer ar less System Enp-toronybuddinr All epithInd lams art os defined in ITT 1. Boynton Beach, FL 33435 (opyrigNa IDII AI goof (runes -Alias lee, P.F. tepmdudisa of this dnamenl, in ovy Ivan, cis praMbled wiMoot wrfim pemissimfrom AI Ioof imrses-hlios lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 A15 Roof Special i 1 1 A0465845 Job Reference (optional) Al ROOF I RUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:39 2015 Page 1 ID:WdquLcr?Re?LfzLe98RjH4yHM91-wzNVKwZMVynUMcIRP7[DijMLWDw aBSW0Ye9Jlzxgls 6 3 12 12-1-0 16 1� 21-1 4 26-2-4 31-2-4 32 O 4 6-3-12 5 9-8 4-0-0 5-0 0 5-0 15 5 0-0 0 10-0 3x4 4x6 = 16 It GJ 10 14 to L41`J Lo /u 13 1L 11 L1 109 z2 Dead Load Defl. = 1/4 in 5x6 = 3x4 = 3x8 = 5x6 WB= 3x4 = 5x8 = 3x4 = 3x6 11 -01}12 9-2-0 16-1-4 23-7-12 31-2 4 32-Of4 o ct 12 9-z-o 6-11-4 7-s 6 7 s 6 01 o a Plate Offsets (X,Y)-- [3:0-3-0,0-1-121,[4:0-2-0,0-2-4],[8:0-1-12,0-1-81,[10:0-4-0,0-2-12] [16:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. , DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.29 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.53 14-16 >714 240 BCLL 0.0 Rep Stress [nor YES WB 0.88 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 213 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-10 oc bracing. WEBS 1 Row at midpt 3-13, 6-10, 2-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16 = 1424/0-8-0 (min. 0-1-11) 9 = 1424/Mechanical Max Horz 16 = 401(LC 7) Max Uplift 16 = -488(LC 8) 9 = -657(LC 7) Max Grav 16 = 1424(LC 1) 9 = 1424(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-429/398, 2-3=-1854/1508, 3-4=-2502/2093, 4-5=-2073/1678, 5-6=-1593/1276, 7-8=-256/183, 1-16=353/389, 8-9=1398/1001 BOT CHORD 16-17=-1459/1629, 17-23=-1459/1629, 15-23=-1459/1629, 14-15=-1459/1629, 14-18=-107311366,18-24=-1073/1366, 19-24=-1073/1366,19-25=-1073/1366, 20-25=-1073/1366, 13-20=-1073/1366, 12-13=-1511/1873, 11-12=-1511/1873, 11-21=-1002/1236, 10-21 =-1 002/1236 BOT CHORD 16-17=-1459/1629, 17-23=-1459/1629, 15-23=-1459/1629, 14-15=-1459/1629, 14-18=-1073/1366, 18-24=-1073/1366, 19-24=-1073/1366,19-25=-1073/1366, 20-25=-1073/1366, 13-20=-1073/1366, 12-13=-1511/1873,11-12=-1511/1873, 11 -21 =-1 002/1236, 10-21 =-I 002/1236 WEBS 2-14=273/478, 3-14=-326/443, 3-13=1287/1587, 4-13=-1497/1356, 5-13=198/335, 5-11=-665/643, 6-11 =-567/848, 6-1 0=-1 528/1268, 2-16=-1672/1166, 8-10=-938/1287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 488 lb uplift at joint 16 and 657 lb uplift at joint 9. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard l WARNING -please D-1bly,,0nathe'A-nODn1USS(S('S(llE1j,GENEIAIInNS6CONDITIONS (MON[IrBUYnIA(NNOWI[DtiNiNPlmm. yerilydesippumelns oaMend.olesaselhis buss Oesipn 0maiig11ODJNd tleLfnsleji Idr,.a Sleel belong use. Unless a henise stated mthe TOO, only 104-0., plates shvllbe used lvs lheTDDmhe oafid. Asa Lnss Design Fnpinaee li.e,SpeeioNy Edgmeesj, the of on any TOO npeseals oomaplameal The pldles5iood mpideningrespensihifily lm the design of the s410 Tsuse dcpkted an the TOO m1,,vader 1111. The design assuep7iens, landipealMn; saitoiiNh and -olllds Tsuss JULIUS LEE, P.E. lot aep Baildinp'n lYemspesliBty abbe Ouaet, the Onneismlbarrsed epml or the Building Designer,inthemneN of thellLthe ll(, Me lomnuild'mpmde mdlfl I. The appamal ofth NO and any field seat the Tress, iodudilhandling. smmpe,®smlleien and bmdng, shall he thetespesliilit, 0 the podding Milner and #34869 61dntter. AD notes at out is the TOO and the pink., and guidelines of the Uldnp(ompmat kkty lnlmnmtiooIBM) Published by IN and Sl(A merelereased hs geneselpideme. Rllderioes Ile respon5hdlies wddulies otMe truss Designer, Trass D00a[.Diane, and Ina" Maoulmfmr, unless.1-ise defined by 1109 cmlol Bay (anlred opted upon is nrifiq by all parties imoleed. The Truss Teske(ngm, is NOT the luildial Designer or Inds, SystemTolima, In, any buildinO dll topilaliaed toms me dsdermed'm ifN 1. Boynton Beach, FL 33435 (opyrighlJ1O11 AI Imnmeas-ktlius lee, tF, lepmdustim of tAk does-1, in say lose, is pahibhed vtlbom o"IRIn perelssiaa Loss AT Real Trusses-laGus lag, pE. Job Truss Truss Type Qty Ply Pac/6511 EL C 60332 A16 Roof Special Girder t. r 1 1 �Std A0465846 Job Reference (optional) Al ROOF I KUSSES, FOR I PIEKGE, FL 34946 Kun: /.buu s uCi s Zu14 Pnni: r.buu s uci J Lu14 rvi I eK Inaus[nes, Inc. vvea San ur uCtab:4u zulo rage 1 ID: W?quLer?Re?LfzLe98RjH4yHM91-OMYGa—GGvL—mKezgDSFxuaudDbJcsgFCOjrBzxq 1 r 1-4-1 1-7-12 37-12 1 7-4 14-1-4 20.1-4 264-0 30-1-4 34-0-4 �-1 1-7-12 2.0.0 4-11-7 5-GO 640 ti-2-12 3-9-4 3-11-0 7.00 F 1.5x42 5x6 = .- Zs .,, Z4 Al tolo to „ la Le — Lo Zu JV „ 5x6 = 4x6 = 3x4 = 3x8 MT20HS= 3x8 = 3x4 = 4x8 II 7x6 = 5x8 WB= 1-7-12 -0- 12 3-7-12 8-7-4 14-1-4 , 20.1-4 , 2640 _� M 0-4 12 2-0-0 411-7 5-60 60A 8-2-12 t 7-&4 1-7-12 Dead Load Defl. = 7/16 in T v Plate Offsets (X Y)— [3:0-3-0 0-1-12] [5:0-1-12,0-1-81, 111:Edge,04-121, [12:0-4-12,0-2-01, [19:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.31 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(rL) -0.62 14-15 >651 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(rL) 0.16 11 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 220 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 `Except' T4,T5: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B3: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* WI: 2x6 SP No.2, W13: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-10 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 6-15, 9-11 2x4 SYP No.2 - 7-15 Fasten (2X) T and I braces to narrow edge of web with 10d (0.13111xY) nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 3019/Mechanical 19 = 1826/0-8-0 (min. 0-2-2) Max Horz 19 = 437(LC 36) Max Uplift 11 = -1628(LC 7) 19 = -798(LC 6) Max Grav 11 = 3019(LC 1) 19 = 1826(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-332/134, 34=-3125/1320, 4-5=-3226/1321, 5-6=-2696/1238, 6-7=-2694/1186, 7-8=-4542/2104, 8-21=440612176, 9-21=-4406/2176, 2-19=292/193 TOP CHORD 2-3=-332/134, 3-4=-3125/1320, 4-5=-3226/1321,5-6=-2696/1238, 6-7=-2694/1186, 7-8=-4542/2104, 8-21=4406/2176, 9-21=4406/2176, 2-19=292/193 BOT CHORD 19-23=-831/1333, 18-23=831/1333, 18-24=-1622/3265, 17-24=-1622/3265, 17-25=-1299/2746, 16-25=-1299/2746, 15-16=-1299/2746, 15-26=-2105/4544, 14-26=-2105/4544, 13-14=-2176/4406, 13-27=-2176/4406, 12-27=-2175/4408, 12-28=-1318/2430, 28-29=-1318/2430, 29-30=-1318/2430, 11-30=-1318/2430 WEBS 3-18=992/2434, 4-18=-1641r/23, 4-17=-783/342,5-17=-59/473, 5-15=657/460, 6-15=-968/2211, 7-15=2835/1478, 7-14=-216/328, 8-14=-473/461,8-12=-677/508, 3-19=1978/756, 9-11=3607/1957, 9-12=1288/2967 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 1, 3, 4, 6, 7, 10, 11, 16, 18, 17, 5 15, 14, 8, 12, 2, 19 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 13 checked for a plus or minus 3 degree rotation about its center. 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. 9) Refer to girder(s) for truss to truss connections. 10) Provide metal plate or equivalent at bearing(s)11 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1628 lb uplift at joint 11 and 798 lb uplift at joint 19. 12) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 lb down and 241 lb up at 1-7-12, 148 lb down and 167 lb up at 28-4-0, and 148 lb down and 167 lb up at 304-0, and 148 lb down and 167 lb up at 324-0 on top chord, and 309 lb down and 136 lb up at 1-7-12, 1415 lb down and 703 lb up at 264-0, 238 lb down and 21 lb up at 28-4-0, and 238 lb down and 21 lb up at 304-0, and 238 lb down and 21 lb up at 32-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo ' Vert: 1-2=-70, 2-3=-70, 34=-70, 4-6=-70, 6-7=-70, 7-10=-70, 11-19=-20 Concentrated Loads (lb) Vert: 3=104(F) 12=-1415(B) 9=108(B) 21=108(B) 22=108(B) 23=76(F) 28=47(B) 29=47(B) 30=-47(B) NRININ6 Plesee lhwaughly arien 1M1e'Ad FORE i10Sf(S (SEII(Ij, 6ENErdI ln(dS d (ONOIIIONS [IISTOIAEI ('10YE11 A(CNO'N(F06ENEN1' Tosco. Voily design p,mmeleu and iesd Holes w IM1is Imss Design Oiaxinp(fOU and Tlerslios lee, P.f.lelereme Sleel helore use. Wlen alhmis stored as IM1e TDO, ally OleNconnedrt lT shagbea,aam,melobroet,asd.A,ar,aam,i ( JULIUSLEE,P.E. Foes da opiate,IL.,spedalgTep�etLme,aalaaoarlNoitpm,eaT,a.mapameauNePa(.,sfsa,TtagMamiatiaponsiEi[igladmaaipaauhe,iapTeua„eepmednamalphwly,sederTPll.Ihea.,igaa„umpr„as,Basisgroomraa,,wimsnlsada,ea(im:rya„ I la my 241diel i,th-,pouiloy el ?be Me,, the O.eeisao1hmued gcol o, the loddmp Ooipeer,isthe comeol of the ITT,the 11(, the lwol huilrmg code®dITT 1. Thespgotsl al thel00 sad myfieldoaol Me imss,wdudiap hmdrmq,sto,ope, uAnUotian sad Madng, shsOhlhe responsililOy oltheesileiep Oeslgner and #34869 (aotmdar. All nin set 40 in The 100 oed the pcethes and psidefines of the hillo.1(oq-1 Seltlyla(mmnlloa IS61)p,bb,hed by TPl of Si(Ao,,rzf.o,ed(m peseml poidsnm. IPlldef¢es themspondMTlits and dams of A, Tests Otsipoer,hot, 0esip.(opi— and huss Mocthadnn, onlex 0benise defined by a 1109 Coastal Bay OoVm od eelupoa is nitmp by oO prNesimshed. the Tms, Desire Toy- is NOT the lsildfol Milner or Goss System (alioeerlm M lefld"mg dll mpilsfeed toms me ss deleted is a%I. Boynton Beach, FL 33435 (npyrigh1970I1 LI PwI Lesses�A� s tee, P.E. leprodali,s elMi, dscom,m, m say Ta,m, is pmleMhd vBhoat oohs pnnissioa Imm RI losnr»set-F+fcos lee, Pl Job Truss Truss Type City Ply Std Pac/6511 EL C A0465847 60332 A17 Roof Special i 1 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:40 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-09MYGa—GGvL mKezgDSFxubFdCvJjHgFCOjrBzxglr Tt-4 1� 3 7-12 , 5 7-12 , 9� 7 135-4 14 9� 20-11-5 , 26 3 d 1�1-1 3-7-12 2-0-0 3-8-11 4 0 13 1� 0 6-2-1 5 3-15 4x4 = 4x6 6 7 5x6 = 3x8 = 3x8 MT20HS= 3x8 = 3x4 = 3x12 Dead Load Defl. = 1/4 in 0 Q 12 3 7-12 12 3 7-12 5 7-12 , 2 0 0 13 5-4 7-9 8 14-9-4 20-11-5 1-40 6 2-1 26 3-4 5 3 15 Plate Offsets (X,Y)— (3:0-3-0,0-141,17:0-2-12,0-1-81,(10:0-7-11,0-141,r15:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 Vert(LL) -0.23 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.45 11-12 >688 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Iner YES WB 0.53 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 168 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T5: 2x4 SP M 30 BOT CHORD 2x4 SP N0.2'Except' B1: 2x4 SP M 30 WEBS 2x4 SP No.3 'Except` W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 1168/Mechanical 15 = 1289/0-8-0 (min. 0-1-8) Max Harz 15 = 427(LC 7) Max Uplift 10 = -431(LC 9) 15 = -517(LC 8) Max Grav 10 = 1168(LC 1) 15 = 1289(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=234/313, 3-4=-1705/1328, 4-5=-2074/1686,5-6=-1285/1123, 6-7=-1046/1056, 7-8=-1641 /1522, 8-9=-1637/1202,9-10=-630/367, 2-15=-335/451, BOT CHORD 15-21=-809/1184,14-21=-809/1184, 14-22=-881/1383, 13-22=881/1383, 12-13=-881/1383, 12-23=497/1032, 23-24=-497/1032, 24-25=-497/1032, BOT CHORD 15-21=-809/1184, 14-21=-809/1184, 14-22=-881 /1383, 13-22=881 /1383, 12-13=-881/1383,12-23=-497/1032, 23-24=-497/1032, 24-25=-497/1032, 11-25=-497/1032, 11-26=879/1323, 10-26=-879/1323 WEBS 3-14=625/959, 4-14=-1180/1018, 5-14=516/648, 5-12=-539/624, 6-12=463/509, 7-12=-224/290, 8-11=336/573, 3-15=-1403/945, 7-11=598/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 3.4. 6, 10, 10, 14, 5, 12, 8, 11, 2, 15 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 13 checked for a plus or minus 5 degree rotation about its center. 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, with BCDL = 10.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical -connection (by others) of truss to bearing plate capable of withstanding 431 lb uplift at joint 10 and 517 lb uplift at joint 15. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r WtheAININ6-Pimselhmoughlyrtriee0a'AIIDDFiIUSSES('SEllnj,6fNElAlRl6gp(ONDIiIONS(IIS1ONi1('rD%11A(KNOW(ED6E4ENrInm.YerifydesipgnumetnsundreadernesonthishnsOesipuDmriap(fOD)und0elulinslee,P.F.leleremeSinlbelareuse.Oslnselhn•insloleloomeiDD,anlylliieimopeder IU plots shallheused for lie TOO to berufid. As .Loss Design hilioem(L.;Spetiofly folk—ri, elmv tan aoy TOD,epusntsesmmpmmeof it. prof essioneI anpinmmg utpeosibilily In dnips of the in sgle Truss dephledso the 1O3 nly,soft, 1111. The chipsonampliens, loading utdifms, suilublfily and ma.1this Truss /UL StEE, P.E. fawyp ritisthe,nponsibilifystetsDrsebtheO—A uoh.rindag.1ortheruddmgO"Ifloer,inlie'WaloftheIMthelr(,fit,luredbuild'gpmdeWIN1.theupprnulakin1OOandoaffielduseoftitTruss,isduliopWerfling, Morile, hosellotion ord tourist. stuff be le, iespossibilq of the Redding Designer ard #34869 hatmdan.All snln set out in the lODsold the peaks, and ppidefien.(list hUd'up(ompount Solely lsfnmmlin061l psbrshedbyIII and SlfA re referenced Its pesenl poido- MillermesNe nspuedllin red duties of the Truss Designer, Bon Deggs fuginnr and Trust 111t4ideler, ouless stim•ise defied by. 1109 Coastal Bay bolrodcgrad ups is idirq by oO purges mroleed. The Truss Miss fopi— is NOT be luDrmp Desipne, or Systrmfoslnerfur ybsuddinD All ropitu6ted toms me as defined iol%1. Boynbn Beach, FL 33435 (epprigb1J101(Alend Trsues-bf slee,rl. lepodmliru of tlis dominant, in any (arm, is pram'hOed rithoee ridden pnsdnim (min Al 4ofirnxt-bfioslee, P.f. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465848 60332 A18 Roof Special e a 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: f.tjuu s ucT 3 Zu74 Ynni: d.bull s UCI s Zu 14 mi I ex inausmes, Inc. wed .dan uy w.ao:4 f 26 i5 rage r ID: W?quLcr?Re?LfzLe98RjH4yHM91-sLVFlcbcl Z2Cbwvq WYkho8Rig 1 YY27fpUs7GNdzxq 1 q r1� 1$ 5 7-12 7-7-12 11-5� 16 9 4 21-11-1 26-3-4 1 1-4-12 5-7-12 2 0 0 3 9 8 5 4-0 5 1-13 4 4 3 1.5x4 4x6 4x6 = Dead Load Deff. = 1/4 in 5X6 = 3x8 = 3x6 = . 3x8 _ 4x12 11 &Iraf pip LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.35 10-12 >904 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.61 10-12 >515 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 155 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* WEBS B2: 2x4 SP M 30 3-12=-420/698, 4-12=-1071/986, WEBS 2x4 SP No.3 *Except' 6-1 0=1 42/373, 7-10=-204/362, W1: 2x6 SP No.2 3-13=1231/736, 5-12=622l721 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 9 = 1168/Mechanical 13 = 1289/0-8-0 (min. 0-1-8) Max Horz 13 = 364(LC 7) Max Uplift 9 = 411(LC 9) 13 = -500(LC 8) Max Grav 9 = 1168(LC 1) 13 = 1289(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=409/567,34=-1533/1281, 4-5=-1861 /1630, 5-6=-1165/1108, 6-7=-1410/1138,7-8=-1626/1290, 8-9=-856/105, 2-13=-488/651 BOT CHORD 13-19=-826/1241, 12-19=826/1241, 11-12=-703/1188, 11-20=703/1188, 20-21=-703/1188, 10-21=703/1188, 10-22=-949/1316, 9-22=-949/1316 WEBS 3-12=-420/698,4-12=-1071/986, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 1, 3, 4, 5, 6, 9, 9, 12, 10, 7, 2 and 13 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. . 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 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, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 9 and 500 lb uplift at joint 13. 10) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QWALYIND.Piuu normghlyaeiesihe'k1 tOOF1IIBSEi jifll[1j,6[N[Ill0lgeb(OYOITIDNS(USIDNItrBOTEl1A(CAOBT[06FYENrloon. fast,, em the buss Omigt OrmpegPoised thelaDes lee,r.E ldertme Reel kforz uu. Select etkmsetolada. IhCTOO, only d4ld avd. JULIUS LEE, P.E. plates sh.D le amd ler the IOO es k rafid. As o is.a Design Fogiaeer (i..,Sp.iohy hyeenL tk and as.ry IDO telresws ae.cepkm..lihe p.lesseo.l eojmemeg snpnuhOily 1. Me desig. a1 fAa mple Lass hphteda. tk TOD sey,soe, RI I. The dmip.-orapfnw, 1a0ag..6ti..s, saklidiy.,dn. al this I,.. to ny laildial is the rmpesiEifiy oftle Ones, the O.mrsauthorized .g.1 ar 0e Imdep Designer, is If, adeel al the SICthe n(,the eedh ilfmgrede andMI. The oppseal of the TOD of my field me.f tic Truss, edaLnl katial, namle,asmgetiane.d hmdog,sA.1k[be rup,Wfiyat the kildi.g Docile. and #34869 (eolruNr.AO.oessel oulmlleIDD and 16e p.tNasandpedeGoesollhe ludfoop(gmpaaeul SuleylolargtuAn(t0�puhOshedhy ill md5l(A are rel.rneed lorpegenlguiEoua. Rllddmesnnespnv'haties nod dnksotne it ss Desipe.,Ttom 00iskpme.andlmm Mans(edam,.]as, vbumu defied by 1109 Coastal Bay hglmn opteedopoi. rridnp by uO porAes inolred. Tkdress Dnig.B11 is NOT Is, Iaillml Oegam orTmss System fglivaafar any gldmg. Allmpilegedt.mureesdefined'minl. Boynton Beach, FL 33435 Gpyriphl97O11 AI Ioof bones-bfms lea, t.F. tepdooti.n ai nis d.emea, m.ry latm, is Inhihded.ithmt •does por.dssion hem AI kol Trmus-bli.slee, GE. Job Truss Truss Type Oty Ply Std PaC/6511 EL C 60332 A19 Hip , 1 1 A0465849 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:41 2015 Page 1 I D: W?quLcr?Re?LfzLe98RjH4yHM91-sLVFlcbcl Z2Cbwvq WYkho8RIC1 ZZ29gpUs7GNdzxgl q ,-'-4-12, 7-5-4 13-1-4 18-9-4 263-4 1-4-127-5-4 5-8-0 5-8-0 7-&0 1.5x4 4x8 = 1.5x4 II 4x8 = Dead Load Defl. = 1/8 in 3x6 11 4x4 = 3x8 MT20HS= 3x8 = 4x4 = 3x6 11 0 p 12 7-5 4 13-1-4 18-9-4 26-3-4 0- 12 7-5� 5.8-0 5-8-0 7-6-0 Plate Offsets (X,Y)— [2:0-1-12,0-1-81,[3:0-5-8,0-2-01,[5:0-5-8,0-2-01,[6:0-2-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.20 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.34 7-8 >924 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 153 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1,W6: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-5-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 1279/0-8-0 (min.0-1-8) 7 = 1158/0-8-0 (min.0-1-8) Max Horz 12 = 327(LC 7) Max Uplift 12 = -488(LC 7) 7 = -444(LC 6) Max Grav 12 = 1279(LC 1) 7 = 1158(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1555/1154,3-4=-1510/1374, 4-5=-1510/1374, 5-6=-1565/1150, 2-12=1208/1101, 6-7=1086/901 BOT CHORD 12-14=-603/416, 11-14=-603/416, 10-11=-807/1216, 9-10=-807/1216, 9-15=-821/1236, 8-15=821/1236, 8-16=-380/351, 7-16=-380/351 WEBS 3-11=0/264, 3-9=-408/468, 4-9=-436/468, 5-9=406/451, 5-8=0/264, 2-11=-553/848, 6-8=-516/889 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DO L=1.25 3) Provide adequate drainage to prevent water ponding. 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 chorI live load nonconcurrent with 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 488 lb uplift at joint 12 and 444 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard N/tXIX6 PIesse lhmmghly,erier IWA-1 OF TlUSSISrSRIHlGINn11 TIM&UNOISIONS NSIONSI I'gNit)1[[NOtttE06EYFeP Imm. YnEg deGgo pumeleu ood«oleolnao l6is dross 0esiga NrmiyllUP oad lAehGoslee,P.Ll0-ne, Umbel ore use. Wlea allnrise staledas Ne lDD, only Yilekecevedor )UUUS LEE, P.E pNln she0 he reed 1m 0eT00 re hs.ard. As a Tmss D.sge Fapiaees le, SpecialIspmen), It, ud w ..IIOO,epnevts m wepleme of the pshniud evginmag,espou6iGly Im M design d theieryle Tun deputed sstbe TOD only, codes RI1. Ue design nsompNsns, leafmp swdifiss; soiloA7te ®d- d,hisT.- fs, set H11,1Isthe aspnbOrydthe aner, she 0—Aolherhdapmtu,the hdfml116W.,,ieIt, codedd the li( [be 11(, Ile 1.1b-&Icede®diflLThe oppmalofn,TDOeoicolfield medlleire Wn lheelrmg.stomp,uodatiaeaedb,.hI nkth,es uNriepdtEeki.1Itnip.W #34869 (dntrsdn. AO We, "I sd mIt, Too cad Me preait"eed gddermesslthe ladfmp(smpseesl Sofery let.,ovV.0UQ pblhbedbyIF] and Sr(A me rel—al tar pa.dgeidaea. Tll l derma it, , op, vbilr. mddetin d Me Tress Dmilcu,NoOesiph&.r and Tress ll.mlydaer, wh,ethmrim dermed by g 1109 Coastal Bay UsImil apreed ups I. ndiel by gO p the hrrd,d. The Toss Design r ye- is NOf A, IOf.I Design, dress SystemEnliseerlasnybgafap.All,spitsated toms eaudermedin T%I. Boyntan Beach, FL 33435 6pydght82010I Pod Tmaas klrvs (ee; P.T. tepsdmliss slNis dmsmed, m seylorm, ignHbBed vitAut refire pnmissin Imm AI tsf Tresses.hr., Us, U. Job Truss Truss Type Oty Ply Std Pac/6511 EL C 60332 A20 Hip Girder a A 1 1 A0465850 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34W Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:42 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-KY3ezycEotA3D4U04FFwKM umRuGnXNyjWlgv4zxglp 11121 5-5-4 , 10.7-14 , 15-6-10 20-9-4 26 21 27-7-4 1 4 12 5-5-4 5-2-10 4 10-12 5-2-10 5-5 4 1 4 12 Dead Load Defl. = 3/16 in 4x8 = 3x6 11 4x6 11 5x12 = 4x6 11 4x6 11 3x6 11 -0 Q 12 5 5 4 10 7-14 15-6-10 20 9 4 26-2-8 26,E-4 12 5-5-4 5-2-10 4-10-12 5-2-10 5 5-4 0. 12 Plate Offsets (X,Y)-[2:0-2-12,0-2-01,[3:0-5-8,0-2-01,[6:0-5-8,0-2-01,[7:0-2-12,0-2-01,[13:0-5-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.24 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 • BC 1.00 Vert(TL) -0.39 12-14 >798 240 . BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 164 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except` T2: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' W1,W2: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-3-12 arc purfins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15 = 1923/0-8-0 (min. 0-24) 9 = 1920/0-8-0 (min. 0-24) Max Horz 15 = -235(LC 4) Max Uplift 15 = -1452(LC 5) 9 = -1449(LC 4) Max Grav 15 = 1923(LC .1) 9 = 1920(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2610/2116, 3-18=-3587/2693, 18-19=-3587/2693, 4-19=3587/2693, 4-20=3587/2693, 20-21=3587/2693, 21-22=-3587/2693, 5-22=-3587/2693, 5-23=3571/2687, 23-24=-3571/2687, 6-24=3571 /2687, 6-7=2599/2110, 2-15=1872/1468, 7-9=1868/1464 BOT CHORD 15-25=-340/325, 14-25=-340/325, 14-26=-1888/2219, 26-27=-1888/2219, 27-28=-1888/2219, 13-28=-1888/2219, 12-13=-1888/2219, 12-29=-2659/3571, 29-30=2659/3571, 30-31=-2659/3571, 11-31=-2659/3571, 11-32=-1756/2209, BOT CHORD 15-25=-340/325, 14-25=-340/325, 14-26=-1888/2219, 26-27=-1888/2219, 27-28=-1888/2219, 13-28=-1888/2219, 12-13=-1888/2219,12-29=-2659/3571, 29-30=-2659/3571, 30-31=-2659/3571, 11-31=-2659/3571, 11-32=-1756/2209, 32-33=-1756/2209, 33-34=-1756/2209, 10-34=-1756/2209 WEBS 3-12=1131/1786, 4-12=-624f749, 5-11=626/765, 6-11 =-1 130/1776, 2-14=1856/2163, 7-10=-1859/2153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf, BCDL=5.0psf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent 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 3-6-0 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 1452 lb uplift at joint 15 and 1449 lb uplift at joint 9. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom -Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 lb down and 260 lb up at 5-5-4, 104 lb down and 182 lb up at 7-0-0, 104 lb down and 182 lb up at 9-0-0, 104 lb down and 182 lb up at 11-0-0, 104 lb down and 182 lb up at 13-0-0, 104 lb down and 182 lb up at 15-0-0, 104 lb down and 182 lb up at 17-2-8, and 104 lb down and 182 lb up at 19-2-8, and 136 lb down and 260 lb up at 20-94 on top chord, and 147 Ill down and 220 Ill up at 5-54, 231 lb down at 7-0-0, 231 lb down at 9-0-0, 231 Ill down at 11-0-0, 231 Ib'down at 13-0-0, 231 lb down at 15-0-0, 231 lb down at 17-2-8, and 231 lb down at 19-2-8, and.147 lb down and 220 lb up at 20-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=125 Uniform Loads (plo Vert: 1-2=-70, 2-3=-70, 3-6=-70, 6-7=-70, 7-8=-70, 9-15=-20 Concentrated Loads (lb) Vert: 3=75(B) 6=75(121) 14=-141(B) 10=-141(B) 18=92(13) 19=-92(B) 20=92(B) 21=-92(B) 22=92(B) 23=-92(B) 24=92(B) 26=-31(B) 28=31(B) 29=-31(13) 30=31(B) 31=-31(B) 32=-31(B) 34=-31(B) P WAANINO•Pleasel'a'.ghlymrie•the•AIHOTBUSSESrSHIEPj,SIN1101TPA1Sd(ONOIIIONSCUSTOMEPI90YIrjAUNOMF06EYENPIarm.YerilydesignPonerelresadr,airatesmthisleastDesignDrowhOODD)andthelolir,t,,,P.E.PefemmeShellater,as,.OdessatEn•instoleda,theYOU,ealy,Met,rannMer JULIUSLEEP.E.. pkln sM1.N he used far the TOD la he e.K As a Tauss Design [opinen (L.., Speriufty login«u), the sad m any 100 eq -ts m naptame at the pi h'siand eoAlneeiang eesresihiUlp tar Me design at the single I,,,, depkted as the 100 aely, uedet BY I. The desige-a-Fliaes, W hat conditions, saitobi city and use of this Lux tar my Bailiffing is the responsibility of the Ona,IS, 0.r; oalhuh,dagerl.,the Wilding Oe;ilaer, in the<omen of thef,LIk Ill'Ibileal butldiagudenadTPI1. The appreveldlhelOOudery0ddese if the Ties&, indudial boadlinp,stomp&, asto0olian aid bmdag.sholl beer,mpaesibMy tithe Willing Designer and #34869 iadmder. Araotes id oolia OtIODoodthe pmdito and ptideGoes oIlk SoldigUrape".1 Safety ldnnnatiou(161) pabOskd by III bth SICA are daenrd for pecialguidense. Ill l defmts tittopenshfilies and defies at the Tres; Designer,Irm; OeGpo Eopineer onnrou Yaroletlmer, oaten otheniu defined 6pa 1109 Coastal Bay Oatrodapreed upon ie•miM by oN pmliesindeed. Ibehass Dtsipnl,fin is NOT the Uildiol Oesipner arhoss Stores lnliaeerfn aoybaDd"ny. All mpiloNeedlnu men dtfinedml%1. Barataria Beach, FL 33435 hppdAk�7011 AI lwf lrmus•k0udee, LT. lepradedlen at lli; decennial, is aq loam, is pratdbited v0hoot •shlu pendsden kin Al feel Trasu,-hr s toe, p.L Job Truss Truss Type Oty Ply Std Pac/6511 EL C 60332 A21 Hip Girder , 1 2 A0465851 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:43 2015 Page 1 ID:W?quLcr?Re?Lf7Le98RjH4yHM91-okcOAHdsZBlwrE3Deym9tZW4crFhW D6xAc.NSWzxglo -1 4 12 17-13 712 11 6 4 16-0-6 19� 11 23 0 8 , 1 12 3 7-13 3i: - 4 6 2 4-6-2 3-4-5 3-7-13 7x8 11 2x4 11 5x8 = Dead Load Defl. = 1 /4 in 10x14 i 6x6 11 4x8 11 8x8 = 5x8 11 3x6 11 10x10 = 0 (1-12 3-7-13 7 0:2 , 11 6 4 , 16 0 6 19-4-11 , . 23-" 23-n14 1 12 3-7-13 3-0-5 4�-2 4-6-2 3�-5 3-7-13 �-12 Plate Offsets (X,Y)— [3:0-1-12,0-1-81, [4:0-5-4,Edgel, [6:0-5-4,0-3-41, [7:0-1-12,0-1-81, [8:Edge,0-5-91, [10:0-6-0,0-2-41, [11:0-4-0,0-6-01, r12:0-6-0,0-1-121, [14:0-24,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.18 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.35 10-11 >772 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 378 lb FT = 0% LUMBER - TOP CHORD 2x6 SP N0.2 `Except' T1: 2x4 SP No.2 BOT CHORD 2x8 SP No.1 WEBS 2x4 SP No.3 *Except* W1: 2x8 SP No.2, W2: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-9-4 oc bracing. REACTIONS. (lb/size) 14 = 7775/0-8-0 (min.0-4-9) 8 = 8674/0-8-0 (min. 0-5-2) Max Horz 14 = 276(LC 5) Max Uplift 14 = -3560(LC 5) 8 = -3699(LC 4) Max Grav 14 = 7775(LC 1) 8 = 8674(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10527/4886, 3-4=11908/5539, 4-5=-12696/5679, 5-6=12694/5676, 6-7=-12394/5410, 7-8=12654/5439, 2-14=7192/3340 BOT CHORD 14-19=-1056/1794,13-19=-1056/1794, 13-20=-4348/8992,20-21=-4348/8992, 12-21 =-4348/8992, 12-22=-4900/10375, 22-23=-4900/10375,23-24=-4900/10375, 11-24=-4900/10375, 11-25=4636/10837, 25-26=-4636/10837, 26-27=-4636/10837, 27-28=4636/10837, 10-28=-4636/10837, 10-29=-4529/10659, 29-30=-4529/10659, 30-31=-4529/10659,9-31=4529/10659, 9-32=-4529/10659, 8-32=-4529/10659, BOT CHORD 14-19=-1056/1794, 13-19=-1056/1794, 13-20=-4348/8992, 20-21=4348/8992, 12-21=4348/8992, 12-22=-4900/10375, 22-23=4900/10375, 23-24=-4900/10375, 11-24=-4900/10375,11-25=-4636/10837, 25-26=4636/10837,26-27=4636/10837, 27-28=4636110837, 10-28=4636/10837, 10-29=-4529/10659, 29-30=4529/10659, 30-31=4529/10659, 9-31=4529/10659, 9-32=4529/10659, 8-32=4529/10659, 8-33=1834/4300 WEBS 3-13=1790f792,3-12= 852/1684, 4-12=1845/3384, 4-11=-1353/3388, 5-11=350/339, 6-11=-1492/2716,• 6-10=-1577/3870,7-10=-250/320, 7-9=-112/444, 2-13=-3372/7372 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.OpsY h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3560 lb uplift at joint 14 and 3699 lb uplift at joint 8. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2999 lb down and 1671 lb up at 6-2-0, 1404 Ib down and 667 lb up at 8-2-0, 1401 Ib down and 664 lb up at 10-2-0, 1408 lb down and 554 lb up at 12-2-0, 1408 lb down and 558 lb up at 12-6-8, 1408 lb down and 577 lb up at 14-6-8, 1419 lb down and 593 lb up at 16-6-8 , and 1419 lb down and 593 lb up at 18-6-8, and 1419 lb down and 593 lb up at 20-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-4=-70, 4-6=-70, 6-8=-70, 14-16=20 Concentrated Loads (lb) Vert: 21=-2999(F) 22=-1404(F) 24=-1401(F) 25=-1408(F) 26=-1408(F) 28=1408(F) 29=1419(F) 31=1419(F) 32=-1419(F) WAlNIX6-IleanM1—ghly aeTeethe-A-I IDOFIDUSS[SrSELLErj.61NnALTH91i6(ONDOIDNS(IIS10Yn rlUYFgj AfrUOW![D6EYEYP1nn. Vnilydesigepnonelen aedmod sees oe Ibis Tu Oesiplhwng(TDDj end th,hiess(ee,LE.gefnmieSEeAbelma ose.Uoles, Aerve,oadis the100, eniy OdeY mnneder /ULIUS LEE, P.E. plates sheDhe ned h, Ise TOO n be e64. A, o Tmss Desgn Enliven (a, Speiishy regm ,nj, the seed ai is, T001ep oms 0,—ptuon of the p f,ssivoeI engfamhg mspansiPity In she design al the single in. dqb d in it, T03 w11, anda 911. The desige essonptiens, Wig sendilnas, seilvliUly wd use at Ibis lmss he wy lailding is Me,upoosiDililydMe Ounn, IbeOmd,aulhosnel agentonAe luild'mp0esgnr,is lleroded of the ll4IbeI14 Me laaol6oildnp nde aodlPl 1. IM1eoppsoyal afNe NO and mly heldoedthe Tmss,inludiogbding, slompe, nflo0olioo oodhrnmg, shoDkMnmpe,ili(tly olIbduitling Desipna rnd #34869 (.findn.Al Wenelodbib, TODad the p ilkenod piddines dtk WfiegUrep-1 Sddy lduninte(t(SQ pebisbd by TPl end Sl(Aaneiaend be gmavl gmdanae. ni l defaes the esponsibifilies mddobsofib, ima Design,, Gass Design(agnen Wimas Bonafedaes, snhss eMenie defnedby a 1109 Coastal Bay (enUM opeed opeonitiaplyo0 parriesimedred. The ims Daipn(ajaeah NOT the lebRity Designer or Ties, Synen(ngueafoom kOdnis All oupita0odtnn aeesdefadinl%i. Boynton Beach, FL 33435 GpydgMJlOII d1 Pod inae,-larnslee, lL lepdeelien dthis decemed, in nay hm,is pmh'biled vitbut r,fin pesd,s7an Iron AI bef times -bf s lee, P.E. Job Truss Truss Type Q Ply Std Pac/6511 EL C A0465852 60332 A22 Hip Girder a �JtY 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:44 2015 Page 1 ID: W7quLcr?Re?LfzLe98RjH4yHM91-GWAOOdd VKUQnSOePCgIOPn3CXEd WFRBFAgMwyzxgl n -1� 14 2 5-5-4 11-64 17-7-4 23-0-8_ 24-5-4 1 4 12 5 5 6-1-0 6-1_0 5 54 1 4 12' 1.5x4 4x8 = 3x6 11 4x6 11 WO MT20HS= 4x6 11 3x6 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' T2: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-3-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 1631/0-8-0 (min. 0-1-8) 8 = 164210-8-0 (min. 0-1-8) Max Horz 12 = -235(LC 4) Max Uplift 12 = -1195(LC 5) 8 = -1210(LC 4) Max Grav 12 = 1650(LC 19) 8 = 1642(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2329/1716, 3-15=-3023/2096, 15-16=-3023/2096, 16-17=-3023/2096, 4-17=-3023/2096, 4-18=-3023/2096, 18-19=-3023/2096, 19-20=-3023/2096, 5-20=3023/2096, 5-6=2239/1741, 2-12=1595/1209, 6-8=1591/1222 BOT CHORD 12-21=-358/322, 11-21=-358/322, 11-22=-1546/1983, 22-23=-1546/1983, 23-24=-1546/1983, 24-25=-1546/1983, 10-25=-154611983, 10-26=-1452/1902, 26-27=-1452/1902, 27-28=-1452/1902, 28-29=1452/1902, 9-29=1452/1902 WEBS 3-11=0/373, 3-10=-797/1327, CSI. DEFL. in (loc) I/defl L/d TC 0.92 Vert(LL) -0.2910-11 >949 360 BC 0.76 Vert(TL) -0.4210-11 >646 240 WB 0.85 Horz(TL) 0.04 8 n/a n/a (Matrix-M) WEBS 3-11=0/373, 3-10=-797/1327, 4-1O=763/878, 5-10=-771/1424, 5-9=0/306, 2-11 =-1 498/1922, 6-9=-1534/1823 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 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 nonconcurrent with 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 1195 lb uplift at joint 12 and 1210 lb uplift at joint 8. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Dead Load Defl. = 1/8 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 134 lb FT = 0% 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 lb down and 260 lb up at 5-5-4, 108 lb down and 132 lb up at 7-0-0, 108 lb down and 132 lb up at 8-0-8, 108 lb down and 132 lb up at 10-0-8, 108 lb down and 132 lb up at 12-0-8, 104 lb down and 182 lb up at 14-0-8, and 104 lb down and 182 lb up at 16-0-8, and 136 lb down and 260 lb up at 17-7-4 on top chord, and 147 lb down and 220 lb up at 5-5-4, 222 lb down at 7-0-0, 222 lb down at 8-0-8, 222 lb down at 10-0-8 , 222 lb down at 12-0-8, 231 lb down at 14-0-8, and 231 lb down at 16-0-8, and 147 lb down and 220 lb up at 17-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-70, 2-3=-70, 3-5=-70, 5-6=-70, 6-7=-70, 8-12=-20 Concentrated Loads (lb) Vert: 3=75(131) 5=75(13) 11=-141(B) 9=141(B) 15=63(13) 16=-63(B) 17=-63(B) 18=-63(B) 19=92(13) 20=-92(B) 22=-20(B) 23=-20(B) 25=20(B) 26=-20(B) 27=-31(B) 29=-31(B) WAIHIND-Pleea lbomupily rnfeaIbe1410Of TRUISSESrSHIE1j,6ENSIAL TERMSICON 0MONS(IISIOMIRrIYEIjA(180't11rD6rNEVP Imn. Ynily%T deupn roneelea and rmi earn as Iiess OWTs Dining IT DO) end! HelAs lei, P.I. lei III, Shelb,fo,,on. Was a@n.ise sloled do the TOD, udy 1M,W on-lor /UOUS LEE P.E. plena shell be osedlos Ibe TOD a be.eH. A,. Goss D.sign Fopieeei (.•., Spetiolly F.g ml. the sal on my ID0 r,p are , m msepa.m of t6 p.festiand eopi..amp,espensiWily la the dmi. of the single Loss depitled oo the TOD wly, undo, 1111. Ili, desiyo dr—prnm, loodioi iocktion, suit.ii6ly and use of Ili, Lass lei try Balding is rid ltspasibifity of the Owter,lye Beier. nlhorited open) is the Ruddioi Utilities, i.if, oielatl of the ll(Me II(,tbatail WIdiog ado did 1111. The pp III at the lD and my field use of the Truss, iododiop bodl0q, slueffe, iaslollotiandid bod.1, shill be the aspubiliry of the Wilbli Dasiioe, and #34869 (oasea•r. AD colas set do io if. IDD ood the ponies ad reidetieesal@e laBdiep(omppoeal bfery lnlormotioo(B(Sll pebfishedbylfl on151(Ao,uelnmadlol peoenl puidoMe. Rll dera<s lRe,espami6BiYesmdd✓fiesol llelrau Desipner,Luss Desigo6Riottr mdLoss NenoLdaer, onlns oMnnia defined byo 1109 Coastal Bay (•otredepaedapo ie nifi.l by o0 p tin furolad. Ibe lass Desil. [.litter is NOT the talSml Emilia .boss Syntn Eoliaan In omy boOding. AD soph5nd Ines as m derided in 1111. Boynton Beach, FL 33435 bpyfigle 82014 Al Rwl LossaAlisslea, F.E. lop leefieo of this desseen, m.ey To,., is pnh3ited vOloet niltm punpssim him ❑tool pram-hras lee, tF. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 B01 Half Hip 1 1 A0465853 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Jan 07 07:56:44 2015 Page 1 ID: W?quLcrtRe?LfzLe98RjH4yHM91-GwAOOddVKUQnSOePCgIOPn3CMEfbFZhFAgMwyzxq 1 n r1-4-q 5-5-0 , 10-4-12 1 161015 20-101221Tp6 1 5-5-0 4-11-12 6 6 3 3 11-10 4x6 = 3x4 = 5.50 F12 6 78 Dead Load Defl. = 3/16 in I 14 11 to 10 9 4x8 — 3x8 = 3x6 11 4x4 = 3x4 = 84-6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.93 Vert(LL) -0.24 10-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(fL) -0.41 10-12 >602 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(rL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2010frPI2007 (Matrix-M) Weight: 130 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-11 oc bracing. WEBS 1 Row at midpt 7-9, 5-10, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 939/Mechanical 2 = 1030/0-8-0 (min. 0-1-8) Max Horz 2 = 512(LC 8) Max Uplift 9 = 454(LC 8) 2 = -388(LC 8) Max Grav 9 = 939(LC 1) 2 = 1030(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1629/1100, 3-4=-1338/880, 4-5=-1204/892, 5-6=523/295, 6-7=-377/384, 7-9=-923/953 BOT CHORD 2-17=1625/1411, 12-17=1625/1411, 11-12=-1141/1019, 11-18=-1141/1019, 10-18=-1141/1019 WEBS 3-12=-322/509, 5-12=-247/489, 5-10=795/936, 6-10=-190/337, 7-10=-903/887 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to. girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 454 lb uplift at joint 9 and 388 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �r WLIHIN6-Phase lArooghty a.ierlhe'A.1 RUDE TRUSSES rSE11111,61DIlAL TERMS 6(ONDRIDNS(USIDBfIrgDY[PjA[r00NCED6fllE91'Iorm. Vnitydeslg. pnametns end rend oalesoe lMs han0iig.Dm.iog(TDO)end theh1h,he,P.C.leterena Sheethelom ose.9.1-othenise*hd ao the lDO, onlyNiTA...* UL S E platnshdlbeusedlortb, DO la be r,fid. At o Lots Design h1inea(im, Spkity ingrea), the sal on ney TOD represents oo naptaos ol1G Per i-I ogieeeling rrsp.mibilily fa the design of the sigl,Tl.a depnled ue the 100 aly,A.Rl1. The daigo ocwpNe,,hoding-difun, wh.iiiii, and me el IN, Buss JIU LE, P.E. it, myAeildbi is the mponlbifily oI the 0r ,Me Diners athoriad opnt a the Building Designer, in the metal of the llC the IR(, the Intel huild'ag rode adTPI 1. the arp 1.1the TOD and my held use d Me imss, tmudinl bandlinp,storage, imeallolion cad brodag.An) be the rapoesihifity of the luddi.g 0esigm end #34869 6nhon.r. AD ain set oal is the TOD ad the pnwas end pideDea olthe hiliep(ompad Sdety lofamolincV(SI) pobkhedbyIN end SICA roe rdnenul for Panel guidnna. R1I defonMnespaibi0ties ad duties die imss Dnipner, Tmss Deiip fegineer ndlma hhnofda,onlea thuri, dehad by 1109 cooAal Bay Gahm agreedapo. to nifinp by.0 priesimdred. The imss Detip Gjmen is IDEA, WWII Designer olmss System fnpimerfn aq hoDd'm4 All apimhted le- me n Witain IM 1. Boynton Beach, FL 33435 (epydghl @2014 AI Rwf inen-blbslee,P.E. Aepodnlien d Nis doomed, in oey hnn Egahihited 01cal rimapnoissime he. AI 1n1 Trans-hiios lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465854 60332 B02 Half Hip I . 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:45 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-k7kmbze75oYe4XDblNpdy_cQuevx_?gPPT5U WOzxq 1 m r1 4 Q 7 6 3 14-10-15 20-10-12 21Tp-6 1 4-07-6-3 7-4-11 5-11-13 0- -10 5.50 F12 4x8 2x4 II 5 Dead Load Dell. = 118 in 6 ._ 10 - -- 6 -- d 3x4 = 3x4 = 5x6 = 4x4 = 1.5x4 I I 7 6 3 7-6-3 14-10-15 7-4-11 20-10-12 5-11-1-3 Plate Offsets (X Y)- (3:0-5-0 0-3-Oj (4:0-540-2-01 [7:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.75 Vert(LL) -0.20 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.32 10-14 >768 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 119 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B1: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-8, 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 7 = 939/Mechanical 2 = 1030/0-8-0 (min. 0-1-8) Max Horz 2 = 455(LC 8) Max Uplift 7 = -411(LC 7) 2 = -398(LC 8) Max Grav 7 = 939(LC 1) 2 = 1030(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1569/1057, 34=-753/496 BOT CHORD 2-15=-1456/1335, 10-15=-1456/1335, 9-10=-1458/1327, 9-16=-1458/1327, 8-16=-1458/1327, 8-17=-587/588, 7-17=-587/588 WEBS 3-10=0/352, 3-8=840/984, 4-8=-358/576, 4-7=-899/899 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 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 nonconcurrent with 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, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 7 and 398 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAININO Plnse IM1. em oier the 'A -I ROOF BOSSES rSElln1, OINFIAI RIMSACONDITIONS (IIS10M11 rBOVEBI A(IAD'WIIDO(MENr hum.V.ily design pamelam and reed Doles an III,I'-Daigt 0-ing(IDOjand Mehl.,lee,P.L Refer -,%,,I before use.0nlea dhenia staleda. Ib,I[A only iffult led.r I I h Ilb1,- der lee TO a be ulid. A, a Loss Desi [n s dt E JULIUS LEE, P.E. paws. gn ginee (i.a, p.i p ngueer); the s.olm Day l00 rtpex.ls ao.mplam. of the polessian.I enpmeeimg asp.nsibilily 1. the design of the imple Lass depAledo.Ihe 100 nly,.der ltl 1. The fsvmpliees, leodiog rooMfmos, svilohi0ry and use of this Loa I. ley BeilWng is Ill. "'paasitiliy.1the 0.",the O.oersadhednd oal the Building Designer, in lie mnlen of The INC the INC, the lead building rode adTPI 1. The opp-I fthe TOD end eoyheld use olthe T-, iedudiel badlmq, sI p,iesallalin nod ledeg, sbell be the,.pa.sihiCHy 0the Suidi.g Designer and #34869 (anhod.. AO.ales al out is the TOD ad lie plartias and geid6mes.1the Lildmg (ompoed Sofery lnlmamlile (8611 pohlished by IF] and Sl(A ou rep-W I., I guidana. ITT I dA e'n *, "spodbifities ad duties olthe lmss Designer, fr., DWRe [oginttr md%ss Manhd-,.[,I, alb -in defined Irl 1109 Coostal Bay Celled opueed upon is filing by all panics inked. the In,, DnipnEngioen is NOT the Building Dengner.TrussSyde.bli-far any building. All rlRit.fled In., ere a, domed h 1111. Boynton Beach, FL 33435 C.pydghl@ 2014 AT led Tmsas-hlius lee, P.F. hpmdadiea of this deamed, m wy form, i, pmbibiled.Olent.rilleo pn.lai. [,am Al hill irusses-Iulie, lee, P.E. Job Truss Truss Type Oty Ply Std Pac/6511 EL C 60332 B03 Half Hip 1 1 A0465855 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:45 2015 Page 1 I D: W?quLer?Re?LfzLe98RjH4yHM91-k7kmbze75oYe4XDblNpdy_cSDeya_tYPPT5U WOzxq 1 m -1� 0 6-4-9 12-10-15 16-9-1 20-10-12 21 -6 6-4-9 6 6 5 3 10-3 4 1-11 0- -10 1.5X4 d . 4x6 = 3x4 = 1.5x4 11 Dead Load Defl. = 1/8 in 4 5 67 II `J a 3x4 = 1.5x4 11 3x8 MT20HS= 3x8 _ 5x6 = Plate Offsets (X,Y)— [2:0-3-5,0-1-11,[8:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.60 Vert(LL) -0.22 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.35 8-9 >702 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 121 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 'Except` T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30'Except- B1: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 939/Mechanical 2 = 1030/0-8-0 (min. 0-1-8) Max Horz 2 = 398(LC 8) Max Uplift 8 = 421(LC 7) 2 = 401(LC 8) Max Grav 8 = 939(LC 1) 2 = 1030(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1633/1185, 34=-949/686, 4-5=-766/739 BOT CHORD 2-16=1512/1408, 11-16=1512/1408, 10-11=-1512/1408, 10-17=-1512/1408, 9-17=-1512/1408, 9-18=-489/494, 18-19=489/494, 19-20=489/494, 8-20=489/494 WEBS 3-11=0/309, 3-9=709/849, 5-9=-483/526, 5-8=-884/888 ? Eel 062 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extf ior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 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 nonconcurrent with 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, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 421 lb uplift at joint 8 and 401 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r WtININ6•Plmulhaauli ierthe'A-11OOFriDSSISrS11111j. GROW TrNISIt(DNDIIIONS(MDNFI(IM1jARNOWIFON111111rnapetlydeupopuethnmdmolemesmehisLmsDmipoOroriegBDPeadtAehGmreSGErelere.eSieelklomou.Uv4nmher.iseseol<daelAelDD,anhWiekemoeper JUUUSLEE,P.E. Pktenha0hovd la, the TOD 1.ba S&Asa Lou Millislel®ea(eaSpnidly bjteu, the xdeamyT➢OP-1,maaphmeof lb,polesimoel eeplmm®pmpnsiW1il11. see Imiled[he sity, Lass di m the TOD wI,. oohs Th I. the dasipa msampfnos,Hafmg,mdnims, milaiigq mdose olttisLms In ery BoilSnp istle lmpostifiry ofeheOneb the Droefs emNorhedepml os the laddnp0esilur, intie tomeel aldeliL dt ll4de lmd hadde;pmde mdiPl1. The apprm,l of de TOD al my hell use of the Tress, iadodiel badreg, donle,(oslo0ofion oedhsodep, shotl cede respas3iltydde BoNeg Desipoer and #34869 Gnhedor. Aleohs telml in the TOO and tie potim, and pihtims oflhetoOdmpbrepomll Solely ldaeatioa(16ry plidsiilIrl ml St(A.—hr—dla, lineal pddoe". Rlldefinee tiesespm TBdiesmddaNesdde Tress Oesipoeg Bau Oesip[epinmr andLossWoonledanmleu eMmise defieed ipo 1109 coastal Bay Ontr000preed opoio nitinphyoO Pmties imalred.Tief—Detipebilioeer is NOT it,1,41iol Millar selress System Eel"uees le my hodd"m}dllmpilokeM loins aitm defuedh 1pl 1. Boynton Beach, FL 33435 b0gh1920T4 Al Iml Tsosserhlim lee, P.I. tepradmlim.ibis doem ed, in my Im., is riNod rsflm peseiniim hoe A] 1.11—,-Llios lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465856 60332 B04 Half Hip I e 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Pnnt: 1.600 s Oct 3 2014 Ml I eK Industnes, Inc. wed .Ian or 0y:b6Ab 2(p1b Page 1 I D: W?quLcr?Re?LfzLe98RjH4yHM91-k7kmbze75oYe4XDblNpdy_cONexX_saPPT5U WOzxq 1 m -1-0 01 5-6-12 10-10-15 15-9 1 20-10-12 21rp 6 1ft (l 5 6 12 5 4 2 4-10-3 5-1-11 4x4 = 3x4 = 1.5x4 11 Dead Load Defl. = 5/16 in 4 5 67 3x8 = 3x8 MT20HS= 5x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 44-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 1030/0-8-0 (min. 0-1-8) 8 = 939/Mechanical Max Horz 2 = 341(LC 8) Max Uplift 2 = -397(LC 8) 8 = -428(LC 7) Max Grav 2 = 1030(LC 1) .8 = 939(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1621/1302,34=-1155/856, 4-5=-972/881 BOT CHORD 2-15=1 540/1412,10-15=1540/1412, 9-10=664/690, 9-16=-664/690, 16-17=-664/690,17-18=-664/690, 8-18=664/690 WEBS 3-10=490/727, 5-10=-323/452, 5-8=-966/948 NOTES- 1) Unbalanced roof live loads have been considered for this design. 3x8 = CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.85 Vert(LL) -0.4810-14 >523 360 MT20 244/190 BC 0.83 Vert(TL) -0.7910-14 >317 240 MT20HS 187/143 WB 0.97 Horz(fL) 0.04 8 n/a n/a (Matrix-M) Weight: 113 Ib FT = O% 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 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 nonconcurrent with any other live loads. 7) a 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, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 397 lb uplift at joint 2 and 428 lb uplift at joint 8. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WfIXIN6-Pleeu IAnrao01ii-ina The'A.1 ROOF TRUSSES (SFIESIJ UNIX TERMS I(ONDITIONS(MONTE('IOYEI'JIdNO'A7f06EYlXrimm. Yeriifdesiga p—I ood taia0%w Ibis hors D,fpe D-49 YDD)and the h(as lee, P.I. War— Sk.1 klme as,. We. ethm.ise shledee Ihe1DD, WE, Mikkmnoeaa 1I, heD lea ee ., Ike TOD 1, be A,a lass 0,*Fn' 1ULIUS LEE, P.E. p a e poem (e., Spmidlr Fop:ee�, the ud oo aep T00 rtpiesmis w nrtp�me of IM pefesstaoel mgmenug,espnu6iGdp to the desigv al the smple ha,s deputed oe Me ROD al}, order fPl I. The dnipo ossenplieas, kedmg Iwddivas, uimWi¢ and ase of Ibis bass pa"IBAdial is the mspaosibifitp of the 0evet,the O-A eotherimdopeat a, the luildmp Dmipmr,is IT, coded dibe l((,the [I(, the lard ho0dmg We and IN 1. Thep 1o1 the TODand®p field ase al the Tress, Wdal hoed) p,no,vpe, insilitien oad horiep,0.13 he thnnpoa,ihir" dWE E4Oesipoer a ad #34869 (.,hana. 1109 Coastal Bmy Oohanoprmdepounitiap hp a0 pomesiarohed.TkeTmnsDesi1rIa1inen is NOT the luilding Omipon m truss System Enpueer for uq ho0diag. Allropimfieedlerms are osdermedia IN]. Boynton Beach, FL 33435 (eppdpht@0014 AT lad Tasserlario, ee,GE. tepodatieo d ibis dau—M, in ny faun, i, profaned Qhoet nillvpmmimim ham Al Ieol busses-hfias W, I.E. Job Truss Truss Type QtY Ply Std Pac/6511 EL C 60332 B06 Roof Special 1 1 A0465857 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Jan 07 07:56:46 2015 Page 1 ID: W7quLcr?Re?LfzLe98RjH4yHM91-CJ18oJfir6gVihonJ5KsVC8Yg2F9jPNYd7rl2rzxq 11 r1�-0, 6-1-5 10-11-0 12-11-1 16 11-1 20-11-0 24 6-0 30 6 0 $1-10 p 1 4 0 6 1-5 4 9 11 2-0-1 ' 3-11-15 1 3-11-15 3-7-0 6-0-0 1-4-0 4x4 = 4x4 = 4x6 = 4x8 = 4x4 3x4 = 3x4 = 3x8 = 4x6 = = 5x12 = 7-5-4 12-11-1 20-11-0 21-10r0 24 6 0 30$-0 7-5 4 5 -14 7-11-15 11- 2 8-0 6-0-0 Dead Load Defl. = 3/16 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL , 1.25 TC 0.93 Vert(LL) 0.15 11-25 >731 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.37 14-15 >678 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 HOrz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 169 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except` 133: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except` W6: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 2-2-0 oc bracing: 12-14 MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1038/0-8-0 (min. 0-1-8) 9 = 510/0-8-0 (min. 0-1-8) 12 = 1384/0-8-0 (min.0-1-10) Max Horz 2 = 180(LC 8) Max Uplift 2 = -421(LC 8) 9 = -348(LC 6) 12 = -721(LC 7) Max Grassy 2 = 1038(LC 1) 9 = 519(LC 14) 12 = 1384(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1630/1420, 3-4=-1457/1434, 4-5=-1247/1309, 5-6=-1094/1132, 6-7=-229/297, 8-9=476/801 BOT CHORD 2-26=-1182/1405, 17-26=-1182/ 1405, 16-17=-653/953, 16-27=-653/953, 15-27=-653/953, 15-28=-511/712, 14-28=-511/712, 12-14=-562/783, 7-12=279/299, 12-29=545/365, 11-29=-545/365, 11-30=-520/354, BOT CHORD 2-26=1182/1405, 17-26=1182/1405, LOAD CASE(S) 16-17=-653/953, 16-27=-653/953, Standard 15-27=-653/953, 15-28=-511/712, 14-28=-511/712, 12-14=462/783, 7-12=279/299, 12-29=545/365, 11-29=-545/365, 11-30=-520/354, 9-30=520/354 WEBS 3-17=368/565, 4-17=-543/549, 4-15=-414/474, 5-15=-678l741, 8-11=-510/317, 6-15=-404/573, 6-14=-951/856,8-12=-493/952 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 421 lb uplift at joint 2, 348 lb uplift at joint 9 and 721 lb uplift at joint 12. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. QWAININO•Please tlmovghlytnhe the 'A -I IDOF TPUSSIS(111111161N1141 I111156(ONDI110NS(USIO91I r1UY111 WhOD'WIID6FF(F.W Isa. fnp iffdesignmmelosoadreol emn oo lhislsoss Oeirya DtaeiwglfOOJ dad lbeLUeslee,Il.lefeameShnl belmeuu. thhn a iris 1,1,d a a the TOD, sly Wildsaeder phtn sh.Ohe vsel hr the IOD Iv be nki As o Ysss Oesip Too— (a,Spddly F.Ii—I it. W n my 10D up-1, a maples. of the pefnsbnl vejmeehg rnp.shifily In the dodge d the soothe bass depicted.. the 100 oely, ceder Of I. the deep axompfnm, laf psediifmus, sothh"yty ad e s al this Loss /ULIUS LEE, P.E. Way 8AI&I is the sespasi irdf of the Ones, the Orafsaher'idopd 11 the loilrmp MG.,,ieIf, maen of lhell(, the 111,it, lostblliepsde ad1111. the opposed d@e TOD ad ay field osetithe isss.ivdoGop Wadlbg, stemp,hsfv01ivt old Madly, Ad be theaspoes7iGty dtbe IoNeO Desigar and #34869 (nhador.AD oafn set of in the YOD and the pmdoes and piddoes of Th,Wdeg(ompoed fdeg ldmcm6a(06gpob5,bed bylPI and SKA me refesmed far gaesi loidoae. IBldermes tletnpos3iri0es adddks eftl<isss0esipoegLas Desip fogin", and Loss Boded —,Doles atheark. defined by 1109 Coastal Bay Wood optad tpov baifinp byo0prfies iomhed. IN loss Dnilo(o1oo<n is N01 Me 1o0rmg Desipnermlmn Synem Eaginalm ayhuUd'nO All sopilofiedfnm me of defined to rPl1. Boynton beach, FL 33435 Gpyrip6t®]011 AI tool Lases-61ins lea, EF, lepodmhn of tlis dmmed,ia voy harm, is pak'b0ed vithod norm pnmisiim Iss AI leolirvssn-loDvs la, Ii. Job Truss Truss Type Oty Ply Std Pac/6511 EL C A0465858 60332 B07 Roof Special Girder r e 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 Mi rek Industries, Inc. Wed Jan 07 07:56:47 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-hVsXOfgNcPoMJrN tar51PhklScrSs7hsnbbbHzxglk r1� 114 10-11-0 14-11-1 20-11-0 2TI 0 30-6-0 31-10 p 1 4 0 5 0 14 5-10-2 40 1 5-11-15 5-7-0 4-0-0 4x4 = 1/ I. — — 1.5x4 11 3x4 = 3x8 = 3x4 = 3x4 11 3x4 = 5x12 = iG3fQh1 4.8-0 Dead Load Dell. = 1/8 in .5x4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.18 10-11 >633 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.25 15-17 >999 240 BCLL 010 ' Rep Stress Incr NO WB 0.58 Horz(rL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 163 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 83: 2x4 SP No.3, 134: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` W7: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except 10-0-0 oc bracing: 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1003/0-8-0 (min. 0-1-8) 8 = 519/0-8-0 (min. 0-1-8) 11 = 1679/0-8-0 (min. 0-2-0) Max Horz 2 = 180(LC 38) Max Uplift 2 = -411(LC 38) 8 = -487(LC 5) 11 = -1022(LC 5) Max Grav 2 = 1003(LC 1) 8 = 626(LC 24) 11 = 1679(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1633/618, 34=10771424, 4-5=-10401443, 5-6=-1039/451, 6-26=-85/261, 26-27=-85/261, 27-28=-85/261,7-28=-85/261, 7-8=-999/737 BOT CHORD 2-29=-634/1421,17-29=-634/1421, 17-30=-634/1421, 30-31=634/1421, 16-31=-634/1421,15-16=634/1421, 15-32=-318/1064, 14-32=318/1064, BOT CHORD 2-29=-634/1421, 17-29=-634/1421, 17-30=-634/1421, 30-31 =-634/1421, 16-31=-634/1421, 15-16=-634/1421, 15-32=-318/1064,14-32=-318/1064, 6-11 =1 236/673, 11-34=-619/921, 34-35=-619/921,35-36=-619/921, 10-36=-619/921, 10-37=-597/875, 8-37=-597/875 WEBS 3-17=0/283, 3-15=-588/390, 4-15=-154/508, 5-15=-271/199, 5-14=-563/274, 6-14=-442/1296, 7-10=300/633, 7-11=-1053/761 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 2, 487 lb uplift at joint 8 and 1022 lb uplift at joint 11. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 85 lb down and 75 lb up at 21-10-12, 85 lb down and 75 lb up at 23-54, and 85 lb down and 75 lb up at 25-5-4, and 56 lb down and 57 lb up at 26-6-0 on top chord, and 219 lb down and 78 lb up at 21-10-12, 219 lb down and 78 lb up at 23-5-4, and 219 lb down and 78 lb up at 25-54, and 64 lb down and 153 lb up at 26-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-7=-70, 7-9=-70, 13-20=20, 12-13=-20,11-23=-20 Concentrated Loads (lb) Vert: 7=1(F) 10=-56(F) 26=-45(F) 27=-45(F) 28=-45(F) 34=-27(F) 35=-27(F) 36=-27(F) WAINIXO • Plmse tbwsuphlyarke 0e "Ad IDOFTIUSSES('SEIIEl1, G[NUII TERNS A CONDITIONS NSTONEI rBDYEIj A(ANOHI[D6ENEer Imim. purify dn9gs pea rtims and read oustsan OMIT— Design Dasing(fnDjmd the lsfrs lee, LE. Inter —She before use. Doles, mbum m soled us MCIDD, unit NDhanneder I1,b11beusedlmlbelDDtmbesnfid. A,.Tms,Desi F IULIUS LEE, P.E. pse ss en yiseei(i.e.,SpmimNy Emgmeml, the uul es vmy IDDrepinnts sa mailman of lbe prmlemmeml eng'memieg espansihiOly lm t6e deign of the single Lou deposed an the IDD ssly,mmder lPI I.IAe design vssumpmm�s, lasdisg mndifmas, wilsbiDly red of Ibis Lou Ix ury bilding isdin ectspsmibibty 0 if, Ovum,lbe Cl selAsmed sgenl as the hiding Doper, in the meal al the lr(.the [I(, the Intel building ad, and ITT 1. TLeoppresel al the TOD snl any field use al if, Truss, including handling, lump, lostellotisn end boring. shelve the responsibility tithe billing Designer and #34869 (solmdm. AD mtesuI sot in the TOO and Ne predicts end puiddinaefIt, hild'ap(smpoaemSudety lnlmmalioa(1511pubb,hedbyITT and SI(A me referenced for instal guidume. IPll deuces the respe.bildim and duties 0 the imu Designer, lass Defile hIllmermdTruss Nssefint—, unless ethenia defined by 1109 Cooslal Bay Cement agreed upon in aiiing by 11 pmfts imuleed. The Tau Design Engineer i, NOT As billing Designer a➢nos System Engimerim mey building. All mpits6ned terms me us defined 0111. Boynton Beach, FL 33435 (epyrigla@2111 A1lmf Temses.lmias lee, P.E. hpmdmtian altYis dntunem, m umy Isla, is prohibited viMmt rrllespemissiun Irma Al Imsl Trusses dulias les, P.F. Lo Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465859 60332 B08 Common , 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:47 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-hVsXOfgNcPoMJrN tor5lPhkoSc3SwghsnbbbHzxglk 5-7-1 10 11-0 , 15-9-8 21-2-0 1 4-0 5-7-1 5-3-15 4-10-8 4x6 = Dead Load Dell. = 3/16 in 7Rda 4x4 = 3x4 = 3x4 = 3x4 = 3x8 II 7-5-4 7-5-4 14-4-13 6-11-9 21-2-0 6-9-3 Plate Offsets (X,Y)— p:0-5-12,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.85 Vert(LL) -0.21 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.38 8-10 >669 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(fL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 100 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 7 = 950/Mechanical 2 = 1049/0-8-0 (min. 0-1-8) Max Horz 2 = 156(LC 8) Max Uplift 7 = -366(LC 9) 2 = -428(LC 8) Max Grav 7 = 950(LC 1) 2 = 1049(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1691/1486,3-4=-1471/1402, 4-5=1385/1363, 5-6=-1516/1358, 6-7=-607/0 BOT CHORD 2-19=1242/1467, 10-19=1242/1467, 9-10=-658/971, 9-20=-658/971, 8-20=-658/971, 8-21=-1082/1310, 7-21=1082/1310 WEBS 3-10=-367/561, 4-10=-462/554, 4-8=-394/457, 5-8=-283/460 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 lb uplift at joint 7 and 428 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard l WdiNINOdln,elhwaugh¢mrieaMe'LIrDDFIRDSS6('SOQIj,6FN[IIITINSb(ORORIOXS(IISIOYIIrhDYF1�1C[N077t016SYEerIam.Yailydesigepemlasood,eolnles.1hiTIna, DesigeD—heliIDDjondlINhr.,lee,ILhfioaeSteenelweose.Udeam6miseslotedaalteiDD,oehW7etaweaor JUUUSLEE,P.E plates shTO r and ITr the TOO se he nhd. A, a Goa D,d%a lawn (i.e,Spnidry logmee�, Ir eel m coy 100 oleneeo w anepleae oI It. petesiaael eat-eoeg Inpadhilily IN the dodge as she single Lox deptsedoe tAe 100 aely, wde, RI 1. 5, deTSge essuapinas,Nalug,w6liau,vi,o1'&h oed ose oS Iles To. Ia Toy Bethel is the rasp-R51 ettbe0.", The door, eatherhed opal ar the k0diag Dnilner, he lieoaleg al The lK lbt LIT, lit lead beAd'ag ode and TPl 1.The apporelelThe TOO Tod ay field ese tithe Tens,adadmg laedrmp, slemp,inollmiea oad bendeg. shall he the n,pnDiryoI the 6a'ddin ksgea cad #34869 LficNr.ADeotes set oat m the TOD ced The pnnha erd gi*fie, Iio hildapWaToaeal kletylith—fin(P(SII pb05hedhylPl ad SICA anetereued tar pool gaidoae. ITT dTh,, the npubgiin and Me, el the inn Designer, Goss Desigo[epi— ad Lass Waaledeer,aless ebturise defiaedhy a 1109 Coastal Bay lento egod aline is miring by e0 Tulin iaaleed.The Tnss Beside Engineer is NOT tie dnIIIi.1 ID.,, ar Too Sple. Ealieeerlar ay beitdmp. All apinO,ed Inon me as derma ie IN 1. Boynton Beach, FL 33435 bpydght4)2014 AI Reel Tresses hrra lee, P.I. bepndAia el this deamod, he aey 1—,1, pohiblsed wished mitten peodn oe Iron AI feel iraus-Jars lee, 11 Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465860 60332 B09 Common e � 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:48 2015 Page 1 I D:W 2quLer2Re?LfzLe98RjH4yHM91-9iQvD?g?NjwDx?xARWMKadEuisxxBMCr5RK87jzxq lj 6-0-11 10-11_0 15-9-5 , _ 21-10-0 23-2-0, 1� 0 6-0-11 4-10 5 4 10 5 6-0-11 ' 14-0 1.5x4 4x4 = 4x4 = 3x4 = 3x4 = 3x4 = 4x4 = Dead Load Defl. = 1/8 in .5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.21 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.35 8-10 >752 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 103 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers. and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 107610-8-0 (min. 0-1-8) 6 = 1076/0-8-0 (min. 0-1-8) Max Horz 2 = 128(LC 8) Max Uplift 2 = -436(LC 8) 6 = -436(LC 9) Max Grav 2 = 1076(LC 1) 6 = 1076(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1722/1490, 34=-1545/1495, 4-5=-1545/1495, 5-6=-1722/1490 BOT CHORD 2-1 9=-1 135/1488, 10-19=-113511488, 9-10=-614/1026, 9-20=-614/1026, 8-20=614/1026, 8-21 =-1 150/1488, 6-21=-1150/1488 WEBS 4-8=-520/567,5-8=-364/557, 4-10=-520/567, 3-10=-364/557 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plate(s) atjoint(s) 1, 7, 2, 8, 4, 5, 10, 3 and 6 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 436 lb uplift at joint 2 and 436 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAINING - Ilene Iheraghly meia the "A.1 loay1NSSEf rS[LIFIj,6FNElAI RpBS A (ONal110Nf (IISIOBRrBUYEk1 A[KHOWI[06EBENP Iwo. Yerilydesipe p,nmelen and mad naln on Ibis Lns Onign DmeiogRDD) end the hues lee, LE.lefaeme keel lelnrt use. Ootess mhearise stored on the TDD, Dory wiTtkmnedor I,eshenh.e,.ehnheyppmheeeOe.A,eTm„0er ( 1WUSLEE,P.E. p u < yn npime, (i.e., Spa,iony Engunr); the sed an ary IDO mpmsmts w wmpmnn of the p,efesiwnd eapiuewmg nspenvniNly la the design pl the smDle Loss dephled av me too Duly. uncle, RI1. the desipu ossumplions, loudieg swdifiuns, wifnliliry nod use of INsLuss In oaInadielisthe mspasin0iryoftheOaea, The Dener,athahedogenlo, The hildingMips,,inthe mmetlolThe ll4the 11(,the forelhoddiopado adTPIL The optional Who 100 ad®yheldeseolMeErnst,iodeftlkneding,swop,,iesmNatheadbroing,shollhthesogoodli(itl.1theloading0esipner.1 #34869 (eonedw.AOeotetsel,N ip llelODmdlhe pmd&es end pside0nes ollAe loildmp(onpoeent Surety lnlormalioe(Bnli puh0sh,d hylPl onl Sl(A ore mlerm,ed for peneool Aoidome. Rll delmntle mspoosiESties and dvtin olMe loss Desipoer, Loss Oesipn Fapineer mdiruss M000hehoer,unless oMe,aise defined hyo 1109 Coastal Bay Gnnenopreed upanio nitiep lyollpofinimolred. The, Truss assign Engine, is NOT the Milling Oesigner or Ernst Systere ["hoar for my heading. All mpitefieed lam ore os ddned io lPl1. Boynton Beach, FL 33435 60ght@1014AI 1ml Toosses-hlios lee; P.E. t,posdothm of this dwumem, In ay form, is prohibited aIhoot v,itla pnnissioo Imo AT WE Tosses-blius lee, I.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465861 60332 C01 Common 3 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Jan 07 07:56:48 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-9iQVD?g?NjwDx?xARWMKadEuis_nBNir5RK87jzxq lj 1�0, 51-1 10-8-0 16-2-15 21-4-0 22-8-0, 1-0-0 5 1-1 5-6-15 5 6-15 5-1-1 1 4 0 4x4 II Dead Load Dell. = 1/4 in 1.5x4 II 3x8 = 5x8 = 3x8 = U111-F11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.90 Vert(LL) -0.43 8-13 >595 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(rL) -0.70 8-16 >366 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(rL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2010/T'P12007 (Matrix-M) Weight: 102 lb FT = O% . LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1053/0-8-0 (min. 0-1-8) 6 = 1053/0-8-0 (min. 0-1-8) Max Horz 2 = -126(LC 9) Max Uplift 2 = 427(LC 8) 6 = 427(LC 9) Max Grav 2 = 1053(LC 1) 6 = 1053(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1703/1551,3-4=-1246/1100, 4-5=1246/1100, 5-6=-1703/1551 BOT CHORD 2-17=1215/1492, 8-17=-1215/1492, 8-1 8=1 230/1492, 6-1 8=-1 230/1492 WEBS 4-8=-410/644,5-8=-500/704, 3-8=-500/705 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 427 lb uplift at joint 2 and 427 lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard l IN6-Please lEareoohly ruin s the -A -I AM IIIISS6(i111111 SINIt111(14S 6 (ONOITIONS (N5108111-BNP(Ij ARNO'fi0D6EN('IP I... Verily design ry ordon od,ml wles not Ibis Inso 0esip Oroei gPDjood Minliss lee, Pi Pderemo Sh I Were no. We. otker oi,e stated. the IDD, only Wlek.-cler ptol. shoObe oudlar theTOD%he vold. As.Sass Design h(wa(a,5"doly(opmentlhe sod on eq ADO repmemore—oleae of the Frd iood oe9a.a1a9 resposibi6171. the design of IN single T—dep:t,d one the 100 only, net%,Rll. lie design .—oenes,Ied'mg-ditno; se1eb'Sy®d one of this To. JULIUS LEE, P.E. IaegReDdirphthe nspesmuiyoftheones, lie Own<r,emmmedeg.1oflhe9eatNoesipa,I. lit mmmdthe 11Gthe W, the lxmbuilding .6,odlnl. #34869 Connector. AD notes set eel in the (DDadtie penis oral pid,Wes dlie leddng(aoyoseot SdIlr1 —doe (1161(pdWhd by TPl.1 Sln ornefaeael la,g—I Puidoae. Rlldefue,tluesponsiDOilies oodd.tiesd76e imss Designer, bass Oesigo fopioeermdlma Nnwiodan,mkss eIbneise defiodhyo 1109 Coastal Bay Onlmnopndupnu.Biop lyoD pofies ionolred. The lmss DesignlegNner is NOt the lnilSg Designs or Truss Spat Eogloeerfm any beiNinp. dllfopileD,d lnm oreasdd'ndin 101. Boynton Beach, FL 33435 Gpyrighl97011 dl RoeT Imnes-Fvlius lee, P.[. 1"Wetni. of Ibis dammed, in toy form, isarehihited vithe t.0len peroinien boo Al Roof Tmsses-blots lea, L(. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465862 60332 CO2 Common e g 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 7014 MiTek Industries, Inc. Wed Jan 07 07:56:49 2015 Page 1 ID: W?quLcRRe?LfzLe98RjH4yHM91-du_HRLhd8123Z9WM_DtZ6gm4_FKwwgv_K54hfAzxq 1 i , -1 4 0 5 1-1 10-8-0 16-2-14 , 20 4 12 do 5-1-1 5-6-15 5-6-14 4-1-14 1.5x� 46 = 3x8 _ 5x8 = 4x10 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.42 8-16 >580 360 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.74 8-16 >332 240 BCLL , 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except` T2: 2x4 SP M 30 BOT CHORD .2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-10 cc purlins. BOT CHORD Rigid ceiling directly applied or 64-3 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 915/Mechanical 2 = 1014/0-8-0 (min. 0-1-8) Max Horz 2 = 159(LC 8) Max Uplift 7 = -351(LC 9) 2 = 415(LC 8) Max Grav 7 = 915(LC 1) 2 = 1014(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1610/1481, 3-4=-1149/1031, 4-5=-1141/1023, 5-6=-1408/1330, 6-7=-814/46 BOT CHORD 2-17=-1262/1410, 8-17=-1262/1410, 8-18=-1066/1214, 7-18=-1066/1214 WEBS 3-8=-503/703, 4-8=-333/558, 5-8=-321 /492 1: [4Jt=&E 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 7 and 415 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Defl. = 5/16 in PLATES GRIP MT20 244/190 Weight: 97 lb FT = 0% QWAINeasn`a.0lyaei.1he'A.I IODn➢USSESrS[IIIrL6ENlnl KIPSB[DYDRIDNi[MOYlttBDYEI)A(INOWI[06FYEBP I"a.&rilydesdge pamelea adrend eolesea tkis Gon Design Om.ieglfOP adlledokeslee, P.F.Ielaera Shat klaeose.Udea JULIUS LEE, P.E. olle,.ise sfoled ae lAe100, aly Wieh+oaedx p61INn shellB-plBe vadfm Ibe T00 Sok ee6d.A+o Trvss Dasige kpiven �..,Spai3ry Eegieen}Ik ado0 ony TOD"pnnlsa n,epl®ee oltlmpelessianel egioemmp,espatibiOly la Ik dedgn of the snple lross dep"slydoo tle100 mly, aodn RI I. the daign o+sompino+, bodies s Bilks, wR.Rty a ad o+a of lbi+Loa In, a ay BA5.1 is de rn Wbilty oIA, 0n , k Uroefs alkmedegeel a, the Wing D,,Na,, in lie mmaat of Ih.[ICdx III,tbe had haildm1odem4MI. Tin oppeol elthe TOD Wnay field -Itk,Tres, izdukag kodfn➢. aoale, 4slAtien ad kodeg,A,Q k the asponsihiDq of Me luildiag Desk aer ad #34869 (enhea,. AB notes sel oil in the TOD and He pod'ses ad pldelina d lie lnDdagComponent kleq ldwmfioe 0311p.Mkdby III all SKA en, W med In, panel pidona. Rlldefineslhunpnsibdhn and dntiew}tbe inss0esipner,Taa Oevpo lnpmm oad Lna Nowfedner, mins etlereise defined byo 1109 Coastal Bay (alaoapeednpoo in nidop byaU pwtia iaolend. ➢elm+s Mille lnlina, i, NOT lb, Uld'mp OoiparerTm Spno[olieerra ay bonding. AllapilAnd lemso,eos defined hl% 1. Boynton Beach, Fl. 33435 5pplgkl82014 AT Pod Lonn.lafas lee, IT. tepodudiee el this donaen, In ney lam, i, palibited 0bat..RWprniWen has AT had innes-bli s lee, I.E. Job Truss Truss Type QtY Pac/6511 EL C 60332 CO3 Monopitch 3 �PIYStd 1 A0465863 Job Reference (optional) Al KuCJF I KUS,t,, FUR I MERGE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Jan 07 07:56:49 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-du_HRLhd8123Z9WM_DtZ6gm7kFlMwkX_K54hfAzxg1 i 62-2 787 $-2-2 13-0-12 13r2-6 6-2-2 1 4-5d 7-f 1 4-10-10 0. -10 3x4 = -- -- 14 11 —' 1u 5.50 F12 6 7 3x4 = ao eA aS 8x10 = o d 20 3x4 = 1 N d 4x4 = 3x4 = 1.5x4 11 , 7--7 8-2-2 13-0-12 Dead Load Defl. = 3/16 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL ' 1.25 TC 0.69 Vert(LL) 0.24 14 >646 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.31 14 >509 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.17 20 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 96 lb FT = Ob/a LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B3: 2x4 SP No.3, 132: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-6 oc bracing. JOINTS 1 Brace at Jt(s): 8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 683/0-8-0 (min. 0-1-8) 20 = 587/Mechanical Max Horz 2 = 402(LC 8) Max Uplift 2 = -237(LC 8) 20 = -368(LC 8) Max Grav 2 = 683(LC 1) 20 = 587(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-931/583,3-4=-1443/1358, 4-5=-1394/1369, 6-8=-409/438 BOT CHORD 2-21=1059/793, 21-22=-1059/793, 14-22=-1059f793, 13-14=-900/770, 3-23=-1528/1195, 13-23=-1528/1195, 13-24=-1632/1297,12-24=-1632/1297, 12-25=-1632/1297,9-25=-1632/1297, 9-26=1671/1309, 8-26=-1671/1309 WEBS 3-14=960/1326, 5-12=585/671, 5-8=-1294/1607 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 237 lb uplift at joint 2 and 368 lb uplift at joint 20. 7) This truss has been designed fora moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �r WAIHIN6-Please thaougbly in lh,14 ROOF d1USSE5 rSE0F1�, 5FNEIIl1ElA1SN(ONOIBDNS[IISIDWI(IUYEIIA(CNDWI[D6a1ENr ham. Nmilydaipp-dos od,,da1e flbhWa Design D,arieg(I0o)end Helolaslee,P.E.!,femme Sheel kfereuse.Unts,,ab-i-tithdu the TOD, eolylliiehmmM. plales shollhruudtorthe TOD to he solid. Aso hoss Des'ryn Eegioea(is., SpeuM¢[ogioenl; IkssoleooglDD npesmts oo mmpmose oltk pefeaiaml mgixawg respn40ilily lack design ollhe sivplehuss dghled oo the iDD mly,underlPl 1. the d6g,ossumpfioos,leodigsooditiomvooli51yoodme 0 thi,T,uss JULIUS LEE, P.E. IermyBu I&Iisthem,polifq dth, Droer,Ibe Oneisemharhed opmtorthe W9dmp Dnipner,Mtle amea of lAe 11C the III, tklomlboRdmgmd-011. IDe opposol.10, TOD ool ooyfddnse atMHmss. iedulMg kodf p, sfompe,ioslo5otim nod Drodol•shoN ktb—spoaihirdyohthe hildiol Desipaord #34869 Wreda. AN iota sel out is the TOD oed ne pm ties and peiddines of It. lidding Compoee0 kitty lnlmmotiw (BM) pobFskd by TH and SICA.,, Wamsed for gene..I guidtam. ITT l deft, fk a,pmibi itin and Mot of the Tron Mips, Fuss Desgo Engineer oodTma %afodmes, unless olha,riu d4oed Irl 1109 coasfol Bay Cmhonopeed upo®rritiog by o0 poifies iorolred. The Truss Data Fogioen is NOT the Building Dmigoe,alms, Splan frgieea[or try Wd'mt dll mpimSsed lnrmmeosddmediolPl1. Boynton Beach, FL 33435 (epyripM€7011 AI PootTmnes-hlius Lee, P.F. Pepmdudion of %is dmemea, m ooy loan, is pehiDited v'dloohnUten pnmissim ham AI loaf rmaes-hlios lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465864 60332 C04 Monopitch r 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:50 2015 Page 1 I D: W?quLer?Re?LfzLe98RjH4yHM91-54YfehiFvKAwAJ5ZYxPof2JEDfdVfAT8YlpFBczxq 1 h 6-2-8 13-0-12 13T?-6 1 4-0 6-2-8 6-10-4 0. -10 5.50 12 5 6 3x4 = 1.5x4 11 5x6 — Dead Load Defl. = 1/16 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well . L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.90 Vert(LL) -0.18 7-8 >852 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.27 7-8 >570 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code F BC2010/TP12007 (Matrix-M) Weight: 68 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 `Except` T1: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 679/0-8-0 (min. 0-1-8) 7 = 585/Mechanical Max Horz 2 = 404(LC 8) Max Uplift 2 = -234(LC 8) 7 = -372(LC 8) Max Grav 2 = 679(LC 1) 7 = 585(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-876/460, 3-4=-703/461, 5-7=-205/365 BOT CHORD 2-13=917/728, 8-13=-9171728, 8-14=-917/728, 7-14=-917/728 WEBS 4-8=0/339, 4-7=-776/978 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 234 lb uplift at joint 2 and 372 lb uplift at joint 7. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARMING-Pinse tlaoughly aria,rhe-A-1ROOFTRUSSES rS1aF11,WHAT TERMSACONDITIONSCUSIOMIR('BUYU1 A(KNOWIIDDIMENT'Tvsm. Ynilydesign pmveeW,ad,.d eltr a this Tese Design Dia,iog(r0P and the hlis, Lee, U. Referrer Steel it[ use. Unless otbersth, 1.1,d., the1DO, only Milehanveder II shwmeeu3fortheTOOtoorraEd.A,cT De,f EULIUSLEE,P.E. p v es g. vgineer (i.e., Sperivlty Fvgaeerl; Ihr uvl ai.nst TOO epeseats oa nsplvme of the piv6sieovl engiaenmg sspevsihilily Im the desig. of the single Goss dephted o.IAe TOO oolst, under DECRI I. the desigv vsweplio.s, levdi,g twdiliae,, sailuhiliq aid use of This iess (at cost Building is tit responsibility el the Owns, the Owners autir agent or the Wilding Desigosr, in lit today of the llt,the ltt, the herl buifiin; code and TPl 1. the opposed .1 the IDD and my held ore of she rest, iadadielNoodling, waort, iostollotion cad hear,,ioll be The responili1hy of the luildlop Designer and #34869 (leader. AD roles sel at in the TOD WIN, parnres and poideloas d the loildmg (ampaneat Selety Intmmolin (BCSQ pubh,hed by III and SI(A ore rebut Is, let guidons, IN I dithers the sspusibilires and defit, of the Truss DesiimTass Design (oginar and Les Monwadwer, mless wherein deraed by . 1109 Coastal Bay (anvod.;reed open isedrnp by ell parrs inoleed. The Tr ss Design Foliose, is NOT the leilding Oniga, orTronSyeea Eopmer for my luildiog. All epilalind nms we at defied is TIE 1. Boynton Beach, FL 33435 (epydght@IOU AI1.1 Tiosas-hHu, lee, P.E. RepWorti n vt this duomem, in any fora, is prohibited withal written petorission horn AI led Th ses-John (ee, P.F. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 C05 Half Hip e 1 1 A0465865 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:50 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-54YfehiFvKAwAJ5ZYxPof2JJzfdefAd8YIpFBczxgl h 13-2.6 -1-0-0 6-2-8 11-10.12 13-0-17,1 6-2-8 5 8-0 1-2-0 3.4 = 3x = Dead Load Dell. = 1/16 in 4 56 a 7 3x4 = 1.5x4 11 5x6 = Plate Offsets (X,Y)-- [4:0-2-0 0-2-91,[5:0-0-8 0-1-81 [7:0-3-0 ' 0-3-01 6-2-8 5-8-4 1-2-0' LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.18 7-8 >865 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.27 7-8 >583 240 BCLL 0.0 * Rep Stress Incr YES WB 0.79 Horc(fL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 68 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except- T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-10-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 679/0-8-0 (min. 0-1-8) 7 = 585/Mechanical Max Horz 2 = 369(LC 8) Max Uplift 2 = -249(LC 8) 7 = -328(LC 8) Max Grav 2 = 679(LC 1) 7 = 585(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-874/520, 5-7=-208/340 BOT CHORD 2-13=-909f726, 8-13=-909/726, 8-14=909/726, 7-14=-909f726 WEBS 3-8=0/338, 3-7=-765/957 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 lb uplift at joint 2 and 328 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard F WAINIX6-Please lbmoughiy reehwlhe'A.1 ROOF T1VM[SFffF11,GINF1Al TERMS A(ONOITIONS(USIOMEIrBUf111A(INOWIT06EM1NT'lam. Vailvdesign piomeleueedreodnoleson ThisTruss Design DwwhgQDD)ondtb,J.k.,1ee, P.E.lehieree Steel Eelmeuse. U.1 olhevise doled oo the TOO, only Ilhmnndw plotessha0 he usedhrlbeT0010 he eoNd. Asa Twss Design FnBioeei(i.e.,Spdeflylogiv,a),ft. seal en nor TOO"pNesolsoN -Ft-of the pnfessiond engioem®g respnsibi6iy for lhedesiga ollbe snple irvss depidedoo tha 100 mly,00derlPl 1. 16desigo ouumptina, kodiop.61ioos, suittWly oeduse 0 this Luis JULIUS LEE, P.E. for ay Building is the resposibiily of the Ones, the Owners euthumedeges]os theEnldag 0,09o, in theromeA of [be lICthe HIT, ?be 1.1 build"mgwde and TPl 1. the oppromlofeEe NO and ney field oseot7he imss,iduding kodlinp,storage, ioslo0otion nod hrooeg. sYoll hemnespoosiiiMy .1 the luilding Taipnennd #34869 6otwAor. Al Notes set out in the EDT end the FoOdkes end pidelines of the Ulding(ompomm Softy lnhrmntin(B(SI(pobOshedby TPl and St(A In, reterenad for penenl guidance. Rllde6nn11erespaosiEJties wddutiero}t6e irnss Designer, Imu DesiOo rogioeer Nod True Monefod-, unless ith-he defined bye 1109 Coastal Bay Common opreed upo in nhim by OF Forksborw4d. The Tress Design Fnginen is NOT the Boileiel Designer. Loss Spans Enlieeerfor Nor Lifting. All topileriad tnmmre of d0ned1. IN 1. Boynton Beach, FL 33435 bpyrighltiJ7011 AI Iwl iwssesdolius lee; LE. lepdesohm al this dxumem, in any loan, is prohibited without nilleo plmiesion from AI goof Twists - Julies lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465866 60332 C06 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:51 2015 Page 1 ID: W?qu Lc,?Re?LfzLe98RjH4yH M91-ZG51 s0jugelnoSg16ew1 CFsTz31 I0kgHnPZok2zxg1 g -1-4-0 1 5-8-2 9 10-12 13-0-12 13r2-6 1 4-0 5-8-2 41 10 3-2-0 0- -10 4x4 = 3x4 = Dead Load Deft. = 1/4 in 4 56 4x4 = 3x8 = 3.6 11 9-10-12 9-10-12 13-0-12 3-2-0 Plate Offsets (X Y)-- f2:0-3-1 0-1-131 LOADING(ps5 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.65 Vert(LL) -0.31 8-12 >502 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.58 8-12 >266 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 73 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 7 = 585/Mechanical 2 = 679/0-8-0 (min. 0-1-8) Max Horz 2 = 312(LC 8) Max Uplift 7 = -266(LC 8) 2 = -265(LC 8) Max Grav 7 = 585(LC 1) 2 = 679(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-821/637, 3-4=-420/263, 4-5=-308/314, 5-7=-610/646 BOT CHORD 2-13=918/687, 8-13=-918/687 WEBS 3-8=-440/696, 5-8=-592/588 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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 nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 266 lb uplift at joint 7 and 265 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JULIUS LEE P.E. A &A[NOh-flelb—oly"eierthe'A-[[DOT MOSSES rSEILFej,[ENEIAL TIIl1S A CONDITIONSCOSTOB11 r10Y11JAC[NOVaID6IMENrloret. YnNydesigo piomelns ood read sales on Ibis liens Design 0meieg(fD0)mdtlelefmslee,P.E. Pefercnm Sbnl6ehre use. Dolan otEarise sloled oo lhelDD, only Nifekmaneoor plolesball beau aed to, the TOD to be r.5d. As o Loss O"ign login eer (L.,Specialty hom..O, the -I on ony TOD "p —1, oe m"pto"e of [he pmhaioml agiuniog "spensibi4fy la he design of the Tingle T-, depbled on the IDD only, under 911. the design oaumptmes, leodq'nedirmns,.1,Nfty and use dflih T... 1., .7 hildinl is the mpon"Hity otthe 0roer,the Oroets authorized agent ei the luBding Designer, in the aonleq of The ll[,The ISO, the loml buildiol,.do ad TPI 1. he opptarol atthe IDD and onyfiell use of theimss,imludinp handling,stomps, hmogoim nod broung,,boll be the rupoc,inglDy al he WAD Designer and #34869 Coatroder. AD poles set.0 in the TOD old the p"akes and guider —of the luildiigCoetpomnl Schty lnle—ioa(1(5p pubfshed by III and SICAo""ln—d ter general guidann. IN l deletes the respeosibilik,ad duties of The Doss Designer, Truss Design login., and buss Menufnlaualm, ehunise defioed by 1109 Coastal Bay [entroa ppreedupanm rpitinp by nO porNesimolred. The Ties, Design Engineer is NOT the luildiq DesigneraT.ss System[nlioett Iorany boed'mD All mpitelirid hums em a defined m ON 1. Boynton Beach, FL 33435 (epyrigbt8701/ Al Ioal T"sses Mips lee; P.E. [epodutlim elhis do"menl, in ooy losm, is pmhi6ited rihool nBlen punissim Irom Al Paof i"sses-hlias lee, P.E. Job Truss Truss Type Qty Ply Pac/6511 EL C 60332 - C07 Half Hip 1 1 �Std A0465867 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:51 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-ZG51sOjugelnoSg16ew1CFsTC3z OjJHnPZok2zxglg 4-6-5 7-10-12 13-0-12 13 2-6 4-6-5 3 4 7 5-2-0 0- -10 1.5* 4x4 = 4x4 = Dead Load Dell. = 1/8 in 56 4x4 = 3x8 = 3x6 11 RCMISK LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.20 8-12 >760 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.33 8-12 >465 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010ffP12007 (Matrix-M) Weight: 69 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 585/Mechanical 2 = 679/0-8-0 (min. 0-1-8) Max Horz 2 = 256(LC 8) Max Uplift 7 = -267(LC 7) 2 = -270(LC 8) Max Grav 7 = 585(LC 1) 2 = 679(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-888f758, 3-4=-594/489, 4-5=-488/514,5-7=-548/629 BOT CHORD 2-13=953f755, 8-13=-953f755 WEBS 3-8=-308/503, 5-8=-613/587 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267 lb uplift at joint 7 and 270 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAIHIXO-Please ldwougdly rniesethe"AA IOOFTRUSSESrSEllnj,6(NEIALYEIYS6(ONOIiIONS(IISIOYEIrB0YE1)A(NNO'Nf[D6EYE:Yrloim. Yerily dedpo pmmelnsand read nolesw WLuss Onipa Oaring(TDD,ud tkelolis,Ia,P.E.Pefnenre Sheet Before use. Dolessalhmwise seotedae ldel00, only YiiekmnnM.r JULIUS LEE P.E. plain sA.D he usedTasIh, TOO akrafid. As a Truss Daip hgiunfi.e., Spkhy Eogaeml; fk seal on ny TODopeson a m plom,sl Ik pohsuooel ngioeaiag resp,.&Iity lu tk hsige o116e smpl, has dephl,da If. 100 a1,, wdm RI 1. The dnipo ossumptiws,loading -faros, ailohilily ad as, d this Lass fumy Building is the aspaosmililyd McOwey the OrmisaulhorkMopml os lde Buldinp Desigmr, is lleroded of lhellC, IAe TIC, 76eloml Build'op mde mdiPI I. 16, oppmol dia TOD W y field used Y, Tass, iududing kondhg,slap,, usfalldim and Brodng,skit kihe aspadbAy dthe biAliag Oniga, and #34869 (ankodor. All antes sd out at A,TOD adfhe poak,s and puiddin, dtk leditgU"naf Safety lnfumatim(B(S11 paBOskd By Thaod9(Aaoafea-A for geaal said..,. iPlldefineslle ospa,dBNitin gadddisdtle lass Oesip,egLuss Oedgo 6piaeer and iris Yom6aartg mkst aMewiu defu.,d Bya 1109 Coastal Bay Ususaapeed upnlamrifi�g by A pordn i-Ind. Tk Truss Desipn Engioen it NOT k lailding Dnigner a Las Sptem(ngieeer In any kilft. Allopiafiad lam am a Mad is ON 1. Boynton Beady FL 33435 (opydght@2014 AT Boef Trmsn-blurs lee, M. hpodndia of this d—al,b my Tmm, is pahiBited withod w01en pesmhsW saw AI Roof Trusses-hlios la,, P.F. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465868 60332 C08 Half Hip Girder a a 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:52 2015 Page 1 ID: W?quLer?Re?LfzLe98RjH4yHM91-1 TfQ3MkWRyQeQcFxgLRGkTOgvTKB78gR031 LGUzxq 1 f -1-0 0 5-10-12 95-12 13-0-12 13,--6 V. 5-10-12 3 7-0 3-7-0 0-1-110 1.5x, 3x4 = 1.5x4 11 3x8 = 3x6 11 5-10-12 5-10-12 9 5-12 3-7-0 1 13-0-12 3-7-0 Plate Offsets (X Y)-- [3:0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.08 9-13 >999 . 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.14 9-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(fL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 68 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or4-2-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation vide. REACTIONS. (lb/size) 7 = 1078/Mechanical 2 = 999/0-8-0 (min.0-1-8) Max Horz 2 1= 199(LC 22) Max Uplift 7 = -588(LC 5) 2 = -497(LC 6) Max Grav 7 = 1188(LC 19) 2 = 999(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1544/774, 3-14=-1136/581, 14-15=-1136/581,4-15=-1136/581, 4-16=1136/581, 5-16=1136/581, 5-7=-1023/603 BOT CHORD 2-17=-750/1320, 9-17=750/1320, 9-18=755/1339, 18-19=-755/1339, 19-20=-755/1339, 8-20=-755/1339 WEBS 3-9=-98/460, 3-8=-367/270, 4-8=480/428, 5-8=-743/1451 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 588 lb uplift at joint 7 and 497 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentratedload(s) 83 lb down and 144 lb up at 5-10-12, 110 lb down and 131 lb up at 7-0-12, and 110 lb down and 131 lb up at 9-0-12, and 110 lb down and 131 lb up at 11-0-12 on top chord, and 244 lb down and 145 lb up at 5-10-12, 239 lb down at 7-0-12, and 239 lb down at 9-0-12, and 239 lb down at 11-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Standard Vert: 1-3=-70, 3-5=-70, 5-6=-30, 7-11=20 Concentrated Loads (lb) Vert: 3=-83(F) 9=244(F) 14=-110(F) 15=-110(F) 16=-110(F) 18=-52(F) 20=-52(F) 21=52(F) ��WAININ6-Please thoroughly noise the'A I1O31 TIUSSIS('SEIEEII, 6INIIA( InMS A (ONOITIDNS (IISIDNEI rBO1fl1 AnNO NIED6101" form. Noify design pamelns and read roles on IM1is Loss Design Dro.ing(IDP end Ihekrms lee, P.F.lehvme SAeel bolos use. Dress oPon.ise staled oo Ihe1D0, only Milehvnoener pkles shall be amd for the NO la be sifd. As o Inc,, Design ivaei L..,S all Engineer), send an IDD amseals au mmfame of the lesirend en irenio 'biOl la the desi ool lM1e sm Teossd led ro lhelDDml,ander Rl1. Umdesi o on fror lending differs,s hAli aid a,, of this Toss JULIUS LEE P.E. m 9 I pu, Y 9 ) Y / P p^ 9 9,espmu y 9 ple epn y N P s, ig son lym Ier any Building is the f,,pmt1ifily at the Dane, the Donets outhorhed opm or the Building Designer, in the tamer of the 114 the16(, the local huiiding rode and TPI I. The appfmal of the IDD aid myfieli use d the Toss, including handling, storage, usl,114on and bracing, shall be the rmpamilifily of0, Bonding Designer and 434869 (mbdm. AleolesseI out in thelDD nod the pradires sad guiddioes of the luildig(ampuoed Safely Waterline (1011pob6shedbyIN and Sl(A arm r0emenad lrr general guider. IPll delives the msponsibildies and dries ofthe Truss Designer, Truss Design Enginmr adltoss Mumfulam, unless'Item" defined by a 1109 Coastal Bay (mbar!agreed upon in.ruing by aO prNes icrmleed. The Truss Design Engineer is NDTthe Building Designer orTress System logiren for any buldmO All tapito6xd terms me as refired in IN 1. Boynton Beach, FL 33435 Gpyrigh197Di1 Al loot Lunesblius lee, P.I. tepiodutlim dtbis doomed, in aey laim, is pmhi6ted oiMod r,illeo permissim Lon AI goof Tosses -bliss lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 CA CORNER JACK 4 1 A0465869 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:52 2015 Page 1 ID: W?quLcRRe?LfzLe98RjH4yHM91-1 TfQ3MkWRyQeQcFxgLRGkTOkQTWB7GSR031LGUzxq 1 f -1-4-0 0-11-14 1-4-0 0-11-14 0-11-14 0-11-14 Plate Offsets (X,Y)— (2:0-1-8,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-14 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 189/0-8-0 (min. 0-1-8) 4 = -1O/Mechanical 3 = 3/Mechanical Max Horz 2 = 61(LC 6) Max Uplift 2 = -185(LC 6) 4 = -10(LC 1) 3 = -2(LC 8) Max Grav 2 = 286(LC 15) 4 = 109(LC 14) 3 = 61(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=17omph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 185 lb uplift at joint 2, 10 lb uplift at joint 4 and 2 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard P WAININO-Pleosellaw ;My reeN. the "AdtODFTDUSSTSrSHUrtGUNPPAIQPNSA (CONDITIONS (USIONISriUfllA(KNOW(FD6FNENrinm.yoo(desigapao,wrcad moAwe, onAisT—Desig,D-Ng(MoiardIke lufn,lee,P.F.lef--sled before use.11nlesso0n.isestoledaothe100,onlyMdekmnnemr �ULIUSLEEP.E. p01n shill be used for the iDD re ba oafid. May oss Design hiiiova (i.e.,SpmiMly hgmemJ, ON sod oa o,y Too rep —1, oa ureptsm of It. p,of.W-1 vnpiwmieg i,spansibility 1,th design of the singleTmss deputed oo AN IDD salt, acd,, RI I. The design assumption, boding aodilion, trit.Wfy caduse a[ this Truss for any lailding is the responsibility of Ike Met, The ha,r',oclh.N,dag.1 or the Tuildiog Ong.,,NN-droll al the 11C the ll(,Ne heal bedding rode.6IN 1. ON opicosal of the TOD and any field one of the Truss. iadudinp bnsing, sloage, installation cad bracing, shoo be NoFespoosikihly of the PuilAq 0n11oer and #34869 Gnhadm. AD oofesse1aN is the TOD cad the padion nod Poidefinesd Ike hild'mp(ompanol Wolf, lnlmmufico(1611 pabfishedby 111 and Sg(A are rofnnnl far geaerol gnidore. 1111 derma, the uspusibilifiu and defies of themss Ouigner, Iris Oesgen Engineer cad lsuss Nanfedmer, Wass chive, defiord by 1109 Coastal Bay Contmdap�ndupon gn rrifing by all po,Nesinrohed. The Tass Design Engine is NOT the 1106rl Designer orTross System Engineor laaoy, boddinp. Allapiaieed toms oamdefiaed in rPl 1. Boynton Bench, FL 33435 6p1rig1bl©29RAI1NofT sesdnlieslee,P.E. tepmdudin otHis doameM, in oo,Torn, is proMbiledviNoot vrtltenpernissin lam AI loaf. Trusses-Juliuslee,P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465870 60332 CAE Corner Jack t 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:52 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-1 TfQ3MkWRyQeQcFxgLRGkTOkzT Wz7GSR031LGUzxg1 f -14-0 0-11-11 1-4-0 0.11-11 2x4 = 0.11-11 , 0-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 2 = 201/0-8-0 (min. 0-1-8) 4 = -19/Mechanical 3 = -3/Mechanical Max Horz 2 = 57(LC 8) Max Uplift 2 = -122(LC 6) 4 = -19(LC 1) 3 = -7(LC 8) Max Grav 2 = 292(LC- 13) 4 = 196(LC 17) 3 = 26(LC 14) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 122 lb uplift at joint 2, 19 lb uplift at joint 4 and 7 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 7 lb FT = 0% NIININ6 Plnse @vrwghhy rniew @e'A1 tODF itUSSFf jSELLflj, 6fN(11l QIhS A (DNDI/IONf NSIOklt (BUYEIj 4(INO'th[06(NENrlarm. Ynily desigv pe,amelns east real oven m this Luss Onigu Dmwiog (f00J and 0elurns lee, P.F. tefenne Steel helon use. Unless m6enis, stvl<d ve IheIDO, only hi(ehonnMer It p v esshalhenedfvr16e100JUUUS Nebenbd.Asvidephled vIM1e 100wly,under RI. the deigvvmpfm,adega�tia,wiv6iry anduofIlesLu LEE,P.E. fe,eep balding is thetnpoosibility ofthe 0woe,,the Owneis nlhvemel op ul us the gddnp Designer,usth-ehaf of the 116 the TIT, the lonl buildieg test, end M 1. The epprnol dThe TOD W y field use of the Tsess, taduding hoddfnp, nonge,histv0otian oedbedeg, shell he 0, nspodsihifdy of the roildiop Designer and #34869 (unlnder. AD Boles ul out iu the100 oed the pradkn end paiddien of the Reddest; (ampse,ulSelelylef-elinit(9l published by IF] oed Sl(A use rdennad Is, V elpuidonn. rPl l defien the tnpusibihlin ond&f.,s oftheT.%Designer, Luss Oesiga hpinrer andlmss Momfedwer, onlets eHneinderided hyo 1109 Coastml Boy (anlred speed open is writing by all Pushes ievoleed.The I—Dedpn Engine, is NOTth, tuildinp Onignrarirass System Tutu er for asy buiWlog. All apilelioed terns on us defned is IN 1. , Boynton B-6, Fl. 33435 (upy6ght*201( AI Iwt Inees F IEus lee, P.[. tepodndivn of his dxumen, m awry lo,n, Es pnkhited wimom ws0ten pmnissiun ban AI Idol lose -Julies Lee, P.F. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465871 60332 CJ1L Corner Jack e 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:53 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-VfDoGik8CFYVI mg8D3yVHgxvjtsCsjiaEj2voxzxq 1 e -1-4-0 0-11-11 , 1-4-0 0-11-11 1.5x4 2x4 = at 1-11 Plate Offsets (X,Y)— f2:0-0-13,0-1-51 LOADING (psf) , SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(rL) -0.00 8 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 7 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or CIA l-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 201/0-8-0 (min. 0-1-8) 4 = -19/Mechanical 3 = -3/Mechanical Max Horz 2 = 57(LC 8) Max Uplift 2 = -122(LC 6) 4 = -19(LC 1) 3 = -7(LC 8) Max Grav 2 = 292(LC 13) 4 = 196(LC 17) 3 = 26(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 122 lb uplift at joint 2, 19 lb uplift at joint 4 and 7 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r VYGININ6 PIeneTh.aughly, her the IODF TRUSLS rSEIIFAI, DENnhL IDEAS A CONDITIONS rrUYEL1 ACKNOWLEDGEMENT" him. Verily desig.p glen cmlmcd oars ea this teas Design Omeie PIA, and the Miss Car, Refereme Lett before me. Wleaalhaerise stcledwMeTDD,anlykiiekmonedor L�JUUUS LEE P.E. plot., TDDtmbee.Ed.A,atussMicafoli.Itea.,SprioNyFngmterl,theseaeaeasyTODmpmsaismimrepmmeoltlmptolessieneltagi.remgrespansibilily1.thedaigral smpleirvssrephtedaaTheTODmly,orderIll1.Thedmiguun�ep(inns,hediogseaditims,sailubifihJ®duceolMdshass far ary MI'iop is be responsibility of the OAnA, Charon returned ogerl m the Wildhg Dnipm, inlhe samea of the Me III, the 1.1 buildligede cad ON 1.Its ppmmclofbe IDO and my field useofbeTooa,irdudial boadfrg, slompe, hstalofian cod bm®g• shall be the responsibility an the Paildieg Designer and #34869 leaned.. AD mutts al out To The IUD and the prdiaemnd gmid,lym,Ilk, ruldmg(omponea Safely lid—fw(rCSl) pmbbstedbyIN aoi9U me"himrel he Joe Igoidooa. Rl l de6aes Mermprtsibiftin cod dares of the Cross Dnigner,fmse ME, Erginnr and roots MmarAmer, unless obverse defined by 1109 Coastal Bay Oatmd cpreedupmim adfing bycO purge, imeth.d. Ilk irvss Castle Fnpian is NOT Its geldmg Designer ur Truss System Enpiter for cry balding. All mpitabird term ate as definedin IN 1. Boynton Beath, FL 33435 hpydght02014 AI may Tans Julius lee,P.E.Leprodudi. al this dmcmem, Is act form, igrahibOed eiboanNTrnpermissim ton Anoal lenses-lalirs lee, P.E. Job Truss - Truss Type Qty Ply Slid Pac/6511 EL C A0465872 60332 CAP CORNER JACK e e 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:53 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-VfDoGik8CFYV1 mg8D3yVHgxvAtsQsjiaEj2voxzxgl e -1-4-0 0-11-14 1-4-0 0-11-14 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL .20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL). -0.00 6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 6 >999 240 BCLL 0.0 ' Rep Stress Iner YES WB 0.00 HOrz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010frPI2007 (Matrix-M) Weight: 7 lb FT = 0%. LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 189/0-8-0 (min. 0-1-8) 4- _ -1 O/Mechanical 3 = 3/Mechanical Max Horz 2 = 61(LC 6) Max Uplift 2 = -185(LC 6) 4 = -10(LC 1) 3 = -2(LC 8) Max Grav 2 = 286(LC 15) 4 = 109(LC 14) 3 = 61(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 2, 10 lb uplift at joint 4 and 2 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Simi hefo UOD) 6, hun I NAIHING PlrmeIhaooghlyko the'A meHOOF HISSES (S1111II, UNFIAL IWAS A CCNDITIDNS CIIS10NE1BUY11IACKNO ('-611061MINT' I.A. rerilyd0p p,—We and maearn aDnip Ding and th hrwLee,P.E. hfneme «ase. Alen 1*du the IDD, ol6ttrise sonly Niiei«aneder �klesshoI Ye undlor IYeIDO to ha e6&Aso Tross O«ign P p ngineei(i.e.,Spnidlr[agaen); INe saol an onr 100 repmsnls on nmplaine of the pefninoel vngieeaug iespndhilily fortle design dlhe single Luss depnled as the tOD wly, Dodo Rl 1. the dasipa anunpl'nos, Foaling rmdilioos, suitoYiN¢onduse oftlis iron JULIUS LEE, P.E. fatuyBaildingislhelnpenslEilityoftheOomer,IM1eOneisaulhamedogenloftheBuAd'mp0esigmr,iolhesanlenollh,11C,hI1(,McI.IBuildiep«deandiPl1.Iheapplaso1d1he Bad wyfielduseoLlhaimss,mdulinphwdlinp,sloige,®slalloiianandhrodog,sioOheMe«spmsililigofMebildiopDnipnerwd #34869 C.dW.r. AKeotenel nin lNelODaodtle pmrfireseodpdide6nnoffhe tuildinpCompoeeniiafety lnlomwfion(6CSI)peNUshed by lPl ndSt(A orc «inenmliar peoeml Auidame. IPll d6mes fh-,pwli6df—ddAt ofthe i«ss Desipne6Guss OesiBo[opio«roW- Nannfarlmer,mleu 6-4, defined by 1109 Coastal Bn), Dnintl opeedopoie•IitinphyoNpMies imolred.The T—Design biiioeeris NOT Me Building Onipno cAuss Sys«m Engine« To any bildinDAli «pita6«dln«s o«osdefnM io lPl1. Boynim Beach, FL 33435 (ePPdgB �` IDII AI loaf Benesdulius lee, P.1. Lep«dnnion olthis dmomem, in ooy form, is PmhiEited v0hod nillen pnminien hom Al leaf irmns-lalias lee, RL Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465873 60332 CJ1U Corner Jack 16 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 Mi rek Industries, Inc. Wed Jan 07 07:56:54 2015 Page 1 I D:W7quLcr0?Re?LfzLe98RjH4yHM91-zmAU2lmzZgMfwPKnmTkpuU ijGCZbAy/TNnSKNzxq 1 d 0i0-1-15 1.5x4 I 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. . in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-10-15 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 282/0-8-0 (min. 0-1-8) 4 = -46/Mechanical 3 = -62/Mechanical Max Horz 5 = 80(LC 7) Max Uplift 5 = -99(LC 8) 4 = -46(LC 1) 3 = -62(LC 1) Max Grassy 5 = 325(LC 14) 4 = 184(LC 15) 3 = 34(LC 6) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-223/367 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 99 lb uplift at joint 5, 46 lb uplift at joint 4 and 62 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard P WAFNIp6-IIII lbraughIy¢rknthe'A-I ROOF TRUSSES rSEIIEp',GENE!AITERMS pCONDITIONS (IRTOBFhrhUVOhjA(hNOVBE06E➢ pan da, the TOD, anhW7ekmaneder 1ULIUSLEE P.E. pkles shall De rsed for 0e TOO Ir be eafid. As a Loss Design rngi ,(r.,Spriohy hgi—j, the sees on ooy TODrepresents oe raplereellb- polestivnel erlio.ing respnsNMY Ir fire design al the angle Truss deputed au she TOO oil, ender IF] 1. The 6sig. -egfnos, kodieg.&r.,, Whb➢ity end use al Ith truss for any Bailding is the iespesihilfly, of Its Orrer, Use Ornds alrorked egenl of On bildiq Designr,Wk-nial of the lhf. the II the twat bo INI WeoodTPI 1. Theapposes oltke fDO end wyfielduse rlthe Tress, iwlodinp kndlhp,shmpe, kstcilrlion odd Drruap, sboll be Meresyeesi6ilUyd Me Bnildirp Oesignamd #34869 Grud,r. AO rotas sel gnl k the iDD wd t6e plrrfim and peidelinef ei the tagdup (omponenl5nlety lnfarmrtion (h(SO published 6y TPl rod St(A on Mnenad tar pereaI Said— Its I Mias the ruponsibiliks red duties 0 the Truss Designer, buss Dnip Rep— W Tess Berefird—, unless rth-in defined by. 1709 Coastal Bay Cow speed upr is nifrg by ell perfin iorlred. The Tress Oesipn Fegi—is NOT 9, haildieg Onigner es Dos Eyrie. Engieer If. ray building. Aff pilelindtensore os defaef in RUN 1. Boynton Beach, FL 33435 fepyright@2Old Al pool Tosses.hUn lee, F.F. tepodeaien of Mis dwomeN, k any lore, is prohi6ihd riMwl ntllen pnmissim gar Al hoot Tresses-hhs lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465874 60332 CJ3 Corner Jack e 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Jan 07 07:56:54 2015 Page 1 ID: W?quLcRRe?LfzLe98RjH4yHM91-zmAU2lmzZgMfwPKnmTkpuU4vGA1 bAyjTNnSKNzxq 1 d 2-11-11 1-4-0 2-11-11 AX,, It 2-11-11 2-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.28 Vert(LL) -0.01 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.01 4-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 71/Mechanical 2 = 254/0-8-0 (min. 0-1-8) 4 = 31/Mechanical Max Harz 2 = 101(LC 6) Max Uplift 3 = -56(LC 8) 2 = -182(LC 6) Max Grav 3 = 71(LC 1) 2 = 328(LC 15) 4 = 225(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD . 2-3=-280/52 BOT CHORD 2-9=-127/292 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 56 lb uplift at joint 3 and 182 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel paints along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 WAININO-Plasethmaughlym,ierthe'A-IPOOFTPDSSES(111HIJGENERALRBDSLCONDITIONSCUSTOMERVBUTIIJA(CNIEStaI6EYENrfarn.Laiydesignrysasda,aadr,adaursonlrisbus,OnsignDmving(IandtheJolisslea,PA.gee—AWWonuse.IhlessmhervisestatedaolheTOO,onlyMJekmnneaor �ULIUSLEE P.E. pkla shellheusedfor,belOD ea he solid. Aso Luss Design Enjmees(i.e.,Spedvlry Fogmem), the sect run any TODmpmsa,sae wmptameof on pmfesimvl voli—bag mspemibilily im the design of Ibe single Tma depirhd no be TOO only,uedmIF] 1, Be dasigv assump(nns, lading roniiliens, aildirty and ase of this Trust tar 11 BBldol is the mpon,3iliry of the Owner, the Onrtf,authorized egrut a, the puildiog Design,,,inUse (omen of thell(, the 111, the total Eddlug rude and IN 1. The approvaldMe LOU and any field use of the Truss.indudiag handling.storage, iosmDmionoad burring, stall be the aspaosihiNty of Me Suilding Designer and #34869 6nlmder. AN notes sel oat in the IDO cod the Frontier, ad Laiddle,, of On laildag(ampoaot Solely als Es.(SCSI)pubgrIedby FIT and SICA a,,,f.a,,dtar Ran guidance. III Idefresthe ,apitsielitie, ad adios dike im,iDesipper, Ems Design Login", and Trust Manubdorm, unless olbmh, defined by 1109 Coastal Bay raimd agreed upon in writing bye0 parties iovolred.Th. Fors Design Engineer is NOT the luiidiug Designer or Ta,,Syshm[Riaeer 1. any budding. Allmpilofimdinms am os delbed'mlPI1. Boynton Beach, FL 33435 GpyripM©7011 dl PoolTmues-Pvlius lee, PE. Pepmdutlim al this dasment, m voy loan, igmhiEited withom written pnmissiaform AI Paof Imsse,-labor Can, P.E. Job Truss Truss Type Qty PIY Std Pac/6511 EL C 60332 CJ3A Corner Jack 1 1 A0465875 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Jan 07 07:56:54 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-zmAU2lmzZgMfwPKnmTkpuU5xGAvbAyjrNnSKNzxg1 d 2-11-11 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.02 3-6 >999 . 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(rL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 148/0-8-0 (min.0-1-8) 2 = 77/Mechanical 3 = 37/Mechanical Max Horz 1 = 60(LC 6) Max Uplift 1 = -129(LC 6) 2 = -69(LC 6) 3 = -48(LC 6) Max Grav 1 = 282(LC 15) 2 = 77(LC 1) 3 = 228(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-320/504 BOT CHORD 1-7=-611 /337 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 129 lb uplift at joint 1, 69 lb uplift at joint 2 and 48 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard P WAIXIN6 PImse thoroughly mriee the *A-] ROOF 110SSIS(IF0ll-L 9111F1AL DINS 9(ONOITIDACUS1D11I1 rRY11I A(NNONtiOubliNr him. Ymily design perorate., and root minmthishus, Oesiga Draei�gQDO)ond Nelolios lee,P.F.lehreae Sheelbelaeuse.Ueles, othe.eise stoled ao the100, only kideb roeaedrr �JULUS LEE E pNles,billheuudfor the TDDtob—lid. AsaT,oss Design Fngiwea(ix., Spe.ieNy Eagaeerl; the end my TDOapramts m mapfemeat the per imdengin."bril respmsibiliy for the design al the single Ties,depicted re the TDO rely, order Rl1. The Mile ossumplions, Modingroediliom, seihHfily ood use d this Tass ( ,P" to, my Building I, 'be msFemibibly ofth,Dme',the Denis mthired ogeel of the ImIdmg Designer, in theamem of the JIG the ll(, the 1.1 buildiopcode mdTF1 1.The oppioml of the ND and my held useatthe Truss, iWuding handling,shape, imhllteim red trusting, AA be fhnespmsiliiBy d the goilieg Designer ad #34869 (enhmlor. AU Dote, sal out in ihelDDmdthe;mnias end pidefinesdlhe PuOdiep(angoeenl5deryldoimaTioo(g(SI(poCDshed EY iPl and SPCA oa atermalfor genemlguidonm. Rlldefioestle iesponsihd,ie, mdddies o}the imss Deugner, Tas DesiOofopineermdlmss Yonofotlmer, oohs eHneia defined bpa 1109 Coastal Bay (.hod pe,d upm h eAling by ml probft, imolued. the imss Design(olivee. is NOT Ike Puiidinp Designer orTass System Fogieeerfor my bulldm¢AllsopitoNaed toms me as deliekin lPl1. Boynton Beady FL 33435 (oppigh,a101011.t hulas UolFes lea, EF. tepodaaien dMis dmmem, is ray tom, is pnhihited vithoot erMeopermiaim hra Anootirusus-Julius Job Truss Truss Type Oty Ply Std Pac/6511 EL C A0465876 60332 CJ3E Corner Jack e p 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:55 2015 Page 1 ID: W?quLcl?Re?LfzLe98RjH4yHM91-S2LYhOmOksoDH4_WLU_zM50FCgV9KdBti1 XOtpzxq 1 c 2-11-11 3x4 = t 2-11-11 2-11-11 � LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.02 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.02 4-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 80/Mechanical 2 = 24610-8-0 (min. 0-1-8) 4 = 30/Mechanical Max Horz 2 = 113(LC 8) Max Uplift 3 = -74(LC 8) 2 = -154(LC 6) 4 = -49(LC 7) Max Grav 3 = 80(LC 1) 2 = 322(LC 13) 4 = 227(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 74 lb uplift at joint 3, 154 lb uplift at joint 2 and 49 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAININ6 Plese IhaougAhy aril. the `A-1 ROOF TRUSSES (Sl((111, 011111T TINS A (DNDIiIONS (IISIODl1(eUYEIj 1(AD0p7t[DDFMEDP low. VW(enipp peomelen and rend Bales oa This Truss Design Oroeiog (fODJ and tieklius lee, LF.lelereme Sleet klae use. Unless olieniu stgled ao the iDD, only Bidebwnnensr ltsni.peens.dmnbem0mbernfid.lsnhuaDesSn[n 1ULIUSLEE,P.E. poe , linrtr(.e., Speridly Fo9reeer), the sent oq IDD apiesols on naploma of the professiend engioeeimg respmsibilily la the design snplehuss depiledoelhs 100 only, under Ell 1. the deign ossumpliens,kodieg oediliovs, wilebilily old use of this truss ter oey Bolling is the.spoesibiBlp of the Batt, lie Bvnetsamhahed og.1 is the Wiling Designer, in thoontent of the ll(,the 11f,fit tool huild'ag rode end TH 1. The epp of the TOD and ony field useolit, Tos%in.1dingTingling, Missile, nsm0aien oil bnerieg, shop Be the responsibility of the Ailing Designer end #34869 (onheeler. All sells at no] nli,TDD and the podira end Biddies oflhe Boildug(smpona Afng lnferneioe(B(Sl)pebDshed bylfl and Sl(A eremletenad for Basal girlooe. TFl l defines the rnspomibilities and duties otthe Truss Designa,huss Design(nginner ondhuss Mawfednei, oohaitbereise defined by. 1109 Coostal Bay Contntl spend upag in writing byo0 pasties nrohed. The Truss Design Tngnen is NOT the Ailing Designer orhuss System rngioarter ory building. All opitofieed terms we is detised in ]FT 1. Boynton Beach, FL 33435 (spldght@2014 AT pouf hesses-Fulins Tee, IT. fgrsdurik of Ibis doomed, in tor, tom, is pohibNed stilAol siaeo permission hna AT Aof horses -Milos Tee, B.F. Job Truss Truss Type aty Plv Std Pac/6511 EL C 60332 CJ3L Corner Jack 2 1 A0465877 Job Reference (optional) Al KUUt- IKUJJtb, rUKI 1-1tKUt, 1-L AV46 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries; Inc. Wed Jan 07 07:56:55 2015 Page 1 I D: W7quLcr?Re?LfzLe98RjH4yHM91-S2LYhOmOksoDH4_WLU_zM50FCgV9KdBti 1 XOtpzxq 1 c -1-4-0 2-11-11 1-4-0 2-11-11 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.02 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.02 4-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = SO/Mechanical 2 = 246/0-8-0 (min. 0-1-8) 4 = 30/Mechanical Max Horz 2 = 113(LC 8) Max Uplift 3 = -74(LC 8) 2 = -102(LC 8) Max Grav 3 = 80(LC 1) 2 = 322(LC 13) 4 = 227(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-335/112 NOTES- 1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 74 lb uplift at joint 3 and 102 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member . end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard p WAININO-please lboroughlyuein lhe`A-1IOOF IDDSSES(iEL1EEj, 6ENFIAI IfINf 6(ONOIiIDNS(IIS1ONlIrdnEpj A(rNOiYfFO6fMENrimn. Verilydeilgnporamelem and read roles wlhis LussDnign Droriog(IDOJ and Helolioslee,P.E. refemnrz Sheel helareuu. Uolesso0erriseslvldoe tAe lDD,auly Alihk ronoedor purl—hdl be used for the TOD to b—T4 Are Buss Designhlineer(i.a.,Speridty 6gmemj,Ih swf vo eoylODupeswss oe wmplome of lAe prolessiond eng'menwg respendbilily lm th desigool the single Loss depided on lb, TOD.11, undo TPI 1. The design assuarylians, leading raadifem, sailahihry and a,, of thisBuu /Ut1U$LEE, P.E. for any Oaildhp is the responsibility of lit Omeb the Droers oulborked agml or [he Suldmo Oesigwr.intAeamdealalIn, 11Cto 111, the toml bohlAprode and ON1.the apporol ollha lOD ad any held ase of the Tain,idehol hadfmg, slorale, installation and bradep, shame the responsibility of the loildop Designer ad #34869 (onhader. All notes fel and in lhtTOD and the prardresnad poidehesof@ebidding (omponent Solely lnhoon.lion(0611 pobbshedbyIII and SNQ are«(nerrcel la, proem puidanu. Rl ldefinestlnespondbiflieswdddin dtle cross Des'ryoeg Lun Desipo6pmwr and Luss Maodndarey win dhnriu defined bye T109 Coastal Bay (onlrenapeed upon in r,itiq by aO pairs iov land. The Truss Design Engineer is NOT the hilding Design , orTmss System lnpineer fu any boildmg. AN mpilaOudtnms ore os defined in IN I Boynton Beach, Ft 33435 Upyrigla @ 7O14 Al Nwf 1,,, ?1 hpadurliw of this dosumed,Sa any form, is prohibited ri%oorl wllno p—hriw ham AT Real irasses-films lee, rl. Job Truss Truss Type Qty Ply Pac/6511 EL C A0465878 60332 CJ3P Corner Jack � � 1 1 �Sld Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: /.bUU s UCt 3 ZU14 Print: /.buu s Uct 3 ZU14 mi I eK mousines, Inc. Wed Jan U/ Ul:313:33 ZUl3 rage l ID:W?quLcr?Re?LfzLe98RjH4yHM91-S2LYhOmOksoDH4_WLU_zM5OFfgWGKdBtilXOtpzxgl c -14-0 2-11-11 1-4-0 2-11-11 2-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.01 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(rL) -0.01 4-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 71/Mechanical 2 = 254/0-8-0 (min. 0-1-8) 4 = 31/Mechanical Max Horz 2 = 101(LC 6) Max Uplift 3 = -62(LC 6) 2 = -253(LC 6) 4 = -41(LC 7) Max Grav 3 = 71(LC 1) 2 = 328(LC 15) 4 = 225(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-280/324 BOT CHORD 2-9=-414/292 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 62 lb uplift at joint 3, 253 lb uplift at joint 2 and 41 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAININ6 Please Ihwoughly mienthe,A 1 RODE TRUSSES(SEII11-I,61MEhA( TERMS h(DNDIIIDNS(USIDNEI('hiYERjAONDWlE061MEN1'lasm.&rifydesiga pesamelen oad read vales oo Ihis Loss Design Diaeing RDDI wdIlelofms lee, P.k le(nena Sheethehra ose. Unless thneise shad a Ihe1DD,only M&kannedor HlesshaD6emedlorlle10D1ohomhd.AsoLossDesi E JULIUSLEE,P.E. p gn npiaen ii.e., Spmiull{ Fogineat. l6e ual on ery 1D0 npasnis oe auepinne of the po(essiaad en;weniog iespanihilily Im the design of the single Lwsdephled oa the IDD Quip, under 1PI1. the dvsiga ovumplians, loodiag sonrd'mo; soilubi6ry nod use of Ihis lass for pay Buildinpis lbmesponsihilily alhe hwan,Ik DrnersrvlM1ar@ed opem oribe hoDdinp Desipner,iadeanleatol lM1e1141M1n 116Me losolhuildilgadeondfll 1. The opparolatthelDD and onp hell uu alMeLoss, iarludinp handlhp,shape, iasmllolion and hadog,shoU le Me mponiohyallbe hildioDDnile,r and #34869 0nhuaor. Allutesseloulin lAe IDD wd%e praakn mdpoidelinn a(ihe luldap(cepoeenlSolely lalasmatioa(9(SlIpab6bdby1Pl and Sh(Aa-elaenad lorgeoeal guidona. IN l dehaa the respansihiriliesond dati-f the Was D,61,,r,TmnDesign Ingineer and iris Manohdaa, mle-lbuir, defined by 1109 Coastal Bay hnbaaspreed upon is widrry by all pairies involved. The Truss Design Engineer is NDTthehoilding Designer. lass System Fngioeerh—y huildiel All apihlad lnaa as, as ddivd in IN 1. Boynton Beach, FL 33435 Oppipgt�IDil AI Aool lmssrsdotiosleq LF. Reprodwlivn otNis doament, in ant losm, is proleh0ad.itkoot Hilton pnnission Ima Al Aoaliruan-bfws lee, P.F. Job Truss Truss Type aty Ply Std Pac/6511 EL C 60332 CJ3U Corner Jack e 12 1 A0465879 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:56 2015 Page 1 ID:W?quLer?Re?LfzLe98RjH4yHM91-wEvwvknOVAw4uEZivBVCvJZND4qu34ROxhGZPGzxg1 b 2-10-15 2-10-15 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.02 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010frPI2007 (Matrix-M) Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5 = 267/0-8-0 (min. 0-1-8) 3 = 65/Mechanical 4 = 17/Mechanical Max Horz 5 = 129(LC 7) Max Uplift 5 = -75(LC 8) 3 = -89(LC 8) 4 = -10(LC 8) Max Grav 5 = 329(LC 14) 3 = 65(LC 1) 4 = 221(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-232/316 NOTES- 1) WLnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss. to bearing plate capable of withstanding 75 lb uplift at joint 5, 89 lb uplift at joint 3 and 10 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �r WAININ6 Pease lhmoughly mienthe "Ad IOOT TIUSS(S rSFIIFAj,6INrIAL THIASACONDITIONS CUSTOMER r1UY011 A(rNO'WIFDOINHAT'fmm. Yally design pm.mm, nd nod ales on this Gas Design 0nniog(ND) oad llal.lios lee, F.E. Islas., Sled beloreose. Ilda, lbenise stated on the 109, only Yifekeonnata UL US plalessholl Aeuudlar Ile TOO to be M. As a Tmss Design Fngion"Ii.e., SpagoNy[og'uen); the led ano, TODnpresntsnmceptm.e of the indasiea,l,nginainglmposibility la the design of the single Tass dgkled on the lDD only, ood.lPI 1. thedsip assumptions,Wie9-hiiom, su141ily and use of this Loss 1 LEE, P.E. for all Wilding is the lmponsibility of the Door, the Deorsndh.ued a gent or the Wilding Designer, in penned of the IK11,ll(, the lmd building do and TPI 1. TbeoppsarolotWe lDD andnny field sse al the ina,imludin(h.ndlmp,stomps, GsLllolien and hrouap, sAollh MnesponsiliUly of lhs Wilding Designer and #34869 Tom,do,. AD sales ¢t.0m If,100 and the pmeNrmnd goidrfines ask, Ioildisp[oolpamatSafety Inf.mllae(1(SI( peblishod by TH adS1(A me retnenmd for penerol goidann. Rl l dollars the smponsibiDeseod duties of thehss Designer, Gass Won Faginnr andlnss Momdetlmm, unless mhnnise defined by. 1109 Coastal Bay t.elrad.greed till. ie siting hy.11 porfies boosted. The ions Data Fnglaeer is NOT the Wildnl Designer nor Tnss System Folioenrluooy huld{ep. Allnpitoliad firms are as ddGed io IN 1. Boynton Beach,FL 33435 (npyrlgkl.@1011AI1.fT hlimlee,P.F. leprodsdin e1Mis d.amid,in..yfarm, is pr�hibited.itAovt vrMen pnmisswn Iron AI Ie.f lasses.hlu,lee, F.E. Job Truss Truss Type 4ty Ply Std PaC/6511 EL C A0465880 60332 CJ5L Corner Jack 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:56 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-wEvwvknOVAw4uEZivBVCvJZ194kl34ROxhGZPGzxg1 b 4-11-11 �4 0 4-11-11 LOADING (psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 147/Mechanical 2 = 327/0-8-0 (min. 0-1-8) 4 = 61/Mechanical Max Horz 2 = 170(LC 8) Max Uplift 3 = -132(LC 8) 2 = -126(LC 8) 4 = -1 (LC 8) Max Grav 3 = 147(LC 1) 2 = 368(LC 13) 4 = 251(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-518/149 BOT CHORD 2-9=-265/19 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces Se MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 3x4 = 4-11-11 CSI. DEFL. in (loc) I/deft L/d TC 0.81 Vert(LL) -0.08 4-8 >735 360 BC 0.65 Vert(TL) -0.14 4-8 >433 240 WB 0.00 Horz(TL) 0.01 2 n/a n/a (Matrix-M) 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 132 lb uplift at joint 3, 126 lb uplift at joint 2 and 1 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitch breaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 20 lb FT = O% P WAININO-P4asethotwgNiyneierihe'biBDDFTRESSES jSEll111,GINIMTERMS &(ONDIIIONS(IISTOMERrBNFBjA(PNOMIDGIMIN'Imm.ynifedmigepr—Ionondieodech,mslhi,Tu Design 0—ing11031med11mI.Entu,P1.We,—SAMbeforeuse.NalnsolhenixsmledaoE,ED,oetyAlikeeemles �ULIUStEE P.E. plmn shellheused los the1001oha m5d. Aso Goss Design Fesi m(i.e.,Srday Iogmen), the sad on any 100apmsee%oen,epmonai the pmlessimdmgiaenieg respansibirlyfmthe design of the sitgf,Truss depided au the 100 ooip,code,Its I. The design e—ptiuos, Wdiog too65os, wifeiifty andose of this Gun In cry Baildinp it Me lespoosihility oiMe0nn, the Meis Mhoruedogesel m the Building OesipMr, iolNe cornett al lhell(E,11(,Me1mo11,uAdiepadem,dTPI1. Shoop saml allhe IDD and any Geld oseaf Me Tmss. iedulinp boosting, slemp, Wellatian nod hrod%i1mN htiherespeasilililyel Me Buildieg Oesiguerand #34869 (an0aslor.AOoclts setoufii the IDg codthe podism, end poidefinesol@e6atldingand Sl(A me alnenadhrpmemlpuihnn. IPl l defealb esponsihithlin oodduties oliheime DesipneG inns 009a1opiete,m1Tmu AW.d.m, unless ethav,so defined by a 1109 Coastal Bay (antraaepreedupoo i—iffeghy.11,mNesioeoleed. the lmss Design Fngineet is NOT the Building 0esignes aI— System (egimedm any huild'm1. Ali ropim0eed lams me osdalmed in jPl 1. Boynton Beach, FL 33435 (epyrigh1.91011 AI Rml hums-hllas lee, K. hymeloaion of this d—ot, in umy loan, is pmhibiled orEbut r,ihan pe,ansion (tom At Root bosses-hime lee, P.E. Job Truss Type Qty Ply Std Pac/6511 EL C 60332 CJ5U TCosrsn er Jack 11 1 A0465881 Job Reference (optional) Al RUUF I FiUSStS, FOR I- PIL:RGt, FL 34946 1.5x4 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:57 2015 Page 1 ID:W?quLcrdRe?LfzLe98RjH4yHM91-OQTJ64neGU3xWN7vSv1 RRW5U6U5xnXhA9LO6xizxgla 4-10-15 4-10-15 4x4 I I , 410-15 , V o A ct LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.07 4-5 >774 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.11 4-5 >498 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 3 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 22 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 5 = 34210-8-0 (min. 0-1-8) 3 136/Mechanical 4 = 51/Mechanical Max Horz 5 = 200(LC 8) Max Uplift 5 = -90(LC 8) 3 = -155(LC 8) 4 = -13(LC 8) Max Grav 5 = 373(LC 14) 3 = 136(LC 1) 4 = 246(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-301 /374 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 90 lb uplift at joint 5,.155 lb uplift at joint 3 and 13 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard YfRININ6-PNtse IAaougAly a,ien the 'A�I AOUT TRUSSES rS HIJ, GENERAL TERMS A CONDITIONS(MITAII rIUUVillALKNONIE06ENINrform. Verity design ptamelns and«od eels, on TAis TrussDeign Diaeig1f00)andIhelulios lee,P.E leteana Steel helve use. Oaiess aHen,ise soled an IheIDO,aoly NiletmnnMar plofesshe0he medfrtb,TDDI,b—Ud.As,%ssDesignEgineer li.e,Sp.6.11,[sgueesJ; the -I as say TOO apesrots an naplsme of the prf i—I agieenieg r,sposihility far the desige al The single Tsuss dep'sled an the TOO .4,sad.,TPTI. The Mile—aeptions, hodiug-dil'mns, W14,Oty and use al lhis hu,s JULIUS LEE, P.E. Na WSailding Ss the aspeuDility at The O.a. IN oases adhmued spent at the Bedding Dn'gna, in the aanl of The X the III, the Total huddingad, and TM 1. IDe opporol of the IDD end soy fiell use el Meinss, isdudiop kndlmp, stmope, instollstios and hrouep, sto0 h, the rzspesilifnyd Ne kldisp Desipna and #34869 Gmndn. Altai set of in the TOD ood the petMes and seid,Tines aS the Building Unroaaal Safety lnfneacV.{61)pehii,hedhy ITT sad SICA.—fennad ht Ranealpuidsn,e. ITT ldefna the,espsnsibilities and duties Wine Tan Desilaa, has Deign hgineer sedT,uss Banfaenn, anlrsnath-he defined by 1109 Coanol Bay lanon upr,ednpnie nrNial ty.0 Tanis, iatd,ed.lk Ta,s Design Esliseet is NOT the luiidiq Designer or Tan System Eelioen fenny huld'n&All spit.fited lea, ne as defined in IN 1. Boynton Beach, FL 33435 GpyrigAT02014 AI Roof hums -Mies Lee, P.E. I,pndarti.a at his doameal, in any hrm, is pnhilited sanbat nNlen p anisdan Iran AT Rost Tassel -Julius lee, F.E. Job Truss Truss Type Qty Ply Std PEiC/6511 EL C A0465882 60332 CJSUA CORNER JACK on 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:57 2015 Page 1 ID: W?qu Ler?Re?LfzLe98RjH4yH M91-OQTJ64neGU3xWN7vSv1 RRW5RgU6ynXhA9L06xizxq 1 a -2-4-12 q 3 0 4-10-15 2-1-12 0-3-0 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.07 4-5 >799 360 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.09 4-5 >629 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 481/0-8-0 (min. 0-1-8) 3 = 113/Mechanical 4 = 29/Mechanical Max Horz 5 = 239(LC 8) Max Uplift 5 = -172(LC 8) 3 = -141(LC 8) Max Grav 5 = 481(LC 1) 3 = 113(LC 1) 4 = 236(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=418/602 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extehor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 172 lb uplift at joint 5 and 141 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 22 lb FT = 0% WAININ6- Please Ihaoughlly mia, the'A-I ROOF TRUSSES('SFItill, GENERA TERMS B CONDITIONS (USIOMEI rBUPEIj AT 1110niowifirimm. Rosily design pmemelea and read Does art his puss Designs Deniug(TDD) and Ihelubms for, LE Pdereme Sleet below use. Nor, oAenise dnteda, the ROD, orWohenneaer oftsshellbeaudk,Aa ROD to be mUd. A, a I.,, Design F s dtE JULIUS LEE, P.E. p ge npiaes (i.n, pmi y ngineerj; the seal on Dry lDO repeseetsmmnptos of the polessionel engioenmg respandbiliry lmlhe design of the single Lass delisted the ROD only, under Rl 1. 6e designs osempl'mos, lavdiegrod'nions, wiluhl6ry and use of tldsLoss Im myBuilding is the r,,paribidily 0IT, Ovoer, the Owners narrowed goal or the Budding Designer, in therodat of the ll(,An ll(,the Easel building (ode and ITT 1. The approve] of Me TOO and my NET are of tire Toss, inaudial boading,Momp,uslollotian and bedng, shall be the responsibility of the Padding Designer and #34869 Bolcom. AD at,% sell ml in the TDD and the partial ad poidelira of the hildiagCompared Safety Information(P(Sll pabh,bedby lPl and SICA ose reformed [a, Enamel guides. Ill l debate On aspondbififia and duties of the Truss Designer, Truss Design iopineer and yeas, Marefedurer, unless vAnais, defined by n 1109 coastal Bay (muoagmml upon fnrising by.1l parts,, iomolead. Else less Design Engines is NOT the Building Designer mirass System Engineer[many building. All epiefed Forms areas defined in ITT 1. Boynton Beach, FL 33435 (tpysfghl@2n14 Al IaeITruund lies lee, P.T. ItleaduAlm of this doomed, in any form, is pmhiDited .ithm! vrNet permission [soar Al Pool Iessa-Julio, lee, LE. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465883 60332 D01 Monopitch , 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:58 2015 Page 1 ID:W?(auLcr?Re?LfzLe98RjH4yHM91-sdOhKQoH1 nBo8Xi50cYg_kefPuRZWrLJO?IgU8zxg1Z 1� 0 , 5-9-0 9-9-12 9-11-6 1-4-0 5-9-0 4-0-11 0- -10 1.5. 1.5x4 II 4 5 3x4 = 1.5x4 11 5xti = LOADING (psfl SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.11 7-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.11 7-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) -0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 47 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 554/0-8-0 (min. 0-1-8) 6 = 418/Mechanical Max Horz 2 = 245(LC 6) Max Uplift 2 = -508(LC 6) 6 = -429(LC 6) Max Grav 2 = 554(LC 1) 6 = 436(LC' 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-824/1839 BOT CHORD 2-12=-2196/888, 2-13=1443/567, 7-13=-1443/567, 7-14=-1443/567, 6-14=-1443/567 WEBS 3-7=-571 /301, 3-6=-633/1612 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces Se MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 2O.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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 2 and 429 lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard P �WAININ6 PInse lCnaughly in. the IDOL TIUSSIS rS111111, DINPIR RAYS I(ONORIONSCIISTUNAR'BUT111 MKNOW(ID6(NEN1'Noon. yesilydesig.paanans end and.oleo. this boss Daip NeilPD) end the Win, lee, P.E. IAertnrt Steel].for.use.Uuless mherwise sfoleda. It, IDO,anryNipek—Wer ' plolm s]dl he osedlos d.TDD1.h,rUd. As c Dan Design(ngimes(ia.,Speddly EegnenJ,th.seed., not TODapesannnaplane.I thepel.ssional egi-cingresposiWilylarlhe design aft], singleTnss depitledae MUDmly,undn 911.IDed.sipa onumpioos, Ioediag so.dilion, win/IUry oedasa of lktLns JULIUS LEE, P.E. fatary Baildinp is the tespeosdlily of the Ones, the lWrhed opal of the Baildinp Desipmr,int]e nnhAdthe llL Pot 11(,de1ao1]uildi.goed—Ml1. lheoppwdo(Ih,TDO.rdcry fidd use.f de Tnss. including landing, Monte,ionollolieo cod booing, skull Ael]e respoosiliUly of the Building Designer and #34869 (enhed., AOooto set.0 in the TOo end t]ep otias.nd lciddinesflh,toilding(onpneemklety lnfotnotim(B(SI(p]tishedhylyl wdSBU.-Mennd For pennolpidanoe. INdermn de aspmi]lities and dNiesafde irvss Designes,Luss Desipe[opineer mdimss Meoof.nner, unlns A-4,de6ned]yo 1109 Coastal Bay Connonopeelupnuniring by oU p.rNesimolred.The Tass Design ingixeris NOlthe Baildinp Oesipneralmu Sysiem lginett In ony huild'mq Allapidhadin-oremdernedin IN 1. Boynton Beach, FL 33435 UpyrighN�2O14 AI goof Dosses Fliesleg 1Iepsadubeel Hisdorcerent,in.nq loon,is pohi]It.drehho.fnBf.epesnissian han AI poolImsses-lalioslee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465884 60332 D02 Half Hip I 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:58 2015 Page 1 ID: W?quLer?Re?LfzLe98RjH4yHM91-sdOhKQoH 1 nBo8Xi50cYg_kebHuSeWpaJO?IgU8zxq 1 Z 9-11.6 -1 -0 5-9-1 9-M l 9-9-12 t t 1-4-0 5-9-1 3-3-00-9-12 0-1-10 3x4 = 1.5x4 11 4 5 6 3x4 = 1.5x4 I I axu = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP M 30 `Except` T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 543/0-8-0 (min. 0-1-8) 7 = 429/Mechanical Max Horz 2 = 227(LC 6) Max Uplift 2 _ -505(LC 6) 7 = -426(LC 6) Max Grav 2 = 543(LC 1) 7 = 441(LC 23) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-784/1558 BOT CHORD 2-13=1652/750, 2-14=-17117729, 8-14=1711f729, 8-15=1711,/729, 7-15=1 71 1f729 WEBS 3-7=-814/1911. 3-8=535/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 5-9-1 9-0-0 5-9-1 3-3-0 1-3-01 CSI. DEFL. in (loc) I/defl L/d TIC 0.96 Vert(LL) 0.09 8-12 >999 360 BC 0.57 Vert(TL) -0.10 8-12 >999 240 WB 0.73 Horz(TL) -0.02 7 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to beadng•plate capable of withstanding 505 lb uplift at joint 2 and 426 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 47 lb FT = 0% [ WAINING Brnsethoroughly¢ri.the'Ad10gFflDSSFS('SEllE11,0111ALIIINS6CONDITIONS (DS10911rBURpIA(KNOTRIDGAIENrtmm.VeilydesigopmnelnsandrzodnolnonlhishaseDesignOro•iagIIDDJmdtlelalmsLee,r.E.letemmeSledheloreuse.DolessoiBenisesfaledoatAelOD,onlyNifekmnnMor JULNSLEE P.E. plsln shs0De used hrIAe TOO to be solid. As a Lacs Design Fagfeen(i.e., SpeciallyhgbunJ; the sal as say TOOtepesems ea m¢ptmrceof Ih lad ion Iegi—aal;uspendbilify Ta the Mile al the sngl, Lass depatd as the TOO aely, under ON 1. The d,CU..—atiem, loadingroadilions, saimhility and -of Wn Eras 1. asy Bailding I, be naposeibilily of the 0u ,du 0v 6alksud sg.1 or the Bedding Witter, tit tbecomett of the INC the ll[, the lmsl build'ugaadenail ITT 1. The qla.al of the DID and say Celt use d the bass, ioddial headlong, stomge,intallotioa and bredag•she]] be the ngsmililiy of the baildiop Onigoerand #34869 Cathode, Al soles sal at is the TDD and the pmdNesand piddines of the loddup(ompeaeol Salary lnfarmmiw(B[SQ pobOshed by III and Se[A on rdetamd lm general pddona.ONIdermas thetespontibffties and duties of the moss 0esigne4Tns[1,01a[npinnr andhass Ronulod—, enless A -it, defined by a 1109 Coastal Bay Gohodspeedupon io miNnp by s0 psdiesinslred. The ltass Desila(olloeer is NOT the Bsildmg Designer or Tress System[aliaeer tar any buildmp. All topitalited taus an as defined NIP11. Boyntm Beach, FL 33435 (spydgm@i014AIloafT hrusrea,l.F.tepadatIM.1this donmem, in say I—, is puRbited 01i,at o01m pnnission ham AT taolrusses-hrnlee,P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 D03 Half Hip 1 1 A0465885 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600's Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:58 2015 Page 1 ID:W7quLa-9Re?LfzLe98RjH4yHM91-sdOhKQoH1 nBo8Xi50cYg_kef ruOfWtVJO?IgU8zxglZ -1� 0 7-0-0 i 9-9-12 9-1 -6 1 4 0 7-M 2-9-12 0- -10 5x6 1.5x4 11 Dead Load Defl. = 1116 in 3 4 5- " 1.5x4 11 �"" — 3x4 = 7-0-0 7-0-0 i 9-9-12 2-9-12 Plate Offsets (X,Y)— [3:0-140-2-0] [6:0-3-0,0-3-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.23 7-11 >509 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.20 7-11 >594 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 45 lb FT= 0% LUMBER - TOP CHORD 2x4 SP M 30 'Except" T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2. = 573/0-8-0 (min.0-1-8) 6 = 399/Mechanical Max Horz 2 = 186(LC 6) Max Uplift 2 = -544(LC 6) 6 = -386(LC 6) Max Grav 2 = 573(LC 1) 6 = 426(LC 23) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1199/3081 BOT CHORD 2-12=-3286/1235, 2-13=-893/347, 7-13=-893/347, 7-14=-934/366, 6-14=-934/366 WEBS 3-7=-664/323, 3-6=-490/1250 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 lb uplift at joint 2 and 386 lb uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard p WdIXIN641eose IAmooghly arirn the'61 tODF IIUSSfg jSEllFlj, 6ENFIAI RIMS A(DNORIONS(USIOMEIrBURIj A(INOYRFD6EMEYP Inm. Ituilydaignpamnetalendrendnanm this Truss Entire OaeingPOD) end lheklios lee,r.E. Infemte fleet belmeare. Udess oNerrise sloledaethelDO, only MRekannent pktnshelneasedlm 1a 1OO Into eslid. Aso Rost Design Fnpimat(i.e., Speridly Fogioee4,. the and on my TOO np a,ls m mmpteaa of the polessionel eogieetiug nspenri6ilily lm the design of the single Trvss deputed ae the lDD miy.00den fPl1. the dnige essumpNans, leodiag toa6fmos,>vilu6i6ry ordure of tAisTon JULIUS LEE, P.E. for my Building is the respoosibilily of the Oeat, the Oroeis eothorieed agml or the Building Uesignrr, in the anlatal the lK The lt(, the Mal bnildiol,do mdll'i 1. IDe appaol al the 1OO onl ony field ou al the iass,indudinl bnliinp, sMtope, ioslollolianoed broung, rhaN bcMerespoasililily oithe tniWing Designer and #34869 (ontadt. All poles set out in tbtTDD and the Elections end RoideBnes of the Reddig(nmpooul So[ely lnitmotim(I(S11pobAsbed by HE and SITEw-neural let Rental goidame. I111 defines the iespmsibdim adtheir, ofthe Ears Oesipneg East Design hginan and Tens, Maefetlmer, mlesnMnaim defined by 1109 COaslal Bay (omanaWe'd upon in nritiq by all lobes inrnhed. The Toss Oesign Fngieen is NOT the lmlding Desipnertiruss Syskm Engiterlm mYB�lding. All mpitoti:ed inmmre os defmMin IPI1. Boynton Beach, FL 33435 (apydgh192O14A1lm1Tiosses hinder 1. tepoddim of this dnomem, in my [aim, is poAibited 0bmtnillm ptmissim tan AT lasses -plies lee, P.F. Job Truss Truss Type Ply Std Pac/6511 EL C A0465886 60332 D04 Half Hip Girder e �Qty 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:56:59 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-Kpa3Xmpvo5JflhHHaK3vWxBntHmTFD?TdfVDOazxq 1 Y -1 4-0 5-0-0 9-9-12 9 ,11-6 5-0-0 4-9 12 O- - 0 1.5 3x4 = 5-0-0 5-0-0 9-9-12 4-9-12 Plate Offsets (X,Y)— [4:0-3-0,0-1-8] [7:0-2-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.17 6-7 >688 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.22 6-7 >531 240 BCLL 0.0 ' Rep Stress Inca NO WB 0.84 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 45 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-2-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 688/Mechanical 2 = 695/0-8-0 (min. 0-1-8) Max Horz 2 = 145(LC 22) Max Uplift 6 = -702(LC 4) 2 = -689(LC 4) Max Grav 6 = 1317(LC 21) 2 = 976(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2170/1051, 3-12=-2074l1030, 12-13=-2074/1030,4-13=-2074l1030, 4-6=-914l593 BOT CHORD 2-14=-913/1357, 2-15=-1028/2033, 7-15=102812033 WEBS 3-7=-50l487, 4-7=-1100/2217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 6) `This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a . rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s).for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 702 lb uplift at joint 6 and 689 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 118 lb up at 5-0-0, and 60 lb down and 84 lb up at 7-0-12, and 54 lb down and 82 lb up at 9-0-12 on top chord, and 779 lb down and 299 lb up at 5-0-0, and 223 lb down and 83 lb up at 7-0-12, and 221 Ib down and 83 lb up at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-5=-30, 6-9=-20 Concentrated Loads (lb) Vert: 3=-54(F) 7=-182(F) 12=-60(F) 13=-54(F) 16=32(F) 18=-29(F) WAPXIX6 Please IAoroghly nriem the *A.Ito Df IIUSSIS(S[LLEIj, 6ENTIAI If INS 6(ONO ITIONS (MGM IICOU1111ACKNO'WL[DDIYENr Iwo. ymily design pramens nod reedmmn oa this Los, Desip Droning0DD1 and thefolius Too, P.E. Was— Sleet baton ass. Dolassab..se stolid an Ihe1DD, only Nilhion now atnehdlbe.edfo,,h TOD 1. be solid. A, oT,o„Design Engines S dl[ the at an any lDM t t Ithe I I 'bi11 fle deli Ithe,nli d Ida. Nn IDO a.l h, Rl1. the dasip vsum l' aodia aoQfmo,, suilahiB d 1thi,I JULIUS LEE, P.E. p Ii<., pci { vgaeesl, y p,eseasnncep amen p,. esimm engio.mag nsyansi iiy m gnu ge ,on epee y. inn pans, g, ry. oseo Ior voy Beildiag 1,the „synnsihiGty ofthe Dweer,lot Om,ls authwirdagnla, the Building Dminer, inlie (noted of the ll(, the OC, the local building ind, and TPI I. The appeal of the100 and any fell use rifle imss, adu6el handling,Monte, astagattn nod handbag, shag be theiope.sihility of the building Designer and #34869 Cmtsador.Atnotes set out in lhelDD sad Its p,adhe,ead guidelines of the luldug(ompomot Safety Waromlies061) published by IF] and Sl(Aon,al—adhe, Noemlguidens. Rll dermasflessponsihihtinnddmies o}the lm:, Desipeg Buss Oesipo Engineer nine imss Nonhdser, anass uflnwin defin,d/yo 1109 Coastal Bay 6nlool p,,d syn. in nifing byd partiesinsulate. The Trus, Mile folinee, is NOT the lulidial[16gueraa Tn,, System Engineer Ta anyllding. All mpitaG¢d lams se osdefiaed iolPl l.' Boynton Beach, FL 33435 (upyrighl©1O14 Al RAT ,ouer1 ,lee,LE. lepmdani.n ofthis dwumenl, in any Iona, is proMbOwl wOhast.Flee pemissin Iron AT Peel frosses-Islas lee, F.I. Jab Truss Truss Type city Ply Std Pac/6511 EL C 60332 D05 Monopitch e 4 1 A0465887 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 1.5 S 1 4x4 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek 7-9-12 7-9-12 3x8 = 4 5 Inc. Wed Jan 07 07:56:59 2015 Page 1 flhHHaK3vWxBvzHinFNhTdfVDOazxa 1 Y Dead Load Defl. = 1/8 in Plate Offsets (X,Y)— [2:0-3-2,Edge), [4:0-3-8,0,•1-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.33 Vert(LL) -0.16 6-11 >586 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.27 6-11 >349 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 12. n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 39 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-4-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 471/0-8-0 (min. 0-1-8) 12 = 326/Mechanical Max Holz 2 = 203(LC 6) Max Uplift 2 = -254(LC 6) 12 = -189(LC 8) Max Grav 2 = 471(LC 1) 12 = 363(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-925/421, 6-8=-256/336, 4-8=-256/336 BOT CHORD 2-13=632/997, 2-14=-601/374, 6-14=601 /374 WEBS 3-6=-363/589 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 254 lb uplift at joint 2 and 189 lb uplift at joint 12. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard B it Ably revier lhe`4-110DF1111S0CS111111 Milli TERM BfDNOIiIDNS'CUSIDYlt)'BDYEI'1ARNDWI[DBFNENI'inn. Perifydesig.patanele,and reed ales as this leans Design Oraeiog(TOD)and Ill hr.,lee,P.E.Ill—, Sbeel kite, use. Oeless mbenise sloledoe the IDD, only �WhIs aeaor JUL US LEE, platessliall De uttdhr the TOD to be mid. As a Truss Design login hgneae), lbe tall an any TOD,rysesats oe.sePI...I the pml.nioneI.,f.nagiespendbilDi Will design of the single Lass. the TOD ally, design asunyfias,bodapa,im,wh.biNly and.. of IN, huts iP.E. he ay Building is the respeasibiiry d the Duns, Not Orner,oltha,hd openI as the Building Designer, in the eonleel of the ll(,The ]I(, the local building rode and TPl 1. the appuld ofih TOO and any field use of the Truss, indudial handling, slamle,iosl.tian and bracing, shall be the esponsihilitl lithe Building Designer and #34869 hatradn. AB oohs set oulhtbeTDD aedthe pmaias and poideGonollhe Budding(omgoanlSatery l.h,nalia{B(111 pmbfiskdby lPl and Sl(A anelamnd hr peoemlguidaa. Rll defima be aspon,ib hen and duties olhe iron 0esipneq Lua Desigohgioeer mdhoss lhauhl—,a less mthariu, defiled by 1109 Coastal Bay Colima oV,,d upan Sin sliiaB by all pudic,iamh,d. lk Trues Design Engfe..e is NOT the Building Dump-ar Ina. Spero India-lu any bu0ding. All repitahttd Is are.. Wild in 1111. Boynton Beach, FL 33435 Cepy6ght92014 AT Boot busses-hlius lee, H. hpodudiol et this desuned, in any lo,n, is ProhibitedWItbaat nDteo ponisslm We AT Beef huts.,-hrrvs lee, 11 Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465888 60332 D06 Half Hip r e 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Jan 07 07:57:00 2015 Page 1 ID: W?qu Lcr?Re?Lf2Le98RjH4yHM91-o?8Rk5gXYPRWNrsU81 a839j4bh30_gxcrJEnY1 zxq 1 X t -1-40 I 4-8-2 I 7-0-0 i 7-9-127-111-6 1-4-0 4-8-2 2-314 0-9120- -'1D 1.5: 1 4x4 = 3x4 = 4x6 = Dead Load Dell. = 1/8 in 4 5 6 r 0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.16 7-12 >586 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.27 7-12 >349 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 13 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 37 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 `Except' 132: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-5-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 471/0-8-0 (min. 0-1-8) 13 = 326/Mechanical Max Horz 2 = 186(LC 6) Max Uplift 2 = -259(LC 6) 13 = -163(LC 8) Max Grav 2 = 471(LC 1) 13 = 363(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-926/447, 7-9=-256/335, 5-9=-256/335 BOT CHORD 2-14=-619/998, 2-15=-600/374, 7-15=-600/374 WEBS 3-7=-362/590 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-4-0 to 7-11-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 2 and 163 lb uplift at joint 13. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAININO-Please Ihaaugbly mien the "A I IODF @USSIS rSH1111, 6FNFIAI @PBS A CONDITIONS (USIONlI('IU@11 A(INOWLIDGIMPNT lam. &silydesign pnamelen and mod notes an this Loss Design Dm iag (1DD) end lbeduUrs lee, P.E. Pelereae SlaW boyar use. Ueless olhernise staled an IM1e1D0,only Niiekmoneda 11 h InaasedPor@aTOD1.b—yid. A,AassDesignEo IULIUS LEE, P.E. p a es s o 9ioeet (i.e., SpmioNy FogueerJ; the tool an ory IO0 rpmseets on mnplvov of the piolestianol mgiaeaing rspansihilDy loi the design of the single Tints depitled as Me IOD valy,under 01 I. @e dnigo assumptions, loodieg iavditiaas, witohilily and use of IM1is Lust In toy UldioO is the laponsOSry at the Owe", the Ovneis authosimdogot of the Building Designer, in lit context of the ll(, the 061be load buildialsodo aad1111.@eappoml o}the IDOanlwihell uu of Mehms,induling bandlmp, stompe, ustoOotion oad Omdnp, sbnOh Oe mpoosibil'ny of Me goiWiop Designer and #34869 (oohodor. AO notesml at in the TOD and the padism end laideyines oIthe lailiapInquest Safety lnforetatioo(B(SI) pablisbed by III and Sl(A one refnmsed for lenemI guidona. TPll dernees t9e msponsihities and doles of the iris Designer, pets Design Fogineer and huts fl000lodma, unless olb-ise defaed by 1109 Coastal Bay (anlraaWThe lass Design Pnlinea is NOT the laitding Detiloo o Truss System pnpineertor any boding. dll mpilapeed lnmsae osdefined ie lPl1. Boynton Beach, FL 33435 (a0ght.@2011 Al Ieof hossns IAa, Iee,?1 keprodadim of this do nened, in any fine, is prhiload ri0oal witten pemission Lan AT loaf Irssa-hlius he, I.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 D07 Half Hip Girder , 1 1 A0465889 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:00 2015 Page 1 ID:W?quLef?Re?LfzLe98RjH4yHM91-o?8Rk5gXYPRWNrsU8la839L5h51 n5crJEnYlzxglX -1 -(1 5-0-0 7-9-12 74 -6 1 4 0 5-0-0 2-9-12 0- 0 1.5 3x4 = N4 = 13 0 I LOADING (psi). SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL , 1.25 TC 0.75 Vert(LL) -0.06 7-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.09 7-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(rL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 37 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 559/0-8-0 (min. 0-1-8) 13 = 557/Mechanical Max Horz 2 = 145(LC 18) Max Uplift 2 = -332(LC 4) 13 = -311(LC 5) Max Grav 2 = 757(LC 14) 13 = 1152(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1343/346, 3-14=-263/83, 4-14=263/83, 6-9=-155/1056, 4-9=-155/1056 BOT CHORD 2-15=-440/1078, 2-16=310/1251, 7-16=310/1251,7-17=-316/1342, 17-18=-316/1342,6-18=-316/1342 WEBS 3-7=-68/1068, 3-6=-1340/296 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 332 lb uplift at joint 2 and 311 lb uplift at joint 13. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54, lb down and 106 Ib up at 5-0-0, and 57 Ib down and 73 lb up at 7-0-12 on top chord, and 777 Ib down and 93 lb up at 5-0-0, and 222 Ib down at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-4=-70, 4-5=-70, 6-10=20 Concentrated Loads (lb) Vert: 7=-182(B) 3=-50(B) 14=57(B) 18=-29(B) p WAININ6-Please thwmgblyeniarthe`A-T loaf igOSAS rSEIIFIj, 6ENF1Al RAYS K(ONDBIONS06IDNIII'BOYB1IACKNOW1iOBIBENr from. Ynilydesiga pommelnsand roolmtesmlM1islmss Oesipo Dmri�PODJ and lheleliaslee,P.p Were., She]Museum. Onl-Aermine stahalm the TDD, mly ADleha—ft, S plates shdlbousedf,the TDD he b—fid.AsoT-so"ilo Engiva(u.,Spedulty6gaml, it. seWm myToo ,epmsetlsw.mpts-01he pmtessiond mgiaenmJULgreeptnsihiGly la the detiga of l6e single Imes dephledaelM1a lDO oolr,anda lPl1. the dnipe assumptions, kadivg,wd�tiwe, wilohiNty mduse of lAisLuss IU LEE,P.E. has my Balding is the sespoen3ifity afthe Dwef, flm Ormrsomhomed egeal as the luildmg Desipmr, inthemman of the NIC. the lit, the laol madly (ode and fit 1. The approval of the ND Doti my Tell use title Tmss, ialudial bundling•stoiope, mslaNafion gad hrawN. shall be the eespoosihiliy of the Bnildiil Desiguet and #34869 (mi'me. AN poles seI at in it, TOD mdthe peak., od paidelines of the laildmp (ampooeal khry lnhrna i.@61) p Mika dby TH and SICA Th I M."the respon ibililm and duties of the fmss Desilaer, Truss Design (ogima and Trass hi nafMwef, mksuMnni a deflmd by. 1109 Coastal Bay (AW opmedupaa io smiting by all poifiesimolred. The Trust Dasign ingimer is NOT the laildtng Desigm, Too,, Systmo Nliamrfa my balding. All mpitofixdlnms art as dermeE in iPl 1. Boynton B.-Is, Fl. 33435 (op1dghta2O11 Al lmf Tressn-rarres lee, LI. lepmeudim of this document, in my ham, is prohibited vithoaf vmten p—inion boost) goal Imsses-John In, P.E. Job Truss Truss Type aty Ply Pac/6511 EL C A0465890 60332 EG7 Jack -Open Girder I e 1 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 4x, Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:01 2015 Page 1 ID:W?quLcr'?Re?LfzLe98RjH4yHM91-GCipyRr9JiZM??Rghk5NbMGGF5R1jAdl4z—K4Tzxgl W 31112 6-1-4 6112 2-6 8 1.5x4 II 2x4 11 4x8 I I 4x6 11 -0 12 3 6 12 1-1-4 0 12 3-6-12 2 6 8 Plate Offsets (X 1)— r1:0-0-12 0-2-01 [2:0-140-1-8] [4:04-4 0-2-01 [5:0-4-12 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.03 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.06 5-6 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.64 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 45 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or4-10-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 1377/0-8-0 (min.0-1-10) 4 = 1436/Mechanical Max Horz 6 = 195(LC 6) Max Uplift 6 = -478(LC 6) 4 = -684(LC 6) Max Grav 6 = 1377(LC 1) 4 = 1436(LC 1) FORCES. (lb) Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1006/357, 1-2=-1326/431 BOT CHORD 5-9=-521/1112, 9-10=-521/1112, 4-10=-521/1112 WEBS 2-4=-1682/788, 2-5=-638/1692, 1-5=-367/1141 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 478 lb uplift at joint 6 and 684 Ib uplift at joint 4. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1148 lb down and 450 lb up at 2-2-0, and 1148 lb down and 470 lb up at 4-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 8=-1148(F) 9=-1148(F) �kletWAIXING PlanIbnruugblyrnin, the 'A.I ROOF TRUSSES C111111, GINFIAI In91R(ONDITIONS(USIOBFI rIOYERIA(RNOWLIDGUAINr lei.. Ynilf design pmmel", end seedsoles an Ibis Iross Design Omning(IDDi and 0eklioslee,P.E lekreme Aeel before use. Unkss otbenise sloledae @e IDD, only kiiebronnedor tbolbe used f. me TODa be valid. Asndrust Deei F lUOUS LEE, P.E. p gn �pine.(i.e.,Spriolfy[ngme.J; the soot 0000y lDDrepreseett oe mmplome oflkpolessrond enpioeawgrespausihililyFa the design of lhesingle Lurs depelednethe lDDonly, under Rl 1, The Jesiynoswmplkns, landingrw&f s, nilubiliiy vnd use of llUtLoss lot ney Building is the rtspoosibiflp of the Dean, The Orneiseulh.ued R.1 or the Nuildiel Designer, inthe nnleet of the ll(Hit ]R(, the load buildinlrode end TPI 1. Thorp enof eIII, TOD oN ay field use fib, Truss, indudiel noodling, slorup, ioskgolion and twang, shell he thensp,nyNk!y 0 the Ruildiog Designer and #34869 (ontmd.. AD notes red out in the IDD and the prodias red poidefnes of the Inniffing ciurp 0 S hty lnf.mofion(161) pebkrh,d by III end SR(A en afern,11 for p onrel gusnua. IPll definesthe asponsibifir", and duties of In, Truss Designer, Truss Design Engineer and Truss Id-fert.er,unless othemise defined by a 1109 Coastal Bay (nnln0 opeedupo in oitiop by o0 pofiet involved. The Trua Design blineer is NOT the building Milner on Truss System Fnlima 1. rey bolding. All.pifofieed ln.s me or defined in TPI 1. Boynton Beath, Fl. 33435 (opleignt@J014 AT Roof Losses hlPus lee, P.E. Repedmfien oIWs &—rd, in over, form, is prohibited without whita permission Iro. AT Roof Tresses •Julius lee, P.E. Job Truss Truss Type city Ply PaC/6511 EL C60332 FG1 FLOOR e b 1A0465892 3 �Ild Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:01 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-GCipyRr9JiZM??Rghk5NbMG7x5Tuj6Ll4z_K4Tzxgl W 2-11-1 5 8-7 8-5-12 i11-3 11 14 7 16-11-8 2-11-1 2-9 5 2-9-5 2-95 2-9-5 2-11-1 3x4 11 3x8 = 3x8 = 1.5x4 II 3x6 = 3x8 = 7 3x8 = Dead Load Defl. = 3/16 in 3x4 II W1 4 4 W1 B1 B2 4x8= n gS gA dA ,9 10 49 5x6 11 3x8 II 5x10 MT20HS= 3x8 = 5-8-7 LOADING(psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC20101TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16 = 5111/04-8 (min.0-1-8) 9 = 8208/04-8 (min. 0-2-4) Max Grav 16 = 5111(LC 1) 9 = 8208(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-744/0, 2-3=-8722/0, 3-4=-17135/01' 4-5=-17135/0, 5-6=-17135/0, 6-7=-12190/0, 7-8=-1377/0, 8-9=-314/0 BOT CHORD 16-17=0/8722,15-17=0/8722, 15-18=0/1 5252, 14-18=0/1 5252, 13-14=0/15252, 13-1 9=0/1 5252, 12-19=0/15252, 12-20=0/17151, 11-20=0/17151, 11-21=0/17151, 10-21=0/17151, 10-22=0/12190, 22-23=0/12190, 9-23=0/12190 WEBS 2-16=8893/0, 2-15=0/3711, 3-15=-7201/0, 3-14=0/1740, 3-12=0/2077, 6-11=0/1849, 6-10=-5472/0, 7-10=0/5221, 7-9=-12054/0 NOTES- 1) 3-ply truss to be connected together with 1od (0.131 "xT1) nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc: 3x8 11 5x6 11 CSI. DEFL. in (loc) I/dell L/d TC 0.87 Vert(LL) -0.23 12 >843 480 BC 0.60 Vert(TL) -0.45 12 >438 360 WB 0.92 Horz(fL) 0.07 9 n/a n/a (Matrix-M) 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) atjoint(s) 16, 1, 5, 8, 9, 2, 15, 3, 14, 12, 4, 11, 10, 6 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 13 checked for a plus or minus 3 degree rotation about its center. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 905 lb down at 1-6-8, 905 lb down at 3-6-8, 905 lb down at 5-6-8, 905 lb down at 7-6-8, 905 lb down at 9-6-8, 905 lb down at 11-6-8, 905 lb down at 12-114, 1321 lb dawn at 14-8-12, 1910 lb down at 14-11-7, and 1175 lb down at 15-8-4, and 452 lb down at 15-11-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-8=-120, 9-16=-10 Concentrated Loads (lb) Vert: 14=-905(B) 11=-905(B) 17=-905(B) 18=-905(B) 19=-905(B) 20=-905(B) 21=-905(B) 22=-3231(F=-1321, B=1910) 23=1627(F=-1175, B=-452) PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 300 lb FT = 0% AWAIBIN6 PIevse lAoravIllyrtriew the"Ad IOOFIPNSSFS('fE((FIj,6EN[PALInN56(ONOBIBNS(US10MEg FBNYFP�A([NOPltEg6EYENP'foim. Yerilydevgn peramelas ordread Boles on lhislwss Brsign gran.ngRD�ondtlelolns(ee,P.E.Pefereme Sleet Ee(meose. Ihless mNanise staled ao the igg,anlyNi(etroonMor phtesshdf he used hr the iODto ge,ogd.A,ohass Design fngivee.(i.e.,Spdflyf.smeel,Tosealonory100apasots es -F I.- a the po(n,i-1 onis..Ing respen56ilill In the design aTle smIle Truss dephtedoa Ile TON oily, under lllf. The deign ussumpfmns, leading coodilions, soilaghly and use of This Loss . 1ULIUS LEE, P.E. to ory, Building is the responsibility aige Ones, The Owners aulho.hed egeal or the Building Designer,in The coronet of The IIC the ill, the 1.1bnildiogcode and Ill f. the apposa 00, TOO end mg field T,, of the Tress, iuloding haggling, storage, instdlafion and brodgg, Then be The lespnslhilBy of the rUlldlgg Designer end #34869 Wonder. An gales sell oa in IWOD old the pmdilm and piddia,aflbe lnDding(.Wed kdety lroanlolion(BOIJegg,4d by ill end SKA we ahreecd lar Israel guidon.,. 111Edefnes tlempmigTtiesoodduties oflhe it ss Designer, imss 0esipe[npineer and imss Mono(nduea, unless eth-ho defined by 1109 Coastal Bay Gnhad epsadupnie wrilinp hp o0 podia imalred. The Tons, Minefph- is NOT the hildiog Designer oriruss Simon Engireafor gory building All mpimgmgtnms ore asdefinedin lPl 1. Boynton Beach, FL 33435 Lpyrighl©7011 AI Boor Lnaesdnliaslee, P.E. tepadarlien of this dagmero, in arch farm, is prahigided rilhooi niNen pemissim Iron Af Poof Imsses-Elias lee, rF. , Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465891 60332 FG02 GABLE 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:02 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-kOGC9nm4OhDc9OsFScc8apKMVkbScQvJdjtdvzxgl V 2-6-0 i 2-5-12 Dead Load Defl. = 5/16 in 3x10 = 3x3 11 4x6 = 3x3 = 3x6 = 3x6 FP= 4x6 = 3x3 11 1 2 3 T1 4 5 6 7 8 T2 9 l t. i .■��11 1�►1•�1 1 1��■■ .v 1� 1I.� 14 13 12 11 4x6 \\ 10 3x6 = 3x6 FP= 3x6 = 4x6 = 3x6 = 4x6 = 12-M 134-0 ' 14-0 1-4-0 14-0 ' 2-8-0 114-0 14-0 ' 2-8-0 1-4-0 1-4-0 1-4-U 1-4-0 ' 1-1-12 ' Plate Offsets (X,Y)— [2:0-5-0,0-1-1], [4:0-2-0,0-0-0], [11:0-1-12,Edge], [11:0-2-4,0-2-10], [13:0-2-12,Edge], [16:0-1-8,0-1-14], [21:0-1 -8,0-1 -14], [25:0-1-8,0-1-14], [30:0-1-8 0-1-141[34:0-1-8 0-1-141 [39:0-1-8 0-1-141 [44:0-2-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.18 12-13 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0.48 12-13 >454 360 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 123 lb FT = O%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) `Except' 132: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15 = 1331/0-3-8 (min.0-1-8) 10 = 1331/Mechanical Max Grav 15 = 1331(LC 1) 10 = 1331(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3286/0, 3-4=-3286/0, 4-5=-3913/0, 5-6=-3274/0, 6-7=-3274/0, 7-8=3274/0 BOT CHORD 14-15=0/1961, 13-14=0/1961, 12-13=0/3860, 11-12=0/3913, 10-11=011953 WEBS 2-15=-2274/0, 2-13=0/1547, 3-13=-292/0, 4-13=-670/0, 8-10=-2265/0, 8-11=0/1541, 6-11=-300/0, 5-11=-739/0 NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable studs spaced at 1-4-0 oc. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 10-15=-26(F=-16), 1-9=120 [ WAIDIN6�Piemelharugblyrtvieeihe'A4tDOFIDUSASjSELIFttiGENEPAL1ErNS6fODDITIOXS(US10Atf1I'BDYfl1A(CND'd1E061kENrirtm.VerilydesigrprmmelenandmrdrrlaralbishmsnesignOrawing�00JrndlBelnfmslee,P.LPeleremeSbeel6ehrtuse.Uolessmhmwiseslaledmlbe100,rnlyAlilekmnnedrr plates shalt be used Trt 0e 10D to he nand. As a -Design Enginens Ii"Spnially Tnghmo), the seal to any T9D represents an are,pt—rf the ind--1 enginermg retpmsibilily Tm@a design of the single Tness depinedan the TDO mly,aeder RJUUUSLEE,P.E.I 1.The design rsmmpfuns, landingrardiyrvrs, sailrblDly mduse ri tAis crust let any Buildup is themsponsibibty of the Batt, the Rates aracruedggenl at the Buildinp Designer, in themmed d the lK,[bell(, the lwal building rode and TPIl. The nppmmi at the TDD a ad any field use rlthe Trms, including lindling, slomBe,ieagatien and bradng, shall be the responsibility al the wilding Designer and #34869 (ontmtlu. AB holes set auf in the IDOredfbe pmnhes and paidelinn a10e1rBdinp(rmpraeal Solely lnlatmrtior(B(fQpublisbed by iPl and Sg(A ne reinserted far PeneraIguidome. IN deliaes Bem,pamihTties ondtalks tithe Tm Designer, Trass Design Engineer readlmss WathnmCoastal er, oaless otherwise dermed by 1109 Bay Cant nOng rced upar innifing byrn parries hurtled. Be Truss Design [all it NOT the Prildal Designerulmss System[gioeer her any building. Allmpimfimdtnnsmees defiaedinlPl1. Boynton Beach, FL 33435 (rpyrighl92011AI PwlharteshOuslee,P.[. PeyrdaAirn rlMisdmamem, inmy Iran, is probi6ited tidboN wrigm pnsnissiaa Orm Al bw(Trus,e Je1iuslee,P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 FG3 FLOOR q r 1 2 A0465893 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:03 2015 Page 1 ID:W7quLcf?Re?LfzLe98RjH4yHM91-DagaN7sPrKp4Elb3p97rhnLS9v6gBOC2YHTR9Mzxg1U -Q�r4 4-9-13 9-5-13 1 14-2-0 11, 10 d 3 4 4-9-13 4-8-1 4-8-3 O- --10 6x8 11 1.5x4 II 4x8 = Dead Load Defl. = 3/16 in 1.5x4 II 8 9 10 7 11 6 5 4x4 11 LOADING (psi) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 2842/0-3-0 (min.0-1-11) 5 = 1903/Mechanical Max Grav 1 = 2842(LC 1) 5 = 1903(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=0f715, 1-2=-6970/0, 2-3=-6970/0 BOT CHORD 8-9=0/424, 9-10=0/424, 7-10=0/424, 7-11=0/6127, 6-11=0/6127, 5-6=0/6127 WEBS 1-7=0/6793, 2-7=-488/0, 3-7=0/875, 3-6=0/817. 3-5=-6329/0 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5x8 = 2x4 11 9-5- CSI. DEFL. in (loc) I/deft L/d TC 0.95 Vert(LL) -0.19 6-7 >864 480 BC 0.71 Vert(TL) -0.36 6-7 >469 360 WB 0.96 Horz(TL) -0.03 5 n/a n/a (Matrix-M) 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 478 lb down at 0-11-0, 478 Ib down at 2-11-0, and 478 lb down at 4-11-0, and 1507 lb down at 6-11-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 14=-120, 5-8=-10 Concentrated Loads (Ib) Vert: 7= 478(B) 9=-478(B) 10=-478(B) 11=1507(B) 4x6 = 14-2-0 1 4-8-3 M10 0- -10 PLATES GRIP MT20 244/190 Weight: 159 lb FT = 0% 1 JUUS p41NIX6-Pleos, lhwoughly a,ien the'A.I IMF 1AOSSIS rSIIIEAI,GINaAL TERMS t(ONORIOHS (ISSIDNQrBLYRIA(IfNCUOsiulbrtorm. gaily design per—las and rend nolnmlhis buss Design Drawing llDo)mdlAeLllos lee, LF. Yefen�ee SYnl hefarc use. Dokn nth -ill sluled ao meTOO, ary IiUreewer plates shill he aed lo, the TOO In be,n5d. As n Truss Design Engineer(i.e., Speridly hginee�j, the sal nn noy TOO,epnatsaempl-0lbe pelf-i-I engiaawg nespusiWily la the design d the siegl,Tins depirled oo the TOO aI,,ande,III I. The design ossuaplions, lending ,adi(ns, soitol'yty and use al this Len U LEE, P.E ' For say D WWII is the ,esponstbilitydlhe Owner, the Ones's aulhaned og.1 or the eudding Orsigar, in th West of the llL the HE, the lnM building red, and TPI I. The oppaal of the TOO end any Held ou of the Tress, ir,Minp handling,Mersin, W1,11dian end bredeg,sb.N k 6, rupoalbitity I! the kUNI Min. end #34869 Current,. All net,,111 ad in the 100 end the prdiru end goidelines allhe tuilding(ompeeed Safety 1nhaerlia(861) prbU,bed bylPI net SRAn, 0nua4 For grand guidons. Ill I Mines the apesibiffies end Mine efthe Tres, Design,,, I IDesip lnpisna ad Ten,, therledena, Doles eth-in, deraedby, 1109 C—tol Bay Cwlmntapad upaa In,eBij by e0 pities bodied. The Tras Design lnsinen is NOT the Euilding Designer orlon Spin. Enpiee0e, ney buld'mA All epif fi ed hrms,e os defree( in IPl 1. - Boynton Beach, FL 33435 5pyright@2014 Al Pmf hus,m-din ,1,,;RE. tepodusti,n of this doomed,heglore, is prohibited vihoatenilho pernWen U. AT geed Irrssn-Miss lee, I.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465894 60332 FG4 FLOOR e >: 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:03 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-DagaN7sPrKp4Elb3p97rhnLS5v7xB?Z2YHTR9Mzxg1 U 2-11-15 5 8-6 6 10 2,7-11-14 11-6-1 1410-5 184-8 22-0-2 25-7-12 2-11-15 2-8-7 1-1-12 1-1-12' 363 3 4 5 3 6 3 3_ 7-10 3 7-10 48 = Dead Load Defl. = 3/16 in 5x10 = 1.5x4 11 3x4 = 1.5x4 11 3x4 = 3x8 MT20HS= 4x10 = 3x4 = 2x4 11 2 3 4 5 6 7 8 9 10 3x4 11 4x10 = 2x4 11 3x4 = 5x10 MT20HS= 4x8 = 4x8 = 3x6 = 4x4 = 2-11-15 5-8-6 I•;VZ1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.23 14-16 >963 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0.43 14-16 >506 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(rL) 0.04 13 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 134 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E *Except* B2: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W1,W12: 2x6 SP No.2, W8: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-6-3 oc bracing: 12-13 6-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide - REACTIONS. (lb/size) 19 = 1146/0-3-8 (min. 0-1-8) 11 = -141/Mechanical 13 = .2732/0-5-8 (min. 0-2-4) Max Uplift 11 = -409(LC 3) Max Grav 19 = 1151(LC 3) 11 = 125(LC 4) 13 = 2732(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=995/0, 1-2=-1905/0, 2-3=-1905/0, 3-4=-3630/0, 4-5=-3630/0, 5-6=-2031/0, 6-7=0/2796, 7-8=0/2796, 8-9=0/1206 BOTCHORD 17-18=0/3630, 16-17=0/3630, 16-20=0/2956, 15-20=0/2946, 14-15=0/2952, 13-14=01750, 12-13=-2796/0, 11-12=-1206/0 WEBS 1-18=0/1921, 2-18=-297/0, 3-18=-1930/0, WEBS 1-18=0/1921, 2-18=-297/0, 3-18=-1930/0, 3-17=0/514, 5-16=0/938, 5-14=-1207/0, 6-14=0/1667, 6-13=-3782/0, 8-13=-1286/0, 8-12=0/2099, 9-12=742/0, 9-11=0/1298 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 409 lb uplift at joint 11. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3'1 nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 463 lb down at 10-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-10=-120, 11-19=-10 Concentrated Loads (lb) Vert: 20=-463(F) B &AININB PIuse thoroughly aei.Th,'A-I RODE TBDSSES(IIIHIL6ENEIA3TEEMSI(ONDITIONS(IISTOMIR rBUTh11 AUNONIIDOIMIAP Iua. Terilydesign p.-ma, buss Design Dming(IODi and lbe hrms lee,P.E.leh—Sheet behreose.Da—th-i-IcIed.011 O, only Nlekmnnedor JULIUS LEE P.E. pkIesshell he usedfurh,TDD Inby r.Fd. Asa Loss Design Inpiner(is., Spniolly Fegmeer), Ihv sad on evy IDD mpnmh oo mmplw 0the phsshndengine"hg rospensibilify hrTh, d0p of he smple Try depkhd an the TOO .11. undo TH 1. The dnign ossunpfmns, Ioodmg r 61 ns,so11A[ilyandusedIbisT.- IefoeybA[INgisthetnpon'HilydTh,O.T.,th,OroeiseulhoruedogenlgrtheBuildmgOe g.r,inth,amesl.1IT, 11CTh,111,helomlboildiegad,mdTPll.theapporolollM1el00andnnyfeldgseattbeimss,iedudinpAondlhp.slorope,hnopptimand6,oting,sho0leheresponsibipryoftheBoildiogOesipnBrand #34869 (enfndor. AD eotes xlout in lbe IDD mdhepmdiasendppidelinespltk laildiep(ompomnl kfetylnhrmmlioe(B(fgpogOsCed bylPlmd51(Aore rzlnmadhr penemlpuidonn. Rlldelhnf9e rzspontibifties opdduliewftleimss Desipnu, Truss WE.[epinea and Ems MaThdaa, unless thavi,, defined by p 1109 Coastal Bay 6nlma opreedoponinritinp by o0 pomesioxolved.ThTass Design Eogigeer is NOT he LANDnp DaipneraW,System[i,&Tafa nmy building. All apilopeed lnms oreu delioed ie lPl1. Boynton Beach, FL 33435. (opydgh187OI4 Al 1.1 Lusys-hlhs lee, LT. tepr d dion otthis dommem, h oq I— is pahibit d rihoof nDlmpnminhn f—Al loot hussu-h%, lee, P.E. Job Truss Truss Type Oty Ply Std Pac/6511 EL C 60332 FG5 FLOOR 1 2 A0465895 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:04 2015 Page 1 I D: W?quLcr?Re?LfzLe98RjH4yHM91-hnOyaTtl cdxxsSAFNtf4D?uhHI UUwb5CmxC_hozxq 1 T 1-11-12 3-8-0 7-11-0 1-11-12 1-8-4 4-3-0 9 3x6 = 1.5x4 II 1.5x4 11 4x8 = 1-0 4x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.07 6-7 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0.13 6-7 >685 360 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(rL) 0.02 6 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix-M) Weight: 89 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 'Except' W1,W5: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 1596/Mechanical 6 = 1517/Mechanical Max Grav 9 = 1596(LC 1) 6 = 1517(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-321/0, 2-3=-4527/0, 4-5=-1599/0, 5-6=-517/0 BOT CHORD 8-9=0/2924, 7-8=0/2924, 7-10=0/2911, 10-11=0/2911, 6-11=0/2911 WEBS 2-9=-3154/0, 3-6=-2956/0, 3-5=0/1624, 2-7=0/1705 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-8-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 115 lb down and 419 lb up at 3-8-12, and 465 lb down at 5-0-4, and 452 lb down at 7-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-420(F=-300), 4-5=-120, 6-9=-10 Concentrated Loads (Ib) Vert: 7=115(B) 10=-465(B) 11=-452(B) �1 &AININ6 PIase lhoougbty arienIbe'A I AD Of IAUSSIS(111IFF1 GIN CAR TEBIAS&CONDITIONS(OSIDNII rBOAFll A(CNOMIDGINEAPfan. Sniff design poomelen ool reodafesathis truss Design Oroningll00pnd Melofms lee,P.E. Aefeona Sidi helore use. IN],%olh-i,, fulod on the103, only M.Mn nedn pktes shdl0e used for lb,TOD to An euhd.A,a Tioss Design(nginet IS.,SpmioNy Fngreen), the seed on my IDO oIe"notso mmplomea111. pofessi-Iongianuing"'Fasibild, for the design of the single truss deppled on the TODat,, node( fill. The desigo assue,plioas,l•oding ladiliaa; wil,bdly end us• of Ims I— 1 LIUS LEE, P.E. fit any Uldiog is the aspo•sibilly of the Onot, the Onners Mhoriad egenf of the Building Designer, ioThe sound of the llLthe ]I(,the food buildingndo sued Tot 1. The opp-1ofthe TOD wd wy field use of the Doss, iodud,op kM(ng, s5moge,NsloOofion nod bndeg, shoo hetheresponilifity of the Wilding Nfgon and #34869 Contractor. AD notes set out in the TDD and the podkevnd poid,fias.1 the Balding (omp-1Solely hinmolieell(S1l published by IN a ofSA(Aornef,..d for geaal goidame. III ldefies the,,juosibifiie, end duties ofthe Truss Wife.,Trass Oesigo Eoglom ondTruss Baedod—, sekss •Aanh, Mood by o 1109 Coastal Bay Confnd opreed epee i•nBinp by ell poniesfaoleed. lie Toss MsignFnpmeer is NOT the ddlding Designers Truss System Fnpho.fm ary bolding. All apikliad was ore us dolked in Off 1, Boynton Beach, FL 33435 (•pyriphta7011 Al Aoef Tnsserhlks lee, LE. lepodudi•n of Mi, doomed, fin dry Ism, is praBihiled nithod rliNeo pesnissia hem Al AaolTresses-Min, lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 FG6 FLOOR e e 1 1 A0465896 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:04 2015 Page 1 I D: W?quLcl?Re?LfzLe9BRjH4yHM91-hnOyaTtl cdxxsSAFNtf4D?ueplPVwSCCmxC_hozxq 1 T 2-10.12 3-5 2 4-6 14 , 7-2-0 10-0-14 14-6-10 Mil 22-2-12 2-10.12 6- 1-1-12 2-7-2 2-10.14 4 5 12 4-5-12 3-2-6 4x8 = 1.5x4 11 2 3 3x4 = 3x4 = 3x8 = 4 5 6 4x4 II 7 Dead Load Defl. = 3/8 in 3x8 = 2x4 11 8 9 3x6 = 4x10 = 3x4 = 7x14 MT20HS WES= 3x4 = 3x6 = 3x6 = iVC_I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.43 12-14 >610 360 TCDL 20.0 Lumber DOL 1.00 BC 0.93 Vert(TL) -0.83 12-14 >317 240 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.15 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 `Except` W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-10 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 16 = 1696/0-3-8 (min. 0-1-8) 10 = 1546/0-3-0 (min.0-1-8) Max Grav 16 = 1696(LC 1) 10 = 1546(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4551/0, 34=4551/0, 4-5=-6213/0, 5-6=-6398/0, 6-7=-6398/0, 7-8=4065/0 BOT CHORD 15-16=0/2917, 14-15=0/6213, 13-14=0/6685, 12-13=0/6685, 11-12=0/5813, 10-11=0/2971 WEBS 4-14=0/658, 5-14=-522/0, 5-12=-371/0, 7-12=0/652,7-11=-1947/0,8-11=0/1414, 8-10=3179/0, 3-15=-276/0, 2-15=0/2046, 2-16=3170/0, 4-15=1906/0 NOTES- 1) All plates are MT20 plates unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X &I nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 412 lb down at 7-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 1-9=120, 10-16=-10 Concentrated Loads (lb) Vert: 14=412(B) 02PZPA PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 111 Ib FT = O% Y WLPNING PIeoselhomughlyrnienthe1.1HOT INSSES('Slllfl�,6(NflAli[PMSECONDITIONS (1610HIPrEtYEP)A(PNOWt[DGIYENPImm.PelilyhsigoNmmelasoodiW,olasontbishussWpOmeiag(IDD]ondllelolioslee,P.EPel—aSheelhefwaa,,.Nalo-lb-isenokdaelheIDD,onlykiietmnnen" JULIUSLEE P.E. pktes shall he need In the 1001obe enfid. As ahnss Design [agineenIi.e.,5peiully Inglnees), the seal on any TDOlepremals ae amptume of the prolessimel engioemug respensibilily larne design of the single bass depzled ao the IOO ooly,andes RI I. the design assumpiNm, kodiog tmdirmns, wimhiDq rod use of Ibis buss lerayllAfte is be aspoasibility ofthe0vrtr, Me Oenersemhnhed ogenl or the ruildmp Designer, in thttometl of lhollUhe IPC,theloealbuikkgtodeoodRil. The approval of the IDO and my field use of the least. including handling, stumge, NsmOmi. nod heating, shall henemspnosihiNty olthegoildiap Oesipner and #34869 When, All note, set oul in the TOO aedthe pmdho end guidefines afib, Wiling (ampouent Safely lnkrmolioe)BOI)pab6sbedby IF] w6SICAo,, Warned sae Penaolguido- III ldefinesthe l,,paoibilifiaoadMet of the imss Doignee,lease MD. and Russ dacaladm,onkn Mh-4, defined by. 1109 Coastal Bay (anhnd opleed upaaioniNog hyollpofiesimolred. The iron DWSIt l is NOT the Uldial Designer orgeass System Engi¢erTm any bolding. All uepimliaed less a,, n defined WN 1. Boynton Beach, FL 33435 (apyrig41.�1011 Al Prot leassesdulNs lee, LF. Pepndmtien of slit dmnmem, io ooy loan, is prahihited vithoot Wilco pnminiw Ism AI Prolinsus-lulins lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465897 60332 FG7 FLOOR 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:04 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-hnOyaTtl cdxxsSAFNtf4D?ujElTOwhQCmxC_hozxq 1 T 8-8-0 3-8-0 1.5x4 11 1 3x4 = 2 T1 1-1 W1 W2 W1 B1 1.5x4 11 3x4 = , 3-8-0 3-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 , Plate Grip DOL 1.00 TIC 0.55 Vert(LL) -0.04 3-4 >945 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.09 3-4 >473 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 - n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gvide. REACTIONS. (lb/size) 4 = 473/Mechanical 3 = 422/Mechanical Max Grav 4 = 473(LC 1) 3 = 422(LC 1) FORCES. (1b) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 456 lb down at 1-7-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Standard Uniform Loads (plf) Vert: 1-2=-120, 34=-10 Concentrated Loads (Ib) Vert: 5=456(F) �P WAININ6 PIeau lhmoughly mrieethe'A-nOOF BUSSES(iEllFlj, 6ENEIAI IIIMSACONDITIONS(USIOMFI I'flUYEljI(NNDWLf06EMENf'imm. YaifydesigopaamefenondUnless dh-h, sfmtedae the100, only Mild -ester platn shollbe ondlmr the100 to beroOd. Aso TmssUesign Fngiuer li.e.,Spnidt{Fogmeerl, the swim)ay100lepresads oe maptame of tho pinlesslondemginmmg nspmsihilii,for Medesign of the single Time dghled me lb. END ody,mmfi,TPI 1. The design onumpfmos,landieg toeditimes, seitnbirity and me of this Loss JULIUS LEE, P.E. (es aeFBdldinj is the iespeasbilityofthe Ouvec, Me One"edhemed a gent or the luddmg Designer, inlhe maul of IF, BE, the ll(,1b, hail hmildieg ad, and 1P11. 0e oppre,.l .1 the TOD and any field om of the Fast,imduding londl'wp,sfompe, iodu0ofime aed brmsmg, shill bilh, aspoesilifily of Mel IMI; Design, emd #34869 Gnlmdar. AUeotes set molm the lDD andtlepmd'rces and paidelines of fAe luildnp fompomatkfetylofeimolioe(g(Sll pohUdnd By lPl mdS1(A are alaennd for peoaoIleidmea. Rll delves%eresponsihilities wddutia ottle irvss OesiBeA, truss 0esi0a[opineer and Luss Monuhtlmee, en its, alhaeim defined 6p o 1109 Coastal Bay Gnlmaopteedupan irniti�hyoD porries inrolred. Ehe Tass Design Fojmeer is NOltM1e luildiii Onipner mfit. System (ogioeerfmairy building. All mjkliadtnms ore is defimed in TIC 1. Boynton Beach, FL 33435 (opydgM@P014 AT limo( Trots.,-hli s ke, P.F. lepeodn h. dthis dammed, to oey lean, is peehi60ed vimom nillan permnsite Imm AI Poof lasses-hlio lee, P.E. Job Truss Truss Type city Ply Std PaC/6511 EL C A0465898 60332 FL01 Floor a a 1 1 Job Reference (optional) A I muur I muooco, rum I rjrm r—, f'L J4W90 0-3-8 I-1 Ir 1-3-0 ' 2-6-0 4x6 11 3x3 = 1 23 3x4 = 4 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:05 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-9zyKopugNx3oUclRwaAJmCRs?ioGf?mL?byYDEzxq 1 S I 2-�4-3,4 5 6 7 8 1-3-0W Dead Load Dell. = 1/8 in 3x4 = 3x6 FP= 3x3 = 4x6 11 9 10 11 12 13 22 21 20 19 18 17 16 15 14 4x6 = 3x6 FP= 3x4 = 3x4 = 4x6 = 7-4-4 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010rrPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) `Except` T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) 'Except' B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1059/0-3-0 (min.0-1-8) 13 = 1059/0-3-0 (min.0-1-8) Max Grav 1 = 1059(LC 1) 13 = 1059(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-909/0, 2-3=907/0, 3-4=907/0, 4-5=-2733/0, 5-6=-2733/0, 6-7=2733/0, 7-8=-2733/0, 8-9=-2733/0, 9-10=-2733/0, 10-1 1=-907/0,11-12=-907/0, 12-13=-909/0 BOT CHORD 20-21=0/2077, 19-20=0/2077, 18-19=0/2733, 17-18=0/2733, 16-17=0/2733, 15-16=0/2077 WEBS 1-21=0/1332, 4-21=-1366/0, 4-19=0/934, 5-19=-312/0, 13-15=0/1332, 10-15=-1365/0, 10-16=0/931, 8-16=-305/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4)11Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9-7-12 CSI. DEFL. in (loc) I/deft L/d TC 0.68 Vert(LL) -0.3115-16 >631 480 BC 0.77 Vert(TL) -0.4115-16 >479 360 WB 0.63 Horz(fL) -0.04 13 n/a ,n/a (Matrix) 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 311) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 16-M PLATES GRIP MT20 244/190 Weight: 93 lb FT = O%F, O%E WAtNIN6 Pleae lluaugh y :� rtrier tk'A"1 POOP TRUSSES(iEtlE11 GINIRAI TERMS A CONDITIONS (USIONER rtDY111 A(ANOWIIOBINIENr I.,..m. Yoi(y de gn pnamelen aad mod Ba es m lbis buss Oniga O,aring(1DP.ad flelafms lee, P.E. Pe .—Sh of klero use. hhss ol4 rise stoked oa lhe1OO, only Niiel<onneaar a lashrOheasedhrtheTODtobevalid.AsaTies,Dai PULIUSLEE,P.E. p gn npineer (i.e.,SpniuNy EnginenJ; the mot on oey1OO mptesmis ao nmplmrce of Ik pofessronal mgieeming mpnsihiliry Iw the design of the siogleTmssdepxled on TOP Doty, ondm DECRI1, the design assuspl'wo; loading iwdilions, snitatidity and ase olthis buss lot my Bailding is the msposLility of the Cents, the Drnersoutkiaedegenlaitheguddmg Design<r,inthemwal lh,11(Ih,I1C,tbe local Build'wOmd—dttl 1.Iheopprosglaflhe NO hstnllotianoed Eratioplall Be the respgsililily of Me talldingDaignn and #34869 Coolant., ADBobs wool inlhelODwdtlepmd'ues and looklin-Ilho Wdiog(ampea,alkhtylafa.tionl8(SgpabiskdbylPl and Sg(A ne rehanmdfargenemlgaidonse. IPlldefines He msponsibilitiesond drtiesefthe bust Designer, Truss Doigaleginmrendimss Ehachdata,unle-thnrise Cefinedhyo 1109 Coastal Bay C."aq dop.t—Umgbyallpettyainolmd. Boynton Beach, FL 33435 Copyright €2O1d Al gaol he Wal aslee,P.B. lepradeaion of this deareent, In any ham, is prohibited.Nbout.imen p ass,laa Co. Al Rood Trmses-laths tee, tE. Job Truss Truss Type aty Ply Std Pac/6511 EL C 60332 FLO2 Floor 8 1 A0465899 Job Reference (optional) Al KUUt- 1 KUJJtb, t-UK I YItKL:t, t-L 34U4b 0-3-8 H I1-3-0 2-6-0 . 1.5x4 II 4x6 II 3x3 = 3x4 = 1 23 4 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:05 2015 Page 1 ID:W?quLcRRe?LfzLe98RjH4yHM91-9zyKopugNx3oUclRwaAJmCRs6im5f SL?byYDEzxg1S low'' 0 2' 2 1.5x4 11 1.5x4 11 3x3 = 1.5x4 11 5 6 7 8 1a1 1A' 17 is d5 14 13 1.5x4 II 4x6 = 3x6 FP= 3x4 = 1.5x4 11 iQrEli fffst 1.5x4 11 3x6 = Dead Load Dell. = 1/8 in 3x6 = 3x6 FP= 3x3 II 9 10 11 3x6 = 0 m LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.29 13-14 >690 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.84 Vert(rL) -0.43 13-14 >470 360 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code FBC20101rP12007 (Matrix) Weight: 94 lb FT = O%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except' 5) Gap between inside of top chord bearing and first T2: 2x4 SP M 30(fl cept* BOT CHORD 2x4 No.2(flat) *Except* diagonal or vertical web shall not exceed 0.500in. B2: 2xx 4 SP M 30(flat) 6) CAUTION, Do not erect truss backwards. WEBS 2x4 SP No.3(flat) BRACING - LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1095/0-3-0 (min. 0-1-8) 12 = 1093/0-3-8 (min.0A-8) Max Grav 1 = 1095(LC 1) 12 = 1093(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-939/0, 2-3=936/0, 3-4=-936/0, 4-5=-2925/0, 5-6=-2925/0, 6-7=-2925/0, 7-8=-2594/0, 8-9=-2594/0, 9-10=-2594/0 BOT CHORD 17-18=0/2168, 16-17=0/2168, 15-16=0/2925, 14-15=0/2925, 13-14=0/2925, 12-13=0/1609 WEBS 1-18=0/1375, 4-18=-1437/0, 4-16=0/1018, 5-16=345/0, 10-12=1866/0, 10-1 3=0/1 149, 8-13=-362/0, 7-13=401/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. WAIhlh6-Please lhomughly inertia 'A 1103F TRUSSFS(SE(EEkj, 6FNnAL inlASa(BNOIiIgNS(IIS(OYEp rAl1YE1'JA(rNOW(F06EIIEXI'(ern.Yerilydesignp.-clenmdreodoofesonthis gross Uesipe 0rowi�(fD�ond lkeklios leg r.Lpe(aeme Sleet hehrt ase. Buless alhn�ise sloledae Me lDD, onlp klilekmanetler JULIUS �TEE PE.'pkles she0 heuudlsr lbe lll0rohe raid. Asairvss Design hgioeea li.e.,SpenuDE Fsgaeerf, the ud on oq TOD uprzsmlt se uaeplvr*e of lEm piefessionel enpiveuiagrespaasihiPoPlm the design of lhesnpleLvss dephled ee lhelDD mly,voder iPl 1. the design sssampl'wos, loding,wdiroas, soilebilily and me of thiskns tar any WAR is the responsibility of the Deenn, the Drneis emhorhed ojenf at Ik Finding Designer, in An, an'elof@e IIC lb. 1g(,the 1.1 Wldfag rode and TPI 1.TheopprsaeWile TDD snl any fidd,udthe Truss, including kandling, sfomle, installaim and brag, shall be theimpoesililityof the hllding Designer and #34869 (anlmdm. All sates Wnut in list 109 and the patent and psidehnes alike hhdiog lepomst hlety lnlornalion0131)pnbg,had by TH onlSKA a,, Wercead k, genital guidon. IN l defines the upasibililmad dukesaftle,has, DesigaegTruss Design hginee,Wks, blenafedaag mks, stlnvi,e dernd by. 1109 Coaspal Bay 6nhodupreedupan in miring by sll ponies ienohas. the truss Design [now, is DOl the building Design, urhass System Engineer faranyWildkg. AllcapilsNedlernsare as dnrnd in IN 1. Boynton Beach, FL 33435 bpoillit�2014 AT real Ussses.Min, lee, P.F. repredudim al Ai, dwumem, in say Iatn, is prohibMed vitbact Qf,a pnnk,kn Tram Al Real ..... Islas lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465900 60332 FL03 Floor a 2 1 Job Reference o lineal A3 Kuur I KUJJCJ, rum 1 rimmur, rl- 04y40 0-3-8 H r 1-3-0 2-6-0 1.5x4 II 4x6 II 3x3 = 3x4 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:06 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-d9Vi?9ul8FBf5mJdUlhYIQZOX65_ORVUEFh5mhzxgl R 074� i 2-0-0� 2-5-12 1.5x4 II 1.5x4 II 1.5x4 11 3x3 = 3x6 FP= Dead Load Defl. = 3/16 in 3x6 = 3x3 11 1.5x4 11 4x6 = 3x6 FP= 3x4 = 1.5x4 11 1.5x4 11 3x6 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.34 13-14 >603 480 TCDL 20.0 Lumber DOL 1.00 BC 0.93 Vert(TL) -0.51 13-14 >401 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code FBC2010ITPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except` T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No2(flat) 'Except' B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 13-14. REACTIONS. (lb/size) 1 = 1117/0-3-0 (min.0-1-8) 12 = 1115/0-3-8 (min.0-1-8) Max Grav I = 1117(LC 1) 12 = 1115(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-956/0, 2-3=954/0, 34=-954/0, 4-5= 3039/0, 5-6=-3039/0, 6-7=-3039/0, 7-8=-2677/0, 8-9=-2677/0, 9-10=-2677/0 BOT CHORD 17-18=0/2221, 16-17=0/2221, 15-16=0/3039, 14-15=0/3039, 13-14=0/3039,12-13=0/1646 WEBS 1-18=0/1402, 4-18=-147910, 4-16=0/1085, 5-16=-378/0, 10-12=1909/0, 10-13=0/1203,9-13=-383/0,7-13=421/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X Y) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 7-11-12 PLATES GRIP MT20 244/190 Weight: 95 lb FT = O%F, O%E YAININ6.Plemelhomghlymeievlhe'AtIDOfRUSRS(iE(lFlti6ENFIAIRINSt(ONORIDNSCUS10NE1(BUYEIjA(1N0'NR06fNENrlarm.YnirydesigeporomelersodandToo, t¢Nlek<ovoMor Nle: eenll ee a:ed mr ree roo to be .lid. A, aua„ oaigo [e IULIUS LEE, P.E. p pincer (i.a., Spnidry [vgmeerJ, the seal on vvy IDD apresevls m naplame of the pafesimnal evgieenieg iespvnsibiiil{ Tar Me desige oltbe dmgleLass depNled oa the INN vvl{, uvdn RI I. The desipo oswmpfivos, loosieg medifnn; sailvNiliry wd use al IAis Luss fmtry poildiel is MeaspotubiDly .1 the Omer, If, 0v ,aulhb,deg.1o, the building Designer. be The mmeo of the 114 she INC, the form building (age and TPI I. The opp o(the TOO tell any field ese of the Tress. indudinp bondlieg,noole, inslagatian aed broutg, shall be the uptmbilhy of the lieildiog Mills,, end #34869 (tnhadm. AU totes sel tulm7he10Dood Me pitniaued poidehnes olfke luNd'mgCampooeal Sthry lnfoimolioo(6(SI(poC6,hedhY Rl tni Sp(A ore aferenadfar peonolguidtme. RlEde[mes theaspoosibilities and drtin of Me Tress Desipna,Uuss Design Fepinm mdTmss Ntwfotlmer, mlesnMernia derinedhyt 1109 Coos(al Bay [entrom opTeed upon u nifinp by oll pefin ituolred. Tic Tress Design Engineer is NOT the building Designer a lfress System bili¢er 1m toy bil0g. All apblited Terms me os defiea it IN 1. Boynton Beach, FL 33435 Copyright a TOM AT BedLts,as Mws l,k.I . teprndudian of this duvmem, in uoy Wet, is prohibited vMeet willa p omissiose Iron AT goof Irmses 4olius lee, P.F. Job Truss Truss Type Qty Ply Std PaC/6511 EL C 60332 FL04 Floor , I1 1 A0465901 Job Reference (optional) 0-3-8 H I I— I 2-6-0 1.5x4 II 4x6 II 3x3 = 3x6 = 1 23 4 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:06 2015 Page 1 ID: W?quLer?Re?LfzLe98RjH4yHM91-d9Vi?9u I8FBf5mJdUlhYIQz3L66wOPfUEFhSmhzxq 1 R 25 12 , 24)-0� 00 Dead Load Defl. = 1/4 in 1.5x4 11 3x3 = 1.Sx4 11 3x3 = 3x6 FP= 1.5x4 11 4x6 = 3x3 11 5 6 7 R 9 1n 11 19 1.5x4 11 5x6 = 3x6 = 3x8 MT20HS FP-- 3x3 = 4x6 = 3x6 = 1.5x4 II 10-6-4 9-2- LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.57 Vert(LL) -0.25 16-18 >948 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.87 Vert(rL) -0.47 16-18 >508 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code FBC2010/fP12007 (Matrix) Weight: 110lb FT=O%F, 6%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1296/0-3-0 (min.0-1-8) 13 = 1294/0-3-8 (min.0-1-8) Max Grav 1 = 1296(LC 1) 13 = 1294(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1125/0, 2-3=-1123/0, 3-4=-1123/0, 4-5=-3727/0, 5-6=-3727/0, 6-7=4149/0, 7-8=-4149/0, 8-9=-4149/0, 9-10=-3266/0, 10-11=-3266/0 BOT CHORD 18-19=0/2680, 17-18=0/4149, 16-17=0/4149, 15-16=0/4149, 14-15=0/4000, 13-14=0/1948 WEBS 7-15=-426/44, 1-19=011649, 4-19=1818/0, 4-18=0/1222, 5-18=376/0, 6-18=-798/0, 11-13=-2259/0, 11-14=0/1538, 10-14=-306/0, 9-14=-856/0, 9-15=-110/647 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard r WAIXIN6 Please �lhmougblyinl,eke'A-1 IOOF IRUSSnIREttElIGENEIALI(PMSL(ONOIiIDNS 015f0Y(tl'eUYEI]d(YNOi7f[D6EB(Nrloim. Verilydesigo poiomaeu and reoi notes en this huss Design O-ing(IDD) nd the John I,,, P.P. let—, keel helm, use. Unless mA<nise stated oe theTOD, onlyNletmonepor pkles sM1,ll he ut<dim the TOO to be eoi Asn hots Design Fngine,)i.,,Speithy Eng®ear); It. send ae Dry Too npmseolsoe muplmue of the gofession,l meg'ommwg rupomibillty In the design of the single hsm dephled to the TOO mly,We, IPl1. The design es-Foemos, Nding„odifmos, stthdibry adore of llds Truss JULIUS LEE, P.E. far Dry Boildinp is l6e responsibility eltbeOney the Dvmismullrorhed agent ar the Will'wp Oesien,6 Toth, mnletl of ehe llC, Meli(,the lttof build'mpmde and iPl 1. The oppm !dit,IDDend ooy Geld weofthe Truss. iodudinh kading,Umge,hoollofion and 14,1,sbell be therupeailily o(the Million Designer end #34869 (onh,ds, AO motes set out in lbelDD nod the prmfas ed poidelinn of the Itifd'np(ompomnt kfety lofe-Iion(d(SI)pebhIhed by T?I and k(Am-f—Id to, Ienem1poidana. ON l M." th ,poosibilities cod duties ofebe Truss Oes'rynm, Truss D,sige(giees,medTruss Monuhdot," win,othrain defined by 1109 Coastal Bay (,olmd opradupon in srsirig byollposties inuohed, the Trots Dottie Enpimer is NOT the l;dldinp O,sipnr or Truss System Egimemlm any building. AlltepitoGnd lams ere os defieedio IP11. Boyesm Beach, FL 33435 Gpyrip610` 1011 AI Pool Tmaesdolius lee, P.E. tegodmtim of his dmomem, in Dry loan, igrok'bited vithoot nfienpermission Imm AI Poof trusses -bias lee, P.F. Job Truss Truss Type Qty Ply Pac/6511 EL C A0465902 60332 FL05 Floor e 4 1 �Std Job Reference o tional Al KUUI- IKUAJtJ, R'UKI I-ItKUL, rL 54H4b 0-3-8 H i 1-3-0�2-641 1.5x4 II 4x6 11 3x3 = 3x6 = 1 23 4 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:06 2015 Page 1 ID:W?quLcr?Re?Lf7Le98RjH4yHM91-d9V?9u18FBf5mJdUlhYlOzyd65FOPFUEFh5mhzxgl R 2r S-12 — I2-0-0 1-6-4 Dead Load Defl. = 114 in 1.5x4 II 1.5x4 11 3x3 = 3x6 FP= 3x3 = 1.5x4 11 46 = 3x3 11 5 6 7 8 9 10 11 12 1�_ 1.5x4 11 5x6 = 3x6 = 3x8 MT20HS FP-- 3x3 = 4x6 = 3x6 = 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1%0 TC 1.00 Vert(LL) -0.33 14-15 >757 480 TCDL 20.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.57 14-15 >430 360 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) -0.02 13 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1339/0-3-0 (min.0-1-8) 13 = 1337/0-3-8 (min. 0-1-8) Max Grav 1 = 1339(LC 1) 13 = 1337(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1163/0, 2-3=-1161/0, 3-4=-1161/0, 4-5=-3898/0, 5-6=-3898/0, 6-7=-4430/0, 7-8=4430/0, 8-9=-4430/0, 9-10=-3412/0, 10-11=-3412/0 BOT CHORD 18-19=0/2790, 17-18=0/4430, 16-17=0/4430, 15-16=0/4430, 14-15=0/4206, 13-14=0/2022 WEBS 7-15=-316/0,1-19=0/1705,4-19=-1901/0, 4-18=011 294, 5-18=-364/0, 6-18=-919/0, 11 -1 3=-2345/0, 11-14=0/1621, 10-14=-303/0, 9-14=-928/0, 9-15=-62/641 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 113 Ib FT = O%F, O%E �ItlWAININ6 Bimse IAmo.gM1lpmien Ihe'A I ROOF TIOSSESjSEll[Ij, 6ENEIAI RRdIS B(DNDITIOXS(llS10NER('BOYIIjA(rNOWI[06TYEBr Imm. Yerilydedpepmemeden and«al.aln an this iron Design OmviegJODd.nd Hel.lins Lee,B.E.lefenme Sheel helortuse.Onins.Ib-i,, staled.. o, IDD, only Birhmnnesmr h llbeeseldin Me 1, b. nagd. Asa Tins Desi I JULIUS LEE, P.E. p.e s. gn .giaees(is., SpaiuDT F.gineerJ; IAe n.l.n..y lOD mpmse.Is.e asrepl.rn.i the pt.lemion.l enpiuene,g eesp.nsibiiily l.ethe desig..i the smple Tmss depeleda. Me TOO wly,u.der nl 1. The desig. ossumpin.s,L.dvgiwfifm.s; s.il.bilily and use of this Tiuss [if .ryBuilding is the mspanibiligclot Ose.n,o,0m,',aba¢ed.g.1.s the Buddi.g Onigea,inthemaea.l the 11C the 116the l.mib0f.gode.nd 1111. Theapp.rnLtlhe lDD.nd eny field uu.I Me rrou. iadaditl kolig.sImg,, iasmnaian ad bmmip, 00 be ow,op Ffily el the e.ilding Mirner and #34869 I.W., l guidna. lyl I derma the msp.nsibliAn..d dais of ise imss Desipne6 bass Design [.pineer.nd Loss M.wLaaes, unless nibonise defined by. 1109 coosiai Bay Gmma npreedup..uvrhi.gby.11 pmriesinaeed. The imo Design E.d.eesis NOlthe Building Desipner.r Luss Syaem f.gieeerla.nybeildin&Allmpil.gadlerms.resdaf Mi.IPI I. Boynton Beach, FL 33435 (.plaii1J2014 Al 1.0 1.nn h1h, It., B.I. Repmdurke.l this dmaana, it a.y Imm, is pmhibR d itut nBtr. P-1amn Imm Al Red I ...... Min Its, F.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 FL06 Floor 1 1 A0465903 Job Reference (optional) AI KUUr- IK000tZ0, r-UKI t'ItKUC, 1­1_.a4e4b 0-3-8 H 1-3-0 21 1.5x4 II 4x6 11 3x3 = 3x3 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:07 2015 Page 1 I D: W?quLcRRe?LfzLe98RjH4yHM91-5L35CVvwvYJ Wjwug2?CnrdW9bWSG7vkeSvRel7zxq 1 Q 9:61a2-0-0 1-11-0 iI 13-0 QF8 Dead Load Defl. =1/4 in 3x4 11 4x4 11 1.5x4 11 1.5x4 11 2x4 11 1.5x4 11 3x6 FP= 3x3 11 3x3 = 3x3 = 3x6 11 1.5x4 11 4x6 = 3x6 = 3x6 FP= 4x4 11 3x8 = 3x6 = 1.5x4 11 3x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Iner YES BCDL 5.0 Code FBC2010frPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1001/0-3-0 (min.0-1-8) 15 = 432/0-3-0 (min.0-1-8) 18 = 1316/0-8-0 (min.0-1-8) Max Grav 1 = 1004(LC 3) 15 = 473(LC 7) 18 = 1316(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-857/0, 2-3=855/0, 3-4=-855/0, 4-5=-2506/0, 5-6=-2506/0, 6-7=2082/0, 7-8=-2082/0, 8-9=-2082/0, 9-10=-335/108, 10-11=-335/108, 11-12=-336/105, 12-13=-393/0, 13-14=-393/0, 14-15=-394/0 BOT CHORD 22-23=0/1942, 21-22=0/2411, 20-21=0/2411, 19-20=012082, 18-19=0/1 612, 17-1 8=0/570 WEBS 7-20=0/692, 8-19=-976/0, 11-18=-306/0, 1-23=0/1256, 4-23=-1269/0, 4-22=0/658, 5-22=298/0, 6-20=-903/0, 9-18=-1612/0, 9-19=0/1269, 15-17=0/577, 13-17=-27110, 12-18=-462/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 11-1-6,12-1-6, 15-5-12 CSI. DEFL. in (loc) I/deft L/d TIC 0.86 Vert(LL) -0.24 20-22 >745 480 BC 0.86 Vert(fL) -0.47 20-22 >386 360 WB 0.60 Horz(rL) -0.04 18 n/a n/a (Matrix) 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 2 PLATES GRIP MT20 244/190 Weight: 122 lb FT = O%F, O%E A WAIMIX6 PIeeselhuwghlyrueienfWA-IRUDE TRUSSES ondruod.1"nothis f-,Design 0—ing(TOD)end lheleros tee, P.B.peferenneSheet kfa,euse. Udessalhernisedoledonthe 100,vitMAmonedor �JULUSLEE P.E pHtes ah,Ube used ("r the i00 to Dv,.U& As uT Deign FnginearIke, Spedolly Teti it. on not TDDmp,e,nts on meplo.. of the ptolessi-I eof—ing respensbilily tulle designof lbs,ingleT,u„depidedan the TOD.11, end., IN I. The design, n oeptnns, laoei,g-0i-, witdility w end this Buser � P.E. fanny Building is lie rzspansibility of the Dana,the Do.,', atharhed agentoethe hitting Desipo<r, in the onkeld the UAL the lAC,the Ind build'apodo and IFI T. the opptmal 00h, TOD end runt field us, dth,Truss, Uedudinp beetling, storope, NtIflofion not [noting, shall heft, respomihilifyoftb, luilding Designer end #34869 (ontred,t. A6o1ensd olio the 100 nodbe pmd'uesend paidelioes ollhe latdag(onponeol Safety lnfatnmUoo(p(SQ pebOshedbylPl and SICA ere rderesedlorp—lpoidana. Illldelwes the respoosibiDNes wdddies of the irons Designer, Boss Oesipo Engineer and Boa MorroBtlmer, unless Anson defined by n, 1109 Coastal Bay foatndopreedopon in, nritiny by oUpofies gnrolred. Tie Buss Design Fnpi— is NOT the Building Wiper aTres, Stan. Fnpieeerlor ney building. AllmpitoGted toms me os defined in SPS S. Boynton Beach, FL 33435 (41'^g1I 2DId AI 1.1Truues Min, lee, P.F. leprodetion of this dwound, in any Iom, is prohibited nitkat nubs permis,im Do. AT pant Irusses-Min, tee, P.C. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465904 60332 FL07 Floor 2 1 Job Reference (optional) Al KUUr- I KUJJCJ, rUK 1 rir-mL,C, rL J4tI40 0-3-8 H j 1-3-0�'I 26-0 ; 5x6 11 3x3 = 3x6 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:07 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-5L35CVwwYJWjwug2?CnrdWBVWR07r8eSvRel7zxgl Q Q 6-1 f 2-1-14 1-3-0 3H8 Dead Load Defl. = 1/4 in 3x4 11 3x3 = 3x6 FP= 3x6 = 3x3 = 5x6 11 11 1 1 1 ��i 1lyy 111 �. � 11� i► 23 22 21 20 19 5x6 = 3x6 FP= 3x8 = 3x4 11 LOADING (ps0 SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) `Except' B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 19-20. REACTIONS. (lb/size) 1 = 1374/0-3-0 (min. 0-1-8) 14 = 1374/0-3-0 (min.0-1-8) Max Grav 1 = 1374(LC 1) 14 = 1374(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1195/0, 2-3=-1192/0, 3-4=119210, 4-5=4051/0, 5-6=4051/0, 6-7=4659/0, 7-8=-4659/0, 8-9=4043/0, 9-10=-4043/0, 10-11=4043/0, 11-12=-1193/0, 12-13=-1193/0, 13-14=-1195/0 BOT CHORD 21-22=0/2879, 20-21=0/2879, 19-20=0/4619, 18-19=014659, 17-18=0/4659, 16-17=0/2880 WEBS 7-19=-470/226, 1-22=0/1751, 4-22=-1968/0, 4-20=0/1368, 5-20=-315/0, 6-20=761/0, 6-19=-339/628, 14-16=0/1752,11-16=-1969/0, 11 -1 7=011 357, 10-17=-360/0, 8-17=-998/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 18 17 3x6 = 14M ' 1-0-0' 9 -dgel. r16:0-2-0,Edgel, [17:0-1-8,Edgel, [22:0-2-8,Edgel CSI. DEFL. in (loc) I/deft L/d TC 0.74 Vert(LL) -0.3119-20 >804 480 BC 0.94 Vert(TL) -0.5819-20 >439 360 WB 0.83 Horz(fL) -0.10 14 n/a n/a (Matrix) 3) Plate(s) atjoint(s) 23, 15, 1, 9, 2, 13, 14, 19, 7, 22, 3, 4, 20, 5, 6, 16, 12, 11, 17, 10, 8 and 18 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) atjoint(s) 21 checked for a plus or minus 5 degree rotation about its center. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 16 15 5x6 = 21 �9,12 PLATES GRIP MT20 2441190 Weight: 118 lb FT = O%F, O%E P WAINIXG-Plmse i6moughly ynilydesippmmaen od platesshallbeused lot lke lDD to heeo6d.Asahuss Doign Engi-ilia., Spxia,Eegi-),Ihe snd on ovy TDD,epm-1-xapl-of thepolmsi-1 eegi-ingmspusivity lx the design of Its itil, T depkledanlheTODwly,andmRll,@e desiyv assampinns, boding mndilions, witoDi6ry oodoso of lhisLme JULIUS LEE, P.E. fit oq Buildup is the toponsibiliry ofthe Ones,Dn Onneisauthornedopmle, the Building Designer, inthe <oudeel of the ll4@e dill, the bound building nod, ndTPI 1.@e opptoeal oflhe@D and onyfiell use efMe imss, mdudinp landlmp, smmpe, inslollatian mdbmdog,slolnelAe respwsilifdP ottAe Building Designer and #34869 When., AOnahs set nut in the TOO end 6,pmdkesead poidefinesal Ike luildag Unpooent Safety lnfoimmioolp(SI)pnb6sbedbylPl WWII ens rzlnmmd hrpmeml puidona. lPl l defne the te,ie,sibLtin ondduti-fthe ims,Wiper, I.,%Design Inginees and Loss MooalManr, unless ah,,nise defined by. 1109 Coastal Bay (ooxaaopreedopoin nritinphyoll po,Xesinmlred.The I- Design Mists is NOT the Building Insigne, ur Luss Syshm[nyiaettlor airyhutld'mp ddl mpiloB:ed inns ae osdelIDed inlPl1. Boynton Beach, FL 33435 (opyriphl87011 AI loonmsses-lilies lee, P.f. Pep addtian of this dxumem, in set loins, is prohibited ritheut niflm pnmixion from AT duel Trusses -hlius lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 FL08 Floor r 4 1 A0465905 Job Reference (optional) re r'RVVI rRV JJCJ, rVRI rICRVC, 1 L.YeDYO 0-3-8 H H'"� I I 1.5x4 II 5x6 II 3x3 = 3x6 = 1.5x4 II 1 2 3 4 5 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:08 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-ZYdTQgwYgsRNL4TOcijOOr3Mgwo6slznhZACgZzxq 1 P 4-6-1A 2-0-0 2-1-6 Dead Load Defl. = 5/16 in 3x4 II 1.5x4 II 1.5x4 II 1.5x4 11 3x4 = 3x6 FP= 4x8 = 3x3 11 6 7 8 9 10 11 12 13 1du 21 20 1.5x4 II 5x8 = 19 18 17 16 3x12 MT20HS FP-- 3x4 11 3x4 = 3x8 = 91 15 14 4x8 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.33 15-16 >783 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.88 Vert(fL) -0.64 15-16 >409 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.03 14 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 119 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) `Except` T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1416/0-3-0 (min. 0-1-8) 14 = 1414/0-3-8 (min. 0-1-8) Max Grav 1 = 1416(LC 1) 14 = 1414(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1233/0, 2-3=-1231/0, 3-4=-1231/0, 4-5=-4224/0, 5-6=-4224/0, 6-7=4958/0, 7-8=4958/0, 8-9=4958/0, 9-10=-3671 /0, 10-11=-3671/0, 11-12=3671/0 BOT CHORD 19-20=0/2985, 18-19=0/4871, 17-18=0/4871, 16-17=0/4958, 15-16=0/4596, 14-15=0/2155 WEBS 7-17=-568/190, 8-16=-342/0, 1-20=0/1808, 4-20=2047/0, 4-19=0/1447, 5-19=-316/0, 6-19=-836/0, 6-17=273/737, 12-14=-2500/0, 12-15=0/1768, 11-15=-295/0, 9-15=-1080/0, 9-16=Of770 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plate(s) atjoint(s) 21, 13, 1, 10, 2, 17, 7, 16, 8, 20, 3, 4, 19, 5, 6, 14, 12, 15, 11 and 9 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 18 checked for a plus or minus 5 degree rotation about its center. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard �E WAINItasN6 PInse lAormpAly mie.lAe'Ad IOOF ROSSESjSfllEl'j, 6EXEIAL RIAIIA[ONDI11ONf(IISTOBF11'DOYEI'fA[CNO'WL[06EBENr Inn. Verily design punetns aodreod rotes. this Lmss Design Orsei�rylrOD)ond lheJdios lee,P.E.leferewe keel kfore use.0elesl oIb-h, shied to the TOD, only A�Tek.to.for pleshe0 baawdlw IkelOD lm be rafid. AsaLoss Dasigo Feli- ri.,spesinby hgi-j, the wel oe toy TOD wperels Its nwplowt el the pwlesp Iesg-ing.,powElify To Me kip of the Ingle Loss depidedmlhellOonlynder Rll. The destgm es-plienhos1mg-lion, wihyfly tod use oT IN, Lms JULIUS LEE, P.E. Its wy Uldiop is the resposibifty, of Ike Ones, the Osen", tWhorhed ogenl w the luildwp Oesiener.hlbe.Neel of the III, the Kth,1.1 build'opmdo end TPI 1. Theopgowl site TOD ed ey Tell use of 9e Truss, ioduling hotdliog,shape, imslallnlion oad bwmtg, shtO be to respoosilifty debt killing Oesignw rod #34869 Galwdn. AO totesxl sulm1Ae10Dwd be prod'uesond peidelines el the tuildiop(mmpewml kfety 6fatowtiom lDCSli peb6shedby TPl and SlG ornetnenad for peoenI gidenw. R1l dermeslhewspoosibtTfies and duties ofte Twee Desipnn, Twss Desipo Folhwr ondhuss fkotfsd-, onln,ateni,, defined by m 1109 Coastal Bay 6nhadapreedupan is nritiop bymO Posdetinolred.Tta Truss Desigo(npioen is NOT Mc laildiII Designer w Truss SyshnEMinen fwmy beildtng. All mpitoGadlnws ore os defisedinRl1. Boynton Beath, FL 33435 (ePYdAk� g011 Al tool Lusses�F�lius lea, LF. tepodwfine eltis dwmmenl, h mny Imm, is Prohibited vitod nDlenpesniwion Iron AI lwliwsus-Julius lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465906 60332 FL09 Floor e e 1 1 Job Reference (optional) Hl KUVr I KUAACJ, rVKI r-mmuC, rL.54U90 i 2-M 3x6 = 2 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:08 2015 Page 1 I D: W?quLcr?Re?LfzLe98RjH4yHM91-ZYdTQgwYgsRNL4TOcij00r3J1 wpvsMXnhZACgZzxgi P -1�(I 2-0-0 i 2-4-2 Dead Load Defl. = 3/16 in 3x3 = 1.5x4 11 1.5x4 11 3x3 = 3x6 FP= 1.5x4 11 3x6 = 3x3 11 3 4 5 6 7 8 9 10 3x6 = 3x8 MT20HS FP-- 3x3 = 1.5x4 11 3x6 = 3x6 = 3x6 = 1-0-0 ' 14)-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.23 14-16 >935 480 TCDL 20.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.41 14-16 >538 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17 = 1185/0-3-8 (min.0-1-8) 11 = 1185/Mechanical Max Grav 17 = 1185(LC 1) 11 = 1185(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2903/0, 34=-2903/0, 4-5=3466/0, 5-6=-3466/0, 6-7=-2892/0, 7-8=-2892/0, 8-9=-2892/0 BOT CHORD 16-17=0/1765, 15-16=0/3443, 14-15=0/3443, 13-14=0/3466, 12-13=0/3466, 11-12=0/1765 WEBS 5-14=337/157, 2-17=-2047/0, 2-16=0/1327, 3-16=-301/0, 4-16=-667/0, 4-14=-267/472, 9-11=-2047/0, 9-12=0/1316, 8-12=-327/0, 6-12=-877/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.13111 X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard W3.'SPA PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 100 Ib FT = 0%F, 0%E /� WAINING-PlevselM1aooghlpmeienlhe'A(IOIFIIUSSESjS[ll[Ap6FNE[AIRPkSi(ONIIIIONS(S10N[[('AOyk1�A([NONlFp6[Y[9rfum.Verilydegnpmme[nsoodreo(noesmrM1is�ussgesigtlmig(lADjeodlAelulioslee,P.E'tefemmeSheelEeloreuse.UnlessehnaeslolNadhelNO,onhYilekmonnor ale„heliea„d T., the m be.,Hd. A,.Is Design [ p gn opines ii.e., SperiullylogmeaJ; the seW essay IDO opiesecls oe maptcme ofthe Put essronel engiaeamg respeosibiliryfmNm desigv of lhe,ingle Luss depnled ae the 100 ndy, under 1pl 1. the daigo assumption,, koliog seadilues, ,vilobihry mdnse of this imss JULIUS LEE, P.E. for cry Building is tbeospe,ibirly efthe Direct, the Owner's ruthoritedag.1 of the ledding Midua, in the orwl el the 11C the ll(, the lend building ode end TPI 1. The oppio.ol ofthe TOO and nny field use .1:Wtos,inducting bundling, slumps, iminllolian end bndng, shell beMrrnpuesV0y althe Building Designer end #34869 (enhedor. ADeoles sal oodmthe lDOcndth,pmd'ues end puidetioet al the taild'mp(ompaeeol Saleq lotommlioo(A(SI(peEBshed by iPl and Sl(A om r0eineed lot penenl guider. IPl l defines 6mespondbililies end duties of the Truss Designer, Loss Design logineet cod Truss Menefedmer, endess oth,ren defined by a 1109 Coostml Bay Unto upend upon in siting by ell pudic, bected. The inss Design Enpinem is NOT the luilding Designer ur Luss Synem[r&,nlw cry building. All ropileli,ed termsmeesdef ed W IPll. Boynton Bessels, FL 33435 (epy,ight @20T(AI Poo! Ermserhlins lee, P.E. lepredudien eftbis donmenl, in any form, is prohibited riMom rr0len pnmission Ism AI Aaonrusses-Julius lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 FL10 Floor 1 1 A0465907 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 Mi rek Industries, Inc. Wed Jan 07 07:57:08 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-ZYdTQgwYgsRNL4TOcij0Or3KYwmOsMGnhZACgZzxql P 2-6-0 01�-4 Q 2-0-0 QP40 I� 3x3 II 1.5x4 II 1.5x4 II 1.5x4 II 3x6 FP= 1.5x4 II 1 2 3 4 5 6 7 8 9 3x8 MT20HS FP-- 1.5x4 SP= 8-3-10 0 Dead Load Dell. = 3/16 in 3x3 11 10 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1%O TC 0.85 Vert(LL) -0.19 15-17 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.99 .. Vert(rL) -0.35 14-15 >621 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(rL) 0.08 12 n/a n!a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 102 lb FT = O%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) 'Except` 132: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied.or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 15-17. REACTIONS. (lb/size) 18 = 1193/0-3-8 (min.0-1-8) 12 = 1193/0-5-8 (min.0-1-8) Max Grav 18 = 1193(LC 1) 12 = 1193(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2928/0, 34=-2928/0, 4-5=3519/0, 5-6=-3519/0, 6-7=-3519/0, 7-8=2927/0, 8-9=-2927/0, 9-10=-2927/0 BOT CHORD 17-18=0/1778,16-17=0/3493, 15-16=0/3493, 14-15=0/3519, 13-14=0/3494, 12-13=0/1778 WEBS 5-15=567/284, 6-14=-563/288, 2-18=2062/0, 2-17=0/1343, 3-17=-300/0, 4-17=720/0, 4-15=-345/669, 10-12=-2062/0, 10-13=0/1341, 9-13=-299/0, 7-13=-722/0, 7-14=-348/666 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �F WAININ6-Plena @-sully mien the"A-I to OF IRUSSIS('SELlE1j. GIN FIAI If INS I(UNOITIONS(fISTOBItrBUYFIjA(IBOWEEO61mFNrf—. Pnily designp —lns ondhmd coin oa this I., Design Droning(TID) rd toeloanslee, PI. let— Sheenefine use. Unless.1h arise sided a lhe1OO, only Nidek—t. plmtas6mN6eusedfo,thn Too tm he cold.ArmT— Design Fngleeer(i.e., SpnidlyFvgxm), IMuoloomny TODapasee1,nmapfi—d the Foress4nl enpiueamgropm66ifllb, the desige d U. sirgl,I dephled mm the TOO a 1t,urd,,1111. The desipomnompl'n�s, lending rmdifmns, w44i51y ood me d This I JULIUS LEE, P.E. h, my Bayne Ts Nle rnpmnsi6ilily mf l6eDane,, the Onmrsemthnued agml mr the Bugdimp Onryner,inlAe romen m116e II(.I4e II(,14elmsal6uild'upmde mid lPlL Thenppmrol dthe TODmd mty 6,14 use0He T.%ind4q Wfir/.atomic, ustollmimn med kadg, hdl At It, ,,pmiliHy d U, hildimg Onpner and #34869 (nntmslm. AD motes set met in the TOD®dlla p ohs and goiddinn d1he BeildagUrrpmmenl Sdety lnfmsmmtiu(B(SI( p650,0ylPl W S1(A me afnemed far Do lOuidmna. 1111 dermas the aspmnsihilitinmdduliasdt6e imss Desipnes,LussDnipe EoAinen mid lmss Mmndotlsner, onlns eMervim definM 6yo 1109 Coastal Bay Gmhmlogmed upomu eririnphy mOpmrdesimolred.the Tan Design Eal— it NOT the Bmildinl OnigneraI..Splem Enpigemfmr mq h0dimg. dll mpitm6ced toms are ms defmdin lPl 1. Boynton Beath, FL 33435 (.pyrip41J7O11 AI loot GmsseeF lies lee, RE, lepmdmtim mt Nis dmomed, m mmy loan, it pehi6Bed nithod.rNlco permission hum AI Peml Iassn-h gins lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465908 60332 FL11 Floor 1 1 Job Reference (optional) Al Kuur I Ku AACJ, rum I rICRI'C, rL 0-+V9U `tzcliL Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:09 2015 Page 1 I D:W?quLcr?Re?LfzLe98RjH4yHM91-1 kBrdAxARAZEyD2C9QEFw2bbfJF WbwuxwCwlM?zxq 1 O 2-0-0 2-5-3 3x3 11 3x3 = 1.5x4 11 1 2 3 3x3 = 4 3x6 = 2-8-2 3-8-2 4 8-2 7-4-5 3x3 = 2-8-2 1-0-0 1 0-0 2-8-3 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.05 5-6 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.36 Vert(fL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(fL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 41 lb FT = O%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 466/0-3-8 (min. 0-1-8) 5 = 466/Mechanical Max Grav 8 = 466(LC 1) 5 = 466(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP.CHORD 2-3=-539/0 BOT CHORD 7-8=0/539, 6-7=0/539, 5-6=0/539 WEBS 2-8=-634/0, 3-5=-629/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard WAININD PIenelhaosgM1tymr!,.the'A.I RUDE TRUSSES rSEflfl'�CHIME TERMS&CONDITIONS CUSiO4.11 rKY11JACKNO'YOIDGIMINr Imm. Yeiily devge pnomelen and runt Coln an lh2s Luse Oesi�Diomieg pOOlmdlklolioslee,P.E.leteame Sheet helort use Unless elharise stoledte @e1o0, only Nifekamesror ' • ` kaahollhe ou4for As TOD tt be ald. A, t Tmss Dei E IUUUS LEE, P.E. p gn npioem 1i.e., Spaiolty Engineer), the sed m ooy100 repnsmis of maplome of the gotessiouvl engiteaiog uspensi6ility fa the desige of the single Tmes depiled to thaIDD wly, ender RI I. The design oseump(nty Lodiag atditioos, eviluhiriry and use M Ihis Luss for coyly III is the respoesmility tithe One,, Me Oro- olhorind ogerl or the Wilding 061m,,it Is, Meet of the llCthe III, the tail Wlditgtde®d TPI 1. Theuppimel Who IDD and cry field me of the lass, isloding bnndrmg, sampe, imstolleien and Erodeg.04 be tAeaspeosililityoltheloM.UDesige—d #34869 Conladm. AO eofes set out in lhelD0 oed16e pitakeserd Ooidelinesdthe laildiep lompooenl5alerylnhrmatiot(B(S1l pehlielrcd hylpl oni Sl(A ne rz(aenad for peneal guidmme. IPll Berne, l6e nsponilhirilin and duties of the lass Desipna, Luss Oesigo[opineer and Luss Mocatedner, unless oMn.irz dermed 0ym 1109 Coastal Bay 5*0 oWood span to n1mg by on porfin imohed. The Truss Desgln Tolmeer is NOT the loilding Sniper or System [ciam 1m oey bund'esp. All eopiteied Was rue n dermed is IN 1. Boynton Beach, FL 33435 6pysighl@ 2014 AT Rod LtaerJvlius lee;AE, Reprodallet al this do,m M, fn toy, Imes, is pehiblted rithoot dfen pnni%1. hest AT leaf Trnas-Miss It,, F.F. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 FL12 Floor 1 1 A0465909 Job Reference (optional) He KUUr IKUJ.0CJ, rUKI Vir MUM, rL-KU413 0-3-8 1-3-0 2-6-0 1.5x4 11 4x6 11 3x3 = 1 23 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:09 2015 Page 1 ID:W?quLer?Re?Lf7Le98RjH4yHM91-1 kBrdAxARAZEyD2C9QEFw2bXEJ9YbgaxwCwlM?zxg1 O 1-10-5 1 240-0 1 1-3-7 2-6-0 Dead Load Defl. = 1/8 in 1.5x4 II 3x3 = 1.5x4 11 1.5x4 11 3x3 = 3x3 = 4x6 11 4 5 6 7 89 10 16 15 14 13 12 11 1.5x4 11 4x6 = 3x3 = 3x3 = 4x6 = 1.5x4 11 7-3-5 , 8-3-5 2 LOADING (psi) TCLL 40.0 TCDL 20.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2010frP12007 CSI. TC 0.72 BC 0.74 WB 0.52 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.14 14-15 >999 , 480 Vert(TL) -0.23 14-15 >687 360 Horz(TL) -0.03 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 78 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 865/0-3-0 (min.0-1-8) 10 = 865/0-3-0 (min.0-1-8) Max Grav 1 = 865(LC 1) 10 = 865(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-743/0, 2-3=740/0, 3-4=740/0, 4-5=-1832/0, 5-6=-183210,6-7=-1832/0, 7-8=-735/0, 8-9=-735/0, 9-10=-737/0 BOT CHORD 14-15=0/1574, 13-14=0/1832, 12-13=0/1574 WEBS 6-13=325/0, 1-15=0/1088, 4-15=-973/0, 4-14=0/492, 10-12=0/1079, 8-12=-261/0, 7-12=979/0, 7-13=0/553 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2). Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0`.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �P WA1NfN6-PIm,e TM1wauAblymien The"A.1 Roof nUSS1S(SEMnj,6[NnALTEBMS A(UNOBIDNS(IISIDNEIrBUYEI'II(CNDWI[DB[NE9r (wm. Wilydesipponeort andmad roles m this huts Design U-ingODD) vad the Who, lee, PA. War —Sheet before use. Uotenethearrise stoledoe lhelDD, Daly Bilekmnoeenr pmles rhollbe used lm the iDO toMeeRd.A,aTmss Desip fngiaee,li.e.,Spe,iuNyfogwee,), the rset esy i00 rtpeseehcar cerept— of The pmfessited mpiaeewg respmsihilily1. the design of The ri.11,from dapNhd as she Too aody,wdo, IN1. The dnigoas—plioor, hadigtandition, suilaNtay Dad on of this Truss JULIUS LEE, P.E. for my BdldmD is the respoosibiDty of the Dweer, she Dwnd, sofhearted sitar or the Budding Desgner, in the matter el the 111, the 11(, the lmst building rude and TPl 1. the opp, 1d the ND and my Dell nu el Mc Truss, including Radial, s(orge, bsidarion cad brorieg, ilad be the respeosilility of the luildiog Designer and #34869 (Ware BAD at,,s,I nut ie the TDD rod the pm dire, and pid'hom of the InIfirg(ompoehI Safety tafermoti.(8611pobNrkd by TPl and Sl(Aao aeforecodfe,general goidann. IN Idefiner the anpoodihfies had duties of the arms Wiper, Truss Desige fhpineer ard Truss Mhnuhdaeg unless otherwise defrd by h .1109 Coastal Bay [enhodapeed upaiowriTinp by ell poMesimolred. The frets Design fnghner is NOT the haikliq Designer or Truss System F"imsrfar toy b0d'my. Allmpitufindlnms ore m d,fad ie ITT 1. Boynton Beoch, FL 33435 (airtight ©2014 AT hoof trusser -Julius lee, P.I. teprodudion of this date-1, is soy Wer, it Prohibited withed orifice pnnissice Tm® AT goof ImnerJulies lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465910 60332 FL13 Floor a 7 1 Job Reference (optional) Hl KUUr- IKUAbCA, rUKI l'lrKUC, 1­1_34U40 038 HI 1-�� 1.5x4 II 4x6 11 3x3 = 1 23 Run: 7.600 s Oct 32014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 O7:57:09 2015 Pagel ID:W?quLer?Re?LfzLe98RjH4yHM91-1 kBrdAxARAZEyD2C9QEFw2babJ8CbgAxwCwIM?zxgl O 1-10-5 1 2-0-0 i 0-7-11 3x3 = 1.5x4 11 3x3 = 1.5x4 11 4 5 6 7 Dead Load Deli. = 1/8 in 3x4 = 3x3 11 8 9 15 14 13 12 11 10 1.5x4 11 4x6 = 3x3 = 1.5x4 11 3x6 = 3x6 = 1-0-0 LOADING (psf) SPACING- 2.0-0 CSI. ' DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.11 13-14 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.20 13-14 >843 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(rL) OA2 10 n/a n/a BCDL 5.0 Code FBC2010lrP12007 (Matrix) Weight: 81 lb FT = O%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 906/Mechanical 1 = 908/0-3-0 (min.0-1-8) Max Grav 10 = 906(LC 1) 1 = 908(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-778/0, 2-3=776/0, 3-4=776/0, 4-5=-2023/0, 5-6=-2023/0, 6-7=-1951 /0, 7-8=-1951/0 BOT CHORD 13-14=0/1685, 12-13=0/2023, 11 -1 2=0/2023, 10-11=0/1296 WEBS 5-13=261/0, 1-14=0/1140, 4-14=-106010, 4-13=0/569, 8-10=-1502/0, 8-11=01765, 7-11=277/82, 6-11=-481/149 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about -its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard /,� WdINING-FWxtlosoogAhl mL�@e`Adl00F BUSSES jSEIRlj.6[NElil R14S L(ONDRIDNS(M011flrlllYf111(CNOWLE06E4ENrlmm. ynifydesipn purmelen oednod eaWmlhis Lass Oesiga OmriegPODj eed the LGaslee,P.F.lefemme Leelkfine me. Onlasol6ea.ise tloledae lAVIDO, nnrydelek monemr JULIUS LEE, P.E. "� pbin see06e avdfm Ihe1110 to k aNd Is a Loss Oesi9nEnginen (u.,Spmidly Fogmeml, the ad oo auy IOOrepnsnls na auphase nl Im polessbul anguen®p aspauv'6ifiry Iar INe dnsige of 0e sbgte Loa dephled oe roe IDO roly, under RI I. the deaipe oacmptwns, Lnfeg randilioos,suitniiOry mdnse of IhisTtuu be vep lalfing is lleaspoes3Bry at Me Oveeathe Oreeisaulkrued epmtonhe LOdiop OesigMr,istheamea of the liLroen6thelml LOf grade andRl 1. IDeappomlalroe NO and mtyfeld osedNe Tass,iadufing 6aaCfop, daloie,amOafim nod eraoep, reoD earonnpoailiDly olthe Litliap Desipnn and #34869 (enl,.W. AD enter set out in the TOD ad An pmd'reserd poidermesdMe LM.g(aapasend Sdgble-res d6gpahDshedhplPlu4Sl(Aerenf..,d far peoaolohna. T71IMines tlelespaos3Sfies and duties tithe Truss Designer, Truss Design ligh—and Truss Nacefader,euless etleraia deficedEy a 1109 Coastal Bay (anheder®eedepai—itbgey.n"'Minmteed. Tee Tars DarpTurn- is NOT the luilding Designer erTruss System Eapieeedor ary building. All mpiloRrA lnmsme os dermed©IPI I. Boynton Beach, FL 33435 hpyriphl �rDII AI Pro} musses-h5 s lee, LE. Iepodad'nn slMis donmeer, in aeg brm, is pohihited riMwt rrOlm pnnisiam hum Al loop Trvsas-hr., lee, I.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 FL14 Floor 3 1 A0465911 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:10 2015 Page 1 ID: W?quLcr?Re?LfzLeg.8RjH4yHM91-VwlDrWxoCTh5aNdPj71UTF8ncjaHKKX49sflvSzxq 1 N 0-3-8 H , 1-3-0 241-0 Q 2 $ 2-6-0 1.5x4 II 4x6 11 3x3 = 2 3 3x3 = 4 1.Sx4 II 5 6 4x6 11 1.5x4 II 7 12 11 10 9 3x6 II 8 1.5x4 11 3x6 = 1.5x4 11 3x4 = 1-8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DC 1.00 TC 0.43 Vert(LL) -0.04 8-9 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.39 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2010frPI2007 (Matrix) Weight: 40 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 490/0-3-0 (min. 0-1-8) 8 = 488/Mechanical Max Grav 1 = 490(LC 1) 8 = 488(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-627/0, 2-3=623/0, 34=623/0, 4-5=-1001 /0, 5-6=-1001 /0 BOT CHORD 10-11=0/1001, 9-10=0/1001, 8-9=0/1020 WEBS 5-9=-254/192, 1-11=0/724, 4-11=-531/0, 6-8=-1077/0, 6-9=-203/306 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard WNemelhomaenwhe'A.110OFTPNSSFS(111111rj,611111A11114S6Vailtd (ONOIIIONSOISSOYfPr8UYF1�A([tia'flIF06FYFN1'fwm.nig.pmmtkandrealeaeswthislroa0,CpD-ieg1f00)nd0ehka,l,,,F1 blur ... S1ee11e1meose. 10 IblessothenisesfoledaslhlODeahYdektoveeArt 00SLEE,KE pLlent,hIN6-Pl.0heos.I ghlr for the TOO lobeaolid. Asa Loss Design 6pnen(s.,Spidly Fugiaa�, the seal.. cut TOD.q ntswmeplmse of IT.F.f.0-1 aln.nug.sr.sihirly Ise the desig. of The bit, 1'.. deputed to Ile NO wly,onder RI1. The desip outmpl'woy ModiagswriNoet, sabbifitp do. of this T.a Ta aq taifdiop is thnartsadirymlhe 6woer, melr.mrs omnxued opmf orme luadiap o.use,r. ianeeomm aFmefPCroe tP4>r,Forms"lrmp.d,®dIPfL The aprmal o(ne TOD cd®prli use of the rraamrrodmP haeRmq. castle, uneNaroa cad modep pan he the tespoariirg ofroe hifeog oes:gea seed #34869 bo1.Nr. AO eolesul emmfle i00®d be paduesetd pidef asset dhe h0dxp(ompanm5merylslamatios(IOgpohfishedhy lPl aaASlG aermerenred tat pnadloidome. Iflldefinet Neresp,nsih3(es atddNrtsmMe lra. Desiper,Tra, Oesip[opi,ar and Loa MeoafaAney m6s sthania defudhya I109 Coastal Bay 6stmntpteelurtuniymp by a0 panesiao6ed. The Trva Mile Fsliaea is NOT the lailf"I Mips, aTr.,Spero Eociaea toratyhlft 111,41a5mdtaus a,.depaednlP11. Boynton Beady FL 33435 fapysipht� y01a AI lam fassechlhs leq P.F. lep.duaist of this de une w,ia nap Isra, is rslihOed without whin p.6,,ias from Al last Trasa-hfrv, lea, F.F. Job Truss Truss Type oty Ply Std Pac/6511 EL C A0465912 60332 FL15 Floor a r 1 1 Job Reference (optional) Al KVVr IKUZW:Z), VVKI 1'ICKUt=, rL 34U40 i 2-14 t 1- 1.5x4 11 3x3 = 1 2 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:10 2015 Page 1 ID:W?quLcRRe?LfzLe98RjH4yHM91-VwIDrWxoCTh5aNdPj71UTF81bjUJKNH49sflvSzxgl N 2-0-0 i 2-6-0 3 3x3 = 8 9 7 10 6 11 5 1.5x4 II 1.5x4 II 3x3 = 3x3 = 2-4-4 3-4-4 4-4 4 - 7-1-4 244 1-0 0 1-0-0 2-9-0 Plate Offsets (X Y)-- f1:Edge 0-0-121 LOADING(psf) SPACING- 2-0-0 CST. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.11 5-6 >779 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.13 5-6 >636 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 38 lb FT = O%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 454/Mechanical 5 = 454/Mechanical Max Grav 8 = 454(LC 1) 5 = 454(LC,1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-508/0 BOT CHORD 8-9=0/508, 7-9=0/508, 7-10=0/508, 6-10=0/508, 6-11=0/508, 5-11=01508 WEBS 2-8=-617/0, 3-5=-589/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard WAINIXG-PleaseThoroughlyreviewthe`A4ROOFTIUSSFS(VIIFRIGINFRAtRIM5DCONDITIONSCUSTOMERrlU1111AII(Nowaomarform.YmOreesignpnmedr andreadDotesmThisTrussOesigmDiaving¢DDjvnd1lelelieslee,P.LleferemeSteelbeforeose.Unlessdhenisedoledoothe100,onlyMilebmnnedor plalesehrllbeusedfollhe TDDtenboeand. AsaTross Design Fopieneev(.e., Spesidt{Fngioeea), Tha sed on oey lDO r<pmsmnoe weplome of the pmfesimnd anti—ing nspemsibility fordo design of [be singleTeres depuledao the FIND mly,ondm TPI 1.@e dmipo mssumplians, Ieodinglmditions,uiloli0y oedase of Ibis Loss JUUUS LEE, P.E. Tar may Hiis nespuosibllily ofTht Onto, the Cori,000orited agent of the ImIding [Striper, in the reartut of the 114 the 11(, The local haildiogndo and TPl 1. the optimal oflht 100 and any Field one dif, Tmss, Mating handling, slorole, uffiUotien and binding. shell he the respoasihildy dth, gadding Designer and #34869 "altder. AO oohsset and inlheTDD oodMe pmd'uesond puiderioes otlXe Raiffug(ompuoentSdety lnlarmaliw(D611 pabgshed bylll and Sl(A ne relmenml hr Oeoemlpuiderm. ITT I dtfe,th-,imislbifities and duties of the Tmss Designer, Truss Design login., card fears hivefadmm, units, vMmwi,e defined Toy o 1109 CoaSfal Bay bnlmdoWeedupow writi�p by o0 podiesiavotred. the forest Desiln Fnptmer is NOT The loilding Designer nor Truss System faginmr for any budding. ADropitalieed terms ere as deflated 10PI 1. Boynton Beach, FL 33435 bpyriDMJ2011 AI loaf LosurMias lee,LF. Retardation of This generated, To any from, is prohibited without niDen permissimm hum AT loot L:nses-loDus lee, P.F. Job Job Truss Truss Type QtY Ply Std Pac/6511 EL C FL16 Floor 1 1 A0465913 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL M46 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:10 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-VvADrWxoCTh5aNdPj71UTF81vjbVKN?49sflvSzxq 1 N i 24-8 I I 2-0-0 2-6-0 3x3 11 3x3 = 1.5x4 11 2 33x3= 4 3x6= ...,..� �, ,.....� �� 3x3- 2-9-0 3 9-0 4-9-0 7-&0 2-9 0 1-0-0 1-0 0 2-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.05 5-6 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.38 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 41 lb FT = 0%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8 = 475/0-5-8 (min. 0-1-8) 5 = 475/Mechanical Max Gravy 8 = 475(LC 1) 5 = 475(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-562/0 BOT CHORD 7-8=0/562, 6-7=0/562, 5-6=0/562 WEBS 2-8=-656/0, 3-5=652/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �P WAININ6 Pfear, Amolblymriev the'A4 RODE TAUSSE5CSE8111, 6ENVIAI HRMS ACONDITIONS (USIOMItrigYfilA(KNOWIEDGEME8rletm. Yatily design po«mdon,cad«ad roles on, Ibis hues Design MovitgRUP and the lulimslee,P.E.leteaae Sheol before use. Unless olbmvise stated me the TOD, only Mild tenardar platasshaghesad far the TOD1.be solid. As a Tress DesignhAnneetli.e,Spmiahr Eegiarl, the sed on nay lflhnpmroi.or«ptmne of the pteleaionel agioeain, "Iresibibly for the dmiga at the '41,Tess deputed on the TOO mly,nrh,Oil 1. The design-seeptiou, laodingiandilmae, suilWAIT and me of Oi, Tmx JULIUS LEE, P.E. Its ary Bdldmg isthe «spoasibility at the Ovnq One hear's entire third a gent or the Budding Designer, intleadat al the I161he1P(,the 1.1 hildagrodo and Bit 1. heoppiaoi of Me IDO and any Do Id 1,t1the Truss, indating WWIng, slealt, foffiIiatien anAWang, eball be the Isspmsierdy d the hiWing Dositnerand #34869 Grander. AD at Iaol in the TOO andlhe pridis ad Do notions at The hilding(empomet Safely Id—lioot8611 published by Tit WSKAa,,"Ies."I to; gom,"I 06dooa. I1I I defines the Iaspmsibiriia and Man dth,Tass Dosign e,, ha a Do sign laginmt mdTom, Mainland.,, sales other aito defined bye 1109 Coastal Bay Cori attend upon in siting by ell por6esbanished. Ilia Lust Omits Engia<a is NOT the hiding Designer uTruss System tattooer or any budding. All apitofirad terms are as defined in IN 1. Boynton Beach, FL 33435 Copyright @ 2014 AT lal Tastes F Des lee, U. hlomdodian at this dammed, in any trim, is prohibited vithn.t mitten pmmissim Item Al hdl.", Julius lee, U. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465914 60332 HC4 RAFTER e 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:11 2015 Page 1 ID:YwMtazYTmRGkHbSJ_pTy?Kyn003-7Jb2syRznpyCXCbHrHj?ThzZ70d3s9ENWPsRuzxglM 2-9-5 --- - ' 2-9-5 2-9-5 2-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.02 1-2 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.00 Vert(fL) -0.01 1-2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 4 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5 oc Standard purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 93/Mechanical 2 = 93/Mechanical Max Horz 1 = 41(LC 8) Max Uplift 1 = -69(LC 8) 2 = -78(LC 8) Max Grav 1 = 93(LC 1) 2 = 93(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) ' 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 1 and 78 lb uplift at joint 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. QW21NIN6-Please lh..04 mfe.the 'A4IODI TIDSSISrSE11111GRII1111LLiS8(ONOIIIONf(IISIOYEII'POYFI)IRRO'tR[O6E4E8rInm. Vadidesigepa—lo-dreoinft,.lEis Loss Oerip O..Ng lEOOjanl Hekfm Car, P.I.Water, SAW klmeas, Wasalla.ise sloled oe the TOD,alp Lvdiianeaar dJULIUS LEE, P.E. phln shell De and Li It, TOD[. be roK Aso Loss Oesipe hith ar (.a., Spout, Fagaeer); ID. sa..y TOD apesa1, a.,it.. al the pola,ind aag'mnin rerpnGbildy 1.1* dedga of the siino,Tie. dgiled oe the TOD all, order RI I. The dasip ssmapliers, Mvdlq raadfnes, wit,91 and use al this Lau for a"1141ag is the lespaaiEddy of the anti, the 0—r', whuad slerl he the Wddsp Desipar,ufit, rowel al the li(, the III,lhe 1.1bilf.pade gad 1111. The oppaabftbt TOO aad tryfall tad the Truss, Ldodrp Ldfmg, stamp, itlaOw nand bm®➢.0.11 he the rayasdriD1y 0the Iddin Desiper and #34869 (aaader.III nk,.toatitIheIDO.dthe pmdin end04,1nesalthe laibfig(ompeaalWegfelt, . list 0CSQpebOsbedby111rod5l(Atie Written! farpoemlpmd.a.Rlldefinestlenspnu2iDlia.dduliaahl<iassDesipea,tauOedpa6pio.rmdLossll.oledner,.lassaba.inMad bra 1109 Coastal Bay (antadaped elan it enitmg by.Op finwaited. The Tali Oasip 511— is NOT the raitdtnp Taipei erlmss System Enliaerrfa Dry Wiing. All repitelited toms men defied in IN 1. Boynton Beach, I'L 33435 (epyridhl92O14 AT far LaxeWin 1e,11. Iepdulian olthis doe-0, he og tom, isp hibiud vifh.t Wla petedui. fro. A) 1.1 Tie i-W,., lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 HC5-5 RAFTER g 1 A0465915 Job Reference (optional) Al RUUF I RU55E5, FOR I PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:11 2015 Page 1 ID:p76fw3eFtjd?t13WNJm2iPzelyY=7Jb2syRznpyCXCbHrHj?Thyg70d3s9ENWPsRuzxg1 M 2-8-9 2 2-8-9 W12 2-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.02 1-2 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.01 1-2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a n/a BCDL 10.0 Code FRC2010lrP12007 (Matrix-M) Weight: 4 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5 oc Standard purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 78/Mechanical 2 = 81/Mechanical Max Harz 1 = 55(LC 8) Max Uplift 1 = -58(LC 8) 2 = -83(LC 8) Max Grav 1 = 78(LC 1) 2 = 81(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 1 and 83 lb uplift at joint 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. QWAININ6•Plase Thn.01,rnieethe 'A.1 lOOF 1AOSSnrSnllri, 61NnAl TRIIS 6(ONDITIOAS(USTOD.11 r111111j WNONISD6FY(NT'he. onilydaiip pamel<u aadrentninoo IS, I­D,fp Omdag JOIN ad Ihelvrms lee, P.L let -SIeelhefonvm. Wlea etherrisa stvledav thelDD,aell WLkrmoerhr pkTessheOle andfvr TlelDDM1he ea6d. AsaTren Desyn Fvgiaen li•.,SpnidryregeenL the"deo ery lOOirynseok®naplamevl lb. p f.ssionel avginnug"spoum6ly 1. the desip of the single Trvss dghled vv the TOD coll, Wei Rl 1. Be drip nseeytnm,leafmg swdirmu, WIMI, ved me vl lhio.i JULIUS LEE, P.E. far at RAdiol Is the lespneifity of the Oren,Ile O_rsealb"helepnlar the leddhe DesigmI, The omen of The llL In Ill, the fod boildiop left ad 911.the alpoeel of he TOD adayhelloss 0the Trom Wediug hoodlmp, sfoage, ioslo6otioa cad bro®p, shag he the iesputiifnl ofthe loildiog Dolignn and #34869 6olmdee. Al notes Ill oA i.lh,TOD cod the pcdies end pidefines aIli, luOf¢p(ompetat Sofely lof—liceB(91 poblshd by TIT a al Sh4 uerelaemal larpnml,oidsa¢. Illlder¢n NerespovdDdlies mdd4ks eftleimss Desiper, Ima Desipg[opineer and lma Bomfad¢a, onleu etlnnin deficedhya 1109 Coastal Bay Lohod ap"depomsnitinp hl aDPortia mgolrzd. Ihehmss DoOpEogleen is NOT the lmldiog Dnipet erTm Syshn Ealieeeef-ey hoDdinp. Boynton Beach, FL 33435 6plripM9pO11 AI lool Trams-ktfias lee, P.f. tepodvoian e1His dmmeol, m oal lam, is pahihited vitloat �rillen pnnisimn has AI Ivol Cusses-F�rivs lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465916 60332 HC7 RAFTER TRUSS a 30 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:11 2015 Page t ID:In 1 E14n4krFMR5vCX81 ws4z20vo-_7Jb2syRznpyCXCbHrHj?ThyL70d3s9EN WPsRuzxq 1 M 2-8-9 219 5 2-8-9 -12 0. -12 2-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.02 1-2 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.01 1-2 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5 oc Standard purlins. BOT CHORD Structural wood sheathing directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 70/Mechanical 2 = 72/Mechanical Max Horz 1 = 100(LC 12) Max Uplift 1 = -83(LC 12) 2 = -137(LC 12) Max Grav 1 = 70(LC 1) 2 = 72(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) * 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 1 and 137 lb uplift at joint 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WAININD-Plnse thorougAty rerien IWA I PDOF h1OSSIS r501d11, DENIAL IVIES 1 CONDITIONS CUSIDNEtrBOYE1jA[CNO'tlf[O6[PENPIoin. Ynilydesigo pa —do, one rend Dales oo this Des, Design Om�ing(IDD) and the Julies ley P.F. Pelerene Sheet klme me Wn, oIb-iu stated an the IDD, only BiTA—dor kIe„I,vlhea,.aronhemgmhe,aDa. a,aua„De,. I ' IULIUS LEE, P.E. p go npineer li.e., Speeidty Engineer); IM1a seal on any TOO reptesnh oa waptanm of the p,olessi000l eogiaeniep iespansihilily for the design of the angle Doss deputed oe Me lOD only, under Rl 1. Tha design o,sampl'nns, landing taaSNons, soilohihry nod use of lhi, Dn,s IoraeylAdg4the,spoos3illty al Me Drgn, Me Dmeiseatharuedaged or lM1e WDdinp Desiprdr,mtle mmea of the 11C. the 11(,the loml h0d'ngrode ad TPl 1. The epp,o IsfthelUDand Drip meld use al lheTrots, iodndinl handlmp, doroPe,isstallatianondhtadnp. slollbethe respcasihilityolthe Wilding Daignered #34869 CnUdo,. AD aotes,et Winb, TDDoodtheptad'ue, mdpaideli1109 Coosfal Bay Ootmn opined upagia ariti�ryhy eO Forties imolrod. the Im Design Ehnen is NDlrhe Wildi., Onigaer w Doss Syst,. blinen for Day huitding. All api Ind in., a, oe ddmed in 1P11. Boynton Beach, FL 33435 (opyriphtap011 AI 1wf insses-F lin lee, P.E. leprodudioo atihis dorome,d, in eoyloan, i, pmhihhed vitMoi rritlmpermission emn AS Pnol lrvnes-Jalius Lee, P.F. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 HA Diagonal Hip Girder , 1 1 A0465917 Job Reference (optional) MI muur TKVJJCJ, rum riERCE,rLJ474o Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:12 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-SJtzGCz3k5xpphnnrYoyYgD6UXFVoJPNcA8PzKzxg1 L 2-3-3 2-3-3 3x4 II 2-3-3 2-3 3 LOADING (pst) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: MiTek recommends that Stabilizers and required cross bracing be installed during truss erection; in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = -53/Mechanical 5 = 224/0-11-5 (min. 0-1-8) 4 = -66/Mechanical Max Harz 5 = 107(LC 4) Max Uplift 3 = -142(LC 14) 5 = -212(LC 4) 4 = -108(LC 14) Max Grav 3 = 75(LC 17) 5 = 433(LC 12) 4 = 337(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 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 ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc: 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift at joint 3, 212 lb uplift at joint 5 and 108 lb uplift at joint 4. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 161 lb up at 1-3-7, and 110 lb down and 161 lb up at 1-3-7 on top chord, and 156 lb down and 74 lb up at 1-3-7, and 156 lb down and 74 lb up at 1-3-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 4-5=-20 Concentrated Loads (lb) Vert: 7=138(F=69, B=69) 8=89(F=44, B=44) �1 TVAININO UPtease lhnaugblymhvThe`Ad10DE TRUSSES[VULE1j, 6ENF1ALTERMS A(ONDRIONS(115101E1rBUyE11Af1INOWt[ING1NENr Ina. gaily design peaneda, end rend oat, ne this he. Design Droving PD)nod thedul'ms Ten,M.lefnmm Sheet Teton use. Unless olAenrise stofed11 The TOO, only lNlekmnnenn pklnshetl healed for the TOD 1. be slid. As n Tress Design Enginee,Cie., Spedhy Fognee�; the sent am ooy TOD npresnts me nmpleme of the Faf-i Im9ioee,in, pensibirdy lm the design of the single Teess depktedon the TOD eety, messes ITT 1. The design essuesdims,len1mg anthims, wiebigry®d ale of This lrvss JULIUS LEE, P.E. I.,ca Bsilding is the mspomibilily afthe Ovoa,On Ov.(,mslheriud agent or the Building Designer, in Ike agog of the 110E the ISE,the boat building ad, end TPI I. The App,oeoIefla END nod noy held use 0 the Tau,iseloding handling, IT In, insmllmien and leaning, A.Ube, the mspao,ibilNy If the 1011eg Designee nd #34869 bnh,nhe. AS notes set out in the TOO end the pastas end leidefine, of the 106n0(melonem SafeglnfmmotimB(Sl)pehU,hed by lrl and S!(Aom refes—d fro penal guidons. IBl defines the mspoesibifilies and Min,tithe TmssDesilea,T,uss Design leASneer end 6ess Benuloame,,.111, denim defined by 1109 Coastal Bay [enho4 opreedupan is vr0inp by olt posiesimolred. the Toss Designfopioeer is NOT the LildielDesign— TrussSystem lelioenter any building. Alimpilohmdternsomosdeheedin TPI1. Boynton Beach, FL 33435 (opyrighl©IDII AI loot fiames�hlws lee, P.E. leprododion ai Pois daomem, in eap fo,m, is proAihned vifboat nAten pnmissim, from Al tool Gusus �Fulius lee, B.F. Job Truss Truss Type Oty Ply Std Pac/651,1 EL C A0465918 60332 HJ2 Diagonal Hip Girder r e 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:12 2015 Page 1 ID: W?quLcRRe?LfzLe98RjH4yHM91-SJtzGCz3k5xpphnnrYoyYgD5bXCSoJPNcA8PzKzxgl L 1-10 1 3-8-2 1-10-1 1-10-1 1.5H 3x4 11 3.8-2 3-8-2 -- Plate Offsets (X Y)- f5:0-2-0 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.07 4-5 >571 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.05 4-5 >781 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 201/0-11-5 (min.0-1-8) 3 = 44/Mechanical 4 = -12/Mechanical Max Harz 5 = 134(LC 4) Max Uplift 5 = -194(LC 4) 3 = -67(LC 6) 4 = 42(LC 14) Max Grav 5 = 492(LC 12) 3 = 47(LC 11) 4 = 287(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 194 lb uplift at joint 5, 67 lb uplift at joint 3 and 42 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 161 lb up at 1-3-7, and 110 lb down and 161 lb up at 1-3-7 on top chord, and 156 lb down and 74 lb up at 1-3-7, and 156 lb down and 74 lb up at 1-3-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-3=-70, 4-5=-20 Concentrated Loads (lb) Vert: 7=138(F=69, B=69) 8=89(F=44, B=44) QMINING -PYaaO...ghtyroits, lit *A4 NOT TIOSSFSr9Fl(Fej,OTN(1Al TTIYS6CONDITIONS (IISIOY.Ttr10T(1jA(hN011111OFIIFN'I...Ya,lfdesigap.mnelus Wa.deif" . Ibis Trans Design Orating lTDD; ead hehDuslet, h.Llefea., Sial kl.aas,.0elesso-h, staled as lb, TOO,aalf Waitmanedrt Ne JULIUS LEE, P.E. plates sk0 b...dfar Oe TOD a k s. L e.Nd. A.a %a B. gi."(u., Spatial', Fegie'.1 the red as asy TOO "P,eseeb...Ft . al 1k palensieed v.giwnnp respenGSifi¢ far 11.deshge ag the single Truss depiled.. the IDD.11, undo M 1, the Mile enompli.s, la,69 t.dili .,, WhiFbty®d.-I thus Lass 1. ray Wing is Ile mpooZdtr at the Ona,Ik Onotfs eetbesM.0.1as the Wlfp Designer, iathe adeal of the R(dk lit, tie T.ol Urinal ad, aid TP1 1. TheoppntaI IN TOD and my hell use ofthe truss, Martini knifing, shape, msh0afim aid Mail, stag be At Fespaasiilftty of the luldi.g Oetigueraed #34869 6aheder. AD votes sal oat m lbelDD win He pmd'am sad g.ideGoet dik Gdfmp (ompa.d5alety lnfarawtioo(0(Slr pab6skd bflPl m(51(A as afnenal lot peoeal guidance. Tit l dermas the mponsibTtin and duties at tie lass Desipner, Trust Design cabin, and Truss ugured-, ailm thtr.th defined by. 1109 Coastal Bay 6aad speed aeon it rfiliq by all pafiesioahed. Ik Trust Dail. Falinen is NOT lit h+i4fing Designer.lass Sfsleus[nlioe.T. art bidding. All mpiariadlemt.e as diluted It Tit 1. Boynton Beach, FL 33435 6pfriybl (•i701(AI goof Irmses ktf s lee,EE. tep.dudim d Bis do.me., m..f Iorm, igmHbBed v'dbod rnitba punuWan hoes AT hoot bonne,-IA.,Is,, P.F. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 HJ4 Roof Special Girder , 1 1 A0465919 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:12 2015 Page 1 ID: W?quLcT?Re?LfzLe98RjH4yHM91-SJtzGCz3k5xpphnnrYoyYgD4wXDvoJPNcA8PzKzxgl L 43-13 5-1-135 4 1 4-8-13 0-0 15 2- 3x4 = I 4-8-13 4-8-13 0-4-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.04 6-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.05 6-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(rL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* W2: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-13 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 333/0-10-15 (min.0-1-8) 12 = 157/Mechanical Max Horz 2 = 116(LC 4) Max Uplift 2 = -298(LC 4) 12 = -136(LC 5) Max Grav 2 = 612(LC 14) 12 = 657(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-815/89, 3-13=568/87, 6-8=24/643, 3-8=-58/342 BOT CHORD 2-14=128/827,2-15=-1141583, 15-16=-114/583,6-16=114/583 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 298 lb uplift at joint 2 and 136 lb uplift atjoint 12. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 18 Ib down and 28 lb up at 4-2-8, and 18 lb down and 28 Ib up at 4-2-8 on top chord, and 81 lb down and 53 lb up at 14-9, 81 lb down and 53 lb up at 1-4-9, and 197 lb down and 14 lb up at 4-2-8, and 197 lb down and 14 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 34=-70, 5-9=-20 Concentrated Loads (lb) Vert: 11=59(F=30, B=30) 13=56(F=28, B=28) 16=-5(F=-3, B=-3) PWAIHING • 1— Tloraoghlp w,i,. IWA-1 IODF IlUSS6rS111111, 6ENFIAI R14S 1(ONDITIONS (MON[I(IMIIA(CNOPIf[D6fYf.Nr Iron. Nailp dnig. pmomelns ead nod eoles.Ihis Irs Oesry.Oio.iog (NDSwd %e)vras lee, P.F. kh—, Sieel hlwe ose. Winwbn.h. stored e. IA,TOD, oelp whk—.4, php,d.flb,e.dfo,*,TOD1eb—FAkeTronDesiplej—lie.,Spendlf[oguenLthe sedooryTODap-t,....0—d16pdns:odecf..mgnspnvESlFlalkdasigodllesupleTmssdgkl,daath,TDDwll,wh,I111.lEedsipoonwp.a4afugrmGfmnwOoEDiryoedoseollLsfiou JULIUS LEE, P.E. fu aq 1A diag is The tespeseSli0 of the 0roey The D..rsoulhefind qwl ophe 6uildng Mira, athe rodetl of A, lIC IE,I14*.1.1 Wbg ade.d TPI T. The gpnd df,IUD nedooy Dell used The Tross,Muftg begirg, stoiole, esaUdiec aed ho®p, Doff k the respeasiiiNp ofthe mMg Dniwtt and #34869 60aMr. Allied es.Tnlmtbe TDO cedibepwnkeseed pidermesollh bUmp(ompo.dfdely lolannfioo(B(Sll phfiskdhp TPLni SI(A ne ulne.edla, peomlpuidanre. INN derae,tle,ngaaG6Lfiu®dddiesd He T—D,,Neer,Tws,D,dgo[opiowrondLoss 4o.fnirtn,wkv aMet.irz firkdhpe 1109 Coosfal Bay Fiobon opeedupoio Hiring by oO prNeseromed.I6i,ms Onip Fnlioenis NOTMe Edlfol Desigae,a Less Srstem(ogioenlm ooy budd'mp. AD upitafieedlnan ere., defm,d in IN 1. Boynton Beach, FL 33435 GP14im@2111 AT bed Ln-hli,I..,F.F. Iepiurr.at WS loomed, io oq loan, i, F,.NbO,d,Abe.t.0,e pe W.. hem Al laoTTw..es-hlioslee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465920 60332 HAE Diagonal Hip Girder e 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:13 2015 Page 1 ID:W?quLcr?Re?LfzLe9BRjH4yHM91-wVQMTY_hvO4fRrM_OGJB5umJ2xg5XlwWrquzVnzxg1 K -1-10-10 2- -15 5-7-2 -10- 110 2-4-15 3-2-3 JX4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.02 6-7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 6-7 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.11 Horz(rL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 4 = 81/Mechanical 2 = 28210-10-15 (min. 0-1-8) 6 = 84/Mechanical Max Horz 2 = 167(LC 4) Max Uplift 4 = -88(LC 14) 2 = -315(LC 4) 6 = -138(LC 5) Max Grav 4 = 98(LC 11) 2 = 282(LC 1) 6 = 89(LC 3) 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 nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 88 lb uplift at joint 4, 315 lb uplift at joint 2 and 138 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 Ib down and 102 lb up at 1-4-9, 87 lb down and 102 lb up at 1-4-9, and 33 lb up at 4-2-8, and 33 lb up at 4-2-8 on top chord, and 73 lb down and 52 lb up at 1-4-9, 73 lb down and 52 lb up at 1-4-9, and 51 lb down and 63 lb up at 4-2-8, and 51 Ib down and 63 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except LOAD CASE(S) when shown. Standard TOP CHORD 1) Dead + Roof Live (balanced): Lumber Increase=1.25 2-12=301/206 , Plate Increase=1.25 BOT CHORD Uniform Loads (plf) 2-14=278/130, 7-14=-278/130, Vert: 1-4=70,5-9=-20 7-15=-278/130, 6-15=-278/130 Concentrated Loads (lb) WEBS Vert: 12=85(F=42, B=42) 13=39(F=19, B=19) 3-6=-136/292 14=64(F=32, B=32) 15=-3(F=-2, B=-2) NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 0% WdININ6-PI,He ll,»egMy,mn the 'A I IDDf HUM rSE(nI', 6(N(111 IDNS 6(DNDITIDNS MOTOR rdlln11 ARN07t00619011"em. YnArdesign p-d", end send mh,. this hes, DnipNeieg(NP and thehr., Ten, F.I. Wes —feel Eetammo.Dn!ea m6enia stel'in. th'IDD, ul, Iilhmeoede, JULIUS LEE, P.E. plots s6Wlle evd :be TOD b be ,FA A, a Lon Desys Bjwnha.,Bp,iuNrfegueerl,the uWen net TDD.,pameawwapmre sttkphsii-l.pinningusP..Afiq tack design 011n,iiple Loss depitelnerte TOD eulg,ende, RI 1. The L%Cpn es 06as, king modifies, milubi6¢®dos, 0 ibis Less 1asg8A.1i, thelnpsn,m�rgmroeD.,a,leeoeeer, eahe,'vee ngestsnk wDaiegoedga,,nneesaenmmenr.men(, the Bast hoitaugmae endlln. The npp lithe TOD end .1 rmom 0 it, Tmm,� ADI ba�g,uan(e, ednneeM and mndep.,heDkit, m,psts1lity 0 the lnxeg Ded1—d #34869 6nmdm AB Mn set set in the TOD assibepudk,s end poidefines oftk 10dn0(ompund Sultry lnh,matlns(B61)pbhhedtyTH and SRA nereles—ltapeamlgnidoae. RllderisesHuetpssdbSties oFddniesstt6e Tmss Desipser,Lm, Desips[spisn, mdLsa Bendsdamr, mien Whneise defined it 1109 Coastal Bay (nnhed opeedupss ie vifiop hgsl psdiesimshed. the Tmss Desipn [spinier is NOTMe BsilrwlDnipneralmss Sgstem[npieea la any ludd'mF lD mpitslieM Inns ae ss delieed inlPl1. Boynton Beach, FL 33435 Gppightb ]DII AI Ia1T,mucJnras ke, rf. tepeduiien nlMis dsmmeW, Sn s� Is,m, is pmhnitnd vithsW nDlespnniaim Imm AI 1sntUssas-hliss lee, L[. Job Truss Truss Type Qty Ply Std PaC/6511 EL C 60332 HJ5 Diagonal Hip Girder , 1 1 A0465921 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 1-10-10 3x4 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:13 2015 Page 1 ID:MPquLcRRe?LfzLe98RjH4yHM91-wVQMTY_hVO4fRrM_OGJB5umMaxWbXhtwquzVnzxq 1 K 3-9-12 7-0-2 3-9-12 3-2-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.06 6-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.07 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(fL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 32 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4 = 89/Mechanical 2 = 350/0-10-15 (min.0-1-8) 6 = 171/Mechanical Max Horz 2 = 130(LC 4) Max Uplift 4 = -74(LC 23) 2 = -276(LC 4) 6 = -88(LC 25) Max Grav 4 = 92(LC 20) 2 = 733(LC 15) 6 = 584(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1404/262 BOT CHORD 2-14=264/1088, 2-15=320/1358, 7-15=-320/1358, 7-16=-320/1358, 16-17=-320/1358,6-17=-320/1358 WEBS 3-7=0/635, 3-6=-1419/334 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 4, 276 lb uplift at joint 2 and 88 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 18 lb down and 28 lb up at 4-2-8, and 18 lb down and 28 lb up at 4-2-8 on top chord, and 81 lb down and 53 lb up at 1-4-9, 81 lb down and 53 Ib up at 1-4-9, and 197 lb down and 14 lb up at 4-2-8, and 197 lb down and 14 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pif) Standard Vert: 4-12=-70, 5-9=-20 Concentrated Loads (lb) Vert: 11=59(F=30, B=30) 13=56(F=28, B=28) 16=-5(F=-3, B=-3) INAINING -Pl se lbmagbly mrI.th.'A-t tOOFSIUSSISrSEllati 6O1IAl SOPS& CONDITIONS 01SIONEIrIUYIIJ AUNOYlIIOGINLYS'Ian. Ynilydaip pnndenad,alat. uthis Cross O,sipOewhd(DD)adif, hr.,la, P.L Irf—, Sled Eeh,e— Nolen, dbnrlt staled no am TOO, only MR'none. pkln,h,N Au sod for am NO h 6. a lid. A, n r,ea N,:fin [.I;.. (I.., spaidlytnSa,nldl.,,nh toy mm,Pm,nl,n.m„ptmedIf. pf Wma,l oti—tog inpdbiNry im ne desip of A.*Is Truss dep.hd oa a, INo only, ada TIT . It. dog..onptAn,hodiog-diraos,,41411, ad n,n el This uns JULIUS LEE, P.E. 1, aylnilaiap i,et«sp,aurodilydroeNaaa,Me 6r,eis.dk,ld.gea,nbemgrnp6aipaer,tone,ommdte, llC m, u4lh, imm eaileap md,mdrnL rse gpnd ol>s,moo,d err uo,eame l,m,,iwoent lnaRnp. sfo,aIn, ia,t000N„oad l,m;ng.,boR k Ib-,paaiNly of Its Iawmp oailan ad #34869 eudam,.AO.olnsdout hmoMadNtp,oauaadgaideliasoffit l�aring(ongaotSdelyhh,adi„RCSQp.b6sbedbylnaadSICA„net-1for Ieotrolpoidaa.nnatrmt,roe,,,paeldi<,00ddnN,otn<ra„o„ipa<,,ImssOesip1.& ,.6lostNadala,onh-th-i,d,raN6y. 1109CoastalBay Cenn.0 apaed,ph rrirng by.0 pmfia ia,led.lk lma Oaign E,Iloea is NOT th,Inild'q Designs, .Tat Syshn Imlfmay haild'n} All npioWdtan, ae o, Miudin SPI 1. Boynton Beach, FL 33435 Upr iobt©1O1U11.1 Iona-Inlim tee, Pi. tepndmti.a of this dnnnmt, in ay I„n, i, prohibited aifhont ailon ponook ho Inn AS led h—,-olio, lee, I.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465922 60332 HJ5P Diagonal Hip Girder 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:14 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-Oi_kgu?JFiCW3?xAyzgQd5JUdKsnG87g3Ud W2Dzxq 1 J -1-10-10 3-9-12 7-0-2 1-10-10 3-9-12 3-2-6 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.06 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.07 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(rL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 32 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-14 oc bracing. MiTek recommends that Stabilizers and required ' cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 90/Mechanical 2 = 399/0-10-15 (min.0-1-8) 6 = 172/Mechanical Max Horz 2 = 142(LC 4) Max Uplift 4 = -76(LC 23) 2 = -475(LC 4) 6 = -198(LC 4) Max Grav 4 = 93(LC 20) 2 = 754(LC 15) 6 = 585(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1403/468 BOT CHORD 2-13=410/1032, 2-14=-510/1357, 7-14=-510/1357, 7-15=-510/1357, 15-16=-510/1357, 6-16=-510/1357 WEBS 3-7=-108/635, 3-6=-1417/533 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 4, 475 lb uplift at joint 2 and 198 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12 lb down and 28 lb up at 4-2-8, and 15 lb down and 27 lb up at 4-2-8 on top chord, and 81 lb down and 53 lb up at 14-9, 81 lb down and 53 lb up at 1-4-9, and 197 lb down and 56 lb up at 4-2-8, and 200 lb down and 62 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Standard Vert: 14=70, 5-9=-20 Concentrated Loads (lb) Vert: 11=59(F=30, B=30) 12=50(F=22, B=28) 15=12(F=-9, B=-3) WARMING-Plmse IhrronghFp mriee IAe'A-I IDDf flUSSES('SEllnj, 6ENEIAI TERMS A (D IDIBDNS (USIUMil rBUYER] A(RNDNIEDGEMENr Icia. Purify design pre—iea and rend In an this Loss NOV DmmigODD) and the firms In, P.E. Refinenm Sheel helare me. Dales alAenise stotedaa the IDD, only Atiiekmroedrr Hles shill he mid frr the lDD to he rofid. As .Truss Desgn ro JULIUS LEE, P.E. p giaem )i.e., Spridly frgmee�j; Ibe tart on rvy IDD mpmse.ts ra ecmplom of IAe pralessianrl enpiven'vg resprnsihiliy la Me dodge of Ida single imss depined an the IDD wly, under fll 1. the design rmumpfians, Ir�ag swdifirrs, wilrlifly wd use of llus riots lm ray Building is%e repamLilily ottheDwer, be DxnerudM1gyued agent of lAe roildinp Desipnecinthe mmerl rl0ell4lAe li(,thelmrl huildap rode andRl1. The rppmaaltithe TOO and ray field goal if, I.,,, mkdinl haMling, sfrr",, iestrllrlian nod hra®g, shall he MemsprrsihilNy rlthe luiNiag Desipnanail #34869 (rnhaaar. AD artessel oaf it the IDO wd he pronias and puidehnes of She taild'mp(ampanent Seferylrfrrnmlire)R01lpahlishedhylPl rod 5l(A rrndmenultar p<nemlpmdrna. fill defines Hernpami6lilies and dutiesdtAe Irma Designer, hua Desipo Eepiaeer mdLrss Mrndrtlmeg rnhue%mnise defined hyr 1109 Coastal Boy Gnlmaap�eed ugonu�rilioR by all pmnnimrlrod. the Trrn Design Engimnis NDi IAe leilding DesipreraLass Symm Engi—fmrm hrDdmg. Allmpitofeedtnms rm Idefned So IF] 1. Boynton Beach, FL 33435 Ogdght@ 2UH Al Rod Trvoesdulius lee, P.E. I<pirdmtien of this dmrmenl, in any Inm, is prrMADed srdM1oot rrDlerpernissim Iron AI loaf Trrsses-lrlius lee, LE. Job Truss Truss Type Qty PIY Std Pac/6511 EL C 60332 HJ6 Diagonal Hip Girder t e 1 1 A0465923 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:14 2015 Page 1 I D: W?qu Lcr9Re?LfzLe98RjH4yHM91-Oi_kgu?J Fi C W3?xAyzgQd5J SeK?qG BOg3Ud W2Dzxq 1 J -1-10.10 4-2-11 8-3-51-10 10 4-2-11 4-0-9 3x6 II 4x4 = 3x4 = N A Oa JI A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.03 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.05 6-7 >999 240 BC 0.0 ' Rep Stress Incr NO WB 0.19 Horz(rL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 39 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 182/Mechanical 2 = 397/0-10-15 (min.0-1-8) 6 = 272/Mechanical Max Harz 2 = 221(LC 4) Max Uplift 4 = -176(LC 4) 2 = -249(LC 4) 6 = -131(LC 7) Max Grav 4 = 182(LC 1) 2 = 397(LC 1) 6 = 272(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-499/218,3-12=-449/248 BOT CHORD 2-14=306/453, 7-14=-306/453, 7-15=306/453, 6-15=-306/453 WEBS 3-6=-488/330 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 4, 249 lb uplift at joint 2 and 131 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 102 lb up at 14-9, 87 lb down and 102 lb up at 14-9, 33 lb up.at 4-2-8, 33 lb up at 4-2-8, and 48 lb down and 90 lb up at 7-0-7, and 48 lb down and 90 lb up at 7-0-7 on top chord, and 13 lb down and 52 lb up at 14-9, 13 lb down and 52 lb up at 14-9, 2 lb down and 5 lb up at 4-2-8, 2 lb down and 5 lb up at 4-2-8, and 37 lb down and 15 lb up at 7-0-7, and 37 lb down and 15 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-70, 5-9=-20, Concentrated Loads (lb) Vert: 3=39(F=19, B=19) 7=-3(F=2, B=-2) 12=85(F=42, B=42) 13=96(F=48, B=48) 14=64(F=32, B=32) 15=66(F=-33, B=-33) p gA1NIN6-pnn0noupblyrnieelthe'AI[DOT IPUSSiSr'Sfll[116fNEPIl1fgYS6(OhDIiIONS(USIOYIpI'pI1P7PjA[IAOt1IED6FYEMYIam.YnBPdeugoyaromansaodreolennwlEishmsDeupoOrorieghDo).odMeLYvslee,P.LWell.,L.1helteose.DotesseMmrisestoledaolM1eTOD,mIpYilekm.neRw JULIUSLEE,P.E. lNtn shO he oseE for lh,TOD 1. be u5t. As o Lose Mile ro jf-( .'sieliohy fogia'.1 the ..I.. ny 100 mpmenle ot..If me aIlk, pefessi-I mgi-oeg lnpasihirdP M Ise duip of lb. single rinse delisted so IWOO aly, oodor 1P11. lie design ossomptem,l.�eg eoo6fnn, milerfdy vd ose of Ibis Tiun In nd Uldino is theos 94 aloe tree,, it, DeleteseWb.rb,dupol to the 106ol oesipner,it Ile Well al the lR,Nm 3t,the 1.1 Wdepredeold TIT f.Th,.pT-Idb,II)DoodooyraIdne.Itleimss, Medial hmAl'mg.Massie, ioshDotioa old bie®g. sboll be the uspoesilirdy of lbe roildog Design oral #34869 (nheNr.AD.,I,,,I out io A,TOD and he petdeseed poid'h's.1At ruOful(.ogenet Sdery lotnowti.P(SI) ph6bed byIII led SP(A.,,nfmmal for peoenl poidawe. IPlldtrmn he lespoeubetiu mdAutits oltie imss Desilner,imss 0esipe6p�emm�mss YonofNaer, wku et�nmee defintdbpa 1109 Coosfal Bay (enlrea opted upoi in elriHel by o0 parties Inched. IN, imss Mile Depioeer is NOT the RAUq Onipner KT-Spha ingi.eerlso M 10fmp. Allropitobmdlnnsaendermedi0i'll. Boynton Beach, FL 33435 6pyripbtki70I1 AI Pool Tmnes-klius leg P.E. Pepodenion dthis doe-ol, io oq Imm, is prohibited rebmt nolen pn.rission Imm AI goof Tmsses- hulias lee, I.E. Jab Truss Truss Type City Ply Pac/6511 EL C A0465924 60332 HJ6U Diagonal Hip Girder A 6 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:15 2015 Page 1 ID:VIC?quLcr?Re?LfzLe98RjH4yHM91-suY6uE?x00KNg8V11M WhLfAJrYukLA?fBpl8N3afzxgl 1 -1-11-11 3-11-10 7-7 8 1-11-11 3-11-10 3 7-14 2x4 II 4x4 = 3x4 = -0 12 311-10 0 12 3 11-10 7-7-8 3 7-14 Plate Offsets (X,Y)— f2:0-1-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.01 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 45 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 280/0-11-5 (min. 0-1-8) 4 = 174/Mechanical 6 = 170/Mechanical Max Horz 8 = 220(LC 6) Max Uplift 8 = -289(LC 4) 4 = -242(LC 4) 6 = -206(LC 6) Max Grav 8 = 280(LC 1) 4 = 174(LC 1) 6 = 203(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-309/262, 2-10=-299/171 BOT CHORD 7-13=268/143, 6-13=-268/143 WEBS 2-7=-111/330, 3-6=-172/323 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 289 lb uplift at joint 8, 242 lb uplift at joint 4 and 206 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 161 lb up at 1-3-7, 110 lb down and 161 lb up at 1-3-7, 97 lb down and 48 lb up at 4-1-7, 97 lb down and 48 lb up at 4-1-7, and 107 lb down and 114 lb up at 6-11-6, and 107 lb down and 114 lb up at 6-11-6 on top chord, and 6 lb down and 74 lb up at 1-3-7, 6 lb down and 74 lb up at 1-3-7, 6 lb down and 24 lb up at 4-1-7, 6 lb down and 24 lb up at 4-1-7, and 30 lb down and 27 lb up at 6-11-6, and 30 lb down and 27 lb up at 6-11-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 24=-70, 5-8=-20 Concentrated Loads (lb) Standard Vert: 7=20(F=10, B=10) 3=68(F=34, B=34) 10=138(F=69, B=69) 11=-75(17=37, B=37) 12=89(F=44, B=44) 13=46(F=23, B=-23) [ WARNING •Plenelloaugbly­in be'AdROOF IDOSSIS(SFIIRI,GINFIh( TERMS I(ONOITIONS(MIOY[II'B017R1A(KNOWL[OGIYINT'foa.rnilydesigapooAenandrcvdwlesmthisLonOnigsDraeieg�DO)andlhehlia[ee,P.F.lefereoeSbeetbeloeuse.OnlessoMnnisnloledaolhelDO,onlyNirhannener IULIUSLEE P.E. �• • ` proles shall be sud to the TOO 1, by solid. As a Lass Milo Fogioen (6., Spuolly Fngi c.1; Ike Baal as any TOO rtpeseeI, oa ueplvoe oI the Palenioaal aolscemiq nspss mfily lathe design of No single has, dgW,dos the ROB.11, under RI 1. The dnign nsumplioas, loading sovdilnns, sale,Pity cod ase oI IN, Trun I., say BBldielh the lespaosibilily all, Onn,lb, O-rs uAhnued sg.1I, the hildiof Mign,,io the ocaleel of N, KIke 11(, Ile load boding ado ondlfl 1. The apprmoI olMe TOO cei my field ase 0 theLoss, wAodnl kndrmg,Ovep, 10olklinad bmdog, shag balk,wpeosiHliq of the Raitdrag Designer and #34869 (oahedor. AO soles del ad in Ike100 cod the Partites sad pihhnoIlh,Roddog(olydaoe ISolely[of omolios(B(S1I pahhsbedbyTel and Sl(A me relneoed far A goidsna. Tel l Mian Ike mpoodkSlin cedda&s ofthe (rass Dosipee, Tress Oesip ragmen.6lease 9 fsd-, oalns elhenise defined by a 1109 Coastal Bay loolasol p,,d apa is nNn by al porfin iosolsed. the Ida Desile [olfon is NOT the Ba &I Oeflur orhass Sril as blister to oq baddoog. All rapilsfind lens ae as defaed 6I% I. Boynton Beach, FL 33435 (e0gbl€2014 AT IM Imumhr. lea,P.F. repadodi000f Ai, doi—el, be say Isro, is psebUed Qhae nOha p orisslm Iron Al pool Imsus-alaisIeq M. Job Truss Truss Type QtY Ply PaC/6511 EL C 60332 J4 Monopitch 7 1 �Std A0465925 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:15 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-suY6uE?x00KNg8 WM WhLfAJrfckKA?g8pl8N3afzxq 11 3-8-123,,10,6 3-8-12 0-1- 0 N IJ 2x4 II 3x8 = 4 Ii x4 = I� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.01 5-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.02 5-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Weight: 18 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 282/0-8-0 (min. 0-1-8) 11 = 147/Mechanical Max Harz 2 = 118(LC 6) Max Uplift 2 = -190(LC 6) 11 = -85(LC 8) Max Grav 2 = 344(LC 15) 11 = 256(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-317/87 BOT CHORD 2-12=183/328 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 190 lb uplift at joint 2 and 85 lb uplift at joint 11. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard W11NIN6 PIuulEmoeOle iath"A.1 t00F110S16IS[llElj, 6fNnd(II111fi(OXDBIONS(IISIOYEN[BIIS7NjARNOBlN6EYfNP Iem. Ymilydevga Pmemdm aad mpdeoteswlEisleess 0esige 0m.ieg RDP eod it, hr.,In, n.pderemeihel kkreose.Tales, ob—i—fefed ae the TOO, on¢Wlekroomdor pYfesshe0heamdfmtb.TOD la be r.H. As aTruss Desige (apie<n (.e., Sprdalry Eiji INnd as aiy 10h,p.seamaimaptame d th. pobnfond aagi.mbgmspo4bi51y la the dolpa of a.sho.Tass depNted as the 100 ealy,anda TH 1. The desdpe onompnns, Wig ceeddme; soitabfiq aide. atItn Lan JULIUS LEE, P.E. Im use luildlnl is themspoeslirdy 01be0w,le Ovoefsedkrh,d opeat of the Wiling Onilrcr,io themmerld the 1160;e11(,the Wed baffbpade eod TPI 1. Iheapp..I pith, TOO ead eay field mfti,less, hadodial hcadfmp, slompe, bsb0albo aid harup, shc0 k the tespooslirety dth. kMep Oespon and #34869 (edmda. Al at setpoibtheNDaid le pad'nes eedpeidefioes aflhe laOSnp(ampaoed lolerylelormctiw{B(SQpo06skdpylPl aod5l(Amnelanadlorpmeml pddame. INN dermn the lapndbiiE%aadd,,.lthermss DnigegjassWig, bea—dTau YeodMmey oaless.Mein defieed lyo 1109 Coastal Bay knlnn opeed opobminnp by oD Portia iaeohed Tk,Truss Niptajmeer is NOT the laildml Oesigns I.. System rgwar fa sayb0ding. Ylropibfieedlnmsmeedefe dieTfil. Boynton Beach, FL 33435 (apydgIt®2011Alloaf1...esdaluslee,p.E. tepodadiea elthis dammed, m Day Iaem, ds p libhed vitkd rrhba perminiai ham AIlelTrusses-Jah, lee, I.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465926 60332 J4E Jack -Open 1 � 3 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:67:16 2015 Page 1 ID:W?quLcRRe?LfzLe98RjH4yHM91-K46U5a0ZnJSE114Y40suiWOIN8bik7OzXo6d65zxg1 H 4-0-0 _ 1 4 0 440-0 3x4 = 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.06 4-8 >728 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.06 4-8 >757 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 115/Mechanical 2 = 286/0-8-0 (min. 0-1-8) 4 = 47/Mechanical Max Horz 2 = 142(LC 8) Max Uplift 3 = -104(LC 8) 2 = -174(LC 6) 4 = -68(LC 7) Max Grav 3 = 115(LC 1) 2 = 345(LC 13) 4 = 239(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-257/127 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 174 lb uplift at joint 2 and 68 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard F WAIXING•Pkaseikmke d.Atyrnk0he'A110OFitI!M(*S[llFklt[NFIA(RYYSA(ONOOIONS(MNYitrIMIjAF[NAtllIDGWLArium.VaHrdai6opnmdaseedreadealeswlEisLmsOesignOro.iylfDOJondMeloGeslee,PElalaeaeSleetklveose.Ne!essalka.isestoiedoelCeToO,oei]Yilek<onoM.r JULiUSLEE, P.E. Wlmes she-ud For tke TOO ro be .511, a Loss Oesigo Eoj.em (u.,$pedoll] Fogmenf, l6 ad.o eq p..Air y la he deuge d the sngle fast depklede. 6.100wry, odder IN I. 0. derigv msvmpinot, hvdixg roo+wfmas, soilvYfiry ob ose of IAisTmu lawitaiid'mgis Ae mWesiedOy airoe 0.", the a.oefs odhorRedagml we the h0dal Design,, ie tkocemer! of The nC me Yorke lead kaimieg tide M TN1. The oWpo,mdme m-end®lydd en al the T.,,.iedu.1 ked1g, Wr tithe taueDDesroen end #34869 (Wredor.Meet,,sd.0 ieftWeeedtlep.diaesadpoidefinesollN la-dp(ovgomet Sal<ry lninmalla.(86gpebkshed D]1PI mdSICAuerf—filar peel guide- 911def®athempoo4kiflYes aaddaiesoRhe foss Desiperj xOe i.1.1keer and boss blecAd--, onlms mAenia d,Rsd be o 1109 Coastal Bay (.eh.n cgr,,d epe. hivrAgby.n parties imolred. The We Design laliear is NOT the Ulhog OWIner mass System lnliaeeriany Wdin&A-sopimreedlerasae.sdermd'mlPll. Boynton Beach, FL 33435 (.p]dgb1@2014A11W LsserLf alee,P.F. tepadedi.a of this doa.med, in coy loim,h prehib-ed.'dhoot dflupnmlalen hon Al loolirasses-dates lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 J5 Jack -Open p 2 1 A0465927 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:16 2015 Page 1 I D: W?quLcr?Re?LfzLe98RjH4yHM91-K46U5aOZnJSE114Y40suiWOnn8cBk7OzXo6d65zxgl H 5-0-0 1-4-0 5-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.51 Vert(LL) -0.05 4-8 =9 3160 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.08 4-8 >709 240 BCLL 0.0 so Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 127/Mechanical 2 = 361/0-8-0 (min. 0-1-8) 4 = 49/Mechanical Max Horz 2 = 143(LC 6) Max Uplift 3 = -102(LC 8) 2 = -223(LC 6) Max Grav 3 = 127(LC 1) 2 = 388(LC 15) 4 = 242(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-672/589 BOTCHORD 2-9=-8121742 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 102 lb uplift at joint 3 and 223 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 WAIXIX6-Pinwlbmaghry reeie nv'A-0IDDF TgDSSFS(SElIr116ENflll l[IYf 6(DYDITIDNS(MDN}I rtllYEl)A(O70WIED6ENEgr Imm. YnBydesigo pmomeleu aadread almoo l6idrmsbesip bmriop lfOP and neleymslee,P.L lelwme Steel klowma Ones,4-iw stmNedb,TOD, selyYirekravaed. pkltsskelbeowdfatk TOO Ibervkd AsaSvw Design Eajmarr,.,SpesieDyhoint.T, ne wvlonaq TODoI,,,.,mawplemeol lbepf"sialenjmees®g wspefibility IN the desk. of the single Hun depialedoe no IDD all,vaht TIT 1. The design oswoepl:glaafell waGymm, wilabSly ad owe[ ibis Tim JULIUS LEE, P.E. fa Dry flpildiiag Is the lesposnlity of the ones, ewe Owners eulheriteagml on lh ludding Designer. nine aafeel at the INC On 11C, ne lmd beilfmgwdo and TPI 1. The app-1 .1 it, TOOfelyfield a,,0th,Truss. Mufng roaRmg, slamge, issmlafiev and Modal, shn it the wspaasirifiry a fit rulldng Mips ad #34869 Coattail. Al colts set out in fit Too and ne pamtesmd pidefines of lie Wingmmpaal Solely lefarmaliwSBmf phbsMdbyTB ad5lrA ne rzlaenadhrgmewl poidao. rnldefmnnerespau'ESfies ®ddatie: vine Tn:e oe:Sper, mass D,sipn Tapineer®drmss Nnaufedaer. oa4:e enn.ne dermedbya IT 09 Coostol Boy Calred Weed upon in wiling by all pmdes involved. the Tress Design Fnldaer is NOT fithildbg Designer or iron System Fadi—fa any hlft All ophrwil arms am as defnedin ITT 1. Boynton Beoch, FL 33435 fopyrigh1@2014 Al gal Lows-hf adee, Pi leprdodien of nis dwmem, in aq loin, is praMbled rinoal rrlleo pesedssiw hem Al WITrasses-Most" P.F. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465928 60332 J5A Jack -Open ' e 2 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:16 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-K46U5aOZnJSE114Y40suiWOkb8aYk7OzXo6d65zxg1 H 5-0-0 5-0-0 2x4 = 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.10 3-6 >606 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.09 3-6 >675 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 262/0-8-0 (min. 0-1-8) 2 = 130/Mechanical 3 = 52/Mechanical Max Horz 1 = 102(LC 6) Max Uplift 1 = -231(LC 6) 2 = -113(LC 6) 3 = -73(LC 6) Max Grav 1 = 346(LC 15) 2 = 130(LC 1) 3 = 243(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-696/1621 BOT CHORD 1-7=-1954/777 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 231 lb uplift at joint 1, 113 lb uplift at joint 2 and 73 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WRIXING •Please Ihwwgbly orinr @e'A I IDOF TRUSSES CST [till, 6ENIIAL T611S A (ON CATIONS OISIONFII'BUWitI ATKNOWIED6IBENT' bees. Reedy desip Is,, .0 and read Bales on Ihia buss Design Otoeiop�fOD) nod be hlias lee, P.E. Relereoe Sleet belay use. Unless ath-ice doled ar the TOD, only 906 offer, Ion ehsD 6e eyed for the TOD b be a6d. As a lives Design EsLIUS LEE, P.E. p pivea (i.s., Spniolry Fognteer�,ihe aW on soy TMopmvels as nmptaae al the ptotetsimel ea6a.chg ospsoahiliq Irct6e desige of the seple Lose depined oa the iDD osly, sodet RI I, Belbe design owampfioss, ImdiaO randif ne, ssiluiifiry vnd um al this Luss In By BA&I; is the respomibifity of the Ones, the DeeeiseWhetted ogees[se the Buddhog Oespmr, is the offset at[be ll(,the K,the loal1,619haO ode and TF11. The oppml 0 the NO mtdasy rield me of the Tress, WeikelisONnl, elaole, hslailcfion red beesdeg, shelf 6, the apsulilfy 0 the Wilding Designer and #34869 6ahadn. Al Bats, al so he Its TOD®dthe p ffimad p hem al theI,HfuB(ompumnt Safety hf—lie.06gpob6thedby ITT sod Sift tc—f—adlotpetal putdona. Rl l defiees the optabTlits and ditits of the Tress Designer, Dust Desigeloginea®d Tats Maoulydmer, endless alloaise defieed by a IT 09 Coastal Bay When ;,,d epee he rrithl by alf pries i Ind. The Toss DesipF.Iheer is NOT the 1.1fo1 Miles, .he's Syaem bliseer fer try bonding. AllmpitoBnd[facers Its Whoed ke TPl 1. Boyntm Beach, FL 33435 fn0ght82014 AT 1.11 shro,Its, P.l. lepedvrin.1this densto, he oey fetes, is InhOW ,do aims pumissim fit. AT lsol Iasus-brim leq LF. Job Truss Truss Type Oty Ply Std Pac/6511 EL C 60332 J5B Jack -Open . 1 1 A0465929 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Jan 07 07:57:17 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-oHgsJv1BYda5wSfld507FkwwuYx8Tae6mSsAeYzxglG 4-0-12 3x6 II 4-0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.07 3-4 >706 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.06 3-4 >714 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 13 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 173/Mechanical 2 = 124/Mechanical 3 = 49/Mechanical Max Horz 4 = 80(LC 6) Max Uplift 4 = -141(LC 6) 2 = -112(LC 6) 3 = -73(LC 6) Max Grav 4 = 296(LC 14) 2 = 124(LC 1) 3 = 241(LC 15) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 4, 112 lb uplift at joint 2 and 73 lb uplift at joint 3. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 WAIVING-PlnahmwghlyrninThe 'A-IRoof TRUSSES ('SEIl11j,6EN11A1TERMS 6fONOBIONSIMO411('80IjA[CNOW0O6EIRENrI—.Yniledesip.panel",..drzo1We, onthishussDesign Ihniro00Doadthe hlus In, P.E.I.Ic-eWell her,,, se. UvlessolhenisnloledovlhelDO,onlylliletrtnnMor IULIUSLEE P.E. platssh.O he usedfor Ile Too he be w6d. Asa Lass O,ig.Eol'menIL.., Speddlybei..1; the seal an a my IOO,poeea.. nuplo."e.1the p"teai Impirmsm gnpmsihililr f, the desige.1 The single Truss dephledwthe IOD only, under RI I. thednip.o,umplaos, bolinpiwdiluw, uianditr.ed.v dIAis Loss her art bildinp 1s the aspe.sUAV dthe 0uaer,IS, 0.ersedh.riudeg.1s, the ReddmR Oesirner,is fit antedof the X the III, the 1.1ImAldi.g ad, and TPI 1.The .ppndolrie RED oa testhell u,e.l lit Tress, WmErl6a.dluy shale, uslNaion pod haft s6oll be the resposilifty or the luiliq Eniir,sed #34869 E..h.dn. AB motes set od It the 1OO eed Me padires mod pidernndthe l.Odmg lompend Sdery lnf—Iiw(151)pkhdby lPl and SKA meref,rnadfor pineal pichen. 011 defesthe r,,poesNrfie, wd dr,in tithe iron Isdl.,, I Built I.ginnrwdTmss Me.dMaer, wlet, ethah, deBndhyo 1109 Coastal Bay (what opeedap.u,ifmR by oO poai,ind"ed. Ik Toss OesipEoli,eris North,WAR O,ip.nmaws Slot. Ealinerfer omy huddmg MmpiloRredlnms ue os dernedie lPl1. Boynton Beach, FL 33435 [.pyrigda RO11 AI lod haws-1,fus lee, P.E. hpodMi.oelt6is dammed, in..y loan, is palehihd r61od niOw pnmissiw hop Al loot G.sus-blips lee, P.F. Job Truss Truss Type QtY Ply Pac/6511 EL C A0465930 60332 J6U Jack -Open 20 1 �Std Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:17 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-oHgsJv1BYda5wSfld5O7FkwurYtOTae6mSsAeYzxg1G 5-5-4 5-5-4 Dead Load Defl. = 1/16 in tV 4 1.5x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.13 4-5 >472 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.19 4-5 >319 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(fL) -0.15 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-54 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5 = 363/0-8-0 (min. 0-1-8) 3 = 162/Mechanical 4 = 51/Mechanical Max Horz 5 = 220(LC 8) Max Uplift 5 = -94(LC 8) 3 = -212(LC 8) Max Grav 5 = 385(LC 14) 3 = 162(LC 1) 4 = 251(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-312/334 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces Se MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 94 lb uplift at joint 5 and 212 Ib uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design . of this truss. LOAD CASE(S) Standard WAININ6 Please IM1orseghlyinto. the 'A -I ROOF FIDSS5(11till, GINIIAI FEW 1(ONOIBONS(IIS]OMEI raunil A(rNOWI(DGEBENT'W.. Wily design pemmelns a ad and ales ee this Dun Design Dm.inpIIDOJ and Melolias fee,P.F.lefnema Steel before use.Usesmheroh, doledaa the TOD, only Met, mend., 11 s h Obr aedfor the TOD to be e.H. As a Truss Omi E 1ULIU5 LEE, P.E. p o e s e go njmae (.., Speiolty hgmee�j; the uol on oq 10D aeprrseels oe mrtplvne al the pio6mronl engineeiap mspesiWlily Im the desiga of the inplr Lostdepidrd oa the IDO wly,ander RI I. Fhe desiga onomytiam, hadiap aoadif as, wilobiGry ®d use of this Don forMBu,161 is feemspea6fify ofthe Onarthe Bootee nWhemed ogeni it The Budding Deskeer, in the culal of the I1C IT, III, the 1.6 beilSugrode WIN 1. Theryy 1.1 the ND and my fell use of the rmss. mduding Readying, sloioge,iestaflolion ad brter% shall be the tespossibiDly of the lokisg Designer and #34869 Gamdor. AD We, tel oaf is the TOO and the p oli e, ad pat l,fln of The ladf p (ompaae t Safely lodesnmtiogBM) pabhsbed by III enl Sl(A mraeleeaal fat gmeml loidonm. Rl l dermeethe respnibUts and dAms of Me has, Designee, Truss 110ga Top., .duns, Madide t, mless oMaeise defined 4 1109 Coastoi Bay [mOodopndopaianitinpbyoO poaNn iardeed.The I.,,0,slpn Erjmon is NOT the 1m19e1 Desipner nfmss Synees lyioeerfor any baking. All mpitapaed toms men defned inlPl1. Boynton Beach, FL 33435 Gpyrighe�7011111wf Tmnn bins 1ee,P.E lepododieo d fees demmeet, is eey has, is pmhOM rM.1.aBha pnmisimn hoes 11 InI bases. )or., la, P.F. Job Truss Truss Type Qty Ply . Std Pac/6511 EL C 60332 J6UA JACK -OPEN a 4 1 A0465931 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:18 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-GTEF'WF2gJxiyXcExBpvMoxTOQyGLCOuG_6bkB zxg1F -2 4 12 Q 3r0 5-5-4 2-1-12 0-3-0 5-5-4 ( 5-5-4 5-5-4 Plate Offsets (X,Y)— (5:0-3-0,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.10 4-5 >646 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.13 4-5 >466 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 5 = 498/0-8-0 (min. 0-1-8) 3 = 133/Mechanical 4 = 39/Mechanical Max Harz 5 = 258(LC 8) Max Uplift 5 = -174(LC 8) 3 = -160(LC 8) Max Grav 5 = 498(LC 1) 3 = 133(LC 1) 4 = 242(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=434/610 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 174 lb uplift at joint 5 and 160 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200,01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A�r WAININ6-Plmse lbmmghly mier lAe'Ad IOOrilUii05(SIIIII,6ENIIAL RIMS 1(ONDMITIS(IISOMRrMilj WHOWL(DGWINP I-. Ynifydesigo pnemelen oedaaiooles an l6ishuss Desige 0ioniegllOD; and 2eb4es lee,P.E.lelneneShees Eelore usa bless mEcr,rise shled am be TOD, only 4ilekmnoedm phhssbvllhe esedlm Oa TOO Io De ra6d. Aso Tnss Design Enpinee,IT., Spidly r•gneer),these•I on e.y TODapmsedsmmnpmom of thvp•lestigoel enaieeeriagrespesibiliy for IM desire al the single Ties%depidedaa she TOO w11,undn ON 1. the dak.n-pikes, loodiog rondi(ut, nilaiilily mduse st IM,Truss JULIUS LEE, P.E. hr myl 161 is Ike impooslDililyoltheOeaa, the Danes Mhefiud•g.1o, the luddieg Ossigminehesomato1Th. 114 the 11(, the toil 1,612ep ads WIN 1. The opp Iofile TOO W eny field use dthe rmss,i duleis iondling, stoep,udallalimnod bredeg,%boil be [be lespisilility of the kld,cg Desire, and #34869 (onhader.AUsets, as set in the TODmd Hepmdkesand guidebn of the laDdng(ompoeel Uhlyleh—tios ll(Sll pobbsbed by TH and Sl(A mnelmemd Is, emenl puidem,.911 series Ilen%pasibifilin and deie, ddhe Tma Oesiper,Los% Desire Ehnen ad Do, Waded—, mksi dsemim defined by 1109 Coastal Bay Odndogeelupnie nifinp by al partiesimohd. phe Tma Daige Eeglsee, is NOT the lousier Onigx,a rma System fief dmaeyboOdiel. Allmpil.husl uss meesdefiedio1111. Boynton Beach, FL 33435 (•pyrigd�7011 AI tool inner-bfws lee, Il. INie destim dogs donned, be my [aim, is prehibihd r'dAod ntlho pesrdaio• Ina AI leotinsus-blhs lee, LE. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 J7 Jack -Open 3 1 A0465932 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:18 2015 Page 1 ID:W?quLc 7Re?LfzLe98RjH4yHM91-GTEFWF2gJxiyXcExBpvMoxT4xyDeCOuG_6bkB_zxglF -14-0 5-10-12 3x4 = Dead Load Defl. = I in co N e'A lV 5-10-12 Plate Offsets (X,Y)— [2:0-0-9,0-0-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.66 Vert(LL) -0.13 4-8 >539 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(fL) -0.24 4-8 >295 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(fL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2010frPI2007 (Matrix-M) Weight: 23 lb FT .= 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-10-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 180/Mechanical 2 = 367/0-8-0 (min. 0-1-8) 4 = 72/Mechanical Max Horz 2 = 196(LC 8) Max Uplift 3 = -160(LC 8) 2 = -138(LC 8) Max Grav 3 = 180(LC 1) 2 = 390(LC 13) 4 = 259(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-600/155 BOT CHORD 2-9=-365/44 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 138 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QMINING - Please mmsu9blyrnienlee'A-ItOOFTIDSSESrSFEI(1l,618111EIIIYSA(ONOITIONS(11amitramijAcrNe-eRiD6F1((Nri...VesilFd,ugopnaa.lnsvodreoleoI.swIhi,[.sD,s,p Dso*iag000Jmd&,lrms(ee,PilAaene U.Ibe(are use. uain, Aomiw Iel,d oa It, TOD, uodylLM 0m, �VUUS LEE, P.E. prates bell he Bred for ties TOD 1. be eofid. As o Tram Onye roginee Cu., Speriny, IDm ohr hgient Nor sed os aD.,pras oe nnplame d It. pdessi-I aoginmig nsp osibir y To, Ik design d the situ, Tress depbled ea the 100 oofy,We, RI 1. Re dnigo.—Rion, kdi g rmdfms, soiloeiGty mod so of 1%Lass for nay D,aeog is teen,penibsly of me D.on, lee 0mds emher'aed steel or the wudig Wilosr, I, The mdm of It, u4 The n(, the lmd bedtisp(ode ondTH 1. The oppnol of the mo and myruld see doeTests, imfedmg barel®g,stotoIs, immHotion ondmo®y .boll be ther,,pomiMlily doe uildieg D,*. end #34869 60mdm. AO aohssel odm0eID0oed Ne pmdires and poidelinesdlhe ruddip(ongoned$dely lnlnumtioa(BCS11pohOs6edbylPl and Sl(A mnderemd for general puidwrr. TPll defies the nspeosibildin and duties ofile Tress Desilnn, Toms Ong. Ighter mid Tests lAvolmi—, onus aha.ise Wood b a 1109 Coast.1 Bay (Wrmfspreed upon is nifinp byo0 popies ineled. Tee Two Milo Enliven is NOT the luildinl Desipme alesss System Enliaemfor spry building. All mpitolisd Terms nes delved io lPl1. Boynton Beach, FL 33435 (apyrip6lJDOIIAI Ioel hasusdolislegP.E. Iepesdmlionolt6is do�med,io�Imm,is peWb@edv'Nhodviunpnmissiw bon Al Toni Goses-hf slee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 J7U Jack -Open t 3 1 A0465933 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Jan 07 07:57:19 2015 Page 1 ID: W?quLcRRe?LfzLe98RjH4yHM91-Ifodkb2S4Egp9mp71 WQbK9OFbLZfxTBPDmLHjQzxq 1 E 6-1-4 6-1-4 Dead Load Defl. = 1/8 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.67 Vert(LL) -0.14 4-5 >507 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.24 4-5 >291 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.10 3 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 26 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 5 = 39110-8-0 (min. 0-1-8) 3 178/Mechanical 4 = 67/Mechanical Max Horz 5 = 244(LC 8) Max Uplift 5 = -100(LC 8) 3 = -197(LC 8) 4 = A I (LC 8) Max Grav 5 = 401(LC 14) 3 = 178(LC 1) 4 = 258(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-342/403 NOTES- 1) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 nonconcurrent with any other live loads. 4) : This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 truss to bearing plate capable of withstanding 100 lb uplift at joint 5, 197 lb uplift at joint 3 and 11 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 NAININ6-PlnselAaoophlyrniwho'411ODFBuSSES(SOlE1�,6ENElAlRW56(DNDI110NSOISIOYIIrIDfElj1(p707RN6EYEN1'IrnYeNpdesigoprmelnsonlaoieolnonllislrossDesigoDm>rmglfDOjmdBekGoslee,tl.pefeaaeAnlhe(aeose.Uelnsatherrisenaledad6eIDD,anyW'fekm.nenor JUUUSLEE,P.E. plolm see0he usedfor Oe TOD le he.6d. Asohots Design Foliwa(.y5peddly 6gaenl,ihv udw QI i0D ap,e,vltwwaptaao oI As p hnioo,l esliosesiop rnpeo,ihiNfyto,k deGge of tee,'viple Ovss depkledaae IOD oaly,vode, iPl I.@a design ossunptieo,, lo�vp,wdn'vet, soilohiydy wd osa of ItitTmx Too my Orlfiol is themlondlriry aN,0ma, the Omer, oolhaued ol.1 e, lbe luddmpD I.,,is6eameaol the Xthe II(, the led hiW®p[ode ®dTh1.Mopp,mo1.10, TOD sad coy field ueel the We. iodufnl hondlmp,sle,ole,®slc0aiw oedhrodep, slo0k thuespoesdifnyolMebilEeg Onigoer and � 434869 Whodor. AD ooln set ootmlke iDD mdMe pmekes ord poidef esdlhe laDdup(ompoaeot Soleryloloaxtioo(1(SQpo65shed by ipl md5l(A oie idereaeAla, leeemlpoimoa. IIIde(¢n tluespoo4hJfiet codduliaefthelmss Daipoer, Laa De,ipo[alineer mdiros, Nemforlaer, wkss etleviu defined 6yo 1109 Coastal Bay 6ntron opreedepoemvrinq Ay oOporfiesmro6ed.NT—Desipo(oli¢n is NOT tlelldal Miles, orT.ss Trite. Eolieesel-any hoddnp. All mpitoNsed toms ue g,defioed'm IPI1. Boynton Beach, FL 33435 6pydOh1®00I1 Al1.1 Tmues pelio, lee, r.F. leprndmtien d this d—rd, io ogfeim, is nhiFAed vimoot whin pnedssion Iam AT loot I—es-klius lee, P1 Job Truss Truss Type Qty PIy Std Pac/6511 EL C A0465935 60332 MV2 Valley e 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 Mil-ek Industries, Inc. Wed Jan 07 07:57:19 2015 Page 1 ID:W?quLcRRe?LfzLe98RjH4yHM91-lfodkb2S4Egp9mp7IWQbK9000LjKxT8PDmLHjQzxg1 E 2-0-0 2-0-0 5.50 12 2x4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 ' BRACING- ' TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 59/1-11-8 (min. 0-1-8) 2 = 4611-11-8 (min. 0-1-8) 3 = 13/1-11-8 (min. 0-1-8) Max Horz 1 = 38(LC 8) Max Uplift 1 = -19(LC 8) 2 = -43(LC 8) Max Grav 1 = 233(LC 14) 2 = 46(LC 1) 3 = 213(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 376-0 tall by 2-0-0 wide will fit between the .bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 1 and 43 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design ' of this truss. LOAD CASE(S) Standard 1 Evgi.eeWEINING-Plasevb—ghlyunierthe'AdtOOFT10SSISjSEllE11,6FNFIRTIOBS6(ONDITIONS(US10B11r161111A(KNOW(1OD1YENrinm.Verilydoignp—InetoAadnet,nelbitTrmUsignDmriegllDOjadthelolieslee,LE.lefneaeSheetbelneuse.Ontenmbarisnloledaoth,IDD,alyIdilekmeneda JULIUS LEE, P.E. phtes shill he osed for the TOO to be eori. At n Lon Enpi Des'rya oen IL.., Spdalty rl, the tee e eevy I0O tepoma a maplwe of lh, p h-ional mli—eng uspanWily la the deega of the single Tints depidedon the TOO all, undo RI1. The dnigo n vnmpt a, laae in andiliont, suilnblly and nee n11IN, L ots 1r ney lnildiol I,?be tespot3ifty 01%e Me,, The Owners eothothdogml orlhe Wld'mg Desirar, in At need 0 the flh, the ll(,the lend biddial We ad TPI 1. The eppval of The ND and nyfield ose of the lma, iedudiel hendlnp,Wait, imtitatia nod broonp, shall hlh, opmAiidy of the ruWog Desipner ad fi34869 (enhedm.AD ates set oil m the TOO and It, ine6o end pidehen of the laOdmp(onpnaelSofeglefmmaia(1(S1) pobbshed by ITT 0511(A omrelnm¢I ldi pnernlpmdnae. RlldermestlernponsihJtinadduties otMe last Desipnep butt Design Fopmm ad Lon Moouledner, ales eNenise dermedbye 1109 Coastal Bay (ahodepttd epeio Hiring by nDpmfin imohed. The imtt Drip 1,11— is NOT Ad leildq Dnipn mInns Sythm EnlianrI. ay bnOdmp. AD mpitoFned lnm ore of dermed'w IPI1. Boynton B-ch, FL 33435 Gppighf �IDII AI QonlTrmserhrias lee, PA. tepododion al tlis dttvmenl, ie oey dorm, iz pnh3ited rileomrratm pnnisea M1om n 1aolimnes-h� s lee, tE. Job Truss Truss Type QtY Ply Pac/6511 EL C60332 MV2P Valley1A0465936 �Std ob Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Jan 07 07:57:19 2015 Page 1 ID: W?quLer?Re?LfzLe98RjH4yHM91-tfodkb2S4Egp9mp71WQbK90PRLkmxT8PDmLHjQzxgl E 2-0-0 2-M d 2x4 4.00 F12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.04 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 48/1-114 (min. 0-1-8) 2 = 37/1-114 (min. 0-1-8) 3 = 11/1-114 (min.0-1-8) Max Horz 1 = 23(LC 6) Max Uplift 1 = -18(LC 6) 2 = -31(LC 6) Max Grav 1 = 226(LC 14) 2 = 37(LC 1) 3 = 211(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181b uplift at joint 1 and 31 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �1 WAININ6 PIeasnheaugblyreriexthe'A-1POaFTIIISSIS(VUE1j.GIN nItT(INSLCONDITIONS WONI1r1OPT11A(IN owtIumarlmm.railyit,*.Paameleamid itodeme;on this hossOesipDreviegPD) end ihelet.,In, P.1.IIh—,Steel belweuse. Oita, ohh-hestvledoUTDD,00lyllilek—sq, /ULIUSLEE P.E. phtes101.1 De undlet He TOO le be r64. As a rmss Design Fngieee(i.e, SpesidrFogmee�), the rein on any TDD.,pe 1, on mmptaee of the pofessianeI ealaeniog nspesibilily la the design of the single lmn depnled ae the 100 only, ondet 1111.Th. desiyo mrvmprmn, hodiagtaedilism, nimHfiy ®d use 0lhi,Test Ina" luilding is the respnlibihry oflhe cull, He Oenert emhadmd agent or the loillieg Designa,iaIke mmeel of the TIC Mele(, Me teal baildmgmde®d IN 1. The eppnm0* ND and eay Will Is, of He Tmsd, mdidmi Wiling, storait, usmllofiao and bta61,0.11 be the inpookifiy of the Gilding Designer and #34869 (whaler. p0 notes set oelmlle IDDudlbe pmd"pn ead paidecon oflM laOdnp(oagomol Soferylalaamlioo(1(SI)pb6shed hylPl ant Sl(A nuelnenaltor p<aenlituid.m.Rldefmn tiempedbiTfies®ddmies of 8e iron Duignep Tmu Oeilgo[opioar and Loa Wlmledwer, ookss eMori+e defined bpe 1109 Coastal Bay (eotmdopeedophrritinbydisuiesinched. Ik Tress Design Enlister is NOT Hr Mhfiel Ostler erimss SysnmFn(heefe osy NuOd"ml. dll mp0ahaed lams art os delieed'm IPI1. Boynton Beach, FL 33435 (epytig619g011 dl Poe} Imnsdarms I%P.F. lepoduniea olHis doamem, w oq lotm, is pnh30ed uitboel nillm pnmissiw ham AI Peof irn+es-Jafias lee, EE. Job Truss Truss Type Qty Ply Std PaC/6511 EL C A0465937 60332 MV2U Valley 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:20 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-DsM?xx34rYygnwOKJExgtMYZml3GgwOYSQ4gFtzxgl D 2-0-0 2-0-0 2x4 7 nnF-19— LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 66/1-11-9 (min. 0-1-8) 2 = 51/1-11-9 (min. 0-1-8) 3 = 15/1-11-9 (min. 0-1-8) Max Horz 1 = 53(LC 8) Max Uplift 1 = -15(LC 8) 2 = -53(LC 8) Max Grav 1 = 236(LC 14) 2 = 51(LC 1) 3 = 215(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 1 and 53 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1VnNING-Fimse1's,bly mier the -A -I IOOF RUSSESrKIMI, GINFIA URNSACONDITIONS(1151O1111 rMilj A(CNOWI[0amr Imm. Veify desipe paomefenwd-dsalesw this Imes Onipo Dmring VoOJ and thelocos In, LE l h—, Sheet helve us. 110,11 th-il, stated oo the only Ni1eN mnnedvr Wle, shall be uud for the TOo b he l.IA. A, a Loss Des [ JULIUS LEE, P.E. p ryn opioen (i.e., Specidry 6gioee�; the sod on ovy doo lepiesmn of oueplone pl the pafeuiond rnpmeeimg,espevuliliry la the design of the s'mple Luss depNed oo the Ioo atF,one,i RI h Re duigo ossamplroes, bNiop iwdilnns, wilohihry ®d use of tfis Luss In mylnildinp is llernpposBiliry al tle0ner,iheOnerseuthmrsed eprnt at lb<Buddiop Onipner. inlhe mined of lheli4 the ll[,tbeloml buildingud—dRl 1. The epprnoWe U ndeorfield—fthe lmss, iodudiophoMfmp,dmope,infogalien godhrouep, shil he lhetespe,iRdy ofthe ldlfinp Oniponwd #34869 Whedor. ABeotes sd ootmlhelDD wdlle pmdin endpoidef etdlhetaBfnp(ompueed5deryloformclioe{I(Sll pobfi,hnd 6yRl wdSKA erodmenad To pennotpuidawe. Rl I Miss, thnespooubifi-ad duties of the imss oes'ryoa, Imsstesipn Eepineer mdhuss Nwdrdeset, whss othnrise, defined by. 1109 Coastal Buy Gnlndogeeduponie a BhpbyogpotlinieeoI'd.The I."Design [npineer is NOT the luiidmp oefryeer or hms Systnfiliseeelw aq h ldq. All mpi lindlnmsmeesdefeedhTNI. Boynton Beach, FL 33435 (epydght@20i4Al tad Irunn-firms lee, LL te�edotlioe d %i, dwomem,m coy loan, is pmhiGted riMoof nNen pnedssion M1am Al Irol hussn-6� s lee, LF. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 MV4 Valley 1 1 A0465938 Job Reference (optional) Ai ROOF ImuSSES, FORT rFtKLE, FL.54a4b C, a d 2x4 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07.07:57:20 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-DSM?xx34rYygnwOKJExgtMYU 11?7gwOYSQ4gFtzxq 1 D 4-0-0 4-0-0 1.5x4 II LOADING (pSf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.43 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or-4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 143/3-11-8 (min. 0-1-8) 3 = 143/3-11-8 (min.0-1-8) Max Horz 1 = 91(LC 8) Max Uplift 1 = 46(LC 8) 3 = -88(LC 8) Max Grav 1 = 279(LC 14) 3 = 279(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the 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 46 lb uplift at joint 1 and 88 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% E WAININ6 please lhwaughly aahulls*A-1 ROOF T1OSSESrSEO[11, GENERAL TERMS 6(ONORIONS(IISIONFI I'INYFIjA(rN0'M17[D6ENGYPIarm.ye,ilyd,sU,iimmeless a olrealudaoolhisha,D,fpt D-ung110Djaod lhe[olios[m,r.F.ltfemm, Sheelkh,cose. 0dessoth-iseseoledea the TOD,an¢NBek.—I., pkte, sha114eumdlw the TOO to be land.A,aTies, Design Enlioee, lia.,Spni11{Eooi 4, the amen any 100tepraws ne mmpmwe of thn pihs{nil engieawiag,apnsdbiliry lw the designif the sople hu„depkted a the 100 naly,oad,,WE1. The design—ptfia, leading madifma,soA.ifly and 0e of this Duns JULIUS LEE, P.E. LasOy luildinl is themspoosibilityalthe Orna, the Om«s onhirited qat as the Building Oesigner, inibeomat of the ll(, the ll(, the taint build'og ode MEET 1. The opponl efMe TOO and say held im of le T.,,, iedudial handling, sloop,h0.9ation aid binning, shall ka the espoeslilily of the Building Oesiper and #34869 (anhedw. AO units set actin the TOO ad Onynalkes aid pidegoam It. lldmg(aenanem Safety lnfmmaliea(I(SI) pib6bed by LEE and Sl(Aanaferenmd In, satins guidonm. Rll dnfmn Ae osposlbdliu mddufiesaf tle Lmu Oesipa, Doss Design Ugh., and Truss Ahandadmer, anhsrathaaise defined by a 1109 Coastal Boy 6n0egepeedupd'm nilmp by ilgidiesioniDed. The Truss Design Eugene, is NOT he lwlfng Daigaerwhuss Sydeo[nliaewlwaay bnJdinp. dllmgihfieed loin meadefned'o 1Pl 1. Boynton Beoeh, FL 33435 (epynighti<i70I101 gem Ga,es-kfnrs [u, E.L [epodndim of skis daom,m, in ooE la,o, is paf5bited:i%o1 nMm pnmissim ham Af teal l,osu,-F�f s lee, E.F. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465939 60332 MV4P Valley 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 v d d 2x4 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Jan 07 07:57:20 2015 Page 1 ID: W?quLer?Re?LfzLe98RjH4yHM91-DsM?xx34rYygnwOKJ ExgtMYVhlOpgwOYSQ4gFtzxgl D 4-0-0 d nnFl—,>— 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 131/3-11-4 (min.0-1-8) 3 = 131/3-114 (min.0-1-8) Max Horz 1 = 61(LC 6) Max Uplift 1 = -51(LC 6) 3 = -72(LC 6) Max Grav 1 = 273(LC 14) 3 = 273(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the 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 51 lb uplift at joint 1 and 72 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QWAIXIX6-pinnlhaoophlyinien lhe'A-I IOOF IIUSSIh FSEIITI'j,6FN[iAl l(IYSt(DNDIIIONS 01f1O4EtrhDSi1�1([ND'f!f[D6E4EX1- Inrt Ifailpdesipisu eleaaed read oaleswlhiehoss Oesipa Diati iy l(DD)nd Melolis heq l}.IeSertmefleel Eefaaose. IlAssels-isestoledatIheIDO, Doti Wlehsomethr JULIUS LEE, P.E. pHles sheO ht used fur the100 robe evfid.As.Trots Darya rapmta(u,Spaidlplopio LIhe seal of aty TOO apesatsw.,.,toutai the prtlessiaotleaf-iapsnpasibDily lee A, dnipe of the smph buss drynledearotIBBwhy.a&,MI. The Mile ossumpinm,bolo, raalf es, suil.Efily ®lose 0 this Lox tat tap laillry is RerespaatTiliq altleOner, the O.rti wulhomedtpenmlbe kddnp Des'ryna, in the roNaldthell(, Mell(, the laol hadd'mpade end i%L lheappnol al the lDD nal®p Betdose of Be ina,iaduAitp kadlcp, slorope,maopotioawdhraiep, shoOkMuespmBifirydMe kBltp Oesipeaand #34869 Gnhaaor. Alooh-1.9 is the TOD and Ma pradowd poidermnd A, 101tagUsaposcalkhly labrmalin11611 pbOsbed by TH and Sl(Ais-fa®ad far penal puidona.T(ISde(®es Me mpaesSOSYn and dalin d th,Trays Daipoer, Tmu Boils hlp,nea .6 has, 16,0rd a, unlnnHaai, derleed by o 1109 Coastal Bay Onlmaopreednpa is.rhino by uO partin mrah,d. The Tract Desipo(apioar is NOT lh,141lap DnipaeraIrm Spaea EepiteaWay bailft All apilafited loan ae of Windin IPI 1. Boynton Beach, FL 33435 (tppripbt�7pl1 AI loot Iaen-laG s lee,t.F. lepruduolto alibis doamea, in aty Irony is probibitad tidal nilln p a6nian boa AT Itplirnses-brin lee, I.E. Job Truss Truss Type Qty Ply Std PaC/6511 EL C 60332 MV4U Valley 2 1 A0465940 Job Reference (optional) I ROOF I RUOJCJ, rum I YICRUC, rL 34y4U mun: t.6uu s OCt 3 ZU14 Ilnnt: /.600 s Oct 3 2014 MITek Industries, Inc. Wed Jan 07 07:57:21 2015 Page 1 ID: W?quLcr?Re?LfzLe98RjH4yHM91-h2vN9H4ics4XO3zWsxS3Pa5gX9KyPNdig4gOoJzxq 1 C 4-0-0 4-0-0 4 3 2x4 i 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.38 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 14 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 149/3-11-9 (min. 0-1-8) 3 = 149/3-11-9 (min. 0-1-8) Max Horz 1 = 120(LC 8) Max Uplift 1 = -35(LC 8) 3 = -105(LC 8) Max Grav 1 = 283(LC 14) 3 = 283(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the 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 35 lb uplift at joint 1 and 105 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8)"Semi-rigidpitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAININD-Plmse lhwoughly meiea the'A-I ROOF I[WS A CONDITIONS (IISIDNE¢1'BDYF¢1 A[¢NaWtfDOENEXrierm. Ymill simig. p.mme o-m! aad It, us This Truss O,ige 0-ing VOW,. cud helufms he, P.C.Idereme Sbrd belme use. Ooless olhmvise staled oe the lDD,onlyNilekmnmdor plot, sh0beuadfor the TOO I. be vAd. As c Russ Denige Fnpisee,fe.,S,.ddh,EngmemJ,lot adee any IDD quatc sum mapmme of the ptenimdengiveming respeosibifilyfm 6e design of lbe single imss depkled ao lkelDa Daly, under Rl1, the design anumpfnm, bofmg roodiliuns, snilohipry and use of Mit imss JULIUS LEE, P.E. Ira mer Building is the respoosBifityatthe Dem,Thucheis amhaind opens m@e¢uildinpDesilua,alleeadea of the lll, the III, tie 1.1 buildiep red, mud TPl T. the opW,al of the IDDond muy Fell uu olthe Tmss, iedudinp kodi'mp,storage, mstoliotion Dud htodop, shailk Me mpoosikiNty olMe ¢vildiop Desipnm and #34869 Contmdm. AD noses stied in Ike TOO ad tie pmdimund poidelion of The MIMICoyuimem Sulayleformetio.P(SQ pebrishedbyIFI nod SKA me Wer-1 for genemlpuidona..IPlldelmestie asprosiBJlies ooddutiewEMe imss Desipner,Lua Desipo Eopin,r wd imss M000lmlmm, uArm A-ise defined by 1109 Coastal Bay [.diedspeed upuo it viitiop by all porin1 Iced. Our Imss Design Engieeer is NOT the Suiidiel Designer or Time System Enpi.em lm Day building. AllmpitarieedtmmsmeesdermedmlPll. Boyntan Beach, FL 33435 hpyripht910i1 AI Aoofhones-Julius lee, P.E. tepodmtian ai this dommem, in any loan, is paMbited viMool nillen pernissien hum AI ¢ooFTuusses-Folios Ice, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465941 60332 MV6U Valley 1 1 Job Reference (optional) At KUUI- I KUSbtb, 1-UK 1 NItKL:t, I-L 341td4b 2x4 i Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:21 2015 Page 1 ID: W?quLer?Re?LfzLe98RjH4yHM91-h2vN9H4ics4XO3zWsxS3Pa5dg9EmPNdig4gOoJzxq 1 C 6-0-0 6-0-0 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 23 lb FT = O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-5-4 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 239/5-11-9 (min. 0-1-8) 3 = 239/5-11-9 (min. 0-1-8) Max Horz 1 = 192(LC 8) Max Uplift 1 = -56(LC 8) 3 = -168(LC 8) Max Grass 1 = 333(LC 14) 3 = 333(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-186/320 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the 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 56 lb uplift at joint 1 and 168 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAI-IND PIeese lhaoughlyrninlbe'A[tO0[TIUSSES('S(lIE1ti 6FNkllI RPYSd(OYDBIOMS(IRIOYEII'ellYFljl(ChDYfI[06(4EAT[nn. lailydesiga pnemelta onlnai red,, a this has Mine DmeieghOP end thelorms tee,P.L lefneme Sleelk[me ne. Delete clkr.ise stated a lk TOD, sell Was'-ft, JULIUS LEE, P.E. phhs she-beandfa the TOD h be send. As a Tmss Design Tali r.e,Spewhyltgivenl,Ik sealaavy IDDsepnntsanaplvnv tl the p�desiavel engmenmgiespeoGbi6¢ Im the desige tithe smllehta depileda she TODaly, ado TPI 1. lie dnipa asaplieo; halugsadf os, uilol'5¢andosa of Mir Tmss hta" Uldiul is the rospaosibinty ay the Ones,the Deets eutkrhed egat orlk hildiog Dnflnn,tnknaletlalmell(.the III, the1.1 beildapmd. and lei 1. The opp—I Of Me TOD andap rind wed the Tmss, ududinp kadl'mp, ethrtic,mste-atia nod bmdag, short be the reslon0irdy tithe loildiep Doipan ead #34869 (ontador. An aln set 00 in the TOD ted the pmdiasond poidde-I Me lailrnp hmpamol%htylalesnalia(Still ptbnshed bylrl and Sl(A are al —ad its lennelluideam IIIdefioes the aspailbnitiesaddutiesdthe imn Desilneg tines Onigaho-eadhos!A fact -,units el6emin denied by a 1109 Coastal Bay Gntradtpried upon io eriti�p by oO portles imoleed. The Tmanaila[npuen is NOT the luKap Designer orfmss Sydemhlineerfm ay building. An npitolired terms as is detieedin lei 1. Boynton Beach, FL 33435 hppdphl97O11 AI lool Gnsn h1iu lee, P.T. tepndmia at this desomenl,io ay I-J, pnfibihil rilbom nDirt pnnissla from Al loos traits-Mas lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL C 60332 MV8U Valley e t 1 1 A0465942 Job Reference (optional) Ai ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:21 2015 Page 1 ID: W7quLcf?Re?LfzLe98RjH4yHM91-h2vN9H4ics4XO3zWsxS3Pa5Zi91XPJbig4gOoJzxq 1 C 7-2-8 8 0 0 7-2-8 0 9 8 2x4 i 7 6 1.5x4 II 3x4 = 3x4 11 3 4 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.82 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) n/a - n/a 999 BCLL 0.0 ` Rep Stress Incr YES WB 0.26 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix) Weight: 31 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = -8917-11-9 (min. 0-1-8) 5 = 225f7-11-9 (min. 0-1-8) 6 = 52317-11-9 (min. 0-1-8) Max Horz 1 = 243(LC 8) Max Uplift 1 = -150(LC 18) 5 = -134(LC 8) 6 = -357(LC 8) Max Grav 1 = 197(LC 8) 5 = 324(LC 21) 6 = 523(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=444/55,4-5=-170/286 WEBS 2-6=408/678 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 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 150 lb uplift at joint 1, 134 lb uplift at joint 5 and 357 lb uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard P WAIHIH6 Pkose lheioughlyarien lhe'Ad IDOF TROSSESrSIR111 GEN1111 RIBS A CONDITIONS Misil rluml A[CNORIDGWINT, Inn. Yaily design foramina oad ieodootes on this Loss Design Dro.ieg(TODjood thahlieslee, P.E.lefnerve Sleet belore use. Dales olhnrisv stoled ao the lDD, oeiy 07ehmnnedor pkles shdl be used for the TDO to be slid. AsvLass Design fnpioner(L., SperidlyEngiaeny the soul as any lOO npeseelsae..P­ of thepl.oiod enpioeninp uspansihilily In the design of the single less doirled oa the TOD.11,and..INI. the dnipa asenpl'ians, bodinpsaadii-, sailolifily and use of thisTeau JULIUS LEE, P.E. far nay Bailding is the rupeasiOOity of the Ones, the Drners a1hrieed agent orIf, luddial Designer, in the .Next of the lit. The 11C, the local buildiagnde ead TPI I. The opp l.1the ND and any field use of the Tess, iodudinl bundling,sleep,, fufanatenoad banig.s$oll he It, mpuosibifdy.Moss hildal Design. and #34869 Contractor. Al aofas set ad in lie TOD and He perrireseod poiftli dthe InidugCoaryaw Safety lndnnation0511pebhsbed by TPtand SICA oa.leaned far geenalgaidome. IPlldefnes tlenspondhTfin ooddolin oftbe Ten Daigner, Iesa Design Engineer and from blonefed—, anteu ethnrk, defieed hd a 1109 Coastal Bay C.olow.peed syoam nifial by oO parfia hoofed. Th No Design Engineer is NOT the lniid'ng Designer or Trans Space Equeerfee a,building. AD rnpilobid lams are as defiadis TPI 1. Boynfon Beath, FL 33435 6pyrighf0221411 Reef Irosns plies ley P.F. Iepdurlien of His dsa aa,af, in any lore, is pnh'bifed r9hoh.0h,p ,onission ban AT Iaa1 Trusses•hr., lee, P.I. Job Truss Truss Type Qty Ply Std Pac/6511 EL C A0465934 60332 MV10U Valley y 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:22 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-9ETIMd5KN9COODYiQfzlynejXZc58nCrvkZxKlzxgl B 7-2-8 10-0T 7-2-8 2-91 v b d 4x4 � 3x4 = 2x4 7 6 8 5 1.5x4 II 2x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.88 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(fL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight: 39 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 109/9-11-9 (min. 0-1-8) 5 = 236/9-11-9 (min. 0-1-8) 6 = 494/9-11-9 (min. 0-1-8) Max Hal 1 = 243(LC 8) Max Uplift 5 = -111(LC 7) 6 = -311(LC 8) Max Grav 1 = 259(LC 19) 5 = 330(LC 21) 6 = 494(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-296/42, 4-5=-177/273 WEBS 2-6=-386/619 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 5 and 311 lb uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard NAINIIN •PluxIhaooIlly mvieethe 'A.] tDOFMOSSES('SEII[Ij, 6ENFIAI RIYSB(DNDRIDNS(IISIDYFPI'BUYEPjA[gNDfR[O6(YE91'Ina4 ynlydesigo poanelm and realesf,,aathis lees, Wits Nair(TON aodlEeloW,lee,Pi.Ili— Shell belme — hells mher•in smleloo,Ce1DD, ally WTIA'a lean t t A nbewdlar1be1OO1.be..5d. A,aTa Oe' F IULIUS LEE, P.E. sya ngieen (u., SpedvNy FvgaasL Ihe,.d ea evy iOO sgsa,nls w naplcoa of the pvle,suvel tagineaiag mpodhidy M the design olsAe sivple Lv„ dryAled oe de 100 mly, evdu IPI I: be desipv vtsomplieas, 4odrzg rw�wlaas, vilvhibry and e,a of IMs Lo„ In a aP Baildal is de n,pun4lity, al the O.", the Dieeis tdherhe/vela at Ilia Budding Designer, in theadea at the X the ill, the foal balM'ag tail led TPI I. The appinal of the TOO and myfield lie of the Tess, iadalivg landfall,nature,ieslAfion aid bodag, than be the mpaa,ibifiry al the hKag Unipon lad #34869 lootadu. All albs sal aul in the TOO and He lank., and gaid,Oev, el the liOdng loapaad May hdatocti.11611 pabtished by Ili wA SKA are Wacead farp—I goidant. Rl l defiln the aspoosibililies lad Mies at the lma Designer, ImssNipa togi— ledTeon Mocalad—, lain, tth drfaed by 1109 Coastal Bay bnhatlisted apsein wiling by ell lm8es involved. The Pass Duiln lalinar is NOTthe Building Designer a Lass Systea Enpiaedfor toy holding. All aplatted fnm, am as defiled in IN 1. Boynton Beach, FL 33435 GpydghlJIDll AI lad I s-Hi,tie, P.F.1,peadadiea of Mis deamed,m all lose, Igmkbitedvilbul.,iltts pn6Luesfaa At fail Trvne,-hlla lee, P.E. Job Truss Truss Type Qty Plyii d Pac/6511 EL C 60332 SMV6 Valley , 1 A0465943 b Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Jan 07 07:57:22 2015 Page 1 ID:W?quLcr?Re?LfzLe98RjH4yHM91-9ETIMd5KN9C00DYiQfzlynepSZgu8gtrvkZxKlzxgl B 4-0-0 5 7 4 3x10 11 1.5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix) Weight: 20 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 5 = 291/4-0-0 (min. 0-1-8) 4 = 146/4-0-0 (min. 0-1-8) Max Horz 5 = 139(LC 8) Max Uplift 5 = -101(LC 8) 4 = -113(LC 8) Max Grav 5 = 346(LC 14) 4 = 284(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-257/422, 3-4=-106/262 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the 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 101 lb uplift at joint 5 and 113 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member enI fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QWd1NIN6 Pleau lbarwgbtyrniertb"A.I 100E TFUSSFS(Zf101I61N11111111156(ONDIFIONS(UST0911(10111KINOWHE6(BFNrIxn Ynilpdesige prcmeleu aedmel Bales oe lOiAress Uesigo Diariq l(DDjW tAelvlAs lee, F.I. lth—Sled butaeuse. Muss A-imsmtedae rtelDD, evIp 47ekmnnemr 0e )ULIUS LEE, P.E. plates sbeOle aced for TOO le be m61.1sairons Design legines(.e., Sphhr 1.gu J,lbe Woo cop Too at No p4ssiodmgimmp mgmslbmlr Im Ibe decge .1lbe single Tress dgM,da. me TOO 11, aadn 1n1. The acswq&ms, leareg rwddfun, uslAat®d aee aI t% Tresa In as aaiisalhneatpeeaanro(tbeOner,me Eroersembnhedagrel arlseeaDe gEeeiga<r.ietbetomeaoi meileroen(,,kloalbv;Idhgrode®don. Theappro,d elmlEE ael myEdd use,[ The Truss. bdudiog Tussling, Mu,up, Wnffuieeoad bra®l, 4.11 k the opa:aiupoube wui.1 Mile. oed #34869 (enhdor. aAOeotes sal od'm Oe IDD®d Me padias end peidefien oitbe loOdngfompoaeol Safety lnlamatioo(B(SQ pabrislyd by bland Sl(A ore rdmm�d for genenl gaidome. Tflldefiaestle respeubJtiu and ddiesdtle irons Desipeg Oass Eedpowpioeer and Luss Maouhtlwer, pn4sseMnrise dermed byo 1109 Coastal Bay 4nhortopreedapao ie nritinp ly oDprN<simolrcd. The Truss Oesign Engineer is NOT the luilmng Designerus1— Spin 1.Hats, fur my building. Allapilolired term meesdefiaeOle TPI1. Boynton Beach, FL 33435 (apiright9IDl1 dl loot honesdnNus lee, P.F. lepodulien dMis dnenml, m dap form, Is praNihited ritlwt rimed Onmisslw han AI laollmsas-Palos lee, r.F. Ir s -1 RIF A40 TRUSSES A FLOWDA CORPORAnON Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards: ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A -I Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com Name: Address: STRUCTURAL Customer. hz CONNECTORS' A MiTak- Company Contact: Number. Hangers P! * �T WA-I&•I ?k I, Mp NY; up 06 4 6 1! 717 . ....... .... r ry r gi. 1605 AU -.10OW! zLvugj R"L ell T1 JUS24 1883, 655 750 820 510 4- 10d (Header) FL82L39, 2 - 10d (Joist) 0510.01, RR 25779 LUS24 - 670 765 825 490 4-10d (Header) 2-10d(Joist) T2 JU526 1881, 850 975 1060 1115 4- 10d (Header) FI.821.42, 4-10d (Joist) 11- 0510.01, RR 25779 LUS26 865 990 1070 1165 4-10d(Header) 4 - I Od (Joist) T3 MSH422 1831, - - - 22 - 10d (Face - Face Max Nailing) FL822.36, 6 - 10d (Face - Top Max Nailing) DO- 6 - 10d (Joist - Face Max Nailing) 0303.06, 6- 10d (Joist -Top Max Nailing) RR 25836, 4- 10d (Top -Top Max Nailing) 13116-R TW422 2245 2245 2MS 6 - 16d (Carded Member - Face Mount) 6- lod (Carded Member - Top Flange) 22 - 16d (Face - Face Mount) 2 - 16d (Face - Top Flange) 4 - 16d (Top - rap Flange) THA1422 1835 1835 1835 2-10dxl-112or2-lodxl-112(Carried Aleiiiber) 20 - lod or 2 - I Od (Face) 4-10d (Top) USP Structural Connectors T4 TH D26 1781, 2485 2855 3060 2170 - - 18 -16d (Face) FL13285.35 12 -10d x 1-1/2 (Joist) , 06- 0923-05, RR 25843 HTU26 2940 3340 3600 1555 11 - IOd x I-1/2 (Carried Member) 20 - I0d x 1-112 (Carried Member - Max Nailing) 20 -16d (Carrying Member) 20 -16d (Carrying Member- Max Nailing) T5 THD26-2 17814 2540 2920 31.75 2285 - - - 18 - 16d (Face) FL13285.35 32 - 10d (Joist) , 06- 0921.05, RR 25843, 13116-R • HHUS26? 2785 3155 3405 1550 - 14 -16d (Face) 6-16d (Joist) WU26-2 2940 3340 3600 2175 20 - IOd (Carried Member - Max Nailing) 20 -16d (Carrying Member- Max Nailing) T6 THD28 1781. 3865 3965 3965 2330 - 28 -16d (Face) FL13285.35 16 - 10d x 1-1/2 (Joist) - .06- 0921.05, RR 25843 HTU28 3820 4340 4680 2140 - 26 -10d x 1-112 (Carried Member - Max Nailing) 26 -16d (Carry(nq Member- Max Nailing) T7 THD28-2 1781, 3950 4540 4935 2595 - - 28 - 16d (Face) FL13285.35 16 -10d (Joist) 0922.05, RR 25843, .13116-R HHUS28-2 4210 4770 5140 2000 - - 22 -16d (Face) 8 -16d (Joist) Hr•U28-2 3820 4340 4680 3485 - - 26 -1od (Carried Member - Max Nailing) 26 -16d (Carrying Member- Max Nailing) T8 THD46 1781. 2540 2920 3175 2285 - - - 18- 16d (Face) FL13285.35 3.2-10d (Joist) , 06- 092105, RR 25843, 131.16-R USP Strucruraf Connectors HHUS46 2790 3I60 3410 11550 14 - I6d (Face) 6 -16d (Joist) T9 THD48 1781. 3950 4540 4935 2595 28 - 16d (Face) FL13285.35 16 - 10d (Joist) . 06- 0921A5, RR 25843, 13116-R HHUS48 4210 4770 5140 =0 - - - 22 -16d (Face) 8-16d (lout) T10 TH DH26-2 1881, 3915 4505 4795 2235 - 20 -16d (Face) FL821.75, 8- 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 4355 4875 5230 2155 - - 20.16d (Face) 8 -16d (Joist) T11 TH DH26-3 1881. 3915 4505 4795 2235 20 -16d (Face) FL821.75, 8 -16d (Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 2155 - 20 -16d (Face) 8.16d (Joist) T12 THDH28-2 188:4 6535 7515 8025 2665 - - 36 - 16d (Face) FL821.77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 - 36- 16d (Face) FL821.77, 12 - 16d (Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Joist) USP Structural Connectors Im ` Name: STRUCTURAL NO CONNECTORS' Address: r Customer. A MTek'Compwi Contact Number. Fastener Comparison Table — - __ .F` r-r•1�X%---'? rSJ� F�•4" �/ w_�_ :_%=:.C; :�^'..1.-.�..-ly,=-� =--."-^ = _iYt +ti.4t= ..- .. =: yi^..J�_„T:.. �S•� :.: : r 4:.�` ...-'-�y>'Y..� •�=.:c....�'-•�'n`�i-'ii=:%.L:.-�:-z-_.-t ...-_ Cannectoa .-]•_�.r��-._._.. ` _.ate ._ �.�.L+rs.:T:.E•--'n.^.. --.---•�=V:t�,=:=; i )...__ Wit^.-......_.�c'?:t� _ :Li:=�- Y•...: ^✓.�•�� cheduFe�-< ;:�:=��- a.-_� :.n`ei%.-^.....?�.t/1.�r'*��^aG:�-_.J'G.r-.. G�IIc.�ius�.iG'��L.�^�-�.-...'T-F...:C':a+i,5i>�`�—�'e=�=%'•`%.� . �-�,,.� ^Y2-�'t'c�_CrL %'% -L•-=•;:YC`i_c`: 'f��;`�6rau[it� :....= c=� - -%'l si"aiielc s-v�a= _ •�1JSP.'StociaT��""'.=•�R �v-^^^'�.:':•;'ti..;+7. wredFasiene-��.�-.��.;Reeien '='� e9 =�=.:z. '-:"i,'-,•"sb•s.�-a.^S�-:•-+•_ �.e f 'eC Q,_f '.'Nm - »=vr� bcc�•.-'�. -. _s.,;:r%- �'">�.--.:� "��..-' �="�� `zu RequiradsFa •- ... -- - - - _ _'rs:�:�. �-=�� _ Ti JUS24 4 -10d (Header) tUS24 4-10d (Header) 2 -10d point) 2-10d (Joist) - UO THDH26-2 20 -16d (Face) HGUS26-2 20-16d (Face) 8 -16d point) 8-16d(Joist) - T11 THDH26-3 20-16d(Face) HGUS2r;-3 20-16d(race) 8 -16d (Joist) 8-16d (Jots() - T12 THDH28-2 36-16d(Face) HGUS28-2 36-16d(Face) 7.0 -16d (Joist) 12 -16d (Joist) - 'i13 THDH28-3 36-16d (Face) HGUS28--3 36-16d(Face) 12 -16d (Joist) 12 -16d (Joist) T2 JUS26 4 -10d (Header) LUS26 4- 10d (Header) 4 -10d (J oist) 4 - IOd (Joist) - T3 MSH422 22 -10d (Face - Face Max Nailing) THA422 6 -16d (Carried Member - Face Mount) 6 -10d (Face - Top Max Nailing) 6- 10d (Carried Member - Top Flange) 6 -10d (Joist - Face Max Nailing) 22-16d (Face - Fare Mount) 6 -10d (Joist -Top Max Nailing) 2 -16d (Face - Top Flange) 4 - lOd Crop -Top Max Nailing) 4-16d (Top - Top Range) - T4 THD26 18 -16d (Face) HTU26 11- IOd x 1-112 (Carried Member) 12 -10d x 1-1J2 (Joist) 20 -10d x 1-12 (Carried Member - Max Nailing) 20 -16d (Carrying Member) 20 -16d (Carrying Member - Max Nailing) - TS THD26-2 18 -16d (Face) HHUS26 2 14 -16d (Face) 12 -10d (Joist) 6-16d (Ioist) - T6 THD28 28 -16d (Face) HTU28 26-10dx1-112 (Carried Member - 16-10dx1-1f2(Joist) !`faxNu ing) 26 -16d (Carrying Member - Max Nailing) T7 TH D28-2 28 -16d (Face) HHUS28-2 22 -16d (Face) 16-10d (Joist) 8-16d (Joist) - T8 THD46 18 -16d (Face) HHUS46 14-16d (Face) 12 -10d (Joist) 6 -16d (Joist) - TS THD48 28 -16d (Face) HHUS48 22 -16d (Face) 16 -10d (Joist) 8 -16d (Jost) USP Structural Connectors j , PAddress: STRUCTURAL, CONNECTORS' Customer: A Wek' Company Contact Number. C — _ JUS24 (Qty.-1) THDH26-2- (Qty.-1) THDH26-3 (Qty.-1) THDH28-2 (Qty.1) THDH28-3 (Qty. 1) JUS26 (Qty.' 1) -• ncf: q' - flange �i I•< Gam. Y.fi ' I ,`,' 21 pep v \/D Right s 9W4 flange MSH422 (Qty.1) THD26 (Qty- 1) THD26-2 (Qty.-1) r • . a 3" Left �„tEr . , Left A _ flanga �nj ° .flange e ��"r •_•- w'Y\ D Right w�,,\ D Right flange flange THD28 (Qty. 1) THD28-2 (Qty.-1) THD46 (Qty-1) USP Structural Connectors j Address: r STRUCTURAL CONNECTORS' Customer. A MTek'Company k-GUXaCt Number. Loftu flange Zia!; rR ra �.x �Y Right flange THD48 (Qty.• 1) USP Structural Connectors D t I t TYPICAL HIPJACK CONNECTION 7'STBK MAX 55 PSF MAX ROOF LOAD 170 MPH EX C H=25' MAX 4 24 t-? 2, 12 3rS tUUI� 2 NAILED NAILED 11 14 A S t Pt3lL�D NAMED : all comar)ack with 2-16d toe rmSs-I MC II'fl BIU 1s 7 WAILS 1Sx: n 14ALM 4- mum MLM 16 NAILED NAILED 2-16d tore naL / 3%4 = 44' strap 6_1 a& 1.5• each •_nd Sole=12 0 n (ps1) SPACING 2-0.0 GSl 08FL in (loc) Udell Ud PLATES GF4P TCLL 30.0 Platys Increase 12S TC 0-71 Vert(LL) -0.03 6 7 a999 360 MT20 244/190 ILOADING TCDL 15.0 _ Lumberincreas� f25 BC 049 I Vert(n) -0.09 6=+ >999 240 I BCLL 0.0 ' Rep SbesS Inc NO wB 0.50 Hoe(iL) 0.01 6 nra nia BCDL 10.0 Co&_FRC2010rTP12M7 (Matrix M) weight:' lb Fr - D-t CHORD 2x46YP M 38 CHORD 24 SP No.2 S 2x4 SP No_3 BRACING TOP CHORD Structural mod sheathing directly applied or fi•0.0 oe puriins. EDT CHORD Structural good sheathing directly applied or B-94 oc bracing. MrTek recmmnends that Stablizem and squired cross bracing be installed during iws erection, in accordance with Stabilizer Installation guide- CTION5 pb size) 4-16WA-_chanlcai, 2-60810.10-1 S (min. 0-1-B). 6-362Mechantral Max Horz2-308(LC 4) Max Upfift4•-156(LC 4). 2-3B2(LC 4). 6b-159(LC B) Max Grav4-219(LC 2). 2.734(LC 4 5-412(LC 2) DES (lb) - Max. CompllAwL Ten. -All forces 250 (lb) or less except when shown. CHORD 211.-933/545,11-12--856GO7, 3.12--WwSO3 CHORD 214--6Bt/848. 14-15•-439", 7-15�-391848, i-16- 4391848, 6-I6--43MQ IS 3-6-9161475 1)wind: ASCE T-10; 170mph (3-second gust) Vasd-132mph; TCOL-5.0ps1; BCDL.S.Opsf; h-25ft; Cat - IF Exp C; End., GCpi.0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33 2) This miss is not designed to support a ceiling and is not Intended for use v6rere aesthetics area consideration_ 3) Plates checked for a plus or minus O degree rotation about Its center- 4 )This tnrss has been designed fora 10.0 psi boiwrn chord five load nonconwrreni with any other live loads. 5) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide va0 fit behn:en the bottom chord and any other members. 11111f11��� N M69 LU STATE OF �i 141ORION. All- 110 9 COASTAL BAY BOYNTON BC,FL 33435 10/20/12 TYPICAL ALTERNATE' BRACING DETAIL FOR EXTERIOR FLAP GIRDER TRUSS ie a izdaITCHp� TRUSS -24" o. c, UPLIFT CONNECTION SEE ROOF TRUSS EXTERIOR FLAT GIRDER 0 4 1 2d MAX 30°' (21 --511) #� CJ+P GEN.9,,-- * :.. 24of �� �� _� N 34869 = duou = SIMPSON H5 :�, STATE OF , NfAL`\s 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 STANDARD PIGGYBACK TRUSS I FEBRUARY 1 �4. 2012 I CONNECTION DETAIL -(PERPENDICULAR) I ST PIGGY-PERP. I O � Ql� a M7ek Industries, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES) ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRED. PIGGY43ACK TRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for additional piggyback truss irrformai�nn. NEARSIDE 15Tek IndusWes, Chestetre[d, MO Page 1 of 1 MAX MEAN ROOF HEIGHT=30 FEET BUILDING CATEGORY 11 WIND EXPOSURE B or C WIND DESIGN PER ASCE 7-913, ASCE 7-02, ASCE 7-05100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS:1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LEIS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACK TRUSS TO BASE TRUSS WITH (2) -16d (0.131- X 3.5') NAILS TOENAILED. FAR SIDE FIAT TOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drauving for additional base truss information. NOTES FOR TOE -NAIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WTTHTHE MEMBER AND STARTED i13THE LENGTH OFTHE NAIL FROM THE MEMBER END AS SHOINa 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH ASTO AVOID UNUSUAL SPLITTING OFTHE WOOD. NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE -FLY PIGGYBACK TRUSS ONLY: 2. THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGL4S FIR -LARCH UIMBER: 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; 4. THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULARTO BASE TRUSSES. S. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. Ilk �j _ N 34869 _ lY �. STATE OF `.�ij` 1109 COASTAL BAY BOYNTON BC,FL 33435 '10/lg�l2 FEBRUARY 14. 2012 1 Standard -Gable End Detail, SHEET 2 ' MTek Industries. CheeRield. MO Page 2 Of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD �� o� Trusses (_ 247 o.c. HORIZONTALBRACE (SEE SECTION A A) 2r.6 DIAGONALBRACE SPACED;8- O.C. ATTACHED TD VERTIDALWITH (4) -16d MI I ek Indus -ties, Inc. Roof Sheathing-1 heathing COMMON RE WITH (5) AND ATTACHED To BLOCKING WlTFi (5) - t0d COMMONS. V-3' Max. 3 THE RESPONSIBILITY OF THE 13LOG DESIGNER OR EPROJECT ENGINEERIARCHTECTTODESIGNTHE AI NAIL DIAGONAL BRACETO ILBVG DIAPHRAGM AND ITS ATTACHMENTTOTHE -PURLIN WITHTWO16dNAILS USSESTO RESISTALL OUT OF PLANE LOADS THAT YRESULTFROM THE BRACING OFTHE GABLE ENDS 2X 4 PURL4V FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURUN \ TO BLOCKING- WITVJO 15d NAILS (MIN) Diag. Brace , \ at pQ(ITts PROVIDE 2x4' BLOCKING BETWEEN THETRUSSES THE AND if neeee ded NOSUPPORTIN13 ON EITHER SIDE AS OB ED. TOENAIL BE TED.LOCKING \ TRUSSES WITI H (2) -10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. End Wall _ ` ^y - j CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 : ATEACH ACH A MATCHING GABLETRUSS TO THE INSIDE CABLE TRUSS FACE OF THE S iRUC T URAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE METHOD 2:ATTACK 2X SCA133-M EFACEOFEACiiVERTICAL SCABALQNG MEMISER OIS�THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE SCABS ARETO BE OF THE SAME SIZE. GRADE AND SPECIES ASTHE TRUSS VERTICALS NAILING SCHEDULE.• - FOR W IND SPEEDS 120 MPH (ASCE 7-98. 02, 05),150 MPH (ASCE 7-10) OR LESS, NAILALL InEMiBERS WITH ONE ROW OF 1Dd (.131• X 3') NAILS SPACED S.D.C. FOR W IND SPEEDS GREATER 120 MPH (ASCE 7.98, 02, 05).150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d �131- X 37 NAILS SPACED 6- O.C. (2X 4 STUDS MINIMUM) MAMMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VAUD AND ARETO BE FASTENED TOTHE SCABS OR INLAYEDSTUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OFTHE STRUCTURE ' STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHO Fp�i� LING MUST GABLETRUSS / BOTTOM CHORD TO RESIST ALLOLIT CF P1 NBEPRESeJTTOPROVIDEFULLLATEE 'dA[E "f T INd"OWN IN THIS DETAIL IS FORTHE VERTICALxSx y.-.=, f `� . EN&,Lt- NOTE : THIS DETAIL IS 10 BE USED ONLY FOR - N 34869 • •_* STRUCTURAL GABLES WITH INLAYED 57UDS.TRUSSESWTTHOLJTWLAI:T=D SiUD3ARENCli ADDRESSED HERE %tI �a I"(L1 STATE OF STANDARD i ••' :FCORIOP .•' Gi�`� GABLETRUSS '�/S�GNAL 1 ��1jJlTl[l(i�� 1109 COASTAL BAY BOYNTON BC,FL 33435 FEBRUARY 14, 2012 STANDARD PIGGYBACK ST:PIGGY PLATE TRUSS CONNECTION DETAIL Mirek muswes. meaerGeid, MO Page 1 of 1 ono a Mi7ek Industries, Inc. This detail is applicable for the fallowing wind conditions: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind Standards under all enclosure and exposure curditions as long as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for upft, . NOTE: This Detail is valid for one ply trusses spaced 24' o c. or less. PIGGYBACKTRUSS Hafer to actual truss design drawing for addi5on2i piggyback truss information. SPACE PURUNS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED W O.C. A PURLIN TO BE LOCATED AT EACH BASE TRUSS .IOIN i . Attach piggyback truss to the base truss with 37W TEE -LOCK klutd-Use connection plates spaced 48" o.c. Plates shall be pressed into the piggyback truss at 48' o.c. staggered from each face and nalled to the base truss with four (4)- 6d (I HxO-099') nails in each plate to achieve a maximum uplift capacity of 3777 lbs. at each 3"xW TEE -LOCK Multi -Use connection plate - (Minimum of 2 plates) Attach each purlin lathe top chord of the base truss. (Purlins and connection by others) iE TRUSS or to actual truss design drawing additional base truss Information. %Otilt U CEN F * ' N 341369 ' 1 w . STATE OF 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 FEBRUARY 14, 2012 qua o0 o zoo a MiTek Industries, Inc. SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS S' O.C. . TRUSSED VALLEY SET DETAIL I ST VALLEY SYP GABLE END. C0,1WON TRUSS OR GIRDERTRUSS Ahi rek Industries, CnesbIrgeld. Mo Page i of I GENERAL SPECIFICATIONS 1. NAIL SIZE = 3.5" X 0.131" =16d 2. INSTALL VALLEYTRUSSES (24- O.C. MAXIMUM AND SECURE PER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS: 4. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EOUILIVANTTO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. S. NAILING DONE PER NOS - DI S. VALLEY STUD SPACING NOT TO EXCEED 4W O.C. 7. ALLLUMSER SPECIES TO BE SYP. ATTACH 2x4 CONTINUOUS NO-2 SYP TO THE ROOF W/TWO 15d (0.131- X 3.5'1 NAILS INTO EACH BASE TRUSS. DETAIL A (MAXIMUM I"SHEATHING) N.T.S. MO14 TRUSS S WIND DESIGN PER ASCE 7.98. ASCE 7-02. ASCE 7.05 120 MPH WIND DESIGN PER ASCE 7-10 150 MPH MAX MEAN ROOF HEIGHT - 30 FEET ROOF PITCH - MINIMUM 3/12 MAXIMUM 1DA2 CATEGORY It BUILDING EXPOSURE C OR B WIND DURATION OF LOAD INCREASE - 11g0I I I 1 MAXTCPCHORD TOTAL LOAD -Sp,i Y MAX SPACING - 29 O.C. (BASk-ANI� MINIMUM REDUCED DEAD!\4�10 F��9F-•..: ONTI4E TRUSSES * N 34869 uj 10 19/12 CL/� STATE OF ; IDP 1109 COASTAL BAY BOYNTON BC,FL 33435 I— OCTOBER 1, 2006 1 LATERAL TOE -NAIL DETAIL I ST TOENAIL SP RQ MTeklndistries,Chestefietd.Mo Page 1 of1 NOTES 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2_ THE END DISTANCE EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries. Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THETWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DI AM_ SYP DF HF SPF SPF-S .131 98.0 90.6 699 MA 59.7 O .135 93.5 ass 74.2 723 63.4 in .162 108.8 WX BSA S4.5 733 Z z .128 74241t-l 9.9 51.6 50.3 0O .131 75.903 f84.8 59 U 51.1 148 R14 632 525 m VALUES SHOWN AF—= CAPACITY PER TOENAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED EXAMPLE (3) -16d NAILS (.162" diam.x 3.S7 WITH SPF SPECIES BOTTOM CHORD Forload duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30° TO 600 THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEVY' SHOVOJARiE FOR IU USTRATION PURPOSES ONLY SIDE VIEW (2)2.14) 2 NAILS j A --lI NEAR SIDE NE44 SIDE 45.000 SIDE VIEW Iz�7 3 NAILS NEAR SIDE NEAR SIDE vs NEAR SIDE ANGLE MAY VARY FROM 30° TO 600 45.000 `,`11t1ttlltr���! vSS. �, N 348 9' • . � r `0'. 3..0/19/12 (V7 STATE OF �. . �i �''•CORIOP (�N � i� �.,,"�s"0NAl- \�� 1109 CO -ASS, BAY BOYMON BC, FL 33435 OCTOBER 1, 2006 1 UPLIFT TOE -NAIL DETAIL . I ST-TOENAIL UPLIFT �� O L C==:==:= o Or --- I a MiTek Industries, Inc. SIDE VIEW NEAR FAR. SIDE Mirek Industries, Ch..serfield. MO ' Page i Of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MENIBER AND STARTED 1/3 THE LENGTH OFTHE NAIL FROM THE MEMBER ENDAS SHOWN. 2. THE END DISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD_ 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOP. MEMBERS OF DIFFERENT SPECIES - TO) OF NEAR SIDE VteAS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ibinail) DIAM. S(P DF HF SPF SPF S O .131 58.5 46.1 31.6 29.8 20.3 O .135 I 60.3 47.5 I 323 303 20.9 ir, _162 I 72.3 57.0 39.1 36.B 25_1 ri Z 128 53.1 412 29.7 27.0 IBA .131 54.3 42 8 293 27.7 78.9 r .148 61 A 48.3 33.2 31.3 213 m .120 45.9 35, 748 23A 15.9 O .128 49.0 38.6 26.5 25.0 17.0 0 131 50.1 39.5 27.1 1 25.6 17.4 .143 55.6 443 30.6 26.9 19.6 VALUES SHOWN AFE CAPACITY PER TO&N AIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE (3) - 16d NAILS (.162" diam. x 3.5"1 WITH SPF SPECIES TOP PLATE ForWnd DOL of 1.33: 3 (nails)X36.8 (lbinail)X 1.33 (DOL forwind) = 146.81b Maximum Allowable UpfiRReaction Due To Wind For 41And DOL of 1.60: 3 (nails) X 36.B (Ib(na1)X 1.60 (DOL forwind)=175.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing is mote than 146.8 lbs (176.6lbs) another rnachanical uplift connection must be used. USE t3) TOE -NAILS ON bA BEARING WALL USE (4) TOI~NAILS ON Z 6 BEARING WALL END VIEW 10/19/12 `�111ff1111/! GEN .Z N 34869�6 �3 �4 ' _ STATE OF _�� i :FLOR71�1i.= �N �'J//ON1A'L 1109 COASTAL BAY BOYNTON BC,FL 33435 OFIUCE USE ONLY: Q DATE FILED: 1 J REVISION FEE: PERMIT # 7 RECEIPT # PLANNING & DEVELOPMENT SERVICES, ,. BUILDING & CODE REGULATION DIVISION `, 2300 VIRGINIA AVENUE, FORT PIERCE, FL 34982-5652 (772) 462-1553 o APPLICATION FOR BUII.DING PERMIT REVISION$ PROJECT INFORMATION %"/LOCATION/SITE DDRESS: Riverbend A 3055 NW Radcliffe Way Lot 40 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: Several Changes -See attached letters from Architect and Engineering � RACTOR INFORMATION: 3. CON' , STATE of FL REG./CERT. #: CGC1506304 .z M1. C(% BUSINESS NAME: Standard Paci a%: ores {� QUALIFIERS NAME: Robert Smithwldk' j} ADDRESS: 825 Coral Ridge Drive CITY:' Coral Springs STATE PHONI1(DAYTIME):gc;F Q_75_73-47 .'X. 't 4. OWNER/'.BUILDER INFORMATION: NAME: Standard Pacific Homes ¢ ADDRESS: 825 Coral Ride Drive CITY: Coral springs STATE: PHONE: 954-575-7337 CERT. #: 28420 m .� 133 1 ZIP• 4 . . r2 V1 � ESQ ?c5�' our NERO ZIP: i-7324 5. ARCHITECT/ENGINEER INFORMATION: W NAME: AB Design ADDRESS: 1191 East Newport Center Suite 207 CITY: Deerfield Reach STATE: F1 ZIP: 33442 PHONE (DAYTIME): 954-482-0957 FAX: 954-708-2468 SLCCC: 9/23/09 Revised 04/26/2010 A R C H I T E C T S 1"5 ODesignoupl��. January 6, 2015 St. Lucie County Building Department 2300 Virginia Avenue Fort Pierce, FL 34982 Attn: Building Plan Processor RE: Standard Pacific Homes Riverbend Lot 40 Permit No. #1409-0277 Dear Sir/Madam, This letter serves as "Notice of Change" to the above referenced project. 1. Bump out at pantry removed. See delta 1 on revised sheet Al. 2. Revised window A to (3) 36-SH. See delta 1 on revised sheets Al, A2.1 and A3C. 3. Revised window I to 48"xl2" F.G. See delta 1 on revised sheets Al and A2.1. 4. Removed window P at W.I.C. See delta 1 on revised sheets A2 and A2.2. 5. Revised corner side window at Bedroom #3 to 14-SHE. See delta 1 on revised sheets A2, A2.2 & A4C. 6. Revised window schedules. See delta 1 on revised sheets A2.1 and A2.2. 7. Revised roof lines and pitches. See delta 1 on revised sheets A3C, A4C & RPC. If you have any questions please contact me at (954) 482-0957. Sincerely, Michael Hurtak Florida Architect #0008374 1441 N. Ronald Reagan Blvd. • Longwood, FL 32750 • Phone: (407) 774-6078 • Fax: (407) 774-4078 AA0003325 www.abdesigngroup.com WALSH ENGINEERING, INC P.O. BOX 933, BOCA RATON, FL 33429 (561) 362-0237 362-7414 (FAX) Jan 09, 2015 St. Lucie County Building Department Fort Pierce, Fl. Re: Standard Pacific Homes Riverbend, Palm City Lot # 40 Permit #: Changes made to Structural set at sheets SIC, S3C &S4C per Architectural coordination If I can be of further assistance to you please feel free to call. Sincerely, Stephen R. 01/09/2015 STRUCTURAL ENGINEER, P.E. #33915 — CERTIFICATE OF AUTHORIZATION #27170 �pp"fir �s