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Home My WebLink AboutTruss Engineering4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 X: 772-409-1015 .AlTruss.com TRUSS ENGINEERING: 21 BUILDER: CalAtlantic Homes SF 0 EXCEPTION TAKEN []'EXCEPTIONS NOTED [j SUBMIT SPECIFIED ITEM ❑ REVISE & 'RESUBMIT PROJECT: RIVERBEND Checking is only for: general:, conformance with design concept:of project and general compliance with Contract Documents. Contractor LOT/BLK/MODEL: Lot:46 / Model:6811 YORKShr 9at�o ►�l�`ptaiks f�Rt9 dimensions at job site; processes or construction techniques, —and -for -coordination -of work -of -all -tea es. Checking of shop drawings shall not relieve the contractor of responsibility for JOB#: 63215 deviation from requirements of Contract Documents nor for errors or omissions in sho drawings. MASTER#: By - // I/ e-l" V�.,.,e Date DVANCED STRUCTURAL ENGINEERING 11, INQ OPTIONS: MASTER BED. SITTING AREA Awl ROOF TRUSSES AFLORIDA CORPORATION 2E: Job 63215 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. A-1 Roof Trusses 4451 St Lucie Blvd site Information: Fort Pierce, FL 34946 '.ustomer Info: CALATLANTIC HOMES - S FL DIVISION Project Name: RIVERBEND -ot/Block: 46 Model: 6811 YORKSHIRE kddress: Subdivision: amity: v County: Broward State: FL Jame Address and License # of Structural Engineer of Record, If there is one, for the building. Jame: License #: kddress: 'Ity. 3eneral Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special -oading Conditions): )esign Code: FBC2014/TP12007 or FBC2010 Design Program: MiTek 20/20 7.6 Nind Code: ASCE 7-10 Wind Speed: 170 MPH goof Load: 45.0 psf Floor Load: 0.0 psf 'his package includes 106 individual, dated Truss Design Drawings and 0 Additional Drawings. Vith my seal affixed to this sheet, I hereby certify that 1 am the Truss Design Engineer and this index sheet onforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. Jo. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date A0712250 A01 2/29/16 13 A0712262 A13 2/29/16 25 A0712274 B01G 2/29/16 A0712251 A02 2/29/16 14 A0712263 A14 2/29/16 26 A0712275 B02 2/29/16 A0712252 A03 2/29/16 1 15 A0712264 A15 2/29/16 27 A0712276 B03 2/29/16 A0712253 A04 2/29/16 16 A0712265 A16 2/29/16 28 A0712277 B04 2/29/16 A0712254 A05 2/29/16 17 A0712266 A17G 2/29/16 29 A0712278 B05 2/29/16 i A0712255 A06 2/29/16 18 A0712267 A18 2/29/16 30 A0712279 B06 2/29/16 A0712256 A07 2/29/16 19 A0712268 Al8A 2/29/16 31 A0712280 B07 2/29/16 A0712257 A08 2/29/16 20 A0712269 A19 2/29/16 32 A0712281 BOB 2/29/16 i A0712258 A09 2/29/16 21 A0712270 A19A 2/29/16 33 A0712282 B09 2/29/16 0 A0712259 A10 2/29/16 22 A0712271 A20 2/29/16 34 A0712283 B10 2/29/16 1 A0712260 All 2/29/16. 23 A0712272 A21 2/29/16 35 A0712284 B11 2/29/16 2 96712261 Al2 2/29/16 24 A0712273 A22 2/29/16 36 A0712285 B12 2/29/16 he truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. russ Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February28,2017. COTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. he suitability and use of components for any particular building is the responsibility of the building designer, per ANSI1TPI-1 Sec. 2. he Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents') provided by the Building tdicating the nature and characterof the work. The design criteria therein have been transferred to Manuel Martinez PE by [A1 Roof Trusses orspecific location]. These TDDs (also referred to at times structural Delegated Engineering Documents') are specialty structural component designs and may be part ofthe project's deferred or phased submittals. As a Truss Design Engineer (i.e.,Specialty ngineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility forthe design of the single Truss depicted on the TDD only. The Building Designeris responsi brand shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review allTDDs and all related notes. I Irl Manuel" Martinez =�c s?r?n lea 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 on lumber values established by others. TRUSSES &FLORIDA CORPORATION IE: Job 63215 do. Seal # Truss Name Date No. Seal # Truss Name Date ;7 A0712286 B13 2/29/16 75 A0712324 H02 2/29/16 ;8 A0712287 B14 2/29/16 76 A0712325 H03 2/29/16 ;9 A0712288 B15 2/29/16 77 A0712326 H04 2/29/16 •0 A0712289 B16 2/29/16 78 A0712327 HC4 2/29/16 .1 A0712290 B17 2/29/16 79 A0712328 HJ2 2/29/16 •2 A0712291 B18 2/29/16 80 A0712329 HJ3E 2/29/16 •3 A0712292 B19 2/29/16 81 A0712330 HJ5 2/29/16 4 A0712293 B20 2/29/16 82 A0712331 HJ7 2/29/16 •5 A0712294 B21 2/29/16 83 A0712332 HRA 2/29/16 •6 A0712295 B22G 2/29/16 84 A0712333 HJ7B 2/29/16 .7 A0712296 C01 2/29/16 85 A0712334 HJ7C 2/29116 .8 A0712297 C01A 2/29116 86 A0712335 HJ7D 2/29/16 •9 A0712298 CO2 2/29/16 87 A0712336 J2 2/29/16 i0 A0712299 CO3 2/29/16 88 A0712337 J3E 2/29/16 d A0712300 C04G 2/29/16 89 A0712338 J5 2/29/16 Q A0712301 CA 2/29/16 90 A0712339 J7 2/29/16 6 A0712302 CAA 2/29116 91 A0712340 HA 2/29/16 14 A0712303 CAB 2/29/16 92 A0712341 J713 2129116 ;5 A0712304 CA E 2/29/16 93 A0712342 RC 2/29/16 ;6 A0712305 CJ3 2/29/16 94 A0712343 RD 2/29/16 17 A0712306 CJ3A 2/29/16 95 A0712344 RE 2/29/16 ;8 A0712307 CJ5 2/29/16 96 A0712345 J7F 2/29/16 19 A0712308 CJ5A 2/29/16 97 A0712346 K01 G 2/29/16 ;0 A0712309 CJ5B 2/29/16 98 A0712347 MV10 2/29/16 ;1 A0712310 CJ5C 2/29/16 99 A0712348 MV10A 2/29/16 Q A0712311 D01 2/29/16 100 A0712349 MV2 2/29/16 3 A0712312 D02 2/29/16 101 A0712350 MV4 2/29/16 4 A0712313 D03 2/29/16 102 A0712351 MV6 2/29/16 6 A0712314 D04 2/29/16 103 A0712352 MV8 2/29/16 6 A0712315 E01 2/29/16 104 A0712353 MV8A 2/29/16 W A0712316 E02 2/29/16 105 A0712354 V4 2/29116 S A0712317 E03 2/29/16 106 A0712355 V8 2/29/16 i9 A0712318 EG7 2/29/16 0 A0712319 G01 G 2/29/16 1 A0712320 G02 2/29/16 '2 A0712321 G03 <_; . 2/29/16 '3 A0742322 j. " 0 ' 4,/ ` ; 2/29/16 '4 A0712323 1i0,1:.G , ! ; 2/29/16 Q Page 2 of 2 Job Truss Truss Type Qty Ply 6811 D A0712250 6�i 215 A01 HALF HIP 1 2 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 METek Industries, Inc. Mon Feb 29 10:25:50 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-9iDYHQH3LxnzGZmXgr7O5ZueOn23Gb8xt2LvQGzgJt 1 4- 3-2-0 9�-2 14-3-8 20-5-7 26-5-9 32�-0 38-8-10 44-7-12 4 3-2-0 6-2-2 4-11-6 6-1-15 6-0-3 5-10-7 6 4 10 5-11-2 3-2-0 Dead Load Defl. = 11116 if 4.00 12 8x8 — 2x4 11 4x8 = 4x8 = 2x4 11 4x4 = 5x6 = 4x6 5 6 7 R 9 10 11 4x12 —_ 2x4 11 4x4 = 48 = 2x4 11 1514 1s tit 4x8 = 2x4 11 4x8 = 3x6 11 31-10-( 17-6-8 38-8-10 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.60 21-24 >882 360 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -1.01 21-24 >524 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.43 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x6 SP No.2 `Except` T2: 2x8 SP No.2, T1: 2x8 SP 240OF 1.8E BOT CHORD 2x6 SP No.2 'Except' 131: 2x6 SP 240OF 2.OE, B4: 2x4 SP No.3 B3: 2x4 SP No.2 WEBS 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 7-4-9 oc bracing. Except: 10-0-0 oc bracing: 14-16 REACTIONS. (lb/size) 12 = 1981/0-3-8 (min. 0-1-8) 1 = 2040/0-8-0 (min. 0-7-2) Mat Horz 1 = 294(LC 8) Max Uplift 12 = -929(LC 8) 1 + _ -905(LC 8) Max Grav 12 = 1981(LC 1) 1 = 2040(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-635/97, 2-3=-7771/6443, 3-4=-5482/4489,4-5=-5470/4508, 5-6=-5938/4916, 6-7=-5938/4916, 7-8=-4780/3876, 8-9=-4780/3876, 9-10=4737/3845, 10-11=-2126/1710, 11-12=-1927/1609 BOT CHORD 2-21=-6530/7538, 20-21=-6530/7538, 19-20=-4345/5147,18-19=4345/5147, 17-18=-4755/5826, 16-17=-4755/5826, 9-16=-412/481, 13-14=-190/281 WEBS 13-16=-158611921, 10-16=-2421/2966, 10-1 3=-1 967/1768, 11-13=-2212/2746, 5-20=-741/991, 3-20=-2594/2363, 3-2 1 =-368/567, 5-18=-662/918, WEBS 13-16=-1586/1921, 10-16=-2421/2966, 10-1 3=-1 96711768, 11-13=-2212/2746, 5-20=-741 /991, 3-20=-2594/2363, 3-21=-368/567, 5-18=-662/918, 6-18=-432/507, 7-17=0/274, 7-16=-1223/1028 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 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) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. PLATES GRIP MT20 244/190 Weight: 609 lb FT = 0% 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 929 lb uplift at joint 12 and 905 lb uplift at joint 1. 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 Warning - Pines, 1horouSHY levie. the "A.1100FTRUSSES CSEELEr1, GENERA TERMS I CONDITIONS (ESTHER C1111YER71 A(KNOWLIDGIA[Hr farm. Verify design parameters ad read notes a this Truss 01 !go 011oing ODD) ad The Manuel simthorT, P.L Rat am Sheet before ast. Unless other 'isestaledoathe TOO, only AMI.k MANU torrent, plains shall be used far the TOO In be valid. As a bass WillisWillisEngineer (.e., Sperialty Engioem),the seal oa any TOD represents an —plane of the professional engineering responsibility for the design of the single Truss depicted on the Too only, order TPN. the design assumptions, loading toedilms, sAabiGrymaduse oRhisGmslor any Bolding islM1e msponsibihty tithe O.nor.theO...r's outhori:ed ageol or the BuUding Oesigae,, inlhe sunhat of the lR(, the ll(, the laml buildwgmde and lPN.Theappimralet the TOD andmay field use a[ the Truss, induding handhog,,il So, insl0alion and bming.shng be the #047182 responsi6lityolthe Building Dnignerand [onhador.AlnolesseloutinlheIDOandlheprottiusrndgoidelinnoflheBuilding(omponenlSoletylnformrtionlER�puhlishedhyTPlandSB(Avnmlerenmdlorgenemlguidmn¢.TPI.Idafine,th—spansib,56asmnddak,altheLuuDe,ii-JuassDe6gnFnginee,and 10019(horlfon(ir. Truss Manufudumyunless otherwise defined by a (anted agreed upon in.rigag by all parties ineoleed. The Truss Design Enginte, is NOT the Building Designer or Truss System ingineei for any building. All Capitalized farm, ore as defined in IPH. Copyghl©7015 A-1 Roof Trusses -Manuel Martinet, P.E. Rep,odudion of this dammenl, in any form, is prohibited with wriNen permission from A -I Roof Trusses. Manuel Martinet, P.F. Orlando, FL 3T83T ri 15 ITruss Truss Type Qty PIY 6811 D A02 Half Hip 1 1 A0712 , !1 X RUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:25:57 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-55Lli6JKtY1 hWtwvxG9sA_zvvbdCkOQEKMg0U8zgJl 1 7-9-14 13-9-0 16-3-8 21-9-7 27-1-9 32-4-0 39-0-4 44-7-12 1 4 7-9 14 5-11-2 2 6 8 5-5 15 5 4-3 5-2-7 6-8-3 5-7-9 4.00 12 5x10 MT20HS= 4x6 3x6 = 3x6 = 5x6 WB= 3x4 11 Dead Load Defl. = 1-1/8 it 10 3x8 = 11 4x6 = 12 N 0 aV 25 24G0 4x4 = 1615 14 13 4x8 = 4x8 = 3x4 11 7x14 MT20H8= 3x4 II 4x8 = 3x6 11 16-3-8 I 7-9-14 13-9-0 14-3-0 21-9-7 27-1-9 31-1" 32-4-0 39-0-4 44-7-12 i 7-9-14 5-11-2 0-6-02-0-8 5-5-15 5-0-3 4-8-7 0-6-0 6-8-3 5-7-9 Plate Offsets (X,Y)-- [3:0-3-12,0-2-0], [4:0-5-0,Edge], [9:0-3-0,Edge], [11:0-3-8,0-1-8], [12:0-3-0,0-1-8], [13:Edge,0-3-8], [14:0-2-0,0-1-8], [17:0-2-0,0-5-4], [24:0-2-0,0-0-4], [25:0-2-8,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.98 Vert(LL) 1.00 20 >537 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.71 20 >312 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.65 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 284 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T4: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B3,B4: 2x6 SP 240OF 2.0E B6: 2x4 SP No.3, 135: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W7: 2x4 SP No.2, W3: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 22-24, 15-17 WEBS 1 Row at midpt 12-13, 11-14, 12-14, 14-17, 11-17, 22-25, 3-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 1997/0-3-8 (min. 0-2-6) 2 = 2128/0-8-0 (min. 0-2-8) Max Horz 2 = 378(LC 8) Max Uplift 13 = -940(LC 8) 2 = -1028(LC 8) Max Grav 13 = 1997(LC 1) 2 = 2128(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5054/4019, 3-4=-7682/6426, 4-5=-7612/6438, 5-6=-6339/5341, 6-7=-6518/5450, 7-8=-6247/5148, 8-9=-5175/4239, 9-10=-5175/4239, 10-11=-5155/4231, 11-12=-1809/1467, 12-13=-1943/1629 BOT CHORD 2-25=-4187/4710, 24-25=-229/299, BOT CHORD 2-25=-4187/4710, 24-25=-229/299, 5-22=-998/1210, 21-22=-6244/7209, 20-21 =-51 62/6059, 19-20=-5450/6518, 18-19=-5450/6518, 17-18=-5148/6247, 10-17=-409/479 WEBS 3-25=-1519/1541, 11-14=-2199/1972, 12-14=-2049/2526, 6-21 =-1 172/1418, 5-21=-1606/1503, 14-17=-1444/1741, 11-17=-3112/3767, 22-25=-4201/4683, 3-22=-2101 /2524, 6-20=-340/540, 7-20=-221/269, 7-18=-333/358, 8-18=-1541384, 8-17=-1268/1076 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 4, 6, 12, 13, 2, 24, 5, 19, 10, 15, 3, 25, 11, 14, 1, 21, 17, 22, 20, 7, 18 and 8 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 9 checked for a plus or minus 3 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 940 lb uplift at joint 13 and 1028 lb uplift at joint 2. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/ir gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 05 Warning'. Preare thoroughly revier the "A -I 100I TRUSSES("SEEIE1I, OENIALTERMSACONDITIONS (USIOMIRCWHI'lA(ENOWIIDOLMENP form. verily design parameters and read rates on this Truss Design DmingED) and the Manuel Maitirer,P.l,Interco(, Shoal her use. Unless alh-k, stated oa The TDO, only MANNEI A �Mask taaaed., plains shag he used far )he TOD lobe valid. AsaPess Design Ingiaeer(Le,SpariaDy Engineerhthe seal on any log represents an mzeplarte of the pmfessiaral eaginearing tespaesbTtyfar The design ar the single Truss depided an the ED Daly, under TP4l. The design assumptions, loading to aftTINEZ P.E.pas, M R suimhiOty and use of this Trans for any Building is Mere,ponsibiblyy oftba Osner, theorem', aurtheri,edogeal or the Binding Designer, in the mnteet arthea(, The IIT, ihelatal building ad, and TFI-1. the oppsarafof lhelDD and any field use of the Truss, including handing, storage, installation and bra6q. shag he the #047182 ,asponsblity of the Building Designer oad(arhartor. All notes set out in the IDD and The prmfims and guider -of the Building (ampanenl Safety lnformaliannal) published by TPl and SOCA are elt-ted far general guWare.IPl-I defines the responsihilifies and duties or the truss Designer, l,uss Deign Engine,, and 10019(horhon(ir. 111. Monufa,Nrer, unless othe,wise defined by o (onfroA agreed upon in siting by all partim mralred. The T,ms Design Engineer b NOTthe Building Designer ar Truss System Engineer far any building. All 6pisdnd term an, m el lined in 1P1.1. (apyrighl ©2015 A -I Raal Trusses -Manuel Martinez, P1 Reproduction of this do-onl, in any form, is prohibited with rsiflen permission from A -I Roof Trusses- Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712252 &3215 A03 Half Hip 1 I 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:25:51 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-55Lli6JKtY1hWtwvxG9sA zwabdHkP?EKMgOU8zgJI 14- 7-7-15 13-9-0 18-3-8 25-5-8 32-4-0 38-7-9 45-7-12 4- 7-7-15 6-1-1 4 6-8 7-2-0 6-10-8 6-3-9 7-0-3 4.00 12 5x10 MT20HS= 6 5x10 MT20HS WE1% 4x6 5 3x6 - 4 W4 3 W2 2x4 11 3 0 rn 1 2 19 3x6 = 23 22 21 4x8 = 4x10 = 3x4 11 7x14 MT20HS= 7-7-15 13-9-0 14-3-0 18-3-8 46 — Dead Load Defl. = 1-1/8 is 2x4 11 5x10 MT20HS= 3x10 = 3x4 If 3x8 = 15 14 13 3x4 11 3x6 = LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 1.04 21 >523 360 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.75 21 >311 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.72 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3:2x4SPM31 BOT CHORD 2x4 SP M 30 'Except' B2,B5: 2x4 SP No.2, B3: 2x4 SP M 31 B6: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except` W3: 2x4 SP M 30, W2,W7: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-10-15 oc bracing. Except: 10-0-0 oc bracing: 20-22, 14-16 WEBS 1 Rbw at midpt 20-23, 3-20, 5-19, 9-17, 13-16, 10-16 2 Rows at 113 pts 10-12 MiTek recommends that Stabilizers and required crd.s bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 12 = 2042/0-3-8 (min. 0-2-7) 2 = 2172/0-8-0 (min.0-2-9) Max Horz 2 = 420(LC 8) Max Uplift 12 =-966(LC 8) 2 =-1044(LC 8) Max Grav 12 = 2042(LC 1) 2 = 2172(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-521114144, 3-4=-8028/6764, 4-5=-7958/6776, 5-6=-5685/4770, 6-7=-5599/4695, 7-8=-5599/4695, 8-9=-5599/4695, 9-10=-4666/3859 BOTCHORD 2-23=-4374/4861, 5-20=-1292/1576, BOT CHORD 2-23=-4374/4861, 5-20=-1292/1576, 19-20=-6704/7606, 18-19=-4629/5389, 17-18=-4629/5389, 16-17=-3886/4704, 9-16=-951/969, 13-28=-1639/2003, 12-28=-1639/2003 WEBS 3-23=-1562/1595, 20-23=-4473/4942, 3-20=-2304/2699, 5-19=-2560/2389, 6-19=-101 1/1273, 6-17=-203/351, 7-17=-538/627, 9-17=-938/1039, 13-16=-1670/2039, 10-16=-2665/3197, 10-1 3=-508/617, 10-12=-2658/2176 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.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=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 966 lb uplift at joint 12 and 1044 lb uplift at joint 2. 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 10 11 10 0 0 CV 28 12 5x6 = 45-7-12 , PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 272 lb FT = 0% Warning -Please thoroughly revie.the 'Ad1OOfTRUSSES I'SEVER'I,GENERAST(RMSBCONDITIONS (USTOMER('BUY(llA(YNOWESOGEMplrfarm. Verify designpammefar,andrendnotesonthisTrustDesignDmwingODD)andtheMonaditfinez,P.I.Rderea,,Shortbeforeuse. Unless othenisestated onthe TOD,only MANUELMARTINEI P.E. Mask nnnedor plates shall he used for the IUD to be ealid. As a Truss Design Engineer (i.e., Spedalp login en),the seal on any TOO represents as aaeplan,. of the profeseioaaI engineering responsibility for the design of the single Truss depided on the Too only, under IPI-I. The dmigo assumptions, leading muditim, suitability and use at this Truss for any Building isihe-pansibiUlyner dthe O., the Oeneisouthorired equal ar the Bugdiag Designer, in the noted of the LK, the III, the lout building rude and TPET. The oppmar1o6he TOO and any field use of the Truss, including hurdling,sIa,.g,, ionfrUstion and busing. shall be the #047182 a ' sespoa.1dit"Ithe Building Oesig7 ad(amndm.ADuof,,Wart inth,TDDaad[be pmrtiusondguidermesoffb,Building (omponenlS.Idy formofianipQQpublished byINand SB(Amertfere-dfor general guidanre.iP4ldefineslhnespars5igtiesooddotiesoTlheLossOmigrer,TrussOeugnFnginenovd 10019[horlton(ir. Truss Mandathm6 unless otherwise defined by a (aat,,d agreed upon in.riting by oil parties involved The Truss Design Engineer is NOT the Building Designer or Truss Syrians Engineer Tor any building. AD (apilorned hrms me as deleted in 1P41. Copyright © 2015 A -I Roof Trusses - Manuel Martinez, P.E. Reproduction of this dotumenl, in any form, is prohibited with wrinen permission from A-1 Roof Trusses- Manuel Martinet, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712253 63215 A04 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:25:58 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-ZHvgwRKyes9X71 U6Vzg5jCW5B?x2TrVNZOZZObzgJ �1 4-0 7-7-15 13-9-0 20-3-8 26-5-8 32 4-0 38-5-1 45-7-12 _4_ 7-7-15 6-1-1 6-2-0 5-10-8 6-1-1 7-2-11 2x4 C4 O 4.00 12 5x10 MT20HS= 2x4 11 4x6 = 500 MT20HS= 4x6 - 6 7 n 9 10 23 22 �I 4x8 = 400 = 3x4 11 3x8 = 15 14 3x4 II Dead Load Defl. = 1-3/16 i 4x8 = 3x4 11 11 Al 0 0 N 13 za 12 3x6 = 5x6 = 7-7-15 13-9-0 14 3-0 20-3-8 26-5 8 31-10-0 32 4 0 38-5-1 45-7-12 7-7-15 6-1-1 0-6-0 6-0-8 6-2-0 5�-8 0-6-0 6-1-1 7-2-11 Plate Offsets (X,Y)-- [4:0-5-0,Edge], [6:0-7-0,0-2-81, [8:0-5-0,Edge], [10:0-2-8,0-2-0], [12:0-3-0,0-3-0], [16:0-5-8,0-3, 8], [19:0-3-0,0-1-81, [20:0-8-8,0-3-8], [22:0-2-0,0-0-0], LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 1.05 21 >522 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -1.76 19-20 >310 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.71 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 280 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 *Except• T3,T4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' B1: 2x4 SP M 30, B3: 2x4 SP M 31 B6: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP M 30, W2,W7: 2x4 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. Except: 10-0-0 oc bracing: 20-22, 14-16 WEBS 1 Row at midpt 20-23, 3-20, 5-19, 10-16 2 Rows at 1/3 pts 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 2041/0-3-8 (min. 0-2-7) 2 = 2173/0-8-0 (min. 0-2-9) Max Horz 2 = 461(LC 8) Max Uplift 12 = -972(LC 8) 2 = -1038(LC 8) Max Grav 12 = 2041(LC 1) 2 = 2173(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5192/4120, 3-4=-8029/6812, 4-5=-7935/6821, 5-6=-5091 /4261, 6-7=-4732/4018, 7-8=-4732/4018, 8-9=-4732/4018, 9-10=-4009/3355, 11-12=-220/253 BOT CHORD 2-23=-4414/4841, 5-20=-1262/1573, BOT CHORD 2-23=-4414/4841, 5-20=-1262/1573, 19-20=-685Of7642, 18-19=-4167/4795, 17-18=-4167/4795, 16-17=-3374/4036, 9-16=-941/963, 13-28=-1529/1849, 12-28=-1529/1849 WEBS 3-23=-1552/1601, 20-23=-4490/4915, 3-20=-2378/2723, 5-19=-3078/2895, 6-19=-924/1188, 13-16=-1569/1898, 10-16=-2336/2765, 10-13=-486/603, 10-12=-2528/2094, 7-17=-431/499, 9-17=-824/891 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 5) Plate(s) atjoint(s) 6, 8, 11, 12, 2, 22, 5, 18, 9, 14, 3, 23, 20, 19, 13, 16, 10, 1, 7 and 17 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 972 lb uplift at joint 12 and 1038 lb uplift at joint 2. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''Y2e gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warning -Plan,,thoroughly mrkv, the -A.1RODE TRUSSES('SELLER1, GENERAL TERMS &(ONDIIIONS(USTOMER(BUYER')AnNDWLLDGEMENI'form. Verify design parametersoadreadnotesaaibisI.%DesignDmwing(IDD(andtheManuelhimth e,P.LBeferen¢Sheethot a,,.Unless alherwisestated anThe 10'only ANU RP.E. MiTek ronaeator plmes shall he used for tha IDDla he rabd. Aso Truss Design fngiaeer(i.e., Spesbaty Engineer), the seal on any TOD represents an mr,ptaore of the pmfesslonaI engimeering respooeibililyfor thedesign of The single Truss depid,if oa the TOO only, under 171.1. Thedesign assumptions, loading meditioab M EL MA TINEZ, P. soit6ili -ad oseofIusTruss far any Buildingislheresponsibilityalthe O.m, the Owneisauta,itedagentathe Building Designer. its the oonleetofthe III, the III, the lomlbuilding adeand I&I. lb, approvalofthe 100and may field oseof the %%imludinghandling, sloop,metallalimsoadbmsing.shall bethe #047182 ' setansibilityoftheBuildingDesignerand(antredw.ANnotessetoutinthe100andThepmsfresaadguidelinesa[theBuilding(omporealSafetyInformation(B(SQpublishedbyTPlmodSHIAor,Wemm,dfarHenerolguidon,¢.lPl-lderinesthe responsibilities mad duties of Is, T s Ins. Wig. Engineer ad 10019(horlton(ir. Truss Monufmhorm, unless oth-4, defined by a (mArmt agreed upon in wrfing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All Capitalised terms are as defined in IPFI. Copyright ©2015 A.I Roof Trusses - Manuel Morfnet, P.E. Repradualors of this damment, in any form, is prohibited with writlen permission from A -I Roof Trusses -Manuel Martinet, P.E. Orlando, FL 371132 Job Truss Truss Type Qty Ply 6811 D A0712254 63215 A05 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:25:59 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-2TT27nLaO9HOIB313h BKFP3GtOIsCJSXogJ7Z1 zgJ 11 4-p 7-7-15 14-3-0 18-0� , 22-3 8 27-5-8 31-10-0 38-5-1 45-7-12 7-7-15 6_ _I 3-9-4 4-3-4 5-2-0 4 4-8 6-7-1 7-2-11 3x6 = 3x4 11 4.00 12 5x10 = 3x8 MT20HS= 25 24 LJ 4x8 = 4x10 = 3x4 11 7x14 MT20HS= 7-7-15 10 - 3x6 16 15 = 3x4 II LOADING (psf) SPACING- 2-0-0 CS'_ DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 1.01 23 >542 360 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -1.66 23 >328 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.64 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30'ExcepC T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B1: 2x4 SP M 30, B3: 2x4 SP M 31 B6: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W12,W2: 2x4 SP No.2, W3: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bracing: 22-24, 15-17 WEBS 1 Row at midpt 12-13, 22-25, 3-22, 11-17, 11-14, 5-21, 6-20 2 Rows at 1/3 pts 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in acdordance with Stabilizer Installation uidl REACTIONS. (lb/size) 13 = 2042/0-3-8 (min. 0-2-7) 2 = 2172/0-8-0 (min. 0-2-9) Max Horz 2 = 502(LC 8) Max Uplift 13 =-979(LC 8) 2 _-1031(LC 8) Max Grav 13 = 2042(LC 1) 2 = 2172(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5219/4136, 3-4=-8034/6856, 4-5=-7940/6865, 5-6=-5818/4952, 6-7=-4477/3828, 7-8=-4085/3514, 8-9=-3492/2961,9-10=-3492/2961, 10-11=-3480/2953, 11-12=-1687/1411, 12-13=-1977/1723 BOT CHORD 2-25=-4499/4870, 5-22=-1335/1589, 46 =11 14 4x8 = BOT CHORD 2-25=-4499/4870, 5-22=-1335/1589, LOAD CASE(S) 21-22=-6915/7611, 20-21=-4905/5474, Standard 19-20=-3718/4232,18-19=-3718/4232, 17-18=-3514/4085, 10-17=-346/401 WEBS 3-25=-1563/1636, 22-25=-4602/4951, 3-22=-2394/2696, 7-20=-1062/1253, 14-17=-1451/1726, 11-17=-2094/2436, 11-14=-2171/2025, 12-14=-2033/2427, 5-21=-2470/2323, 6-21=-1061/1269, 6-20=-1728/1646, 7-18=-266/297, 8-18=-165/348,8-17=-876/818 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 4, 7 and 19 checked for a plus or minus 3 degree rotation about its center. 5) Plate(s) atjoint(s) 9, 12, 13, 2, 24, 5, 10; 15, 3, 25, 22, 20, 17, 11, 14, 1, 21, 6, 18 and 8 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 979 lb uplift at joint 13 and 1031 lb uplift at joint 2. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Dead Load Dell. = 1-1/16 i 4x6 =12 0 0 aV 13 4x6 11 45-7-12 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 297 lb FT = 0% Winning -Please thoroughly review the "Ad ROOf TRUSSES CSaL@l, GENERAL TERMS A CONDMONS CUSIOMER (-BUYill'f A(RNOWLEOGIMENr farm. Pinily, design parameters and read enter on this Truss Design Dmwing ODD) and the Manuel Mutterer, P.L. Reference Sheet before use. Unless albs-iss stated 0. the TOD, only lb roared,,plot,, shell be used for The TOD to besolid. As o Tsars Design leginter(Le., Spetlalq Engineerblhe seal on any TOD ,,presents oa aotplaeae of the Professional'esiaeerlug mspoanibdilyfar The design of the single Truss depicted on the Too only, order MI. The design ossumpli0oslending eoedifi,as, MANUELMARTIN17,1r.l. suitab0ily and use al Ibis Trans for any Building is The r,,posibRily d the Owner, the Owner'southmixd agent or The Building Designer, in lbe"als.1 ofit.lk4 The IRC, the Total building sad, and TPH. The approanl of the TODaad any field ate of the Truss, including handling,storage, iaslnOatioa and brining. 0,11 be the #047182 /!\,in mspous�bTry of Me Building Oesignin AD a.[,, set out in the TOD and the Ininfi s and guidelines of the guildingComponent Safety hfn,mafi,aO(Sl published by WE and SBCA ore relerentedfor gmeml guidine.TPI.l defines ThererponsihiGlies and duties of Me Truss Oesiprei,Truss Design Engineer and 10019 (horNon (ir. Tres, Mcrufmtum, unless otherwise defined by a Earned agreed upon in svdfirg by all gutsier imr,Wd. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All (opilofrzed terms are as defined in IT[.]. (0pyrighl© 2015 A.I Root Trusses - Manuel Muslim, P.E. Reproduction al this damment, in any farm, is prohibited with written permissian from A-1 Roof Trusses - Manuel Martinet, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 A06 Hip 1 1 A0712255 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:00 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-Wg1 RK7LC9TPFNKeUdOiZodbRgofExm7gOK2g5TzgJ 1� -4-0 7-9-14 13-9-0 18-7-15 , 23-11-8 , 29-1011 , 32-4-0, 37-11-2 44-0-8 A5-7-1,2 -4 7-9-14 S-11-2 4-10-15 5-3-9 5-10-8 2-6-0 5-7-2 6-1-7 1-7-4 5x10 MT20HS= 3x4 11 4.00 12 5x10 MT2OHS= 4x6 =10 3x6 T3 TA 5x10 MT20HS WB-- 6 4x6 � T W8 W9y W 4 5 W6 3x6 � Wq q 3 2 1 R'A ag? R4 .J 2x4 II 1 3 2 18 1 2 21 20 6x 19 30 3x6 = 3x6 = 495ead Load Defl. = 1-1/16 i 5x8 = 25 24 23 5x6 WB-- 17 16 15 31 14 13 4x8 = 4x10 = 3x4 If 7x14 MT20HS= 3x4 11 4x8 = 3x6 11 3x6 = 32-4-0 r 7-9-14 13-9.0 14-3-0 18-7-15 23-11-8 29-10-0 31-10-0 37-11-2 44-0-8 45-7-12 r 77 14 5-11-2 0 -0 4-0-15 5-3-9 5-10-8 2.0-0 5-7-2 6-1-7 71-7� Plate Offsets (X,Y)- [4:0-5-0,Edge], [7:0-7-0,0-2-81, [8:0-3-12,Edge], [11:0-54,0-2-81, [13:Edge,0-3-8], [18:0-2-12,0-3-0], 22:0-8-8,0-3-81[25:0-3-8 0-2-41 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 0.95 Vert(LL) 1.00 23 >544 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.65 23 >331 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.90 Horz(TL) 0.62 13 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 310 Ib FT = O% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP M 31, T5: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B2,B5: 2x4 SP No.2, B3: 2x4 SP M 31 B6: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP M 30, W2: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-10-3 oc bracing. Except: 10-0-0 oc bracing: 22-24, 16-18 WEBS 1 Row at midpt 22-25, 3-22, 10-18, 10-15, 11-15, 11-14, 12-13, 12-14, 7-18, 6-20, 5-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2172/0-8-0 (min. 0-2-9) 13 = 2042/0-3-8 (min. 0-2-7) Max Horz 2 = 506(LC 8) Max Uplift 2 = -1030(LC 8) 13 = -979(LC 8) Max Grav 2 = 2172(LC 1) 13 = 2042(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5205/4136, 3-4=-8037/6891, 4-5=-7947/6900, 5-6=-5607/4789, 6-7=-4104/3509, 7-8=-3223/2800, 8-9=-3223/2800, 9-10=-3192/2773, 10-1 1=-1638/1426,11-12=-366/307, 12-13=-2002/1646 TOP CHORD 2-3=-5205/4136, 3-4=-8037/6891, 4-5=-7947/6900, 5-6=-5607/4789, 6-7=-4104/3509, 7-8=-3223/2800, 8-9=-3223/2800, 9-10=-3192/2773, 10-1 1=-1638/1426,11-12=-366/307, 12-13=-2002/1646 BOT CHORD 2-25=-4502/4854, 5-22=-1342/1604, 21-22=-6962/7626, 20-21=-4749/5269, 19-20=-3382/3869, 19-30=-3382/3869, 18-30=-3382/3869, 9-18=-542/624, 15-31=-305/369, 31-32=-305/369, 14-32=-305/369 WEBS 3-25=-1604/1678, 22-25=4618/4959, 3-22=-2430/2719, 7-20=-1005/1276, 15-18=-1406/1699, 10-18=-2009/2316, 10-15=-2119/1952, 11-15=-1769/2094, 11-14=-1827/1646, 12-14=-1550/1894, 7-18=-795/773, 6-20=-1816/1764, 6-21=-1019/1225,5-21=-2641/2481 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4 and 19 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) at joint(s) 8, 11, 12, 2, 24, 5, 9, 16, 13, 3, 25, 22, 20, 7, 18, 10, 15, 14, 1, 6 and 21 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1030 lb uplift at joint 2 and 979 lb uplift at joint 13. 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 Wanting -Please thoroughly review the"A-I ROOF BUSSES CS8IERI,OENERAITERMS &CONDITIONS (i VBUYERIACANOWIEDGUAINE-farm. Verily design parameters, aadread nom, athis Tm DesignDrawing(fDD)andtheManuelhmNne6P.E.ReferenaSheetbeforeua.Unlessalhenisestateda.theTOD,only MANUELMARTINEZ P.E. �Malik aomedm plates shall be used for the 1DD To be valid. As a fits, resign Engineer liie.,Spedalry Entimeerl,the seal on any TOD reproents an atteptaea of The Predestined enginemirg responsibility far the design of the single Trust deflated oa the TOO only, under TPTI. The design assumptions, loading mudiii-, suitability and use of this Truss for any Budding is the responsibility of the Dwnm,the Owner's amborieedogoal or the Bvlldag Designer, in the ranted Tapproval of the of, the TIC, the Trial buUdingrode and NET. The of the TOO and any field use of the Tross, induding handling, Mirage, in,faUaron and Erasing, ban be the #047182 v respomibliry of the Bolding Oetigner tnd(onhagor. AD antes set oulit the TOOond the pacfices and guidelinesof the Building(omponenl Stfery lnformolian(BOQpuhlisbed by TPl and SB(A as tdWanted for general guidonte.TPI-I defines the responsibilities ad duties al the Ties, Designer, Truss Win Eagm,at and 10019 fhorlt9n Or. Truss Mroulmimm, ouless rtheniu defined by a (onhad agreed upon in wrifiog by all pafief involved The Truss Design Engineer is NOT the Building Designer or Toss System Engineer for any building. AN (upirahzed terms me as defined in FEE 1. Copyright @ 2515 A-1 Roof Trusses -Manuel Martinez, P.E. Reprodudion of this document, in any farm, is prohibited with written permission from A-1 Roof Tntaes- Manuel Madiner, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712256 68215 A07 Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:01 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-_sapYTMgwnX6_UDgA6EoKg8bfC?Mg DdpF_oDdvzgJ -1-4- 7-7-15 13-9-0 19-7-6 25-3-4 324-0 38-64 42-8-12 45-7-0 4- 7-7-15 6-1-1 5-10-6 5-7-14 7-0-12 6-2 4 4 2-9 2-10� 5x10 MT20HS-- 3x4 11 4.00 12 3x8 MT20HS= 4x6 = 10 Dead Load Defl. = 1-1/8 if 6x6 zZ7 4x6 11 3x6 12 r• 5x10 MT20HS WB% 6 4x6 a:-� T W9 W 5 W6 W 3x6 % 4 1 W4 N30 4 o oa 3 2 1 1 r ao to 2x4 11 1 3 2 5x8 _ 9 IN 12 x14 MT20HS=21 20 1W 24 23 3x6 = 5x10 MT20HS--25 16 15 14 13 48 - 410 = 3x4 11 3x6 17 3x4 11 4x8 = 4x6 = 3x6 11 7-7-15 13-9-0 1 0 19-7-6 25-3�3 31-10-0 3 -0 38-6-4 42-5-12 45-7-0 7-7-15 6-1-1 0- -0 5 4 6 5-7-14 6-6-12 0-0 6-2-4 4-2-9 2-10 4 Plate Offsets (X Y)- [4.0-5-0 Edge] [7.0-7-0 0-2-8] [11.0-1-4 0-2-01[18:0-2-12 0-2-81 [21:0-2-0 0-1-81 [22:0-8-8 0-3-8] [25:0-3-8 0-2-4] 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 1.00 Vert(LL) 1.03 23 >529 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.68 23 >324 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.63 13 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 315 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except` T5,T4: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except` B2,B5: 2x4 SP No.2, B3: 2x4 SP M 31 B6: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except` W3: 2x4 SP M 30, W2: 2x4 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 2-9-13 oc bracing. Except: 10-0-0 oc bracing: 22-24, 16-18 WEBS 1 Raw at midpt 22-25, 3-22, 7-18, 10-18, 10-15, 11-15, 11-14, 12-13, 12-14, 6-19, 5-21 MiTek recommends that Stabilizers and required cra3s bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 2169/0-8-0 (min. 0-2-9) 13 = 2039/0-2-12 (min. 0-2-7) Max Horz 2 = 522(LC 8) Max Uplift 2 = -1025(LC 8) 13 = -939(LC 8) Max Grav 2 = 2169(LC 1) 13 = 2039(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5206/4150, 3-4=-8029/6909, 4-5=-7935/6918, 5-6=-5317/4541, 6-7=-3784/3266, 7-8=-2973/2635, 8-9=-2973/2635, 9-10=-2956/2623, 10-1 1=-1436/1298,11-12=-713/622, 12-13=-2007/1731 TOP CHORD 2-3=-5206/4150, 3-4=-8029/6909, 4-5=-7935/6918, 5-6=-5317/4541, 6-7=-3784/3266, 7-8=-2973/2635, 8-9=-2973/2635, 9-10=-2956/2623, 10-1 1=-1436/1298,11-12=-713/622, 12-13=-2007/1731 BOT CHORD 2-25=-4520/4857, 5-22=-1315/1587, 21-22=-7000/7630, 20-21=-4498/4984, 19-20=-4498/4984, 19-30=-3108/3554, 18-30=-3108/3554, 9-18=-513/588, 14-15=-518/620 WEBS 3-25=-1560/1642, 22-25=4618/4943, 3-22=-2435/2705, 7-19=-1043/1287, 7-18=-785/756, 15-18=-1232/1459, 10-18=-1940/2226,10-15=-1993/1840, 11 -1 5=-1 550/1836, 11-14=-1642/1460, 12-14=-1521/1817,6-19=-1857/1799, 6-21 =-961/1197, 5-21 =-2875/2719 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) atjoint(s) 8, 11, 2, 24, 5, 20, 9, 16, 13, 3, 25, 22, 19, 7, 18, 10, 15, 14, 12, 1, 6 and 21 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-M 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 atjoint(s) 13. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1025 lb uplift at joint 2 and 939 lb uplift at joint 13. 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 Warning -Please thoroughly tmierthe 'AdIGOITRUSS ISrSELLER1,GENERAITERMS ICONDITIONS CUSTOMER CBUY(R')A(BHOWIEDSIMENT-Iorm. Will, desigopasanctions and soadRates anthis Truss Design Growing ODD) and the Mon usIMet finer, P.ERefmenaSheer before use. Unless otherwisestated a,the TOO oonly MANUELMARTINEZ P.E. Wick runmdor pretax shell be used for the TOO In be v.U3. As a Truss Design Inginee, (i.e., Specialty Engin ezJ the Seel on any TDO represents an maptaare of the professional engineering responsibility for the design of the single Truss depicted on the IDD only, under TPI-I. The design assumptions, loading marrow s, suitability ad are of this Truss for any Buiding is The eesponsibigry al the Games, the Grnnis authorized egeal e, the Building Designer, I. the context or the IRC,It, n(,the [owl building rude and TPTI. The approval of the IDDoad any field use of the fruit, induding hoodbng, sfomge, imtollalims and bracing, then be the #047182 v pmoibliry ohhe Building Design,aad(mfiodm. AR notes sal cut in the lDO and the pm Isar and guideBnes at the Buldng Component Safety Information @CSQpublished by TPl and SECAa,,wlnsated for general guidance. VI I defines the r,,pmx,bihIiesond doties of@e T Designer, Luis Design Engi-,nod 10019(horlton(ir. Luis Monufodurey unless oiherrise dehned by a (anmod agreed open io nitiag by oli pofies imalrcd. 50- Design Enginen is NOT MR Building Designer or Truss System Ingineer for any building. All Capitalized terms are as defined in IPTI. Copyright© 2015 A�I Roof Trusses -Manuel Martinez, P.E. Reproduction of this document, in any form, is prohibited with written permission from A -I Roof Trusses - Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 A08 Hip 1 1 A07122�57 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:02 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-S28BIpNSh4gzceotkpl l t2hnScLaPfTzUeXn9MzgJ' �14-0 7-7-15 13-9-0 18-11-6 23�-8 28-0-0 324-0 38-5-2 44-7-8 4$-7y0 -4 7-7-15 6-1-1 5-2-6 45-2 47-8 4�3 0 6-1-2 6-2-7 0-11-8 4.00 12 5x10 MT20HS WEI-- 3x4 II 5 4x8 4 3 2 2x4 11 1 3 2 to 1 2 x14 MT20 0 25 24 23 4x8 = 4x10 = 3x4 11 5x6 = 3x6 = sxa FIVE I 3x8 = 3x4 II %a3Load Defl. = 1-5/16 i 3x8 MT20HS= 5x8 = 12 18 17 16 32 15- 14 3x4 11 4x8 = 46 11 3x6 = 7-7-15 13-9-0 14,-3-0 23-4-8 31-10-0 32 4 0 38-5-2 44-7-8 45-7p0 7-7-15 6-1-1 0 6-0 9-1-8 8-5-8 0 6-0 6-1-2 6-2-7 0-11-8 Plate Offsets (X,Y)- [3:0-3-8,0-2-01, [4:0-5-O,Edge], [12:0-5-8,0-2-81, [14:Edge,0-3-8], [19:0-2-8,0-2-12], [22:0-6-0,Edge], [25:0-3-8,0-2-4] 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) 1.03 23 >530 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.87 21-22 >292 240 MT20HS 187/143 SCLL 0.0 * Rep Stress Incr YES WB 0.97 Horz(TL) 0.60 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 3101b FT = O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2,T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B2,B6: 2x4 SP No.3, B3: 2x4 SP M 31 B5: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP M 30, W4: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 22-24, 17-19 WEBS 1 Row at midpt 22-25, 3-22, 11-19, 11-16, 12-16, 12-15, 13-14, 13-15, 6-21,6-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 2169/0-8-0 (min. 0-2-9) 14 = 2039/0-2-12 (min. 0-2-7) Max Horz 2 = 507(LC 8) Max Uplift 2 = -1029(LC 8) 14 = -978(LC 8) Max Grav 2 = 2169(LC 1) 14 = 2039(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5209/4133, 3-4=-7877/6719, 4-5=-7783/6727, 5-6=-7934/6943, 6-7=-4230/3599, 7-8=-3983/3489, 8-9=-3266/2800, 9-10=-3256/2797, 10-11=-3256/2797, 11-12=-1590/1364, 13-14=-1837/1435 BOT CHORD 2-25=-4504/4860, 5-22=-389/540, BOT CHORD 2-25=-4504/4860, 5-22=-389/540, 21-22=-4658/5133, 20-21=-3263/3750, 20-30=-3263/3750, 30-31=3263/3750, 19-31=-3263/3750, 9-19=-345/403 WEBS 3-25=-1526/1598, 22-25=-4598/4967, 3-22=-2271 /2559, 7-21 =-801/1043, 16-19=-1376/1645, 11-19=-2007/2332, 11-16=-2116/1961, 12-16=-1880/2229, 12-15=-1877/1696, 13-15=-1376/1726, 8-19=-795/805, 8-21=-326/421, 6-21=-1622/1678,6-22=-2747/3017 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 10, 12, 13, 2, 24, 5, 20, 9, 17, 14, 3, 25, 22, 21, 19, 11, 16, 15, 1, 8 and 6 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 7 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 14. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1029 lb uplift at joint 2 and 978 lb uplift at joint 14. 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 Warning - please thoroughly,¢viewMe'A.1ROOFBUSSESCSULER'LGINFRAIFIRMSBCONDITIONSCUSTOMIR('B11111ACRNOWIEODFMnrform.Verifydesignparametersaadreadenter a this Trust Design growing UDO) and the Manuel Martmer, F.E. Reference Sheet before use. Unless otherwise stated an the TOO, only @7MANUELMARTINEZ, P.E. �nA amertor plates shall be used for the IUD to be valid. Asa Iruss Oesign Fnpineer (ie.,Sperialry Engimm,G the seal on any IDD,ep,etenls on mttptame of the professional mgf mmdrg,esponsibiliryior the design of IM1e single Truss depitled an the iD0 only, unde, IPI-I. The design ossomptioey loading tooditioos, smi.41tyaad a,e of this TrussFa, any Building is the responsibility al the Cerm,the 0wmr's authorized agent o, the Budding petigm,, in themntem of the IRC, the 11(dh, Fare] building (ad, and VII. The appmvofofib, 100 and any field use of ffie Truss, iodudmg bondfing,storage, installation oad brucmg. shell be the #047182 ,espombSay of the Building Oedgner ondConhmmr. AO notes set out in the TDD and the pnrfims and guiderines of Me Building Component Safety lnlmmofinar@CS1l published by 1pl and SOCA me mferemed for general guidanne. VIA defines the rnsponsibiNties and duties ofll,I,ms Designer, truss Design bEtinem oad 10019 (horlton (IF. fross ManufeMres, unlem albums, defined by a Contrast agreed upon in wrtreg by all parties involved. The l,uss Design Engineer is NOT the Building Designer or Luss System Inginmr for any budding. All Capitalized terms ate as defined in I I.I. (opyrighl©1015 d-I Roof Trusses -Manuel Mottinet, P.E. Reproduction of this document, in any form, is prohibited with written permission from A-1 Roof Trusses- Manuel Martinet, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712258 6'3215 A09 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:03 2016 Page I D:zB LxMKGe2jwkTl4ZaEobudyhNp8-wFiZz9O4SOogEoN31 WGGQFDxSOfC8616jlHKiozgJl 1-4 7-7-15 13-9-0 18-0-15 21-4-8 7-0 11 32.4-0 38-10-14 45-11-12 4 7-7-15 6-1-1 4-3-15 3-3-9 5-7-8 5-4-0 6 6-14 7-0-14 4.00 12 5x10 MT20HS= 3x4 11 Dead Load Defl.=1-3116 i 3x6 = 3x8 MT20HS= 4x8 = 3x4 11 3x6 7 8 9 10 11 12 5x10 MT20HS WEr— 6 3x4 II T 5 WS 4 4 11 4x8 % 0 0 ` 2 3R3 RA 2x4 11 3 0 17 5x1 9 0 0 1 2 x14 MT20HS= 19 18 28 cr 6 21 3x8 = 5x10 MT20HS= 29 23 22 16 15 14 13 4x8 — 4x10 = 3x4 11 3x4 11 3x6 = 5x6 = 7-7-15 1 13-9-0 14-$-O 214 8 1 31-10-0 n-O 38-10-14 455 11-12 7-7-15 6-1-1 0-6-0 7-1-8 10-5-8 0-6-0 6 6-14 7-0-14 Plate Offsets (X,Y)— [3:0-3-4,0-2-0], [4:0-5-0,Edge], [6:0-2-8,0-1-8], [7:0-7-0,0-2-8], [11:0-3-0,0-1-12], [13:0-3-0,0-3-0], [14:0-2-8,0-1-8], [17:0-4-4,0-2-8], [20:0-6-0,Edge], [23:0-3-8 0-2-41 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.98 Verl 1.02 21 >540 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -1.85 17-19 >297 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.65 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 284 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except` T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 `Except' B2,B6: 2x4 SP No.3, B3: 2x4 SP M 31 B5: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP M 30, W4: 2x4 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. Except: 10-0-0 oc bracing: 20-22, 15-17 WEBS 1 RE3w at midpt 20-23, 3-20, 14-17, 11-17, 6-20 2 Rows at 1/3 pts 11-13 MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 2057/0-3-8 (min. 0-2-7) 2 = 2187/0-8-0 (min.0-2-9) Max Horz 2 = 483(LC 8) Max Uplift 13 = -983(LC 8) 2 = -1041(LC 8) Max Grav 13 = 2057(LC 1) 2 = 2187(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5265/4179, 3-4=-7960/6764, 4-5=-7867/6773, 5-6=-7993/6972, 6-7=-4813/4076, 7-8=-4562/3937, 8-9=-3815/3192, 9-10=-3795/3187, 10-11=-3795/3187 BOT CHORD 2-23=-4509/4913, 5-20=-361/506, BOT CHORD 2-23=-4509/4913, 5-20=-361/506, LOAD CASE(S) 19-20=-4897/5494, 18-19=-3821/4408, Standard 18-28=-3821 /4408, 17-28=-3821 /4408, 9-17=-383/445, 14-29=-1451/1746, 13-29=-1451 /1746 WEBS 3-23=-1539/1602, 20-23=-4612/5003, 3-20=-2269/2585, 7-19=-955/1231, 8-19=-181/295, 8-17=-815/864, 14-17=-1465/1798, 11-17=-2225/2628, 11-14=-390/524, 11-13=-2490/2071, 6-19=-1494/1524, 6-20=-2555/2756 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 983 lb uplift at joint 13 and 1041 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Warning - Please thoroughly re,i,. the "Ad MOOT TRUSSES("Sn1.111GENERA(IERMSACONDITIONSCUSTOMER('BURR'1A(ANOWITOGEMENT'form,ynifydesignparametersaadreadBare,onthisIs-DesignDrovinR(IDD)andTheManuelMaNnet,P.E.ReleanseSheerbeforeuse.UnlessotbervisestatedantheIDD,only MANUELMARTINET P.E. Minsk tunaedat plates shall be used for the IDD to be valid. As a Imss Design Ingineer (Le., SpatialityEnginee,� the sout an any TOD represents an oaeptante of the professional eogiotering respeaubililyfor the design o1 the single Truss depicted on the IDD only, under TP41. The design assumptions, loading tendinous, a suitabilityaad use of Ibis Trans for any guiding is[be r,,pomibility of the Oenm, the geneis autharaedag,.f a, the Building Designer, in the mnled of If, DEC, the 11C, the knot building rode and Rol. The oppr.,dafib, log and any field.. al the Truss, indudiog handling, storage, installolioa and brothug, sbell be the #047132 respoosbiDly of the Buildiag Designer and (outrider. An notes set out in the Too-, D and the prmfires and guiderafthe Building Component Safety lnforma6an IKSIQ published by TPl and SECA are releren,ed To, gmemRhT l guidons. defines the msponsibiGlies and denim of the Truss Danigoer, Loss Design Engineer and 10019 Charlton Cir. Truss Monufadurer, unlen oth-a defined by o Controd agreed open in nitiag by all parties involved. The Truss Design roginee, is NOT the Buildiag Designer or Truss System Enginter tar any building. All Capitalized terms are as defined in PH. Copyright© 2015 Ad Roof Trusses - Manuel Martine,, P.E. Reproduction a1 this d-onenl, in any form, is prohibited with written permission from A-1 fuel Trusses- Manuel Madinat, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 A10 Half Hip 1 1 A0712%L 9 Job Reference (optional) Al Etuuf- I KUJStJ, ruK I YItKI:t, I-L 34U4b, aeslgnLanruss.com Kun: i.b4u s ucr / zulb Ynm: /.btu s um s, Zulb MI S eK Inousines, arc. Mon te0 zu luZb:u4 zulb rage I D:zS LxMKGe2jwkT14Za Eo budyhNp8-O6 R-8GxAVOj DiwhryyFsEnVyTm7rP? ptZmGxyOu EEzgJ -0 7777 3-6 63-0 t 19-4-8t 2670-0 3-4-0 3-04 t 45-11-12 15 2 8 6-4-0 4 6-11-7 4.00 12 5x10 MT20HS= 2x4 II 4x6 6 7 5x10 MT20HS WEB 5 4 3x6 7:— W4 VN 5 3 2 2x4 II 3 0 Fri 1 2 7x14 MT20HS= 19 18 17 21 3x6 = 5x10 MT20HS= 23 22 3x8 = 4x8 = 4x10 = 3x4 11 16-3-0 4x6 = 3x8 MT20HS= 3x10 = 8 9 10 W7 16 15 14 3x4 II LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 1.07 21 >516 360 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.78 21 >309 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.71 12 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B2,B5: 2x4 SP No.2, B3: 2x4 SP M 31 B6: 2x4 SP No-3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP M 30, W2,W7: 2x4 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 2-10-4 oc bracing. Except: 10-0-0 oc bracing: 20-22, 14-16 WEBS 1 Row at midpt 20-23, 3-20, 5-19, 13-16, 10-16 2 Rows at 1/3 pts 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 2057/0-3-8 (min. 0-2-7) 2 = 2187/0-8-0 (min. 0-2-9) Max Horz 2 = 442(LC 8) Max Uplift 12 = -976(LC 8) 2 = -1048(LC 8) Max Grav 12 = 2057(LC 1) 2 = 2187(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5251 /4172, 3-4=-8121 /6870, 4-5=-8028/6879,5-6=-5413/4535, 6-7=-5189/4377, 7-8=-5189/4377, 8-9=-4398/3662, 9-10=-4398/3662 BOT CHORD 2-23=-4436/4899, 5-20=-1290/1591, 19-20=-6865/7719,18-19=4414/5112, BOT CHORD 2-23=-4436/4899, 5-20=-1290/1591, LOAD CASE(S) 19-20=-6865/7719, 18-19=-4414/5112, Standard 17-18=-4414/5112,16-17=-3679/4424, 8-16=-958/982, 13-28=-1559/1896, 12-28=-1559/1896 WEBS 3-23=-1576/1614, 20-23=-4529/4983, 3-20=-2378/2752, 5-19=-2884/2705, 6-19=-972/1234, 7-17=-485/564, 8-17=-850/931, 13-16=-1587/1917, 10-16=-2542/3024, 10-13=-431/563, 10-12=-2597/2136 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) atjoint(s) 4 checked fora plus or minus 3 degree rotation about its center. 5) Plate(s) atjoint(s) 6, 9, 11, 12, 2, 22, 5, 18, 8, 14, 3, 23, 20, 19, 7, 17, 13, 16, 10 and 1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 976 lb uplift at joint 12 and 1048 Its uplift at joint 2. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13 28 3x6 = Dead Load Defl.=1-3/161 3x4 II 11 r 0 0 CV 12 5x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 278 lb FT = 0% Wmninp•Please lhomughlymvier lhe'Ad rOOr IRUSSFS('SEIIFRj, GENERAL TEAMS&(ONDMONS(USTOMERCBUYErIA(XKDWIEDBEMENI-form. Yerifydnipoponmed and reodeal,,an[his Tam Design Drawing (TOO) and the Manuel Martinez, P.F. Relereme Sheet before use. Unless otherwise staled on the TOO, anly MANUEL MARTINEZ P.E. A%T.k1-1dor platesshall he used far the TOD la Ir valid. Asatins Design Fnpineer(�e., Speriolry Fnginnrtlhe sealonaq IDg represents on mmptarteoftheprafentooal e.fa...ingrespamibilityfor the design of the single Truss depirld an the TOO only, order TPb1. The design assumptions, loading tostitiaos, ail.buiry and use of this imss far any Building isih—,irmibiUtyof the genet. the 0roes's outhoraedogent ar the Building Dosignez, in thewnted.[the 10C the 11(,Ihe hotel building ad. and lPT1. The oppa,daflha TOD and any field use of the Truss, including handling,storage, installation and betting. shcO be the #047182 Alinet,, loutintheTODadtheponlicesaadguidelinesoftheBuilding(amponentSafetyInformation(B(51)publishedbyTPlondSB(Aoreseteremedto,generalguidanm.TPS-IdefinestheresponsibilitiesandduliesoftheTrussDesigner,ImssDesignrngineerend 10019(horlion(ir. muss MonufaMrer, unless otherwise defined by a (..hest agreed upon in writing by all Partin inseleed. The Truss Design Engineer is NOT the Building Designer at Truss System Engineer for any building. All (opitalaed terms are as defined in 71-I. Copyrighl©2015 A-1 Roof Trusses - )Aanuel Martinez, P.E. Reproduction of this document, in any form, is prohibited with milieu peresission from A•I Roof Trusses -Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type QtY PIY 6811 D @3215 A11 Half Hip 1 1 A0712260 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:05 2016 Page ID:zBLxMKGe2jwkTl4ZaEobudyhNp8-sdq KOrPL-?2YT6XSPxlkVgJHrpL2cO6PAcmRmhzgJtl �1 4-0 8-5-5 13-9-0 17-4-11 25-0-0 32-4-0 38-7-15 45-11-12 -4 8-5--5 5-3-11 3-7 8 7-7-8 7-4-0 6-3-15 7-3-13 2x4 0 4.00 12 5x10 MT20HS- 46 = Dead Load Defl. = 7/8 it 2x4 11 5x10 MT20HS= 48 = 3x4 II in 23 22 `I 3x6 = 5x61 WB= 3x8 = t5 14 13 L6 12 4x8 -_ 6x8 = 3x4 11 3x4 11 4x6 11 5x6 = 700 MT20HS= ifd I9 8-5-5 13-9-0 14 3 017-4-8 , 25-0-0 31-10-0 3a q-0 38-7-15 45-11-12 8-5-5 5-3-11 0-0-0 3-1 8 7-7-8 6-10-0 0-6-0 6-3-15 7-3-13 Plate Offsets (X,Y)- [4:0-5-0,Edgel, [8:0-5-0,Edgel, [10:0-2-12,0-1-121, [12:0-3-0,0-3-01, [16:0-5-8,Eg9_ L [20:0-7-0,Edgel, [23:0-3-0,0-241 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 0.98 Vert(LL) 0.75 21 >729 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.30 17-19 >422 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.98 Horz(TL) 0.46 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 274 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2, T3: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 *Except* B2,B6: 2x4 SP No.3, B5: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-2-9 oc bracing. Except: 10-0-0 oc bracing: 20-22, 14-16 WEBS 1 Row at midpt 20-23, 9-17, 13-16, 10-16 2 Bows at 1/3 pts 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 2057/0-3-8 (min. 0-2-7) 2 = 2187/0-8-0 (min. 0-2-9) Max Horz 2 = 401(LC 8) Max Uplift 12 =-971(LC 8) 2 =-1053(LC 8) Max Grav 12 = 2057(LC 1) 2 = 2187(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5215/4141, 3-4=-6020/4980, 4-5=-5954/4995, 5-6=-4840/4039, 6-7=-4911 /4092, 7-8=-4911 /4092, 8-9=-4911/4092, 9-10=-4191/3443, 11-12=-220/253 BOT CHORD 2-23=-4328/4859, 22-23=-241/299, 5-20=-920/1114, 19-20=-4957/5685, BOT CHORD 2-23=-4328/4859, 22-23=-241/299, 5-20=-920/1114, 19-20=-4957/5685, 18-19=-3912/4583, 17-18=-3912/4583, 16-17=-3473/4229, 9-16=-878/908, 13-28=-1793/2201, 12-28=-1793/2201 WEBS 3-23=-967/1049,20-23=-4191/4675, 3-20=-633/830, 5-19=-1521/1436, 6-19=-719/937, 6-17=-255/437, 7-17=-581/676, 9-17=-738/814, 13-16=-1694/2087, 10-16=-2067/2492, 10-13=-252/408, 10-12=-2806/2286 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 4, 6, 8, 11, 12, 2, 22, 5, 9, 14, 3, 23, 20, 19, 7, 17, 13, 16, 10 and 1 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 3 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 971 lb uplift at joint 12 and 1053 lb uplift at joint 2. 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 Warning -Please thoroughly retie. the 1.1 ROOF TRUSSES ('SOU Il'b GFNERAI TERMS R CONDITIONS CUSTOMFI('BOTER') A(INOWIEDGEMENT' [arm. Verify design parameters and read rates on this Truss Design Orating Q00)and the Manuel IRmtinm, P.E. Reference Sheet Estate use. Unless athe,.isr stated on the TOO, only �Moak mnnMar plates shall be used far The TDD to be solid. A,.no's Design Engineer(i.e., Specialty Engineer), The seal on any TOD represents on mcepreens of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TP41. The design assumptions, loadingsanditions, MANOEL MARTINEZ, P.E. suitability ad use of this Truss far any Building is the respm,ibihty of the Omeb[he O.neisaulherired agenlo, the Building Designer, in thetooled of the lR(, the ISC, the local building (ad, and TPI I. The approval of the TEND and any field ass of the T,uss, indodiag handling, sterner, inlallotian and bracing, shall be the #047182 ,rsponsihUity aT Me Building Designerond[omratlor. AOnotessetautialheTDDandthepmctices and guidelines of The Budding Component Safety Informafian(B(SI) published TPl and SECAan, .,faren,ed for Emmet guidonre. TPld defines the mspausibilities and duties of If, Lust Designer, Truss Design Engine,, and 10019 Charlton (ir. Truss Manukaum,, unless olharue defined by a (annod ag,,,d upon in u ritiq by all parties imr,Wd. The nuss Design Engineer, is NOT the BuOdmg Designer ar Trust System Engine.. far any building. All (opilcl"aed ter....... defined in TPH. ' Copyright @ 20 15 A. I Roof Trusses - )Annual Maribor, F1 I,p,.d.dimr .1 [his I. any farm, is prohibited with wriflea permission from A- I Roof Tousses - Manuel Morliner, P.I. Orlando, FL32832 Job Truss Truss Type Qty Ply , 6811 D 63215 Al2 Roof Special 1 1 A07122,61 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:05 2016 Page I D:zB LxM KGe2jwkT14ZaEobudyhNp8-sdq KOrPL_?2YT6XSPxl kVgJ KmpRHc6 M PAcm RmhzgJtl �1 4 p 9-1-10 16-11-0 18-5-8 24-11-1 , 31-5-0 , 39-4-1 , 45-11-12 4- 9-1-10 7-9-5 6- 6-5-9 6-5-14 7-11-1 6-7-11 4.00 F12 5x6 = 5x8 = 2x4 11 3x6 = 3x6 = 19 18 17 16 15 14 24 13 25 26 12 4x6 = 2x4 11 3x6 = 2x4 11 5x8 = 3x6 = 3x6 = 3x8 = 9-1-10 9-1-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.23 12-13 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.59 12-13 >428 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B2: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-10 oc bracing. WEBS 1 Row at midpt 3-17, 6-15, 8-15, 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 652/0-3-8 (min. 0-1-8) 2 = 996/0-8-0 (min. 0-1-8) 15 = 2570/0-3-8 (min. 0-3-1) Max Horz 2 = 367(LC 8) Max Uplift 12 = -345(LC 13) 2 = -495(LC 8) 15 = -1087(LC 9) Max Grav 12 = 725(LC 24) 2 = 996(LC 1) 15 = 2570(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1623/1207, 3-4=-475/315, 4-5=-376/337, 5-6=-383/398, 6-7=-950/1085, 7-8=-950/1085, 8-9=-542/198, 9-1 0=-542/198 BOT CHORD 2-19=-1483/1459, 18-19=-1483/1459, 17-18=-1483/1459, 14-15=-186/257, 14-24=-186/257,13-24=-186/257, BOT CHORD 2-19=-1483/1459, 18-19=-1483/1459, LOAD CASE(S) 17-18=-1483/1459, 14-15=-186/257, Standard 14-24=-186/257, 13-24=-186/257, 13-25=-427/596, 25-26=-427/596, 12-26=-427/596 WEBS 3-19=0/344, 3-17=-1185/1198, 6-17=-595/682, 6-15=-1603/1468, 7-15=-479/555, 8-15=1458/1251, 8-13=-250/574, 10-13=-224/403, 10-12=-729/535 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 ;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 345 lb uplift at joint 12, 495 lb uplift at joint 2 and 1087 lb uplift at joint 15. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Dead Load Defl. = 3/8 iE 3x6 = 3x4 11 11 n 1[I J 6 5x6 = PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 250 lb FT = 0% n Warning -Please thoroughly review the'A.1 tOOI IRUS0 CSILL ORI, GENERAL TERMS A (ONO III DNS (USIOMFR('BUTER'l A(NROW [EDG MENT' [arm. Verify design parameters Ind rood notes oa Ihis Truss Design Droving ODD) and the Monad Marhner, P.F. Relerenm Sheet berme tu. Unless othnwise stated on the TOD, only Am-,T.k renovator plates shall be used for the TODta be valid. AsaGass Design Engineer (,.a., Specialty Fagiuumr the seal an toy TOO represents an owptanm of the professional engineering responsibility far the design of the single Truss depiated on the SIT only, under W1. The design assumptions, loading madifione, MANUEL MARTINEZ, P.E. suitability and use of this Truss for any Building is there,ponsihifiry of the Osner, the Owneistuthort:oat ogem yr the BuUding Desgner, infM1e mntetl of the n(, the lB(, Iheltmnuilding rode and TPFL Theappiovtl of the TOD and any held use of the Truss, induding handling, storago, installation and bmcing,shall be the #047182 msponsibUiry of the Bogding Designer ad innuendo, AD notes set our in the TOD and the p-Mes and guidelines of the guiding (nonporous Safety lnformofianOCSl) pubrished byIPI a adSBCA an rof for general guid.as,. TPhl defines the responsibilities and duties of the Trust Designer, Truss De sign Engineer and 10019 (horlfon (ir. Truss ManufaMrer,onleR oihenne delind by a (oohed ogmed upon in nifiog by all padin invalrtd. the Imes Design Engineer is NOT Me Budding Designer or Truss System Engineer for any building. AO (opilalived terms am as defined in TPH. Copyright © 2OI5 A -I Roof Trusses -Manual Martine, P.E. Reprndtditn of this document, in any farm, is prohibited with written permission from A -I Roof fusses -Manuel Mu linee, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 0215 A13 Roof Special 1 1 A0712262 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Pdnt: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:06 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-KpOibBQzIJAP5F6ezfpz1 urUaDk2LUkZPFV_J7zg. ii 4-Q 9-1-10 16-111 20-5-8 24-11-1 32 4-0 38-10-11 45-11-12 9-1-103-6-8 45-9 7 4-15 6-6-11 7-1 0 4.00 12 5x6 = Dead Load Deb- = 114 it 4x6 = :ixR MT2nH.SG 5 5x8 = 2x4 11 3x6 = 3x8 = 3x4 11 23 « 21 20 19 its 15 14 13 12 4x6 —_ 2x4 11 3x6 = 4x6 = 5x8 = 3x4 I I 4x6 = 5x6 = 3x8 = 3x6 II 6x8 = 9-1-10 16-11-0 20-5-8 24-11-1 26-110 31-10-0 32�-0 38-10-11 45-11-12 9-1-10 7-9-5 3-6-8 4-5-9 1-1-15 5-9-0 0-6-0 6-6-11 7-1-0 Plate Offsets (X,Y)— [3:0-3-0,0-1-01, [6:0-5-4,0-2-81, [12:0-3-0,0-2-121, [16:0-6-0,0-3-121, [17:0-2-4,0-2-81 LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.15 23-27 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.36 16-17 >696 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 265 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B5: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-6-10 cc bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 3-21, 7-19, 8-17, 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 695/0-3-8 (min. 0-1-8) 2 = 1028/0-8-0 (min. 0-1-8) 19 = 2529/0-3-8 (min.0-3-0) Max Horz. 2 = 336(LC 8) Max Uplift 12 = -348(LC 13) 2 = -517(LC 8) 19 = -1049(LC 9) Max Grav 12 = 750(LC 24) 2 = 1028(LC 1) 19 = 2529(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1716/1329, 3-4=-571/440, 4-5=-472/462, 5-6=-500/495, 6-7=-1062/1241, 7-8=-1081/1256, 8-9=-608/278, 9-10=-608/278 BOT CHORD 2-23=-1532/1546, 22-23=-1532/1546, BOT CHORD 2-23=-1532/1546, 22-23=-1532/1546, LOAD CASE(S) 21-22=-1532/1546, 19-20=-522/450, Standard 16-17=-293/642, 8-16=-131/495, 12-13=-493/759 WEBS 3-23=0/342, 3-21=-1184/119,5, 6-21=-731/827, 6-17=-1529/1336, 17-19=-2518/2176, 7-17=-485/559, 8-17=-1909/1508, 13-16=-413/681, 10-16=-305/294,10-12=-867/558, 17-20=-420/463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 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 348 lb uplift at joint 12, 517 lb uplift at joint 2 and 1049 lb uplift at joint 19. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Warning -Pkose thoroughly crier the 'A.] NOW TRUSSESCS111111, GENERA( TERMS A CONDITIONS CUSTOMER COUYEr')A(NNOW(E06DOr [arm. Ynily design parameters and read tares on this Truss Design Drawing 000) and the Manuel Mmfinez, P.E. Rdaeme Sheet before use. Unless otherwise stated on the TOD, only �Naebanaedar plates shall be used for the TOD la be valid. As a Truss Ong, Tngineerli.e.,Spmielty Engineer), the seal on any TOD represents oa m,epfanre of the professional e.giteering rmp-ibrilf, for the design of the single Truss depicted on the IUD only, under 1K]. The design assumptions, loading conditions, MANUEl. MARTINEZ, P.E. suitability a ad ose al this runs, lot any Building is the respansibRily of the 0.ner, the Owner's amhwimdogoal or the Sodding Designer, in the anted of the OR(, the ON, the loml building end, and TPgl. The apparel of the TOD and any field ose of the Truss, including handling,%forage, installation and burring, shall be the #047182 aspoubilty of the Building Designer aad(metrodor. All notes set out in the 100 end the podia, and guidefines of the Building Safety ln.—TctRISE)pobfished by and SECA mee,I,,,.edlit, general Stuident,.71-1 defines the responsibilities and duties of the Truss Designer, Goss Design Tnginri and 10019 (horNOn Or. Truss Manufacturer, unless otherwise defined byaTurned agreed upon is writing by all pmtie%involved. The Truss Design Engineer is NOT the Building Designer or Trust System Engineer for any building. 41Capilalized terms are as dellned in TPI-L , Copyright 0 2015 A.I Root Trusses - Manuel Martinez, P.F. Reprodudion of this document, in any [arm, is prohibited with mitten permission from A.I Roof Trusses - Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty I I Ply 6811 D 63215 A14 Roof Special 1 1 A07122�63 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:07 2016 Page ID:zSLxMKGe2jwkT14ZaEobudyhNp8-pOy4oW RbWd IGiPggXMKCa5Ohod4O4xaidvFYrZzgJ 1-4 9-1-10 16-11-0 22-- 11 24-7-12 6-1- 31-1-12 37-7-12 43-6-0 45-11-12 1 9-1-10 7-9-5 2-2� 1-54 5-0-12 fi-6-0 5-10-4 2-, 2 2X4 r0 a%7 a 4.00 12 5x6 = 2x4 II 3xR MT2nH.4—_ Dead Load Defl. = 1/4 if 4x6 = 26 " 24 23 22 �l 3x6 =l8 3x8 = 15 14 13 4x6 —_ 2x4 11 3x6 = 3x6 =5x8 — 25x6 x4 II = 3x8 = 3x6 11 3x4 11 5x8 = 25-0-13 9-1-10 , 16-11-0 22-5-8 ,24-7-12 26-1-0 31-1-12 37-7-12 43-0-0 45-11-12i 9-1-10 7-9-5 c 5£-8 r 2-240-5-0 5-0-12 6-6-0 5-10� 2-5-12 1-0-3 Plate Offsets (X,Y)-- [3:0-3-0,0-1-01, [6:0-5-4,0-2-81, rl3:0-3-0,0-2-121, [16:0-5-8,0-2-81, r20:0-2-8,0-2-81, [22:0-3-0,0-0-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.14 26-30 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.34 26-30 >880 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.07 13 n/a n/a BCDL 10.0 Code FBC2014(rP12007 (Matrix-M) Weight: 254 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 `Except` 136: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-6-14 oc bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 3-24, 8-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 13 = 739/0-3-8 (min. 0-1-8) 2 = 1031/0-8-0 (min. 0-1-8) 22 = 2487/0-3-8 (min. 0-2-15) Max Horz 2 = 306(LC 8) Max Uplift 13 = -354(LC 13) 2 = -530(LC 8) 22 = -1032(LC 9) Max Grav 13 = 780(LC 24) 2 = 1034(LC 23) 22 = 2487(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1736/1383, 3-4=-592/498, 4-5=-504/520, 5-6=-545/532, 6-7=-1183/1385, 7-8=-1204/1406, 8-9=-1136/767, 9-10=-1136/767, 10-11=-1136(767,11-12=-424/307, 12-13=-752/528 BOT CHORD 2-26=-1517/1566, 25-26=-1517/1566, BOT CHORD 2-26=-1517/1566, 25-26=-1517/1566, LOAD CASE(S) 24-25=-1517/1566, 23-24=-558/456, Standard 22-23=-551/469, 19-20=-281/604, 18-19=-281/604, 17-18=-281/604, 16-17=-339/462, 11-16=-696/642 WEBS 3-26=0/337, 3-24=-1181/1188, 6-24=-1056/1242, 6-20=-1397/1220, 20-22=-2503/2137, 7-20=-365/404, 8-20=-2031/1619, 8-19=0/286, 8-17=-579/686, 10-17=-459/533, 11 -1 7=-4751749, 12-16=-644/886 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasil=132mph; 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=1.60 plate grip DOL=1.60 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 354 lb uplift at joint 13, 530 lb uplift at joint 2 and 1032 lb uplift at joint 22. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Warning - Please thormghly « chew the'A.1 ROOF TRUSSES CSOEERI, GENERA( TERMS R (ONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGEMENT" dorm. Verity design parameters and rend acres an this Luse Design growing (TDD) and the Manuel Nmfinez, P.E. Reference Sheet before use. Unless otherwise stated oa the TOO, only !\AOTekaunalor plates shelib...efforthe,TODlobetalid. Aso Truss Design EngineerIii.e„ Specialty Fnginempt send on any TOD represents an meiplar—f the Tiofemionol eogiaeering responsibility fomhe design of thesingle Truss desisted on the TDD only, underTP1-1. the design assumptions, leading conditions, MANUEL MARTINEZ, P.E. suitubihtymd useof this Loss firers, Building is fla—spomibiDlyof the Owner, the Owneisauthmiaedegmlm the Building Designer, in thecentectofihe lR4 the If(, the lm,oi building ad. and PH. The oppmeod of the TOD and may field ouaf the ]ruse, initialing handling,storage, imsuOefiar mail Immg, shall be the #047182 responsbdily of The Building Designer cad(antmfor. Ali note set out in the TOO and the pm lirosord Sul delete, of the Building (empirical Safety Watercfian (R01)published by ]Plead SB(Aart reiemnttd lot general guMane.lpl-1 defints the responsibilities end duties of the Truss Designer, Truss Design Engineer and t0019 [hgrlton (iE. Truss Manufacturer, unless otherwise defined by a (mcm,t agaed upon in writing by all parties in,ol,ed. the Tresc Design Engineer is NOT the Building Designer or Trust System Engineer far any building. All (opitodaed terms ore as defined in 1PH. Copyright© 2015 A.I Roof Trusses-Mmmml Marfinez, P.E Reprmdm limn of this damment, fn any farm, is proh1iled wish written permission ham A-T goal Tresses- Moroni Marline,, P.E. Orlando, FL 321132 Job Truss Truss Type Qty Ply 6811 D A0712264 ffl215 A15 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MITek Industries, Inc. Mon Feb 29 10:26:08 20i6 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-HCVSOsSDHwQ7KZF154sR6Jxthl PtpPBrsZ_5NOzgJ 1 4 9-1-10 16-11-0 24-5 8 6-1 31-3-15 37-8-14 43-6-0 5-11-1 -0 9-1-10 7-9 6 7 fi 8 1-7 8 5-2-15 6 4-14 5-9 2 2-5 12 2X4 a3 4.00 12 5x6 = Dead Load Defl. = 1/4 it .1yR MT20HS--- 5 46 = 24 "22 21 7x14 MT20HS= 3x6 = 3x8 = 14 12 4x6 —_ 2x4 I I 3x8 MT20HS= 2x4 I I 5x6 = 4x8 = 3x6 11 3x4 11 5x8 = 26.1-0 t 9-1-10 t 16-110 24--1.8 25,-0�13 i 31-3-15 t _ -43-6-0 ,45-11-12i 9-1-10 7-9-0 7-6-8 -7-5 5-2-15 378-14 6-3-14 ' 5-9-2 ' 2-5-12 ' Plate Offsets (X Y)— [5:0-3-8 Edge] [6:0-3-12 Edge] [12:0-3-0 0-2-12] [15:0-5-8 0-2-8] [19:0-9-8 Edgel LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.16 24-28 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.39 21-22 >771 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.13 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 252 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except` T3,T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B6: 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 4-1-5 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. Except: 10-0-0 oc bracing: 13-15 WEBS 1 Row at midpt 19-22, 7-19, 5-19, 3-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 12 = 839/0-3-8 (min. 0-1-8) 2 = 1129/0-8-0 (min. 0-1-8) 21 = 2283/0-3-8 (min. 0-2-11) Max Horz 2 = 275(LC 8) Max Uplift 12 _ -379(LC 13) 2 = -573(LC 8) 21 = -967(LC 9) Max Grav 12 = 849(LC 24) 2 = 1129(LC 1) 21 = 2283(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2011/1656, 3-4=-921/798, 4-5=-829/820,5-6=-750/1109, 6-7=-766/855, 7-8=-1649/1230, 8-9=-1649/1230,9-10=-1649/1230, 10-11=-580/441, 11-12=-816/607 TOP CHORD 2-3=-2011/1656, 3-4=-921/798, 4-5=-829/820, 5-6=-750/1109, 6-7=-766/855, 7-8=-1649/1230, 8-9=-1649/1230,9-10=-1649/1230, 10-11=-580/441, 11-12=-816/607 BOT CHORD 2-24=-1 710/1826, 23-24=-1 71011826, 22-23=-171011826, 21-22=-397/339, 18-19=-831/1208, 17-18=-831/1208, 16-17=-831/1208, 15-16=-491/639, 10-15=-758/716 WEBS 5-22=-271/590, 19-22=-966/1165, 19-21=-2154/1915, 6-19=-200/349, 7-19=-2161/1718, 7-18=0/281, 7-16=-428/499, 9-16=-442/517, 10-16=-793/1085, 11-15=-777/1018, 5-19=-2041/1699, 3-22=-1143/1160, 3-24=0/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 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 379 lb uplift at joint 12, 573 lb uplift at joint 2 and 967 lb uplift at joint 21. 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 Woming- Please thoroughly rerierthe 'A.1 ROOF TRUSSES('SaIER1, GENERAI TERMS ICONDITIONS (USTOMER"1111A') A(KNOWCEOGEMENT' Won. rerity design pommeten and read notes an This Truss Design Nering(100)and the Mananl BmNOw,P.E.R,lerena Sheet before use. Unless mh-m stated on the TOD, only MANUEE MARTINEZ P.E. MiTek toneeder plates shall be used for the IUD to be r,Ud. As a Truss Design Engineer (La., Speriolty Engineet), the seal on any TOD represents an wteplawe of the professional login eering responsibility Tar The design of the single Truss depided on the TDO only, under TPI-I. the design assumptions, loading toadilions, , J\witabihty and a,, of this Truss tar any Building isiheresponsibibty of the new. Th. Ous-'s aulhadmd ogoal or the Building Designer, in the tented ofit,or, The IBG the lomlbuilding (ad. and TPN.Th. applaud off, TOO and any field use of the Truss, induding handbng, storage, installation and biud g, shall be the #047182 P'eramd Oily of the Building Designer aad(anhador. AD notes sal out in The TOD and The procfire, ad guidelines of the Build' ing(amp-rl Safety lnle—fien(g01) published by III and SSCA are refwen,ed for general golden,,.TPI-I defies Th,-poneihifities and dories of The Truss Designer, Truss Design regional and 10019(horhon(ir. Truss Monu(oMrer,onles, otherwise defined by o (onhod agreed open in rHli by all pudies imolred. The Truss Design Engineer is NOT the Building Dasignet or Truss System Engineer for any h ddiag. AD (,polelhed terms are as dined in TEN. Copyrighl© 2013 A-1 Roof Trusses - Manuel Morli—, P.E. Reprodudion of this document, in any form, is prohibited with written permission from A-1 Roof Trusses- Manuel Mortinez, P.E. Orlando, Ft 32832 Job Truss Truss Type Qty Ply 6811 D 63215 A16 Roof Special 1 1 A07122}65 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design itruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:09 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-103gDCSE2EY_rjgDenNgf WT2eQIyYgF?5DkfvSzg. T1-4-0 9-1-11 16-11-0 24-11-1 26-5-8 32-5 7 r 313 -9 r 44-0 0 45-11-'Ie2 7-9-5 8-0-1 1-fi-7� 5-11-15 5-10-3 5-8-7 -11-12 4.00 12 5x8 = Dead Load Dell. = 1/4 it 3x8 MT20HS—_ 5 W4 2x4 11 2x4 11 4x6 = 3x6 % T 4 5x12 = 6 3x6 = 3x6 = 4x6 = 3 7 8 10 10V1012 2x4 II 2 9 2 1 2 N 1 jai 26 25 24 22 20 19 18 17 14 13 5x8 _ 3x6 = 3x8 = 15 4x6 — 2x4 11 3x8 MT20HS= 3x10 — 5x6 = 4x8 = 3x6 11 3x4 11 2x4 II 5x8= 26-5-B 45-11-12 9-1-11 16-11-0 24-11-1 26-1-� 32-5-7 r 38-3-9 r 43-6.0 44-0.0 9-1-11 7-9-s 8-0-1 1-1-1 5-11-15 5-10-3 5-2-7 0 0-4-8 1-11-12 Plate Offsets (X,Y)— [7:0-9-0,0-2-81,[13:0-3-0,0-2-121,[16:0-5-8,0-2-8],[19:0-3-8,0-1-81,[21:0-2-8,0-2-81 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 0.68 Vert(LL) 0.17 17-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.42 23-24 >710 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.11 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 246 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3,T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B6: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-2 oc bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 21-24, 7-19, 3-24 2 Rows at 1/3 pts 5-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 797/0-3-8 (min. 0-1-8) 2 = 1109/0-8-0 (min. 0-1-8) 23 = 2345/0-3-8 (min.0-2-12) Max Horz 2 = 247(LC 12) Max Uplift 13 = -359(LC 13) 2 = -573(LC 8) 23 = -992(LC 9) Max Grav 13 = 806(LC 24) 2 = 1109(LC 23) 23 = 2345(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1955/1633, 3-4=-856/770, 4-5=-781/793, 5-6=-788/1303, 6-7=-1086/1327, 7-8=-1537/1080, 8-9=-1993/1485,9-10=-1993/1485, 10-1 1=-1993/1485,11-12=-732/554, 12-13=-768/576 TOP CHORD 2-3=-1955/1633, 3-4=-856/770, 4-5=-781/793, 5-6=-788/1303, 6-7=-1086/1327, 7-8=-1537/1080, 8-9=-1993/1485, 9-10=-1993/1485, 10-11=-1993/1485, 11-12=-732/554, 12-13=-768/576 BOT CHORD 2-26=-1622/1773, 25-26=-1622/1773, 24-25=-1622/1773,23-24=-434/377, 20-21=-814/790, 19-20=-802/791, 18-19=-1080/1537, 17-18=-1080/1537, 16-17=-628/820, 11-16=-696/653 WEBS 5-24=-277/598, 21-24=-912/1140, 21-23=-2294/2040, 6-21=-605/831, 7-19=-1956/2382, 8-19=-592/643, 8-17=-424/506, 10-17=-397/465, 11-17=-897/1229, 12-16=-805/1059, 7-21=-614/285, 3-24=-1143/1166, 3-26=0/311, 5-21=-2186/1713 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 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 359 lb uplift at joint 13, 573 lb uplift at joint 2 and 992 lb uplift at joint 23. 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 Warning - Please thoroughlymviewthe'A.1ROOFTRUSSES(-SEILERlGENERALTERMSI(ONDITIOASNSTOMERrRO11111A(KNOWLEDGEMENT-form.yeti(ydesignpermmutes, ad lead salesoaIbisTrussDesignOmwing000)andtheManuelhlofinea,P.E.Retells(, Sheer before use. Unless ethmiseslated onthe TOD,only WinNUEIMARTINEZ P.E. k tonnertor plates shag be used for the TOD lobe valid. Asp Truss Design Engineer (i.e.,(i.e.,Speriaoy Engineer), the seal oa any Do represents on omistme of the professional eagioeering mponudlilyfar the design o1 the single Truss depirted on the IUD only, under 1DTI. The design assumptions, loading conditions, , suitability and use of this Truss for any funding isthe msponsibirityol the oener,the Oraeriauthorixdogenl or the RuiOiog Oedgnar, in the tnnletl of lbe lR(, the lB4the loml building rode and TPFl.The.pproraI of1h, 100 and any rield use al theTs-,hrluding bandling,slumge, inslo0alioa andhoring. sM1cabe the #047182 ' respombilityoltheBuilding0es'rynerand(answnoi.Anrules Wool infh,TODordih,pmrlim, rdgoiffir-of the Building(amponenlSofelylnformofion(B(SI)pubgshedbylPlondSBCAamseferenudlorgeneralguidam.TETIdefinestheresponsibiftiesanddufiesofneLossDesigner,TrussDesignEngineerand 10019ChorltanOr. Guss ManuNsNrzr,unlets ofhertise delined by a (anfrvst agreed upon ip wrifiog 6Y all padies involved. Thor Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All (apitalued terms are as defined in TkI. Copyright 02015 A -I ➢oaf Trusses -Manuel Maifinee, P.E. Reproduction of this d-rus,r t, in any farm, is prohibited with wsMan permission tram A-1 Roof Trusses -,Manuel Mortise[, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712266 &3215 A17G Roof Special Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss:com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:10 2016 Page I D:zB LxM KGe2jwkT14Za EobudyhN pB-D bdD RYTTpYggZtP PC VuvCkO8Xg5V H I CBKtTCSuzgJ 28-5-8 35-6-0 8-10-6 16-011-0 24-11-0 20-1.0 i 31-10M-10-12 3939--00 I 4336[_45-211 �.1 6_. 8-10 8-0-0 2- 2-0-8 34-8 -0-1 4-2-5x10 MT20HS-- 1-7-4 4.00 12 NAILED NAILED Dead Load Deft. = 7/16 it 3x6 :-� 4x8 = NAILED NAILED 3x6 5 3x4 II NAILED 2x4 II 4x6 II T 2 x4 II 3 4 3 6 5x10 = 433x6 = 3x6 = 4x6 = 7 qN1 V�4 1 NA ED j4 2x411 T 1 2 6 to 12 8 I 1CL Ito C$FBH 24 0 4 44 30 27 25 40 419 16 15 31 29 28 23 2221 17 2x4 I I 3x6 = 5x8 = 2x4 11 3x4 11 3x4 11 Sx8 5x6 = 4x6 = 4x8 = 3x6 11 5x10 = NAILED 3x4 11 5x8 = 5x8 = 5x10 MT20HS= NAILED JUS24 NAILED NAILED NAILED 28-5.8 35-6-O �ILED t 8-10-6 t 16-11-0 24-11-0 2 -1s0 31-10-Qi3-10-12 i 39-9-0 r 43-6-0 5 8-10-6 8-0-10 8-0.0 -2- 24-8 3-4-IT .1 4-3-0 3-9-0 2-5-12 1-74 3:0-7-8,0-2-81, [7:0-8-0,0-3-0], [9:0-2-0,0-2-0], [13:0-2-12,0-2-0], [15:0-3-0,0-2-12], [18:0-5-8,0-2-8], [19:0-4-0,0-1-12], [20:0-7-4,0-� LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.39 19-20 >648 360 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.69 19-20 >363 240 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.16 15 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except` T3,T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B5: 2x6 SP No.2, B6: 2x4 SP M 30 B8: 2x4 SP No.3, B2: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W9: 2x4 SP No.2, W4: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-1 oc bracing. Except: 10-0-0 oc bracing: 16-18 WEBS 1 Row at midpt 3-29 2 Rows at 1 /3 pts 5-26 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 15 = 1153/0-3-8 (min. 0-1-8) 2 = 926/0-8-0 (min. 0-1-8) 28 = 3152/0-3-5 (min. 0-2-10) Max Horz 2 = 221(EC 8) Max Uplift 15 = -571(LC 9) 2 = -652(LC 23) 28 = -1433(LC 5) Max Grav 15 = 1160(LC 20) 2 = 933(LC 19) 28 = 3152(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1614/1140, 3-4=-728/654, 4-5=-642/677, 5-6=-1444/3305, 6-7=-1641/3348, 7-8=-1857/919, 8-9=-1762/870,9-10=-4065/2079, TOP CHORD 2-3=-1614/1140, 3-4=-728/654, 4-5=-642/677, 5-6=-1444/3305, 6-7=-1641/3348, 7-8=-1857/919, 8-9=-1762/870, 9-10=-4065/2079, 10-36=-402812037, 36-37=-4028/2037, 11-37=-4028I2037, 11-12=-4028/2037, 12-38=-4028I2037, 38-39=-4028/2037, 13-39=-402812037, 13-14=-1596/791, 14-15=-1094/547 BOT CHORD 2-31=-1146/1528, 30-31=-1146/1528, 29-30=-1146/1528, 28-29=-728/367, 25-26=-1779/955, 24-25=-1759/955, 22-23=-288/554, 21-22=-331/609, 20-40=-2273/4435, 40-41=-2273/4434, 41-42=-2273/4433, 19-42=-2273/4432, 19-43=-918/1840, 43-44=-918/1840, 18-44=-918/1841, 13-18=-920/558 WEBS 3-31=0/314, 3-29=-1190/683, 5-29=-129/614, 26-28=-3144/1522, 6-26=-569/46B, 7-26=-1438/647, 7-24=-1958/3718, 22-24=-988/1960, 9-24=-833/444, 10-19=-419/243, 12-19=-371/2BO, 13-19=-1158/2263, 14-18=-940/1894,9-22=-1128/576, 20-22=-938/1897,9-20=-1153/2233, 26-29=-501/899, 5-26=-3787/1568 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 251 lb FT = 0% 5) Platei(s) atjoint(s) 4, 5, 7, 14, 15, 2, 26, 8, 23, 21, 10, 13, 16, 3, 31, 29, 6, 28, 25, 24, 19, 12, 18, 1, 22, 20 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 11 and 30 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 571 lb uplift at joint 15, 652 lb uplift at joint 2 and 1433 lb uplift at joint 28. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Use USP JUS24 (With 10d nails into Girder $ 1 Od nails into Truss) or equivalent at 33-10-12 from the left end to connect truss(es) EG7 (1 ply 2x6 SP) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 14) 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: 1-5=-70, 5-7=-70, 7-14=-70, 27-33=-20, 24-26=-20, 21-23=-20, 18-20=-20, 16-17=-20, 15-16=-20 Concentrated Loads (lb) Vert: 11=-40(F) 13=-67(F) 18=-32(F)22=-462(F) 36=-40(F) 37=-40(F) 38=-40(F) 39=40(F) 40=-44(F) 41=-44(F) 42=-44(F) 43=44(F) 44=-44(F) Warning-PleauthoroughlyIeviewthe-A.1IOUITRUSSES(-SEIEIRI,GINOA[HRMSR(ONDMONS(USTOMER(-BUYER'(A(KNOWIIDGEMairterm.YerilydesigoparametersandreadnotesonthisTrussDesignDrawing(IDD(andtheManueIMorhnm,P.E,ReferenceSheelbeforeaso.UnfairotherwisestatedontheTOD,only MANUELMARTINEZ P.E. Aliffek ,neerar plates shall be.,adfar the TOD In he valid. AlaDos Design Engineer(i...,Spe.inly EagineerI, the seal on any IDD,presents oa tourist.... of the prefessiooalengineering resSensibility let The design of the single Truss depicted on the TDD only, order lPH. The design assumptions, lo.ding(onditiom, r solubility and use of this cross lot any Bolding is the ortramibiblyaI the Owner. [he Oeaer's aallesited agent or the Building Designer, in the cooled ofth,R(, the 11C,11be Inset building (ad, and IPI.I. the approval of the TOD and say field use al the Tra% iaeluding handling, storage, imtogtiao.ad hearing. shall be the #047182 responsibility of the Builbeg Designer end(onh.dos. AO notes set out in The IDO and The poetises and guidelines of the BugdirgComponent Solely Wesmafiaa(GOQpubliluol by UPS and SB(A norael tied for g,erof gulch.,.TPl-1 deform the ,,pa,ibilili.,and duties of the Los, D,fgaey Truss Design Engine, and 10019 fhorhon(ir. ,'um MarefocN,t, unless othevise defined by a (anhad.grand upon in writing by .11 parties wv.lred. The I.,, Design (nginmr is NOT the Building Designer or Truss System Engineer far any building. All (apilaFred terms areas defined in TPI-I. Copyright ©2015 Ad Root Trusses -Manuel Martinet, P.E. Repmdurtion of this document, in any form, is prohibited with wrdlen permission from A -I Roof Trusses -Manuel Mediate, P.C. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 A18 Roof Special 1 1 A0712ZP7 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:11 2016 Page I D:zBLxMKGe2jwkT14ZaEobudyhNpB-hnBbeuU6arohB 1_bmCP8kxYN REPWOmTIYXDI_KzgJ' r1-4-q 8-10-6 16-11-0 24-11-0 26-1-Q 31-1%0 ,33-10 - 1-4-0 8-10-6 8-0-10 8-0-0 1-2- 5-9-0 2-0-0 4.00 12 5x8 = Dead Load Defl. = 1/4 ii 9 .o 1� ja 0 1.5x4 II 3x8 MT20HS= 5x8 = lu3x6 3x6 = - 4x8 = 3x6 11 8-10-6 16-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.15 13-14 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.41 13-14 >738 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 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 3-10-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-4 oc bracing. WEBS 1 Row at midpt 3-14, 5-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1165/0-8-0 (min. 0-1-8) 9 = 262/Mechanical 13 = 1736/0-3-8 (min. 0-2-1) Max Horz 2 = 151(LC 16) Max Uplift 2 = -588(LC 8) 9 = -116(LC 13) 13 = -702(LC 9) Max Grav 2 = 1165(LC 1) 9 = 286(LC 24) 13 = 1736(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2170/1855, 3-4=-1047/950, 4-5=-948/973, 5-6=-245/696, 6-7=-259/537, 7-8=-542/707 BOT CHORD 2-16=-1597/1980, 15-16=-1597/1980, 14-15=-1597/1980, 8-11=-621/672 WEBS 3-16=01309, 3-14=-1175/1200, 5-14=-298/611, 11-14=-477/878, 11 -1 3=-1 645/1558, 7-11=-612/826, WEBS 3-16=0/309, 3-14=-1175/1200, 5-14=-298/611, 11-14=-477/878, 11 -1 3=-1 645/1558, 7-11=-612/826, 5-11=-1728/1335 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf, h=25ft; Cat. 11; Exp Q 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 3) All plates are MT20 plates unless otherwise indicated. 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 588 lb uplift at joint 2, 116 lb uplift at joint 9 and 702 lb uplift at joint 13. 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 PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 162 lb FT = 0% - Wcning•Please lhotc.ghlytRc er the Al RODftRtt1 SEIIER�,Gf1 1 glldlT(RNSRtONDI110Rf(gSNRtY rDUY[R}A(RROpII[OGfkEHi'Ioim.Yei�lydevga poranelei a dread aes on this yraugesign graying(ND)and the Nanuelitarham; P.r. Re}erenu Sheer6cfareuse. Unless mhemise staledoff loo only �Nilekranne+tor Ime+shallb:usedforthe NOtob volid.AsaTrutsOsgnEnglrnr(e SpaalyEngmeaj;theual navyiDOrepresenhonoteeptameottnepro{ass,vraleng•neeringreopomibiiryfar the W.gnalthe single Trust depiaedonAnIDDonly, aides TP4l. The de+ignaeumpfior+.leading can0io MANUELMARTINEZ,P.E. saitebillyWas, afP Taiilotoy8ildingssheresgooiklryoltbe0 a thi0re'saalhoreodopolorthe SUM6gDesgner in It, tonta>,to,IllseHlQhelR(7M1elocal Wild gtode,ondlP4l.Theapp—Iofthe100andanyfieldvieoftherrvss,inchdinghandlier,+rmoge,in9aCot. edbiaeiag,sbell bethe #047182 ! m+ponu'hitlyaI6 lAReifn< ndtohna 111 isselo(ithelOgodRponres dgdlmesoylheBaddg(o_p estShiylnloaahon+Rn(jpbr+hedbyPlndSP(l erelereo¢dlargen:mlgc'dnore.TP'rldefincslhertspann67niesanddunesollhehas+Oniy�egrrox0esigntegaeerand 10019Charlton (ir. irat+MaOuratfUl a ass Alb.nlu der ed 6yafoafr to idtpbn In nag by.11p rt s ohed The T-+s oe+ga rig near sRoT1F Roldag It sig s rTrust Sy+feml ghee h:"ap ba:ding. All Opilafi, d wassma at degaed;n TP41. (oppighf�tOlSA IRool Truster Mcnuel rdod nee P.E. idpiodudton or thu dotament manyloyni �rs prahihdedrth Wollen pe,misilon ltom i4d RaafTrutses ,fdanuelMadmet, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712268 R3215 A18A Common 1 1 Job Reference o tonal) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:12 2u16i Page I D:zBLxM KGe2jwkT14ZaEobudyhNp8-9zlzsEVkL9wYpAZoKvwNH95ZTenl IH5RnByJWnzg. 8-11-0 16-11-0 24-11-0 33-10-0 113-0 8-11-0 8-0-0 8-0-0 8-11-0 4.00 12 5x6 = 1.5x4 II 3x8 = 1-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.15 13-17 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.33 13-17 >905 240 BCLL 0.0 * Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 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 4-2-15 cc puriins. BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. WEBS 1 Row at midpt 3-11, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1162/0-8-0 (min. 0-1-8) 9 = 1734/0-3-8 (min. 0-2-1) 8 = 242/Mechanical MaDT Horz 2 = 151(LC 16) Max Uplift 2 = -585(LC 8) 9 = -669(LC 9) 8 = -157(LC 13) Max Grav 2 = 1162(LC 1) 9 = 1734(LC 1) 8 = 306(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2161/1862, 3-4=-1009/949, 4-5=-915/972, 5-6=-916/974, 6-7=-1011/951, 7-8=-331/532 BOT CHORD 2-13=-1603/1971, 12-13=-160311971, 11-12=-1603/1971, 10-11=-424/449, 9-10=-424/449, 8-9=-424/449 WEBS 3-13=0/330, 3-11=-1200/1207, 7-11=985/1359, 7-9=-1542/1547 WEBS 3-13=0/330, 3-11 =-1 200/1207, 7-11=-985/1359, 7-9=-1542/1547 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) All plates are 3x6 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 lb uplift at joint 2, 669 lb uplift at joint 9 and 157 lb uplift at joint 8. 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 Dead Load Deff. = 1/4 it PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 148 lb FT = 0% Ln F�5 d i Waming•Plnau,hom-ghlyle,ie the 7Ad rDOrRaSSlSrSEllfr�.CEq[RAIIIRp58 CDXDRIOXSN90MR ('BDY[R f A(rNOW[ED 19rlmm Yeuly design Earoneterti pndtead aei npis Ems Design Dmwirg(MD) and the Manuel AcrLne"P.r. Rtfuente Steel before me. Unlea o!herrisestaled enthe TOD,only �-kiTek mnnenor plmes'boll be med for lh.I"Ibe vald AsdTmsi Oeugn [ngir erD Spaaq Cog neu)sihe:eal pony Romp esenlwa oneplbnre at ne pmlesio al eng ieenngieiponsibdity for the designofthesing!e Truss dephled on the TOO onfy, andef TPH. The design assomplim, loading mnd;tians, MANUEL MARTINEI, P.E. wtlobiOty and se al lesTiasi Two BIdng4lhere1po9sbiryolth er lhe0 ssoulhasnd oge tei tht Bud g0efgb sa lM1etaoli!I ollhelA(the lBL the localbddg Eode end RH. Theappror:l of the TO and oay field ne orthe ymss,indcding handling,s!amgp iminflation and Wed.&shallbe the #047182 ! sespau'6ilryo0htldaD.vgne nd(ohA -Aa , ulul[helDOodihepromesndgsdyniio(Ihe6ddg(d�p eetSfelyldo ahnrBCSljpbDihedbpPlndSBUmerefereneedlorgeoerolgeantt.WFldefiaathertsponGbOrtiesonddu,iesafsheGessOesigaer,IruuDesignfcg7neeronE 10019 (horhon (ir. imu Nonalodm r dal sialt nse der ed!iy a,!, iMgby aD pa,Oes molredRc Test Oes gal gneei t101 tFeBlaag Des,g es arTniu SytlemF g ee fp _ay bu_ding. AD (opdobtd terms me os def ed in lPrl. CoppightQ1015 A.rroof Tiasses•Monuel hdmfinet; P.E.Pep,odurooa al th,iiibtdmene,marry fmm,rsprah,5dedvilh atiaen permsss,on Lom p)Radl Tmtses tdanaelM.edmat, P.E Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 A19 Common 2 1 A0712;�69 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:12 2016 Page ID:zBLxMKGe2lwkT14ZaEobudyhNp8-9zlzsEVkL9wYpAZoKvwNH95XZemflldRnByJ Wnzg. 1 4 Q 9-6-0 16-11-0 24 4-0 33-10-0 a5-2-Q 1 4-0 9-6-0 7-5-0 7-5-0 9-6-0 1-4-0 4.00 12 5x6 = 3x8 = Dead Load Deft. = 1/4 it 5x4 11 to 0 9-6-0 7-5-0 7-5-0 9-6-0 Plate Offsets (X,Y)— [3:0-3-0,0-1-01, [4:0-4-2,Edgel, [6:0-4-2,Edgel, [7:0-3-0,0-1-01, 19:0-M,0-0-01 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 0.82 Vert(LL) 0.16 14-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.41 14-19 >719 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 151 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 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 4-3-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-13 oc bracing. WEBS 1 Row at midpt 3-12, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1135/0-8-0 (min. 0-1-8) 10 = 1719/0-8-0 (min. 0-2-0) 8 = 378/0-8-0 (min. 0-1-8) Max Horz 2 = -139(LC 13) Max Uplift 2 = -577(LC 8) 10 = -640(LC 9) 8 = -289(LC 9) Max Grav 2 = 1135(LC 1) 10 = 1719(LC 1) 8 = 443(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1979/1719, 3-4=-890/887, 4-5=-879/910, 5-6=-881 /912, 6-7=-892/888, 7-8=-293/538 BOT CHORD 2-14=-1402/1790, 13-14=-1402/1790, 12-13=-1402/1790, 11-12=-430/480, 10-11=-430/480, 8-10=-430/480 WEBS 3-14=0/337, 3-12=-114011143, 7-12=-894/1270, 7-10=-1524/1511 WEBS 3-14=0/337, 3-12=-1140/1143, 7-12=-894/1270, 7-10=-1524/1511 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) All plates are 3x6 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577 lb uplift at joint 2, 640 lb uplift at joint 10 and 289 lb uplift at joint 8. 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 Warning-Pleasethoroughlyrnvimethe'AdtoOFIRUSSES(inlER1,GFNEGLRPMS&(DNDIIIDNS(uSTDMFRrnyirlA(BNOWL1014MENT-Wor.VmifydesignpommermsaadleadrulesoathisTrussDesignDrawing000)andtheMaradMorrissey,P.E.Rdme,(,Sheetbeforeuse.Unlessotherwisestateda.theTOO,only MANUELMARTINEZ P.E. MiTek transom plural shall be used for the TOD to be valid. As o Guts Design Fngineer(Le.,Speeiolry Fngineertthe seat on any TOD represents on meptance of the professional eegineering respamibilityfer the design of the single Truss depided on Me IDO only, under 1PH. The design assumptions, loading conditions, suimbiliry and use of this Trussfor any BuOdingisrM1eresponsibiriry allheDmer, she Owner's authmi:ed ageoloUhe Building Designer, in lM1amnletl ul lM1e lRL the INC, the locolboilding rude and lPld. Theopprovalofthe TODand any field use of the Trms, indudiog handling, slmop, installation and bracing, her be the #047182 , A mspousiLOity of the B.Odmg Designer oad(onkadm. All autos set out is the Toga ad the pmcti", and getider—oflhe Building(omponem Sahtylnfo,mnfian(BIS)pubBsbed by IN and SBCA mar iumoedfar general guidente.TPl.l defines the rnspansibiDties and duties al[he Truss Designer, Truss Design Engine,, ad 10019 Choriton(ir. Trust WandinMer,unless dhmwue defined by a (antrart agrad open in writing by all por0es imolrcd The Truss Design Engineer is NOT the Building Designer at Truss System Engineer for any budding. All (opitolaed terms ore as del'med in TPH. Copyright© 2015 A.I Roof Trusses - Manuel Martine:, P.E. Reproduction of Ibis document, in any form, is prohibited with written permission from A.I Roof Trusses - Manuel Martinez, P.E. Of IOndO, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712270 &3215 A19A COMMON 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:13 2016 Page ID:zBLxMKGe2jwkTl4ZaEobudyhNp8-dAJL3aVM5T2PQK8_tdRcpMeiD26uUlua0ris2DzgJl 1 4-0 9-6-0 16-11-0 24-4-0 33-10-0 1 4-0 9-6-0 7-5-0 7-5-0 9-6-0 4.00 12 5x6 = Dead Load Defl. = 1/4 IF 3x6 = 1.5x4 11 3x6 = 3x8 = 3x6 = 3x6 11 3x6 = 7-5-0 9-6-0 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 0.77 Vert(LL) 0.16 13-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.41 13-17 >720 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 148 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except` T1: 2x4 SP M 30 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 4-5-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-7-13 oc bracing. WEBS 1 Row at midpt 3-11, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1135/0-8-0 (min.0-1-8) 9 = 1722/0-8-0 (min. 0-2-1) 8 = 281/0-8-0 (min. 0-1-8) M&C Harz 2 = 151(LC 16) Max Uplift 2 = -575(LC 8) 9 = -655(LC 9) 8 = A 80(LC 13) Max Grav 2 = 1135(LC 1) 9 = 1722(LC 1) 8 = 346(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1979/1701, 3-4=-890/868, 4-5=-879/891, 5-6=-814/894, 6-7=-892/873, 7-8=-314/533 BOT CHORD 2-13=-1435/1790, 12-13=-1435/1790, 11 -1 2=-1 43511790, 10-11=-427/447, 9-10=-427/447, 8-9=-427/447 WEBS 3-13=0/337, 3-11=-1140/1144, 7-11=-904/1264, 7-9=-1525/1525 WEBS 3-13=0/337, 3-11=-1140/1144, 7-11=-904/1264, 7-9=-1525/1525 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 575 lb uplift at joint 2, 655 lb uplift at joint 9 and 180 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Please thoroughlyreviewthe'A-TROOFTRUSSESCHIIfi'lGEN[RAITERNO&(ONDITIONS(USTOMERCRUnr)A(INOICHOGEMENT'farm.YeofydesignparametersaadrendrotoranIhisTrustDesignDtawingODD)andtheganuetMmfinm,P.E.Reinsert,She0Earneuse.Oilessothnwisestooda.the100,only MANUELMARTINEZ P.E. Mnb ro enneder plates shall he used for the TOD to he valid. As a buss Design Engineer Oe., Sp,didty [again,,), the seal oa any TOO represents an st(eptonse of the prof essioaal engineering responsibility for the design at the single Truss depicted on the FIND only, under TPI-I. The design assumptions, loading tondilions, suitability and use ofthisTruss for any Building is the r,,pamsibiLty al the Omixd (least, the orneis mil ogee] or the Building Designer, in the snaf,,to(The 11(, the 19(, the Intel building ad, and TEN. The app,a,daflhe TOD and any field use a[ the Trans, Fosterling handling, slo,age, installation a ad brvting, shell be Me #047182 v f mapon,3Dityofthe Building Designer aad(onhastor.ADnotes set out inthe TOD cad the practises and guidelines ofthe Building Component Sales, lnlosmohan(RISE) published byITT and SOGars,mrrsendfar general guidann.IPlddefiner The responsibilities and duties of[be Truss Designer, Truss Design Engineer and 10019(horhon(ir. Tms, Manufacturer, unless Whitish, defined by a (ruder l agreed upon in rrDisig by all parts, invoWd. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All (apifo@ed terms are as defined in MI. Copyright © 2015 A-1 Roof Trusses -Manuel Marlines, P.F. Repradustion of this document, in any form, is prohibited with written permission from A-1 Roof Trusses. Manuel Mortises, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 A20 Hip 1 1 A07122,71 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, desfgn(a7altnlss.com Run: 11AU s Oct f ZUl b PnnC r.64U s Oct / ZUIb MI I eK Industnes, Inc. Mon Feb Z9 IU:Zb:l4 LUIb rage ID:zBLxMKGe2jwkT14ZaEobudyhNp8-5MtjGwW—smAG2UjARKyrMaAu3RRnD6LkEVRPbfzgJI r1 4 q 9-6-0 16-2-8 17-7-$ 244-0 33-10-0 5-2 Q 1 4-0 9-6-0 6-8-8 1-5-0 6-8-8 9-6-0 1-4-0 4.00 12 1.5x A 6 5x6 = 5x6 = 3x4 = 3x4 = 9-6-0 16-2-8 17-7 $ 24-4-0 33-10-0 9-6-0 6-8-8 1-5-0 6-8-8 9-6-0 Plate Offsets (X,Y)— [3:0-2-0,0-2-81, [7:0-M,0-0-01, [8:0-2-0,0-2-81, [10:0-0-0,0-0-01 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 FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 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 44-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS 1 Row at midpt 3-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1172/0-8-0 (min. 0-1-8) 11 = 1583/0-8-0 (min.0-1-14) 9 = 477/0-8-0 (min. 0-1-8) Max Harz 2 = -134(LC 13) Max Uplift 2 = -600(LC 8) 11 = -616(LC 9) 9 = -313(LC 9) Max Grav 2 = 1172(LC 1) 11 = 1583(LC 1) 9 = 491(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2108/1817,3-4=-1019/1003, 4-5=-930/1020, 5-6=-916/1049, 6-7=-933/1022,7-8=-1019/1003, 8-9=-60/268 BOT CHORD 2-16=-1494/1911, 15-16=-1494/1911, 14-15=-1494/1911, 13-14=-470/882, 12-13=-188/263, 11-12=-188/263, 9-11=-188/263 WEBS 3-16=0/365, 3-14=-1150/1137, Dead Load Defl. = 5/16 it 5x4 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.70 Vert(LL) 0.2414-16 >999 360 MT20 244/190 BC 0.87 Vert(TL) -0.4614-16 >637 240 WB 0.85 Horz(TL) 0.07 11 n/a n/a (Matrix-M) Weight: 157 lb FT = 0% WEBS 3-16=0/365, 3-14=-1150/1137, 8-13=-793/1149, 8-11 =-1 433/1421 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 2, 616 lb uplift at joint 11 and 313 lb uplift at joint 9. 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 Warning - Please thoroughly resin. the 'AdROOF TRUSSES (IOLLERI, GENERAL TERMSB(ONDITIONS(USToshnicuyDriAnslowEOGEMSNrfarm.ymitydesignparametersandmadnof.sonthisTrussDesignD-ingODD)andTheManuelHamnes,PIRektenttSheabeforeuse.UnlessolhereisestatedontheTOD,only ANAMANNELMARTINEZ P.E. tonamlor plot,, shall be usedforth. TOD to be valid. AsaLus, Design Engineer((.., Speriviry Enginaerh Iha seal on aayIDDrepresents on a¢epmnreofthe professional engineering responsibility for the design of The single Truss depleted on The TOD only, under T➢I-I. The design assumptions, loading toedilions, , saitobilily and use of this Truss to, any Building is the responsibility of the Boom, the Ornar', oulhorimd agent e, the Building Dedgner,m the ranledolthe lRC,then(, the toed huildingwdeaad lPN. Theapproeatoflh,10madenyheld use oflheLuss, inducting handling, siuroge, io,tallolian undbmeinEnhoO he the #047182 impoasi6lity, of the Building Designer andCanhadar. AD notes.1 out in the TOD and lb, prat6tt, and guider —.-the Building Component Safely 1o1mmafian(861) published by TPl and SECA are mimmmd ror gene,ol Evident,. TPN defines The mspamibililies and duties of the Truss Designer, Truss Design Engineer and jOO19(IIOrItOnOr. - Truss 10-Tr rum, and olhenise delined by o (ontrotl ogued open in w,fiag by dl porfies msol,ed a, Truss Design Engineer is NOT the Building WE- or Truss System Engineer for any budding. All Capitulated terms areas defined in IPFT. (opyrighl ©2015 Ad RoofTrusses-Manuel Martinez, P.E. Reproduction of this darument, in any form, is prohibited with written permission from A4 Roof Trusses- Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D bt215 A21 Hip 1 1 A0712272 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:14 2u18 Page I D:zB LxM KGe2jwkT14Za Eo budyhNp 8-SMtj GwW_smAG2 UjAR KyrM aAsvRP FDA4 kEVRPbfzgJ I r1-4-Q 9-6-0 14-2-8 19-7-8 2410 1 33-10-0 35-2-Q 1 4 0 9-6-0 4-8-8 5-5-0 4-8-8 9-6-0 1 4-0 4.00 F12 5x6 = 5x6 = 3x6 3x6 Dead Load Defl. = 5/8 if 3x8 MT20HS= 3x4 — 1.51C4 11 3x6 = 3x6 = 1.5x4 II 3x4 = 3x8 MT20HS= 24 3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TIC0.77 Vert(LL) 0.54 14-16 >537 360 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.95 14-16 >308 240 BCLL 0.0 Rep Stress Incr YES' WB 0.61 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-0 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 quide. REACTIONS. (lb/size) 2 = 1421/0-8-0 (min. 0-1-11) 11 = 70510-8-0 (min. 0-1-8) 9 = 1106/0-8-0 (min. 0-1-8) Max Horz 2 w = -118(LC 13) Max Uplift 2 = -727(LC 8) 11 = -374(LC 9) 9 = -502(LC 9) Max Grav 2 = 1421(LC 1) 11 = 838(LC 24) 9 = 1106(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2815/2371, 3-4=-1957/1785, 4-5=-1879/1797, 5-6=-1793/1752, 6-7=-1850/1787,7-8=-1944/1774, 8-9=-1828/1557 BOT CHORD 2-16=-2016/2576,15-16=-2016/2576, 14-15=-2016/2576, 13-14=-1242/1793, 12-13=-1248/1655, 11-12=-1248/1655, 9-11=-1248/1655 WEBS 3-16=-18/364, 3-14=-956/941, WEBS 3-16=-18/364, 3-14=-956/941, 5-14=-280/412, 6-13=-150/289, 8-13=-31/310, 8-11 =-730/71 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 4, 5, 6, 7, 2, 3, 16, 14, 13, 8, 11, 1, 10 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 15 and 12 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-M 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 727 lb uplift at joint 2, 374 lb uplift at joint 11 and 502 lb uplift at joint 9. 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 2441190 MT20HS 1871143 Weight: 149 lb FT = 0% Warning-Pleasethoroughlyreviewthe"AdroOrTRUSSESI'SECIEVICENTRALTERMSACONDmONSNSTOMIIICROW)A(BNOWIEDGEMENT'loan.WaydesignparametersandreadnotesanthisTsarsDesignWowingODD)andtheManuelMartinet,P.E.AdverseSheetbeforeose.UnlessotherwisestatedentheTDO,only MANUELMARTINEZ P.E. MiTek connedur Titters bull be used far The TDD to be valid. As t Tmss Design Engineer (Le., Specialty Engineer), the fool on any TOO represents an onepionte of the pmlessioaal engineering responsibility far the design of the single Truss depicted on Ike TDD only, under Of. The design assumptions, loading taaditioes, suitability and use of ibis Tmss for any Building is the responsibiOty of the Owner, the Owneistuthurimdogoal or the Building Designer. in The anted of the TO(, the IBC, the rural building code and TPFT. TheappmroI of the TODaad any field use of be Truss, indeding handling,storage, installwirm and bracing. shall be the #047182 v ,espansbdity at the Building Oeayncr aad(anhador. AD notes set out in be TOO and the p-tires, ad guidelines of the Building Safety MfaimaOan ll(SI) pubr,,herd by lPl and SBG one red e,,d for general guidanm. WE defines the msponsihibries tad duties of lbe truss Designer, Design Engineer and 10019 [ho(flgn [iE. buss Monufadorn, unless othenise ddined by a (anhad agreed upon in ni6og by all padres imolred. The Trust Design Engineer is NOT the Building Designer or Truss System Engineer far o ry building. All Capitalized terms areas delined'm TPN. Copyrighl©7015 A.1 Roof Trusses - Manuel Mastinet, P.F. Reproduction of this dammenl, Sa any loan, is prohibited wilb wriNet permission from A-1 Roaf Tsasses-Manuel Madiaez, P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 A22 Hip 1 1 A07127�73 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:15 2016 Page I D:zBLxM KGe2jwkT14ZaEobudyhNp8-aYR6 U FXcd417ge1 N?2U4vnj4croxya VtT9 Bz76zgJ, r14-Q 6-4-8 12-2-8 16-11-0 21-7-8 24-4-t1 , 33-10-0 ,35-2-Q �0 6�3 8 5-10-0 4-8-8 4-8-8 2-8-8 9-6-0 1 4-0 1.5x A 6 5x6 = 3x4 = 5x6 = Dead Load Defl. = 5/16 it 3x6 = 1.5x4 11 3x6 = 3x8 = 3x8 = 3x6 11 3x6 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud TCLL 0.0 20.0. Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.17 12-13 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.47 12-13 >616 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) 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 4-9-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-7-10 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 = 1090/0-8-0 (min. 0-1-8) 10 = 1846/0-8-0 (min.0-2-3) 8 = 295/0-8-0 (min. 0-1-8) Max Horz 2 = -103(LC 13) Max Uplift 2 = -572(LC 8) 10 _ -746(LC 8) 8 = -252(LC 9) Max Grav 2 = 1090(LC 1) 10 = 1846(LC 1) 8 = 363(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2178/1876, 3-4=-1416/1248, 4-5=-1279/1261, 5-6=-147/275, 6-7=-228/310, 7-8=-514/825 BOT CHORD 2-15=-1603/2010,14-15=-1603/2010, 13-14=-1603/2010, 12-13=-559/890, 11-12=-734/696, 10-11=-734/696, 8-10=734/696 WEBS 3-13=-781/848, 5-13=-341/526, 5-12=-10851990, 7-12=-755/1223, 7-1 0=-1 685/1503 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 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 572 lb uplift at joint 2, 746 lb uplift at joint 10 and 252 lb uplift at joint 8. 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: 161 lb FT = 0% Wombg- Please thoroughly review the'A.1 ROOF TRUSSES(-Sa1111, GENERAL TERMS &CONDITIONS CUSTOMER(-BUYn') ACKNOWLEDGEMENE Iorm. Verify design parameters and road units on this Trust Design Drawing(IDD) and the Manuel Marriott,P.E. Relerenee Sheet before use. Unless otherwise stated on the 100,only A �MiTek connector plains shall be used fat Me Too to be solid. Aso Truss Design Engineer (i.e., Specialty Engineer), the rest on any TOO topreunts an oeceptanro of the pmressionol engineering resposibilityfar the design of the single Truss depided an the Too only, order TPFI. The design assumptions, loading mndifious, MANOEL M R TINEZ , P. E. suitability and oread this risesfo, any Building isth, responsibility al the Owner, the Occursemho,ired agent o, the Building Designer, in the mnleol of the 11C, the 11C, the lmol building rode and TFTI. The approral cribs 100 and any field use of the%soadm1mg handling, storage, installation and bracing. shell be the #047182 sesponsbirily of the Building Designer and (scandal. AD notes se] out in the NO and the pried- ad guidelines of the Building (amponeat Safely lafmmttimsPCSQpublished by TPl and SBCA amaele¢n¢d for general guidame. WE defines the mspoasibigties cad duties or lie Truss Designer, Truss Design Engineer and 10819 [horlton Or.'Truss ManufaMmr, unless othewise delised by a (onfrad agreed upon is aitiag by all pnfin iavolned The Truss Design Engineer is NOT Me Building Designer arTmu System Engineer for any budding. MI Capitalized lems cit as defined in PIT. Copyright ©2015 A-T Roof Trusses -Manuel Martinez, P.E. Reprodudion of this dsrumeni, in any farm, is prohibited with written permission from A-1 Roof Trusses -Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D R3215 B01 G Half Hip Girder 1 2A0712274 Job Reference(optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:18 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-_76E6HZVw?hiX50ygA1 nWQLWc3oE9v6K97PdkQzgJt 14- 6-2-0 14-6-0 22-5-14 28-11-1 35-6-0 1-4- 6-2-0 8-4-0 7-11-14 6-5-3 6-6-15 Anne Special SvA - NAILED Special Special Special Special Dead Load Dell. = 1/2 if Special Special Special 11 938 0 16 18 1.5x411 -_ NAILEDNAILED 1514 43 44 45 13 46 47 12 4811 49 50 51 10 3x6 = 3x6 = Special NAILED 5x8 = Special Special 5x8 = 3x6 = 1.5x4 If Special 3x4 2x4 II Special Special Special Special Special Special NAILED Special 14-0-0 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 0.92 Vert(LL) 0.37 16-17 >741 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.73 16-17 >373 240 BCLL 0.0 * Rep Stress Incr NO WB 0.93 Horz(TL) 0.14 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 358 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B4: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 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 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 14-16 REACTIONS. (lb/size) 10 = 189/Mechanical 2' = 154010-8-0 (min. 0-1-8) 13 = 3584/0-7-0 (min. 0-2-2) Max Horz 2 = 169(LC 19) Max Uplift 10 = -63(LC 5) 2 = -827(LC 4) 13 = -1770(LC 4) Max Grav 10 = 189(LC 1) 2 = 1540(LC 1) 13 = 3584(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-3776/1931, 4-26=-2833/1452, 26-27=-2833/1452, 27-28=-2833/1452, 28-29=-2833/1452, 5-29=-2833/1452, 5-30=-2508/1280, 30-31=-2508/1280, 6-31=-2508/1280, 6-32=-2508/1280, 7-32=-2508/1280, 7-33=-1964/3747, 33-34=-1964/3747, 34-35=-1964/3747, 8-35=-1964/3747, 9-10=-298/230 BOT CHORD 3-17=-1880/3577, 17-39=1895/3637, 3940=-1895/3637, 40-41 =-1 895/3637, 4142=-1895/3637, 16-42=-1895/3637, BOT CHORD 3-17=-1880/3577, 17-39=-1895/3637, 39-40=-189513637, 40-41=-1895/3637, 41-42=-1895/3637, 16-42=-1895/3637, 5-16=-915/712, 13-47=-578/362, 12-47=-578/362, 12-48=-578/362, 11-48=-578/362, 11-49=-578/362, 49-50=-578/362,50-51=-578/362, 10-51=-578/362 WEBS 4-17=-157/660, 4-16=-815/534, 13-16=-351311677, 7-16=-3143/6119, 7-13=-1907/1177,8-13=-3347/1691, 8-11=0/367, 8-10=4301718 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-3-0 oc clinched, Except member 16-4 2x4 - 1 row at 0-9-0 oc clinched, member 13-16 2x4 -1 row at 0-9-0 oc clinched, member 16-7 2x4 - 1 row at 0-9-0 oc clinched, member 7-13 2x4 - 1 row at 0-9-0 oc clinched, member 13-8 2x4 - 1 row at 0-9-0 oc clinched, member 8-11 2x4 - 1 row at 0-9-0 oc clinched, member 10-8 2x4 - 1 row at 0-9-0 oc clinched. 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) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 10, 827 lb uplift at joint 2 and 1770 lb uplift at joint 13. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 263 lb down and 292 lb up at 6-2-0, 92 lb down and 118 lb up at 16-2-12, 92 lb down and 118 Ito up at 18-2-12, 92 lb down and 118 Its up at 20-2-12, 92 lb down and 118 lb up at 22-2-12, 92 lb down and 118 Ib up at 24-2-12, 92 lb down and 118 lb up at 26-2-12, 92 lb down and 118 lb up at 28-2-12, 92 lb down and 118 lb up at 30-2-12, and 92 lb down and 118 lb up at 32-2-12, and 92 lb down and 118 lb up at 34-2-12 on top chord, and 244 lb down and 172 lb up at 6-2-0, 43 lb down at 16-2-12, 43 lb down at 18-2-12, 43 lb down at 20-2-12, 43 lb down at 22-2-12, 43 lb down at 24-2-12, 43 lb down at 26-2-12, 43 lb down at 28-2-12, 43 lb down at 30-2-12, and 43 lb down at 32-2-12, and 43 lb down at 34-2-12 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: 1-4=-70, 4-9=-70, 18-20=-20, 16-23=-20, 14-15=-20,10-14=-20 Concentrated Loads (lb) Continued on pacle 2 "'' "' Wsraiag-Plemelhoia:ghlp itvm"lhe p1RC0t IflUSSES(�EIIFg;J. GfXI11I1INMS6(DpDfn0N1(USIDMIdi BUY[P1A(NpOPtI[OGIM[Nr lmm Yyllp dnlga paranesets and eod alsSon M, Truss cesiga@a+lag(IDD)and she Manuel Meillm,P.E. gecwtvShasWave use. Unlett sihersrite staled an the iOD,only �NAls ne0o platesshollbeusedlorthaiDDlob rated Asolrussgs.gn[ngreer(e-Spesolyfagmeattbeseal asnyND«pesenlsancaplha¢atlfiepldlessioalengaeidiiispsn,Nligfar she desilinoflb, single liessdeplaedanthe 700on1l,anderRI-hlhedesignauumpXons,laadinimnblioos, MANUELMARTINEZ,P.E. tuAabibtya dust al lh tTroia for snyh Idiag lsihi[e ps a'E:Idy of lheD nei the 0*ocisaulhsr sedoge• les the Bud goes gat the roelelol lbe lPC the 111 flitioal Wildig{ode.and Rl-h the appmd of the100 and say field me of t4 I'm,indsding handling, slcsae, instmkfm and broGog, shall be the #047182 ! rzspasetisty Ilhet Id gO sgne nd(o hods to a! seleu'IinlaelDDo dlt i a,dgcdel'neisllheDuld g(o ps a IS ftlyNl' e�ano (hnQp blshedby'PI ndSD(A e"ferearedfo,0,.s,alge'dame. RN define,theaecponsibbiescadde,,.1theTms0,,igver,Tr Design(oglneesond 10019 Charlton Or. iruss 4onwotir iss alter is der edbyd(otras a�e<drpealn r?ghy apadesi. olved me Canon Sul gi... l9oilhi Du la`ng Desg et orLussfytlemE Owl.pgln.;M'ng.11l (spilobted lttmsmassdeliaedm1P11. CopynghlD2015A-I Pool Tissses-Manuel fdwnne;P.E,geprodur6onol this do' mment,m airy Wei, is mlfen perautsion fiombllaol irdsses Manuel Memnee, P.f. Orlando, FL 32832 Job Truss Truss Type Qty PIY 6811 D 63215 B01 G Half Hip Girder 1 2 A0712?74 � Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:18 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNpB_76E6HZVw?hiX50ygA1nWQLWc3oE9v6K97PdkQzgJt LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-199(F) 12=-32(F) 17=-244(F) 7=-67(F) 26=-73(F) 27=-73(F) 28=-73(F) 29=-90(F) 30=-67(F) 31=-67(F) 32=-67(F) 33=-67(F) 34=-67(F) 35=-67(F) 36=-67(F) 37=-67(F) 38=-67(F) 39=-71(F) 40=-71(F) 41=71(F) 42=41(F) 43=-32(F) 44=-32(F) 45=-32(F) 46=-32(F) 47=-32(F) 48=-32(F) 49=-32(F) 50=-32(F) 51=-32(F) Warning-Plemethoroughly review the 'A-Iloot TRUSSESrMIIII'l GENERAL TERMS&CONDITIONS CUSTOMER CBUYER'( ACKNOWLEDGEMENT" form. Verily design parameters and read rates an this Truss Design Drawing (TOB(and the Manuel Almfiues,P.E. get m r. Sheetbeforeme. Unless wife rwisestatedoothe TOB,only O aek(orm dot plates shag he used for the TOO to he valid. Asa Truss Design Engineer(Le.,spetially Fnginm),Ihe seal oa aoyTDB represents an mteptete of the professioeal engineering responsibilitylmthe design of the single Truss depicted on Me log only, uadm TPT-I. The design omumpfions, boding meditioos, MAN EL MARTINEZ,PE. suitability and meof thisTmss far any Building istherespeasiethly of the Owner, the Owner's authorized agent or the Building Dsigm, in the.meet ofthe IS(, the 1p4 the loml building sad. and TPTI. The approval of lholUD and ory field oseofthe Truss, imleding handlIng, slomgeimiallatien oad boring, shag he the #047182 /!\' respoa", of lM1e Building Designer ard(onhatlor. AOooles sdaut is the f00 and the profimand gviderines of lM1eguddiog Component solety lnlarmafian lB(SI)Published 6yfPl and SB(A me mlerensed for general guidan¢.IPI-I defineslb resporsibiUties and duties of the Tress Omigner, Truss Oesiyn Engiren and 10819 (horNon [ir. Truss MonufoMrer,unless otherwise defined by a (onfrod agreed upon I. rrUiag by all senior involved. The Trust Benign Engineer is NOT Me Building Designer as True System Engineer for any building. All (apilaraedfermsore asdelired in fP41. Copyright© 7015 A.1 Roof Trusses -Manuel Martinez, P.E. Repro durtion of this document, in any farm, is prohibited with written permission from A -I Roof Trusses -Manuel Martinez, P.F. Orlando, FL 37832 Job Truss Truss Type Qty Ply 6811 D A0712275 63215 B02 Half Hip 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:19 2016 Page ID:zBLxM KGe2jwkT14ZaEobudyhNp8-SKgcKda7hJpZ8Fb8EtYO3dugGSAduLhTOngAGtzgJt r1-4-Q 8-2-0 14 6-0 22-6-0 28-10-12 35-10-12 1 4-0 8-2-0 6.4-0 8-0-0 6-4-12 7-0-0 4.00 12 5x8 = Dead Load Defl. = 5116 if 4x8 = 2x4 II 3x6 = 4x10 = 3x8 = 5x8 = ltl r.oxy [I 70 - 1L 5x8 = 1.5x4 11 4x6 = 3x6 = 3x8 = 5x12 = 3x6 = 3x4 II 8-2-0 3-2-0 14-M 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 0.99 Vert(LL) 0.25 18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.44 18 >613 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.12 27 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 184 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* E34: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 *Except* BL1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-10 oc bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 13116, 7-16, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1009/0-8-0 (min. 0-1-8) 13 = 2119/0-3-8 (min. 0-2-8) 27 = 18010-4-12 (min. 0-1-8) Max Horz 2 = 21O(LC 8) Max Uplift 2 = -499(LC 8) 13 = -998(LC 8) 27 = -94(LC 9) Max Grav 2 = 1009(LC 1) 13 = 2119(LC 1) 27 = 180(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1427/1036, 4-5=-955/736, 5-6=-971 /765, 6-7=-971 /765, 7-8=-1352/1580 BOT CHORD 3-17=-1063/1300, 16-17=-1061/1311, BOT CHORD 3-17=-1063/1300, 16-17=-1061/1311, 5-16=-528/617 WEBS 4-17=0/277, 4-16=-391/348, 13-16=-1462/1115,7-16=-2099/2554, 7-13=-1179/1137. 8-13=-1596/1323 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 27 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 499 lb uplift at joint 2, 998 lb uplift at joint 13 and 94 lb uplift at joint 27. 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 Warning -Pleme thoroughly tevier the'A-1 loaf TRUSSES(inLM1, GENERAL TERMS R CONDITIONS CUSTOMER ('BUTHI'l A(RNOW11061M1N1' form. verify design parameters and teed notes oa this Truss Design OrawingRD) and the Manuel Marti P.F. Reference Sheer before use. Unless ofl e,aits, stated oe the TOO, only AM,T,k monde, plates shall be used for the TOD to be sold. As a truss Design Engineer(it.,Sped.lry Enimaer), The soul on any IUD represents on orteplante of the professional engineering responsibility(o, the design al the single Truss dspided on the IUD only, under lP4l. IAe design auumptions, loading coadtiaos, MA NOR MARTINEZ, P.E. mitabifty and use of[his Truss for any Building isrhe tespnmibifily of the Owner, the Owner's authorized cleat or the Building Designer, in the coolant of The ME, the ME, the loml building ode and W. 1heappravaI f1he TDO and may field -of the Truss, indudiag handing, storage, insrallolion and hitting, shag be the #047182 msfeasibility of the Building 0esignn and(o6calm. All notes setoul in the IDO and the pmak—ad guidelines of [be Budding Component Safety lnlmmatim.BEST) published by IPl and SBCA are referenced for gece,ol guidame.TPI-I defines the responsibiriti—nd duties of the Loss Ungan,Truss Design Eagioeel end 10019 (horltgn (ir. Truss MonufaMrer, unless flu-ise defined bya(onhod agreed upon in wrOtog by a0 Bathes im Wil. The Truss Design EogTee, is NOT the Building Dedgmr or Truss System Engineer far any luildng.All 0piselaed terms at,,, defined in WI. Copyrighl©2015 A.1 Roof Trusses -Manuel Martinez, P.E. Repradudiun of this document, in any farm, is prohibited with wrillen permission from A-1 Roof Trusses- Manuel Madinat, P.E. Orlando, FL 32832 Job Truss Truss Type Clty Ply 6811 D 63215 B03 Half Hip 1 1 76 A07122 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:19 2016 Page ID:zBLxMKGe2jwkTl4ZaEobudyhNpB-SKgcKda7hJpZ8Fb8EtY03duhnS9JuOeTOn9AGtzgJt r1-4 Q 10-2-0 14-6-0 22-6-0 268-10-12 35-10-12 10-2-0 4�-0 8-0-0 4 12 7-0-0 5x8 = 4.00 F12 3x4 II 3x6 = 3x6 = 3x8 = Dead Load Defl. = 3/8 if 4x8 = 5x8 = to r..,,.•. n 10 5x8= 12 .. ._ 3x6 = 3x8 = 5x10 = 3x6 = 1.5x4 II 4x6 = 3x4 II 3-2-0 10-2-0 14-0-0 14 O 22-6-0 28-10-12 35-10-12 3-2-0 7-0-0 3-10-0 0-6-0 8-M 6�-12 7-0-0 Plate Offsets (X,Y)— [3:0-8-8,0-0-81,[4:0-5-4,0-2-81,[7:0-1-12,0-1-8],[9:0-4-0 0-2-121 [13:0-4-0 0-3-01 [14:0-2-00-0-81 [16:0-3-8 0-2-8] 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 0.95 Vert(LL) 0.29 17-26 >937 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.52 17-26 >520 240 BCLL 0.0 Rep Stress Iner YES WB 0.78 Horz(TL) 0.12 27 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 190 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* 134: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 *Except* BL1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 13-16, 7-16, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 994/0-8-0 (min. 0-1-8) 13 = 2172/0-3-8 (min. 0-2-9) 27 = 141/0-4-12 (min. 0-1-8) Max Horz 2 = 252(LC 8) Max Uplift 2 = -485(LC 8) 13 = -1035(LC 8) 27 = -85(LC 9) Max Grav 2 = 994(LC 1) 13 = 2172(LC 1) 27 = 147(LC 21) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1047/688, 4-5=-505/370, 5-6=-569/439, 6-7=-569/439, 7-8=-1270/1431 BOT CHORD 3-17=-753/913,16-17=-752/922, 5-16=-437/506 BOT CHORD 3-17=-753/913, 16-17=-752/922, 5-16=-437/506 WEBS 4-17=0/289, 4-16=-496/455, 13-16=-1313/992, 7-16=-1742/2059, 7-13=-1206/1180, 8-13=-1435/1215, 8-10=-289/279 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 27 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 485 lb uplift at joint 2, 1035 lb uplift at joint 13 and 85 lb uplift at joint 27. 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 Warning-Fkaw thoroughly aeris. the 'A.110OF BUSSES0111ERI, GENERAL TERMS 6(ONDITIONS(USTORBR BOYED'IA(RNOWLIOGEMENr loam. Verily desigo parameters and read was on This Truss Design Drawing(TDO) and the Manuel Marfiner,PI Reference Sheet before use. Unless alhe"ise stated oa the Too' only �14Teh mnnMar plot,, shall be used for the TODfa be slid. Asa Truss Design Engineer(i.e,Spedohy Fngineerohe soul on any TOD represents an auto plan,, of the professional engineering responsibility for the design of the single Truss depitfed on the TDD only, us dot KPH. The design assumptions, loading (on ditioos, MANNEL MARTINEZ, P.E. suitability and use of this rams for any Building is the respinflltya1 the Owner, the O.n', aulhariaedoSeat or the Fa/ding Designer, in the sanlear .[the llG[be lll, the local building test ad TYTI. Theappmual ofib, TOD and any field use of the Truss, including handling, smrage, imfallatioa and boring,,bell he The #047182 mrponsihRity of the Bulling Design,,and (onhactor. All notes sal our in the TOD and the pan limn and guidelines of the Build' ag(..parent Solely lnlormafia. 0CSI) published by RE wd SOCA are W uned for general guidame. PH definesthemspansibifaies and dotin of the Truss Design¢,, Ira. Design Engineer and 10019 Chorlton Cir. Tams RonufacNrer, unles otherwise defined by a(one t agreed upon inwriting by all parties imoleed. The Truss Design fogineer is NOT the Building Designer or Truss Sysfem Engineer far any building. All CapifaliTed tersea a,a m defined in 71-1. Copyright © 7015 A.I Roof Trusses - Manuel Ma,finee, P.E. Reproduction of this document, in any farm, is prohibited with written permission base A-1 Roof Trusses- Manuel Martian, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712277 93215 B04 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:20 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-wWE_XzblScxQmPAKob3FcrQwesW IdtGcdRukoJzgJt 1 4-0 7-7-9 12-2-0 14-6-0 , 22-6-0 28-10-12 35-10-12 1 4-0 7-7-9 4 6-7 2 4-0 8-0-0 6 4-12 7-0-0 5x6 % 3x4 11 3x6 = 3x8 = 1.5x4 11 4.00 12 Dead Load Defl- = 7/16 it 4x8 = 5x10 = 10 19 sx4 — 16 -- 4x6 11 13 3x6 = 3x8 = 5x8 = 3x6 = 3x8 = 2x4 II 3x4 II 14-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.23 19 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.65 18-27 >414 240 BCLL 0.0 * Rep Stress Incr YES WB 0.70 Horz(TL) 0.10 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER- TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B4: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 *Except* BL1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or4-10-11 oc bracing. Except: 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 1k-17, 8-17, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. es REACTIONS. (lb/size) 2 = 948/0-8-0 (min. 0-1-8) 14 = 2243/0-3-8 (min. 0-2-10) 28 = 116/0-4-12 (min. 0-1-8) Max Horz 2 = 293(LC 8) Max Uplift 2 =-447(LC 8) 14 =-1091(LC 8) 28 = -85(LC 9) Max Grav 2 = 948(LC 1) 14 = 2243(LC 1) 28 = 148(LC 21) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1245/1036, 4-5=-659/413, 5-6=-318/262, 6-7=-364/308, 7-8=-364/308 BOT CHORD 3-1 8=-1 220/1159, 17-18=-460/582, BOT CHORD 3-18=-1220/1159, 17-18=-460/582, 6-17=-431/497, 13-14=-1311/1207, 12-13=-1311 /1207 WEBS 4-18=-635/822, 5-18=-208/482, 5-17=465/343, 14-17=-1258/961, 8-17=-1640/1828, 8-14=-1971/1878, 8-12=-1153/1335, 9-12=-450/526, 10-12=-307/326 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pondtng. 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) Bearing at joint(s) 28 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 447 lb uplift at joint 2, 1091 lb uplift at joint 14 and 85 lb uplift at joint 28. 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 MT20 GRIP 244/190 Weight: 204 lb FT = 0% Warning - Pleasethoroughlyrevit.the -Ad ROOF TRUSSESCSaIER1,GENERAITERMS IS(ONOaIONS(UST09111CBUYEr)A(RNOWIEDGIMENrfo,m,Yerifydesign pa—elertandrodnotesanthisTrustDesignDrawing000)andtheManuelMmfiner,P.E.ReferentsSheet before use. Unless alherrisestated onthe TOD ,only MANNELMARTINEZ P.E. �M T,k maned., plot,, shell be used far The IUD to be olid. A, a Truss Design Engineer (u., Sp, dolly Engineer), The seal on any TOD represents on ortepfaam of the professional engineering respansibilily far he design of the sialfa Trust depi,ted as the TDD only, under Ii The design mounpti-, looting tnodilioos, saRabdity and use of this truss for any Building is The responsibility of the Owner, the Owner's aulhodredogo.]a, The Building Designer, in Thermed of the III, the a(, the total buildingode and TRbL The app,arofo[be TOD and any befd use al the Truu, including handling, siomge, insla0aliaa and brthg. shall be the #047187 rspoosibBity of Me BnOding Desigoer and(onbmlor. AD Dotes set out in the IDO and the pronius andgoidermes of the Budding(amponen15ofety lnlo,matian(R61J publishedby lPl and SB(A arc selmrnudlorgmeml guidanr.TPld defines the mpantibiGties anddotie, of lke LassOnipaer,Imss Dedgn Fnginen Dad 10019(horlton Or. Truss Manvfa fuser, unless otherwise defined by. (award agreed upon in.riling by all parties i—Wal. Theirs, Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All (apilaked terms areas defined in ITT]. Capyrighl ©7015 A -I Rooltrusses-Manuel Martinez, P.E. Reproduction of this do,umeol, in any Term, is prohibited with written permission from A-1 Roof Tosses - Manuel Mediae, P.E. Orlando, FL 37832 Job Truss Truss Type Qty Ply 6811 D A0712278 63215 B05 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:21 2016 Page ID:zBLxM KGe2jwkT14ZaEobudyhNp8-OioNIJcNDw3HOZIWLIaU82z2MGpPM Hgmr5eHKlzgJtl 1-1-4-0, 3-2-0 , 8-8-0 , 14-2-0 , 16-0-0 , 19-1-3 , 23-7-12 r 25-7-12 , 1-4-0 3-2-0 5-6-0 5-6-0 1-10-0 4-fi 4.00 12 4x8 = 1.5x4 II 3x4 — 1.5x4 11 Dead Load Defl. = 9116 if R 9 in to 1.5x4 1 800 6x8 3 II 2 3x4 3x4 5 4 I ' m IN 5 PI d 16 5x8 = 1.5x4 11 15 12 11 3x4 = 1.5x4 II 4x8 II 4.00 12 84" , 14-0-0 14r 016-0-0 , 23-7-12 5-6-0 5 a-o o- 01-m-0 7-7-12 Plate Offsets (X,Y)— [2:0-5-15,Edge], [3:0-0-4,0-2-121, [6:0-5-4,0-2-01, [11:0-2-12,0-2-01, [13:0-2-8,0-2-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.48 16-20 >576 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.82 16-20 >339 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.20 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 149 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except` B2: 2x4 SP M 30, B4: 2x4 SP No.3 B1: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc pudins, 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) 11 = 1185/0-3-8 (min. 0-1-8) 2 = 1255/0-8-0 (min. 0-1-8) Max Horz 2 = 338(LC 8) Max Uplift 11 = -598(LC 9) 2 = -587(LC 8) Max Grav 11 = 1185(LC 1) 2 = 1255(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-360/0, 3-4=-2621 /2031, 4-5=-1493/1109, 5-6=-1417/1124, 6-7=-1262/1039,7-8=-1255/1033, 9-11=-324/395 BOT CHORD 3-16=-2213/2486, 14-16=-2213/2486, 13-14=-1139/1355, 6-14=-298/471 WEBS 4-16=-114/376, 4-14=-1230/1163, 8-11=-1153/1025, 11-13=-639/697, 8-13=-564/746, 6-13=-254/262 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 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) 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 598 lb uplift at joint 11 and 587 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Please thoroughly review the'A-I TOOT TROSSES('SIllllrh GINERAMINIS R CONDITIONS CUSTOMER ('BUIER1 A(RNOWIEOGEMENr farm. wdy design parameters and read ales oa [his Dust Design Drawing (fog) and the Manuel M.,tiner, PI Referent, Sheet before use. Voters othmise doted on the TOO, only �Wakoar ttorplatesshallbeused(.,theTODtobevalid. Asa Truss Design Latium (i.e.,SpecialtyEngineer),the seat onany TOD«presemtonamistameofTheprofessional engineeringrespomibililylor the design ofThe tingleTruss; depiledonthe TODonly, order ITH.thedesignostamplionsbadiogtoHiti-, MANUELMARTINEZ,P.E. miteblilyanduseofthisTrustNrinyBuildingistheresponsibilityoftheDoor,theConer'south,dredoge.TortheluddigUsigner,inthew1r.taf1b,ME,The11C,theferalbuildingmd,andTPH.TheappravoleflheNkadanyfielda,,alINTrms,indudingh.dling,stomge,inst.Uofi,aadbr..ing,shallbethe #047182 ropoosfiiry of the BaBdingOesigner ond(ontrador.AR.atess,toulinlhe TDDandlhepmsNmsaad guidefines of the 80,9q(..parent Safety lnlmasurimPER) Published by V1 and SECA.,refammd Tor gene alguidanm. fPhl definer lM1eresponsibiGtiesonddrliesoltbe Luts Desipoer, T,ust Desgn Eogineerood 10019 Charlton(ir.• crux Mrnu(rMrer, runlets otherwise defined by o (a,drod og,eed upon in writing by all parties imolred. The Truss Design Engineer is NOT The Building Designer ar Truss Sysi,m Engines far any bolding. All (opil.rimd terns ore m defined in 1P41. Copyright© 2015 A -I Roof Trusses -Manuel Martinez, P.E. Repmdudim of this domment, in any form, is prohibited with written permission from Ad Roof Trusses- Manuel Martinez, P.E. Orlando, FL 321132 Job Truss Truss Type Qty Ply 6811 D A0712279 63215 B06 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:21 2016 Page I D:zBLxMKGe2jwkTI4ZaEobudyhNp8-OioNIJcN Dw3HOZIWLIaU82z3AGpNMNrmr5eHKlzgJtl 1 4-D 3-2-0 9 4-11 16-2-0 23-7-12 25-7-12 1-4-0 3-2-0 6-2-11 6-9-5 7-5-12 2-0-0 4.00 12 4x6 = 4x4 = Dead Load Defl. = 5/8 it 1 .OX4 11 11 i to a 1.5x4 11 5x6 = 4.00 12 48 = LOADING (psi) 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 FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30, B1: 2x6 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 2-2-0 oc bracing. WEBS 1 Row at midpt 7-9, 4-12, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1188/0-3-8 (min. 0-1-8) 2 = 1258/0-8-0 (min. 0-1-8) Max Horz 2 = 379(LC 8) Max Uplift 9 = -582(LC 9) 2 = -578(LC 8) Max Grav 9 = 1188(LC 1) 2 = 1258(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-364/0, 3-4=-2506/1899, 4-5=-1244/878, 5-6=-1231/900, 6-7=-1094/938, 7-9=-1114/1102 BOT CHORD 3-13=-2147/2377, 12-13=-2147/2377 WEBS 4-13=-54/409, 4-12=-1364/1288, 10-12=0/250, 6-12=-72/265, 7-12=-1092/1269 16-2-0 2-2-0 CSI. DEFL. in (loc) I/deft L/d TC 0.83 Vert(LL) 0.5513-17 >508 360 BC 0.93 Vert(TL) -0.9213-17 >303 240 WB 0.48 Horz(TL) 0.19 9 n/a n/a (Matrix-M) NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. E3uilding designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 582 lb uplift at joint 9 and 578 lb uplift at joint 2. 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 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 138 lb FT = 0% Warning - Pleasethmoughly reviewthe 'A -I ROOFBUSSES('Sn1111,GENEBAITERMSe(ONOInUNSCUSTOMERBUYER')A(KNOW106FMEHrfmm.Tari(ydesignpammetersandreadnotesonthisEastDesignDrawing(IBB)andtheManuelMaetiers,?1ReferenceSheetbeforeuse.UnfairolherriustatedanTheTOD,only MANUEIMARTINEZr P.E. MiTek mneeeor plates shall be used for the TOD to be valid. As a Gust Design Engineer li.e., Spedolly Engineer), the seal on any TOO represents an moratoria of the pmfeaional e,giar,rirg responsibility for The design of the single Truss depicted on the TOO only, order TPI-I. The design trivialities, loading conditions, suitability and use of This Truss for any Building is the mponsibilily of the Outer, the (Tuner's solowiredage.la, The Building Designer, in the mnlerl of [be BE, [be MG the Total building rude and TPid. The approval of The TOO and any field use of the Truss, indoding handling, storage, installation and bmciq, shag be The #047182 /!\fit,, tespeasibiDlyofthe Building Designer and (aal,aelm. AOnotesselart in the 100and the Treatises oadguider— of the BuOdng(omit... lSafety left—fic.P(SQpublished byTPland SBUon, surf en¢dfar general guidea¢.TP4ldefines the msponsi6itiliesand dories olthtTruss Designer, Truss OesiguEngineer and 10019(horflgn(ir. MonufacNrer,unless otherriw defined byuEmhart agreed upon in nSfing by.11 p.,U involved. The Truss Design Engineer is NOT Me B.Udng Designer or Truss System Engineer rot any building.AO(opilalWed terms tie as defined in WE. Copyright ©2015 A.I Roof trusses- Manuel Marfim, P.E. Reproduction al this da,ument, in any form, is prohibited with written permission from A-1 Roof Trusses - Manuel Martinet, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 B07 Half Hip 1 1 A0712280 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:22 2016 Page I D:zBLxMKGe2jwkT14ZaEobudyhNp8-suMlyfc?_EB70jKjvO6jhGWEAgAm5jkv4lNrtCzgJt' -1-4-0, 7-0-6 12-3-12 18-2-0 22-7-12 $3-11-12 1 4-0 7-0 6 5-3-5 5-104 4-5-12 1�-0 4.00 12 4x4 = 3x4 = Tu 9 3x4 = 3x4 = 3x4 = 3x8 = 3x6 11 Dead Load Defl. = 5/16 i1 9-1-3 9-1-3 18-2-0 9-0-13 22-7-12 4-5-12 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 0.82 Vert(LL) -0.15 10-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.46 10-12 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 125 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 3-5-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1099/0-3-8 (min. 0-1-8) 2 = 1123/0-8-0 (min. 0-1-8) Max Horz 2 = 417(LC 8) Max Uplift 9 = -539(LC 8) 2 = -540(LC 8) Max Grav 9 = 1099(LC 1) 2 = 1123(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2170/1637, 3-4=-1864/1397, 4-5=-1757/1413, 5-6=-677/476, 6-7=-571/524, 7-9=-1081/1063 BOT CHORD 2-12=-2012/1993, 11-12=-1356/1337, 10-11=-1356/1337 WEBS 3-12=-409/580, 5-12=-425/635, 5-10=-926/1006, 6-1 0=-1 45/268, 7-10=-916/1002 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 539 lb uplift at joint 9 and 540 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning - Pinata thoroughly review the 'A.] 1001 TRUSSES ('SEtIEY1, GENERAL TERMS A CONOMONS CUSTOMEt(BUIER') A(IINOW(EoGniar form. Verify design parameters and road notes oa this Truss Design Drawing 000) end the Manuel Martinez, P.E. Reference Sheet before use. Unless otherwise stated on the TOD, only f�WTeh tonaetlor plates$hog be used for The NO to be valid. As a Truss Design Engineer (it., Spetialty Engineer), the seal on any TOD r,pestnts an ottepteme of thep,afeuiooal eagineering r,,pamibilily for the design al the single Truss depined an the IDD only, under TPl-1. The design assumptions, loading madilism, MANUEL MARTINEZ, P.E. suitability and use oflbi,Truss for any Building is the r.simusiblity of the amer,the CmeisauT6orired sleet or The Building Designer, in the context of the lRC, the 111, the local building soda and TPH. The app,oroI of the TOD and any field me of the Truss, including handbag, storage, installation and bracing. sbell be the #047182 ,aspmsmbdity of the Boildmit Omigneroad(oal,ador. AO notes set out in the NO ad the pmni.s and goide0nes of the Bulling Component Safety lnf—atian(ICSI)published by TPl and SBCA me mfaenud for general guidance. TPbl defines the responsibiNtsand duties of the Truss Design,,, Too. Design Engine,, a ad 10019 Charlton Cir. Truss Monohnou unlet, otherwise defined by .Conned agreed upon in writing byall parties involved. The Imss Design Engineer is NOT the Budding Designer at Trust System Engineer to, any buiiding.ADCapitalized terms ore as defined in TPb1. Copyright© 2015 A•I Roof trusses -Manuel Martinet, P-E. Reproduction o1 this decanter, in any form, is prohibited with wrinen permission from A-T Roof Tosses - Manuel Martinez, P.E. Orlando, FL 32932 Job Truss Truss Type Qty Ply 6811 D A0712281 6'3215 B08 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:22 2016 Page I D:zBLxMKGe2jwkT14ZaEobudyhNp8-suMlyfc7_EB7OjKjv06jhGW ETg8W5k7v4INrtCzgJf _11-'1 7-4-9 13-4-2 , 20-2-0 22-7-12 2,3-11-1,2 14-0 7-4-9 5-11-9 6-9-14 2-5-12 1 4 0 4.00 12 4x4 = 3x4 = 7 a Dead Load Defl- = 5/16 if 3x4 = 3x4 = 3x8 = 3x6 11 4x4 = Plate Offsets (X Y)— [2:0-3-2 Edgel [6:0-2-0 0-2-4j LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.16 10-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.48 12-16 >568 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 130 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 3A-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt 7-9, 5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 109610-3-8 (min. 0-1-8) 2 = .1126/0-8-0 (min.0-1-8) Max Horz 2 = 458(LC 8) Mal: Uplift 9 = -551(LC 8) 2 = -528(LC 8) Max Grav 9 = 1096(LC 1) 2 = 1126(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2111/1578, 3-4=-1678/1173, 4-5=-1556/1190, 5-6=-415/209, 6-7=-310/282, 7-9=-1125/1061 BOT CHORD 2-12=-2017/1936,11-12=-125911225, 10-11=-1259/1225 WEBS 3-12=-499/699,5-12=-369/637, 5-1 0=-1 082/1155, 6-10=-211/341, 7-10=-912/1007 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 lb uplift at joint 9 and 528 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in, the analysis and design of this truss. LOAD CASE(S) Standard Warning-Plwsethamughlymviewthe'AdROOFTRUSSES('SNIllGENERALTERMS&(ONDITIONSCUSTOMER(BUVERIAIXNDWIEDGENENrfarm.ynifydesignparametersand,adum,,anIbisTrussOrsignDrawingPOD)andthaManactNuctimer,P.E.Referen¢Sheetbeforeuse.Unlessothereis,ITatdontheTOD,aely MANNELMARTINEZ, P.E. NTek connector plot,, shell be used far the DUD to be valid. As a Truss Design Ingineer (i.e., Specialty Engineer(, the serf on any TOD represents an acceptance of the professional eogineming responsibility far the design of the single Truss refitted on the DUD only, under TPI-I. The design assumptions, loading mndiliom, suilubility and use of Ibis Truss for any Building is The responsibihly of the Owner, the Owners aulhorired og,.l or the Building Design,,, in the contest of the [I(,the IT(, the tarot building rode and TPl-LThe upprovol0[he TODaad may field use of the Truss, including handling, storage, installation and bracing,%bell be the #047182 responsibility at the Building Designeraad(.Made, AD oohs set out in the TED and the pcufims and guidelines of the BuildogComponenl Safety lnlarmafian(R(M)published byTPI and SECA me rclerenred for general guidance.TFld defines the responsibilities and duties of Ike Truss Designer, Truss Design Engineer and 10019 (horll0n (ir. Truss ManulmMer, arless olh-4, defined by a Issued agreed opan in w,ifiog by all parfi,, ineahed The Truss Design Engineer is NOT the guildng Designer or Truss System Engineer tar any building. All CapBcrned terms are as defined in TPI-I. Copyright 0 2015 A.I Roof Trusses - Manuel Martine:, P.E. Reproduction al this document, in any form, is prohibited with unitfen permission from A-1 goal Trusses -Manuel Mortimer, P.E. OrlOndO, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712282 63215 B09 Half Hip 1 1 i Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:23 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-L5v79?ddlXJ dtvvTjdyDT2N54YcgH13JP70PezgJt 23-11-12 1-4-0 7-8-14 15-8-3 i 22-2-0 22e7T12 , 1-4-0 7-8-14 7-11-4 6-5-13 0 5-12 4x4 =1-4-0 4.00 F12 1.5x4 11 Dead Load Defl. = 114 it a7 A 1.5x sn A 6 3x4 = 12 10 9 1.5x4 II 3x4 = 3x4 = 5x8 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.15 12 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.33 10-12 >829 240 BCLL 0.0 Rep Stress Incr YES WS 0.46 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- 1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-6 oc bracing. WEBS 1 Row at midpt 3-10, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 112310-8-0 (min. 0-1-8) 9 = 1099/0-3-8 (min. 0-1-8) Max Horz 2 = 500(LC 8) Max Uplift 2 = -517(LC 8) 9 = -556(LC 12) Max Grav 2 = 1123(LC 1) 9 = 1099(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2172/1481, 3-4=-1105/637, 4-5=-1019/659 BOT CHORD 2-12=-1990/1992, 11-12=-1990/1992, 10-11=-1990/1992,9-10=-959/967 WEBS 3-12=0/299,3-10=-1079/1088, 5-10=-259/589, 6-9=-326/409, 5-9=-1202/1186 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-4-0 to 23-11-12 zone; cantilever left and right exposed ;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plate(s) at joint(s) 4, 6, 7, 2, 3, 12, 10, 5, 1 and 9 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 11 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 517 lb uplift at joint 2 and 556 lb uplift at joint 9. 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 2441190 Weight: 131 lb FT = 0% Warning -Please Thoroughly review the'A.1 ROOF TRUSSES (*SRIEll, GENERAL TERMS Y (ONDITIONS (OSTOMIR('BUYI['I Aationn FDGFMEBr hum. verify design pammelers and read notes on this Trust Design Drawing ODD) end the Monuel Martinez, P.E. Aefetme Sheet before via. Unless otherwise stated on the IDO, only MTEeh connector plates shift be used for the TODto be valid. Asa Truss Design Engineer(.e., Specialty Fughmul the seal on any TOO sque-li an oczePenn'. of the professional engiomingresponsibilityfor The design of the single Truss depicted on the LED only, under FEW The design assumptions, loading cooditioes, MANUEL MARTINEZ, P.E. suilob1ityand ase al this Truss for any Balding is TherospomihiGty of the Owner, the Owner's authorized ogee] or the Building Designer, in The.nteet or the lit, the LIT, the local building code and TPFI. The oppmval of the TDO and any field use of the Truss, inducting handling,storage, installation nod bracing, shell be The #047182 poawblity of the Building Design,, and All roles set aul in the TOD and The pmefitts and go' let.,, of the Wrliog(omperw Safety lydo,motion(BESQpublished by ITT and SBG muelmen,ed for Bin gold..,,. IPld defines The responsibirrties and duties of The Truss Designer, Truss Design Engineer and 10019 fhorRDn (it. Truss Manufacturer, unim.1li—im defused by a (oohed agreed upon in writing by all parties iazalred. The Truss Design Fngineer is NOT the Balding Designer we truss Sydem Engineer la, any bulidng. All (apitulbed Terms om as defined in TPFI. Copyright© 2015 A -I loaf Trusses - Manuel Martinez, P.E. Reprodudion of This document, in any form, is prohibited with written permission from A -I Roof Trusses. Manuel Martinez, P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712283 63215 B10 Monopitch 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 Mllek Industries, Inc. Mon heb 29 1U:Z6:Z3 Z1.11b rage I D:zBLx M KG e2jwkT14ZaEobudyhN p8-L5v79?dd I XJ_dtvvTjdyDT2Nv4XNgAd3J P70PezgJt rIN 7-6-13 14-5-10 22-7-12 2,3-11-12 1 4-0 7-6-13 6-10-13 8-2-2 1-4-0 4.00 12 3x4 1.5x4 11 3x4 = 3x4 = = 7-6-13 14-5-10 _ 7-6-13 6-10-13 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.14 11 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.35 8-9 >776 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) 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, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-4 oc bracing. WEBS 1 Row at midpt 6-8, 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1125/0-8-0 (min. 0-1-8) 8 = 1092/0-3-8 (min. 0-1-8) Max Horz 2 = 529(LC 8) Mak Uplift 2 = -506(LC 8) 8 = -605(LC 12) Max Grav 2 = 1125(LC 1) 8 = 1092(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2146/1407, 3-4=-1264/728, 4-5=-1127/748, 6-8=-348/594 BOT CHORD 2-11=-1966/1965, 10-11=-1966/1965, 9-1 0=-1 966/1965, 8-9=-1125/1134 WEBS 3-11=0/257, 3-9=-886/897, 5-9=-222/573, 5-8=-1298/1286 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.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 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 506 lb uplift at joint 2 and 605 lb uplift at joint 8. 6) "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 Dell. = 3/16 if 5x6 = PLATES GRIP MT20 244/190 Weight: 120 lb FT = 0% Warning -Please thoroughlyrerinThe'AdROOF11USSESCSM(En),GENERAHERMSACONOnIONSCUSTOMCliUY(r)A(KNOW(EDGEM(NI-(arm.VailydesignparametersoadrendnotesonthisTrussDesignOraringVDD)aidtheManuelhamSner,P1ittlemnnSheetbeforeuse.UnlessotherwisestatedontheTOD,only MANUELMARTINEZP.E. M,I.k (ennede, plates shall he used far the TOD Ia he valid. As n Truss Design Engineer Ii.e.,Specialty Engineer), the se of an any TOD ,presents an m(eptao, of the pmfessimml muffin eering responsibilityfar the design al the single Truss depicted on the TOD only, under TPGI. The design assumptions, loading conditions, �suitability and use alibis Truss far any Building is the responsibility of the Ommr er, the Oe's aatha,i,,dagoal or the Building Designer, in the ranted of The NC, the lBC, the Toml building rude and TP6l. The opposed of the TOD and any field use of the imss, induding handing, slomge, installation oad bracing, shall be the #047182 z 1,, eirsbdity of the Building Designer and(mhodor. AN notes set out in The TDO and The prottimsaad guidelines of the BuildingComponent Safety fulormofionfRCSO published byTPl and SBCA me r,Ie,,.,,d for general guidanse.91.1 definer The responsibilities and doties of the Truss Designer, Truss Design Engineer and 1O019 (hgrlton [ir. Truss Monufadmequnless otherwise defined by a Contrast agreed upon is sifi,gbyallponies involved. The Truss Designfogiaeer is NOT the Building Designer or Truss System Engineerfor any building. MICapitalized terms nit as defined in TPH. Copyright© 2015 Ad Roof Trusses -Manuel Martinez, P.F. Reproduction of this dorumeni, in any form, is prohibited with wriOen permission from A -I Roof T,sses- Manuel Martian, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712284 63215 B11 Monopitch 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:24 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-pHTVNKeFWrRrFOU51 R8BmhbYhTscZdlCY3sxx4zgJl r1 17-6-13 14-5-10 22-7-12 2R-11-12 1 4 0 7-6-13 6-10-13 8-2-2 14-0 1.Sx rn A 6 4.00 12 11 — 9 8 3x4 = 1.5x4 II 3x4 = 3x4 = 5x6 = 7-6-13 14-5-10 22-7-12 7-6-13 6-10-13 8-2-2 Plate Offsets (X,Y)—[6:0-0-13,0-1-81,[8:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.14 11 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.35 8-9 >776 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 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 puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-4 oc bracing. WEBS 1 Row at midpt 6-8, 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1124/0-8-0 (min. 0-1-8) 8 = 1098/0-3-8 (min. 0-1-8) Max Horz 2 = 530(LC 8) Max Uplift 2 = -506(LC 8) 8 = -608(LC 12) Max Grav 2 = 1124(LC 1) 8 = 1098(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2146/1404, 3-4=-1263/724, 4-5=-1126/744, 6-8=-354/608 BOT CHORD 2-11=-1965/1964, 10-11=-1965/1964, 9-1 0=-1 965/1964, 8-9=-1124/1133 WEBS 3-11=0/257, 3-9=-887/897, 5-9=-223/573, 5-8=-1297/1285 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 506 lb uplift at joint 2 and 608 lb uplift at joint 8. 6) "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. = 3/16 if PLATES GRIP MT20 244/190 Weight: 120 lb FT = 0% A - Warning -Please Thoroughlyreviee an, "A.1 BOOFTRUSSES (iRlER I GENERAL TERMS B (DNOI110NS (USTOMIB (-BUTIR') A(rNOWlasumfl r form, Verily design parameters and read oohs oa this Tau Design Uraeing (TDD) and the Manuel Mrdnet, 1`1 Reference Sheet before au. Unless oth-4, stated on the TDO, only �MTek maa,d.r plo bar shall he used for the IUD to he solid. Asa Truss Design Engineer l&,Spa dotty Engineer),theseal an any TUD represents an meptaam of the petard. red engineeting-pomiltdDy for the design of the single Truss depicted the TDD only, under TPhl. The design assumptions, loading renditions, MANUELMARTINEZ, P.E. suitability and use of lbisTanfar any Building is the responsbihq oOhe Oenet,Nueoeaefs authorized agent as the Building Dedgner,in th—deztaftheof, [he nC,the total buildingmde and TPld. The approval afthe 100 and any field me of the Trust, including handling,storage, iastollolion and bating, shall be the #047182 respoasiblityul Me Building Dreyner and(ontmdor-AD net. set ad in the TDD and oe practices and guidelines of the Building(omponml Safety lnl.—fian(I(SQ published by IN and SBCA are rofaenud for general guideem. TP4l definesthe rmponsibibtiesand duties of the Truss Designer, Truss Design Engine and 10019 Charlton (ir. Iruss MonufoMrequoless efheneise defined by o (raised agreed upon in erUing by all parties mvolred The Truss Design Engineer is NOT the Building Designer or Truss System Engineer far any building. All (opitaked terms ore as del'med in TPI-I. Copyright©2015 A I Boot Trusses -Manuel Martinez, P.E. Reproduction of this document, in any form, is prohibited with mitten permission Irom A-t goof Trusses - Manuel Martinez, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712285 65215 B12 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 ME Industries, Inc. Mon Feb 29 10:26:25 20i6 rage I D:zBLxMKGe2jwkT14ZaEobudyhNp8-HT1 tagfuH9ZitA3la8fQJu8iptB?199MmjcVTWzgJt r1-4-Q 3-2-0 i 8-10-0 15-0-1 22-7-12 2Q-11-12 1�-0 3-2-0 5-8-0 6-2-1 7-7-11 1 4-0' 1.5x c� a 4.00 12 7 8 Dead Load Defl. = 9/16 if 12 " 5x6 = 2x4 11 4x4 = 4.00 12 4x10 = 3-2-0 8-4-0 8-,1 Q-0 3-2-0 5-9-0 016-0 LOADING(psf) SPACING- 2-0-0 CS'_ DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.50 13-17 >528 360 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.85 13-17 >313 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30, B1: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-3 oc bracing. Except: 10-0-0 oc bracing: 11-13 WEBS 1 Row at midpt 7-9, 6-13, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 9 = 1052/0-3-8 (min. 0-1-8) 2 = 1210/0-8-0 (min. 0-1-8) Max Horz 2 = 530(LC 8) Max Uplift 9 = -572(LC 12) 2 = -516(LC 8) Max Grav, 9 = 1052(LC 1) 2 = 1210(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-518/0, 3-4=-2416/1684, 4-5=-2264/1696, 5-6=-2143/1714, 7-9=-320/542 BOT CHORD 3-13=-2188/2292, 4-13=-435/573, 9-10=-978/1008 WEBS 10-13=-845/844, 6-13=-1272/1336, 6-9=-1189/1152 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 572 lb uplift at joint 9 and 516 lb uplift at joint 2. 7) "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: 134 lb FT = 0% WamRD-Please thoroughly review the 'A.1ROOF TRUSSES ('SnLa1, FINE RAIIaMSICONDITIORS(USTUMERCBUYEVIA IKNOW LED CIA Dirfarm. VerilydesignparametersandreadBalesanthisTrussDesignDtaring(IDO)andtheManuelNorAneLP.E.Rem-,Sheet before use. Unless other rise stated oethe 100,only MANNELMARTINEZ,P.E. Miilel, roared., plates shall be used for the TODIR be valid. As a Truss Design Engineer (i.e., Specialty Engineer(, the seal oa any TDO represents on—plemm of the professi.aaI engineering responsibility for the design of The single Truss depicted on the IDD only, Roder RI.1. The design assumptions, leading conditions, mr.hility and use of this Truss In, any Building is the responsibility of the Uwner, the Dennis whodoed agent a, the Building Designer. in The mnlat of the IRC, the 11C, The loml building ad, and TPDI, The approval of the IDO and any geld use of the Truss, inimling handling, storage, insfallmims a ad bracing. sbell be the #047182 poosBility of the Building Designer Rod (onhadar. Ag notes set out in The 100 Rd the pm sires and goide0nm of The Building(ampo-1 Solely hformation(Bbgpublished by FEE and SEER are set red for general guid,am.IFI-I d6nesthe iesponsibifiies and duties of tie Tints Designer, Truss Design Engineer and 10019 (horlton (ir. Truss Manandurer,unless otherwise defined by a famous agreed upon in nifiwveer ag by al.ed. The Truss Design Enginis NOT the Bufl&rg Dmignet or Truss System Engineer lot any building. AU topifilUed terms are as de(med in TPH. Copyright ©1015 Ad Roof Lusses-Manuel Martinez, P.f. Repradmiie t of this darament, in any farm, is prohibited with written permission from A-1 Roof Tmsses-Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 B13 Half Hip 1 1 A0712:06 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:25 2016 Page ID:zBLxM KGe2jwkT14ZaEobudyhNp8-HTi tagfuH9ZitA3la8fQJuBjnt9bl9BMmjcVTWzgJt 23-11-12 ,-1-4 q 3-2-0 8 4-0 15-2-11 21-6-0 2Z-3-12 1 4 0 3-2-0 5-2-0 6-10-11 6-3-5 9- 21-8-0 4x4 = 1.5) an 6 4.00 12 7 8 5X8 = 4.00 12 2x4 11 4x4 = 4x10 = 21-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.92 Vert(LL) 0.49 14-18 >530 360 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.84 14-18 >313 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30, B4: 2x4 SP No.3 B1: 2x6 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 4-4-4 oc bracing. Except: 10-0-0 oc bracing: 12-14 WEBS 1 Row at midpt 6-14, 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 1081/0-3-8 (min. 0-1-8) 2 = 1192/0-8-0 (min. 0-1-8) Max Horz 2 = 489(LC 8) Max Uplift 10 =-518(LC 12) 2 =-521(LC 8) Max Grav 10 = 1081(LC 1) 2 = 1192(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-422/0, 34=-2356/1692, 4-5=-2236/1747, 5-6=-2111/1765 BOT CHORD 3-14=-2130/2236, 4-14=471/624, 10-11=-883/917 WEBS 11-14=-784/769, 6-14=-1343/1397, 6-10=-111011062, 7-10=-303/363 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-4-0 to 23-11-12 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) 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) 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 518 lb uplift at joint 10 and 521 lb uplift at joint 2. 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 O Io PLATES MT20 Dead Load Defl. = 9/16 it GRIP 2441190 Weight: 143 lb FT = 0% Winning -Please Im,migbiy review the 'A.1100E BUSSES rSEELEIII, GENERAL IERMS A 10NBill 0BE CUSTOM[ Rr8UEER') A(KN0in[ EDGIMENT'for as Verily design parameters and rend autos on this Truss Design Drawing 0DD) and the Manuel Martinez, P.E. Role ronto Sheet before use. Unfair otherwise stated oa the ED, only Mash mnnedor plates shall be used for the END to he valid. Aso Truss Design Engineer (Le.,Spedultyfugir,mI, the seal on any TOO represents on oaeptaase afthe Professional engineering responsibility for the design of the single Truss depicted on the END only, under TPI-1.The design assumptions, loading(onditions, MANUEL MARTINEZ, P.E. suitability and use of this Truss for any Budding is the rmlirmsihiGty of the Omer. The Owner's outhmimd agem or the Building Designer, in the tanlat artheBC, the all(, the Intel building rode andTP8l. The oppmroI of the TDO and any field use of the Truss, inducting handling, sfuruge, installation and betting, shell he the #047182 /!\piussibiNflit of the Building Designer and Cimlin w. Ali miles .1 out in the Too and the petfi,,, ad guidelines of the BuddingComponent So@ty lnlormafiao(BCSI)pvbr,,hed by TPl and SBCA me mlerenmd let 9eoem1 gudenm i.IPl-I defines the responsibilities and duties of lie Truss Designer, Truss Design Engineer and 10019 Charlton (ir. Truss Monufatmeey unless othewise defined by. Contract agreed upon io wriNag by oil parties invoked. The Truss Design Engines is NOT the Building Designer or Truss System Engineer for any bviiding. AO (opitaked terms ore m defined in 1pl I. 0pyright©2015 A.1 Rmf musses -Manuel Mmimor, P.E. Reproduction of this document, in any form, is prohibited with written permission from A-1 Roof trusses- Manuel Martinez, P.E. Orlando, FL 32837 Job Truss Truss Type Qty Ply 6811 D 63215 B14 Half Hip 1 1 A0712287 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:26 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-IgbGo0gW2ShZUKdU8sAfr6gvHHV11 WWV?NL20zzgJtl -1-4-0r 3-2-0 8-10-0 1 13-11-2 r 19-6-0 22-3-12 23-11-12 1_4-0 3-2-0 5-8-0 5-1-3 5-6-14 2-9-12 1-8-0 4.00 12 4x8 = 1.5x4 11 14 5x6 = 1.5x4 11 4x4 = 3x4 = 4.00 12 4x10 = 3-2-0 8-4-0 8,10-0 13-11-2 19-6-0 LOADING (psf) SPACING- 2-M CST. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.49 15-19 >530 360 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.83 15-19 >315 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30, B4: 2x4 SP No.3 B1: 2x6 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 puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 44-3 oc bracing. Except: 10-0-0 oc bracing: 13-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 1081/0-3-8 (min. 0-1-8) 2 = 1192/0-8-0 (min. 0-1-8) Max Harz 2 - = 448(LC 8) Max Uplift 10 = -518(LC 8) 2 = -534(LC 8) Max Grav 10 = 1081(LC 1) 2 = 1192(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-376/0, 3-4=-2353/1745, 4-5=-2209/1757, 5-6=-2110/1771, 6-7=-410/242, 8-10=-232/289 BOT CHORD 3-15=-2111/2232, 4-15=-421/547, 11-12=-1008/1052, 10-11=-316/340 WEBS 12-15=-914/943, 6-15=-1198/1274, 6-11=-939/915, 7-11=-527/687, 7-10=-903/840 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.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=1.60 plate grip DOL=1.60 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) Bearing atjoint(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 518 lb uplift at joint 10 and 534 lb uplift at joint 2. 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 rt 0 PLATES MT20 Dead Load Dell. = 9116 if GRIP 244/190 Weight: 145 lb FT = 0% Warning - Please thoroughly revive the "A.11001 TRUSSES("SIEI[11, GENERAL TERMS R CONDITIONS (USTOMER ('BUYER') KINOWLEDGEMENT" form. verily design parameters and read notes as this truss Design Drawing ODD) and the Manuel Martinet, P.F. Reference Sheet before all. Unless olheivise slated on the TOD, only AMiI ek.nnedar Fires shall be used for the TOO to he valid. Asa Truss Dosiga On ginter(i.e., Specialty Engineer), the seal on myTDD,presents an mceptanee of the professional engineering responsibility the design of the single Truss delisted on the TDO only, under TPl-1. The design assumptions, loading eondifirm, MANUEL MARTINEZ, P.E. suitability and use of Ibis Truss Tor any Building is the responsibility al theBane', the Owmeisauntruted aged or the Building Designer. in the contesta(the IRC, the IBC, the local buildmit,l, and 1P11. the approval of the TOD and any Geld use of the Truss, including handling, installation and btating. shall he the #041182 r y—fl Oily of the Building Designer and (not AB roles sal not in the ROD and the pmire, and guidelines of the Buitdirg(umponeat Safety WwradianO(SI) published by SPI and SBfA me,l<ren,d for general guidon..IPI.1 defines the resporsibifities and duties of Ike Truss Designer, Truss Design Engineer and Truss Moouf more', miss nth-ir, defined by a Conrad agreed upon in wring by all parties involved. The truss Design Engineer is NOT the Buddag Designer or Truss System Engineer Tor any building. AN Capitalized terms ore as defined in IP1L 10019 fhOTNOO tlf. (opyrighl© 2015 A-T Roof Trusses -Manuel Martinet, P.F. Reproduction of this document, in any farm, is prohibited with w'itlen permission from A-1 Roof Trusses- Manuel Ma Liner, P.I. Of1Ond0, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712288 63215 B15 Half Hip 1 1 �^ Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:26 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-IgbGo0gW2ShZUKdUBsAfr6gvLHX41 W I V?NL20zzgJt 3-2-0 8-10-0 10 4 -3-8 3-1-8 t 17-6-0 , 22-3-12 23-11-1a 1 4-0 3-2-0 5-8-44-9-12 4.00 12 5x6 � 1.5x4 11 13 12 11 10 4x4 11 4x8 = 5x6 = 4.00 12 7x8 = 22-3-12 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.46 14-18 >575 360 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.7714-18 >340 240 BCLL 0.0 * Rep Stress Incr YES WB 0.98 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30, B1: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. Except: 10-0-0 oc bracing: 12-14 WEBS 1 Row at midpt 11-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 1081/0-3-8 (min. 0-1-8) 2 = 1191/0-8-0 (min. 0-1-8) Max Horz 2 = 407(LC 8) Max Uplift 10 = -522(LC 9) 2 = -545(LC 8) Max Grav 10 = 1081(LC 1) 2 = 1191(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-359/0, 3-4=-2491/1921, 4-5=-2311/1888, 5-6=-2227/1900, 6-7=-695/509, 8-10=-304/375 BOT CHORD 3-14=-2214/2369, 4-14=-384/502, 11 -1 2=-1211319, 10-11=-534/597 WEBS 11-14=-1065/936, 6-14=-1096/1256, 6-11=-840/916, 7-11=-469/654, 7-1 0=-951/849 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 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. 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 522 lb uplift at joint 10 and 545 lb uplift at joint 2. 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 Dead Load Defl. = 1/2 it PLATES GRIP MT20 244/190 Weight: 140 lb FT = 0% Warning -Pleas,11, ughlyreviewthe 'AdROOF BUSSES (-SnlrBl,GENFRAITERMS 6(ONDITIONSCUSTOMER (-BUYEr)A(RNOWEFO6EMENT'Won. Verily, design pw,uaalsn and d rates an this bus, Design Noving (IOD) and the Manuel Antrim, F.E. Weiser, Sheol before are. Unless otherwise stated on the 100only MANUEtMARTINEZ P.E. so ask ronnerlor pleles shall be used for the TOD to be valid, As a Truss Design Ingineer (i.e., Sp ,hilry Engin-1 the send on any TOO represents an aruiptoaro of the professional eogineeting responsibility far the design of the single bass depicted oa the TOD only, ..do, VI-1. The design assumptions, loading toeditions, ' suitability and use of this Toss for any Building is the msponsibiOly al the 0..,,.the 0.aeis.uthogized ogoal or the Building Desigmb in the unrest of the 1R6the11(, the loral building ode and TPH. The pp of of the 1OO aid any held use of the 7ms1, including hoadling,storage, installation and Erasing, shall be the #047182 '�uspmsihBity of the Baildiag Designer aid(onhador. AD autos set our is the TOD and the parsons tndiradelines of the Building Component Safety lnf—aliso f6(SQ published by TPl and SECA use referenred(or general guidance.V1.1 defines the responsibilities and dilies olthe Truss Oesig-Joss Design Engineer and 10019 Charlton (ir. I uss Asrufmtwer, orders ofhenise defined by a (..bars agreed upon in.61iig by all parties imalred. The buss Design Engineer is NOT the Building Designer or Truss System Engineer for any holding. All (aphorized terms are as defined is TPH. Copyright@ 2015 A.l Roof Trusses- Manuei Martinez, P.E. Reproduction of this dmumeat, in any farm, is prohibited with written permission from A-1 Roof Tosses - Manuel Martinez, P.F. Orlando, Fl. 32832 Job Truss Truss Type Qty Ply 6811 D A0712289 68215 B16 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:27 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-Ds9e?MgBompQ6UCgiZhuOJ D6chvnn57eE15cYPzgJtl , -1- 1 4-0 7-8-8 15-6-0 22-3-12 ,23-11-12, 1 4-0 7-8-8 7-9-8 6-9-12 1-8-0 so 1.SD 6 4.00 FIT 4x8 = 3x4 II Dead Load Defl. = 1/4 if 3x4 = 1.5x4 II 3x4 = 3x4 = 5x6 = 7-8-8 15-6-0 22-3-12 7-8-8 7-9-8 6-9-12 Plate Offsets (X Y)— [5:0-5-4 0-2-0] [8:0-3-00-3-01 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.15 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.32 9-11 >826 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 116 Ib FT = O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 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 3-11-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-6 oc bracing. WEBS 1 Row at midpt 3-9, 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1110/0-3-8 (min.0-1-8) 2 = 1105/0-8-0 (min.0-1-8) Max Horz 2 ` = 362(LC 8) Max Uplift 8 = -556(LC 9) 2 = -547(LC 8) Max Grav 8 = 1110(LC 1) 2 = 1105(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2151/1641, 3-4=-1038/733, 4-5=-944/755, 6-8=-362/438 BOT CHORD 2-11=-1929/1976,10-11=-1929/1976, 9-1 0=-1 929/1976, 8-9=-829/910 WEBS 3-11=0/300, 3-9=-1137/1170, 5-9=-284/588, 5-8=-1127/1028 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plate(s) atjoint(s) 4, 6, 8, 2, 3, 11, 9,5 and 1 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 10 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 556 lb uplift at joint 8 and 547 lb uplift at joint 2. 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 Warning -Plearsour aughlyreview tha'AdIGOITRUSSES rSETI1RI,GINITTA.HIMS&(ONDOIONS CUSTOMER CBUYER')A(KNOW [TO GEM ENPform. rerilydesign parameters aadroad rules onibis Truss Design Driving (TDD)undthe Manuel Russian, P.ERelerenno Sheet before use. Unless olhmrisestated anThe rDD,only MANUEIMARTINEZ P.E. AMirok (reporter plains shall be used for the IUD In be valid. As a Truss Design Turin eer (ie., Spmiulty EngineefG the soul on any TOD represents an aiteplante of the prafesdanal engineering responsibility far the design at the single Truss defined on the IUD arty, underiPl-1. The design assumplions, boding toeditiont, sal.blity and useofthis Trust for any Building is The responsibility of the Owner,the 0waeri authorised a gent or Building Designer, in the transit of the GC the llC the ktrl building code and ITI-1. The approval of the TOO and any field are of Me Truss, induding handling, slmage, instollolion a ad bmtiog. shag be the #041182 ,espoosibiity of the Building Designer andConrad%. AD notes at out in the TODaad the pmshtts and guidelines of the Building(amponeal Solely Information(B(SI) published by TPl and SB(Aor, subverted for general guidanm.TPI-I defines the,spamibihli., and duties of If, Trust Designer, buss Design Engineer and 10019 thorlton(ir. T,us, A—bad-r, unless olhenise detiaed by o (anhad agued upon in wrifiag by a0 ponies imofrtd. The Truss Design Engineer is NOT the Ruling Designer or Truss System Engineer for any building. All (opilarud terms ore at defined in TPI.1. (opysighl ©2015 A -I Roof Trusses -Manuel Martine,, P.f. kismdudian al Ibis deterrent, in any form, is prohibited evith rrtMen permission [,..A-] Rool Truuet-Manuel Marine,, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712290 63215 B17 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:28 2016 Page I D:zBLxM KGe2jwkT14ZaEobudyhNp8-h2j0DihmZ4xHkentGGD7wXmFKSF?WboThr94rzgJt 7-10-4 13-6-0 22-3-12 23-11-12t 1 4-0 7-10-4 5-7-12 8-9-12 4x8 = 5x10 MTVWXIII-oad Dell. = 1/4 iF 3x4 = 1.5x4 11 3x4 = 3x4 = 5x6 = LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.84 Vert(LL) -0.16 7-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.43 7-8 >616 240 BCLL 0.0 * Rep Stress Incr YES WB 0.61 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W5: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-5 oc bracing. WEBS 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1109/0-8-0 (min. 0-1-8) 7 = 110610-3-8 (min. 0-1-8) Max Horz 2 = 320(LC 8) Max Uplift 2 = -558(LC 8) 7 = -569(LC 9) Max Grav 2 = 1109(LC 1) 7 = 1106(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2052/1578, 3-4=-1279/1001, 5-7=448/539 BOT CHORD 2-1 0=-1 787/1871, 9-10=-1787/1871, 8-9=-1787/1871,7-8=-1037/1167 WEBS 3-8=-792/839, 4-8=-260/568, 4-7=-1242/1104 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; 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 ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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 558 lb uplift at joint 2 and 569 lb uplift at joint 7. 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 MT20HS 187/143 Weight: 113 Ib FT = O% Warning •Please thoroughly is. the'A.1 1OOF TRUSSES ('Sn1ER1,GENERA! TERMS IT(ONDITIONSCUSTOMER ('BUYERI A(rNGWEEDGFMENrfar.. Verify design parameter and read notes oa this Lass Design Treeing (IDD)and The Manuel Martinet, P.E. Rai so Sheel before use. Unless otherwise stated on the TOO, only MANUEL MARTINEZ P.E. ANM&k(mmedor plates she]] be used for the TOO To be rand. As a Truss Oesigo Engineer (i.e., Speiotry Engin...�the seal a a may TOO represents an o(eptame of the p efessionol engi....ing responsibility far the design of the tingle Truss depided on the TDO only, under 91-1. The design mwumpfiom, loading conditions, r suifebUity and a,, of This Truss for any Building is the r,,poasibigly al The Owner. The Guesisau,horired agent o, the Building Designer. in The contest of the 11C The 11(, the local building rode and TPTI. The opp—Iof the IUD and any field use of The Truss, including bandling,storage, installation and Timing, shelf be the #047182 , respoasfiOiry of lM1e Bvild�ng 0esyner and(enhador. AO notes set out En The SUIT and the points gaidermes of the BuldingCompone.lSafety lnfmanot.n(B(SQpublr,Aed by TPl and SBCA me rlewmdfar general guidanm. TPbl defines the sesponsibilifies and duties of the Truss Designer, Truss Design Engineer and 10019 (horlt0n fir. Truss As ... insurer, vulrss oth-h, defined by a Earned agreed upon in.rifq by all parties imr.Wrl. The Truss Design Engineer is NOT The Building Designer., Truss System Engineer I., any holding. All (apitshred terms.,, as def'med in TPTI. 6pyrighl © 2015 A -I Roof Trusses -Manuel Mmli-, P.E. Reprodudion of This do(umenl, in any farm, is prohibited with written permission from A -I Roof Trusses - Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712291 65215 B18 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries,, Inc. Mon Feb 29 10:26:28 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-h2jODihmZ4xH kentGGD7wXmli5HHVPaoThr94rzgJt , -1 4-0 , 6-9-7 11-6-0 16-10-14 22-3-12 23-11-12, 1 4-0 6-9-7 4-8-9 5-4-14 54-14 1-8-0 ' 4x4 = 3x4 = 5 1.53gaq Load Defl. = 7116 if 3x4 = 1.5x4 11 3x8 MT20HS=3x8 = 5x6 = 6-9-7 11-6-0 22-3-12 6-9-7 4-8-9 10-9-12 Plate Offsets (X Y)-- 18:0-3-0 0-3-01 LOADING(psf) SPACING- 2-M CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.29 8-9 >909 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.77 8-9 >346 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 113 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 8 = 1110/0-3-8 (min.0-1-8) 2w = 1105/0-8-0 (min.0-1-8) Max Horz 2 = 279(LC 8) Max Uplift 8 _ -582(LC 9) 2 = -563(LC 8) Max Grav 8 = 1110(LC 1) 2 = 1105(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2145/1702,3-4=-1542/1204, 4-5=-1413/1203, 6-8=-303/371 BOT CHORD 2-11=-1858/1971, 10-11=-1858/1971, 9-10=-1858/1971, 8-9=-923/994 WEBS 3-9=-624/728, 5-9=-354/548, 5-8=-1199/1149 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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 582 lb uplift at joint 8 and 563 lb uplift at joint 2. 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 Warning -phrase thoroughlytesiewThe'AdROOFTRUSSESrSnIER1,GENERALTERMSA(ONDITIONS(USTOMERCBUYER'(ACIROWEIDDEMENT-Iorm.Verifydesignprawnsen and read notes a a this Truss DesignDrawing(IDD)andtheManuelMotfinez,P.E.RolennusSheolbeforeum.UnlessotA-isestateda,theTOD,only MANUELMARTINEZ P.E. N iTeb wnnedir plates shall he used far the ED to be solid. As a Truss Design Engineer Cie., Spmiolty Engineer), the sent on any TOD represents me mwptoore of Me pmfessiaoal engineering responsibility far The design of the single Truss depicted on the TOD only, under TPI-1. the design msumpliner, leading medlioos,uitability and use of This Truss for any Building islhe responsibility of the Owner, The Onaeisauthorized agent or The Building Designer, in the meted ofthe IRC, The to(,the[owl building mdeaad TPld. The appw,alaf The TODaad any field use of Me Tress, indudmg Aoadling,storage, inslullalion and baring, hall be The #047182,npom3dity of the Building Designer and(anhadm. Al notes set out in The TDO and The pwdiws and guidelines of the 1.1ding Comp of Sorely, lnlmmmlon(BCSQ published byTPI and SBCAarewlerenud for general guidanw. TH-1 defines the responsibililies and dulies of the Truss Designer, Truss Design Engineer and )0019 (horBDn (ir. Truss Monufarmrey unless otherwise defined by a Canned agreed upon in writing by all parties msolred The Inns Design Engineer is NOT the Building Designer or Truss System Engineer for any building. AD (upitolsied terms ore as defined in TH 1. Copyright © 2015 A.I loaf Trusses -Manuel Modinez, P.E. Rapwdur ien of this dmumenl, in any lorm, is piabibiled with written permission from A.I Roof Trusses -Manuel Modwer, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 B 19 Common 6 1 A0712292 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print; 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:29 2016 Page I D:zBLxMKGe2jwkT14ZaEobudyhNp8-9FH0Q2i0KN38LoM3p_kMTkISgUbGE?DxhKaid lzgJt -1-4-0 , 6-0-14 11-4-0 16-7-2 22-3-12 14-0 ' 6-0-14 5-3-2 5-3-2 5-8-10 4x6 = Dead Load Defl. = 3/8 it Io 3x4 = 3x4 = 3x8 MT20HS= 3x4 = 3x4 = 6-11-14 15-8-2 22-3-12 6-11-14 8-8-5 6-7-10 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.19 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.53 7-9 >501 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 95 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 3-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-8 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 = 988/0-3-12 (min. 0-1-8) 2 = 1114/0-8-0 (min.0-1-8) Max Horz 2 = 113(LC 12) Max Uplift 6 = -413(LC 9) 2 = -539(LC 8) Max Grav 6 = 988(LC 1) 2 = 1114(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2291/1977, 3-4=-2131/1927, 4-5=-2132/1936, 5-6=-2293/1986 BOT CHORD 2-9=-1769/2118, 8-9=-1103/1421, 7-8=-1103/1421, 6-7=-1778/2119 WEBS 4-7=-595/749, 5-7=-372/523, 4-9=-583/744, 3-9=-370/520 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; 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=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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) w 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 413 lb uplift at joint 6 and 539 lb uplift at joint 2. 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 Warning- Please thoroughly review the "Ad ROOF TRUSSES (SF1UR1, 611111111 TERMS & CONDITIONS NStom reUTErl A(rN0W11116EM01r form, Verify design parameters and teed notes on this Truss Design Drawing (MD) end the Manuel Matfinei, P.E. Relere roe Neer before use. Unless otherwise stated on the TOD, only ATA cseredur plates shall be used far the TOD to be vagd. As a truss Design Tngineer(se.,Sp,dally Sngineer(,the seal on any 1OO represents an atteptanro of the pnefessi000l engineering rmironvirlityfar The design of the single tress depided on the TOD only, under 13P1-I. The design assumptions, loading conditions, MANUEL MARTINEZ, P.E. suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent at the Building Designer, in the rented of the IRC, the PIC the I building rude and IFFl. the epprmal of The TOD and gfiield use of the Truss, imluding handling,storage, installation and brazing, shall be The #047182 respoasibilily of tAe Boildirtg Oesignerand(onhador.Agealet seloutin the TOD and The pmctizesand guider esol rM1e BuildiagComponenlSafety lnlormafianlB(STJ puBlished by lPl and SB(A,u,refe-ordlorgenemlguidenm. iPFl defines the rcspon53ilities and dotiesonbe truss Designer, truss Design (nginees and 10019(horlion(ir. truss Manufaterer,unless otherwise defined by a retired agreed upon in writing by all parties involved The Trust Design Engineer is NOT the Building Designer or Truss Syslem Engineer far any building. MI (apitolaed terms ore as defined to TPFI. Copyright © M5 A-1 Roof Trusses -Manuel Martinez, PI Reptodudion of this datumenf, in any form, is prohibited with writers permission from A-1 Roof Trusses -Manuel Martinez, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712293 63215 B20 Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:29 2016 age ID:zBLxM KGe2jwkTl4ZaEobudyhNp8-9FHOQ2iOKN38LoM3p_kMTkISu UYN E 1 wxhKaidlzgJt 1 4-0 , 5-7-9 10-2-0 12-6-0 , 17-0-7 22-8-0 24-0-0 , 1-4-0 5-7-9 4-6-7 2�-0 4-6-7 5-7-9 1-4-0 ' 4x4 = 4x4 = Dead Load Defl. = 5/16 it 4x4 = 3x8 MT20HS= 4x4 = 3x4 = 3x4 = LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.66 Vert(LL) -0.18 11-16 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.53 11-16 >516 240 BCLL 0.0 ' Rep Stress Inter YES WB 0.29 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) 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 3-9-4 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 quide. REACTIONS. (lb/size) 2 = 1113/0-8-0 (min.0-1-8) 7- = 1113/0-8-0 (min.0-1-8) Max Horz 2 = -88(LC 13) Max Uplift 2 = -549(LC 8) 7 " _ -549(LC 9) Max Grav 2 = 1113(LC 1) 7 = 1113(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2224/2064, 3-4=-1719/1523, 4-5=-1588/1518, 5-6=-1719/1522, 6-7=-2224/2064 BOT CHORD 2-11=-1801/2062, 10-11=-1145/1588, 9-10=-1145/1588, 7-9=-1808/2062 WEBS 3-11=-551/716, 4-11=-193/313, 5-9=-192/313, 6-9=-551/716 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 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 549 lb uplift at joint 2 and 549 lb uplift at joint 7. 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 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 101 Ib FT = O% Warning - Please thoroughly ,eviewThe-A.1RUDE BUSSES Ii1LL1R1, GENERAL ITEMS ACONDITIONS CUSTDMURCEUffillA(ANOWLEDGEMENT-form. Wily design pammel-wad,adnotesonthisItassDesignDmving(Igo)aadtheManuelMartinar,P.F.BelerenaSAWbelmeuse.Unlessotherwisestateda.TheTOM,only MANUELMARTINEZ P.E. neb Msoarer., plates shall be used for the TOO To be valid. As a Truss Design Engineer [Le., Sperialry fngineeiL The seal on any 100 repsesenls on osseplana of the professional engineming aspomibilily for The design of the single Truss depicted as the IDD only, order TPI.I. The design assumptions, loading modilioas, suitability and use of this Truss for any Building is the responsibility of the Owner, The Owner's authorized ugeal at the Building Designer, in the wnlezT of Th,lBE, the lB4 the laml building ad, aad TPbl. The approval of the TOO and say field use of the Truss, indudiag handling, storage, installation and baring. shall be The #0471B2 , /!\ m,pusubiryoftheBuildingDesignerand(anlmdor.AOnoTesseloulintheTDOandthepmstasardgoidelinesoftheBuildinglEmpressSafetyhdmmallon(gCST)puhlishedbyTPInedBEAosezelemaredIn,proudguidanre.TENdefioe,theraspoosibibtiesonddoli,ofIII,TrussDesign,,,Do.0,signFnginecsond10019(horlton(ir. Truss Monafrd. r,onle,s otherwise delined by a Canhad agreeduponinwritingbyanpartiesinvolved.TheT—Design Eagineer is NOT the Building Designer or Truss System Ergineer for any building.All(apitorued terms areas defined Ee IPH. Copyright ©2015 A -I Roof Trusses - Manuel MasNnez, P.F. Repradmtian al This domment, in any form, is prohibited with written permission from A-1 Roof Trusses -Manuel Martinez, P.F. OrIOndO, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712294 63215 B21 Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:30 2016 Page I D:zBLxM KGe2iwkT14Za EobudyhNp8-eRrmd OjO5h B?zxxFN h FbOyrYC uxizXO5w_KG9kzgJt 8-2-0 14-6-0 22-8-0 24-0-0 , 1 4-0 8-2-0 6-4-0 8-2-0 1-4-0 Dead Load Defl. = 1/4 if 46 = 4.00 12 4x6 = 4x4 = 1.5x4 11 3x4 = 1.5x4 11 4x4 = 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 1.00 Vert(LL) -0.24 9-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.45 9-14 >611 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 84 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. BOT CHORD Rigid ceiling directly applied or 4-11-10 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 = 1113/0-8-0 (min. 0-1-8) 5 = 111310-8-0 (min.0-1-8) Max Horz 2 = -72(LC 13) Max Uplift 2 = -570(LC 8) 5 = -570(LC 9) Max Grav 2 = 1113(LC 1) 5 = 1113(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1979/1577, 3-4=-1800/1592, 4-5=-1979/1577 BOT CHORD 2-9=-1288/1793, 8-9=-1285/1800, 7-8=-1285/1800, 5-7=-1288/1793 WEBS 3-9=0/271, 4-7=0/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 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 570 lb uplift at joint 2 and 570 lb uplift at joint 5. 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 Winning-Pleasethmoughlyreview the "Adloop ,RUSSISI'SREERI,GINEPAETERMS It CONDITIONS CUSTOMIRrBUyn'lA(NNOWIEg6EMEN1- low Verity designpmameters andreadcasesoathisTrussDesignDmwingfE001andTheManuelMarlineyP.LMennseShearbeforeus,.Unlessolls-isestoledontheTOD,only MANUELMARTINEZ P.E. Mnd connector plates shell be used to, the TOD to be solid. As a Gus, Design Engineer Q.e., Specialty Engineerl, the seal on coy TOD represents an aunplance of the professional eogtneering respoaddilyfar the design of The single Truss depicted on the TOO only, under TPI.I. The design assumptions, loading conditions, , suitabOity and are of lhis Truss tar any Building is the responsibility al the Omer, the Omeisautha,i,edageel of the Building Designer, in the,atat al the n(, the It(, the lmal building ad, and TPH. The approval of the 100 and any field use al If, Trust, including handling, ,Icing,, installation end basing, shelf be the #047182 nspoasaOity of the Building Designer and (cabanas. AR notes set car in We lOD ead Ike Sneaker and go' shch sof the BoildiagCamponeat Safety lnlo—ran pCSQ published by HE and SECAa,, mhumed(a, general guidance. TPbl defines thenspoosibiliies and defies at the Truss Oesigner,Tsuss Design inginw and 10019(horlion(ir. Truss Manufacturer, unless otherwise defined by a (antrcd agreed upon in rrifing by all p., ies imalred. The Truss Design Ingham is NOT the Building Designer ar Eras, Sydem Engineer Tor any building. All Capitalhed terms are or defined in TP41. (apyrighl ©2015 AA Roof trusses - Manuel Music,,, P.E. Reproduction of this domineer,, in any form, is prohibited with wriflen permission from A.I Roof Trusses - Manuel Madioet, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712295 68215 B22G Hip Girder 1 . 1 Job Reference (optional) Al ROOF TRUSSES, FOR I PIERCE, FL 3494b, deslgn(�altruss.com Nun: 1.b4U s uci t zulo Pnni: t.b4u s uci t zuRa ml I eK mausines, Inc. noon reo za iu:zo.o i zu to rage ID:zBLxM KGe2jwkT14ZaEobudyhNp8-6dO9rkjes7Jsb5WRxPmgY9NmilGxiuNE9e3phAzgJtl 14-0 6-2-0 114-0 16-6-0 22-8-0 24-0-0 1 0 6-2-0 5-2-0 5-2-0 6-2-0 1�% 4x4 6-2-0 1.5x4 II 6x8 = 1.5x4 11 Dead Load Defl- = 7116 if 0 5x4 II N to Ira 0 4xa 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 0.83 Vert(LL) 0.38 9 >709 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.63 8-9 >430 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.14 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 100 Ib FT = O% 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-15 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-0-10 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. = 1725/0-8-0 (min. 0-2-1) 6 = 1730/0-8-0 (min. 0-2-1) Max Horz 2 = -58(LC 24) Max Uplift 2- _ -1021(LC 4) 6 = -1020(LC 5) Max Grav 2 = 1725(LC 1) 6 = 1730(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4030/2291, 3-19=-4877/2741, 19-20=4877/2741, 4-20=-4877/2741, 4-21=-4877/2741, 21-22=-4877/2741, 5-22=-4877/2741,5-6=-4047/2290 BOT CHORD 2-10=-2102/3755, 10-23=-2098/3770, 23-24=-2098/3770,9-24=-2098/3770, 9-25=-2057/3787, 25-26=-2057/3787, 8-26=-2057/3787, 6-8=-2061/3772 WEBS 3-10=0/367, 3-9=-617/1263, 4-9=-666/526, 5-9=-619/1244, 5-8=0/372 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 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 1021 lb uplift at joint 2 and 1020 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) 367 lb down and 451 lb up at 6-2-0, 92 lb down and 118 lb up at 8-2-12, 92 lb down and 118 lb up at 10-2-12, 92 lb down and 118 lb up at 11-4-0, 92 lb down and 118 lb up at 12-5-4, and 92 lb down and 118 lb up at 14-5-4, and 360 lb down and 446 lb up at 16-6-0 on top chord, and 152 lb down and 53 lb up at 6-2-0, 43 lb down at 8-2-12, 43 lb down at 10-2-12, 43 lb down at 11-4-0, 43 lb down at 12-5-4, and 43 lb down at 14-5-4, and 157 lb down and 57 lb up at 16-5-4 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 Standard Vert: 1-3=-70, 3-5=-70, 5-7=-70, 13-16=-20 Concentrated Loads (lb) Vert: 3=-238(B) 5=-242(B) 10=-121(B) 9=-32(B) 4=-67(B) 8=-130(B) 19=-67(B) 20=-67(B) 21= 67(B) 22=-67(B) 23=-32(B) 24=-32(B) 25=-32(B) 26=-32(B) Uniform Loads (plf) Winning -Please thoroughlymeiew the'A-t ROOF TRUSSIS(11LL(R1,GINIRAL TIRMSB(ONOITWNSCUSTOMER CRUYER'IA(RNOWL[DGIMENT'Imm.Yerify design parameters and read notes on this Truss Design DmringODO)and the Manuel Martinez, PI Rolerenm 5heefbefore me. Unless mhetrise stated oa the TDD,only MANUEL MARTINEZ, P.E. M7ek rannedor plates shall he used for the TOO to be eolid. As a Buss Design Engineer I..., Spedolry Engineerl, the seal on any TDD ¢ptasents mn maplow of the professional engineering tesponsibiliry tot the design al the single Buss depitted on the TDD avly, uedei TPI-l. The design assumptions, loading toeditions, A!suitability and use of this Truss for any Building is the responsibility of the auner, the Owner's authorized agent of the Building Designer, in the tanhzl a[the lg4 the lK, the fatal handing (ad, and TPl-t. the appsoeaf of the TDg and any field useofthe Truss, including handling,storage, installation and brazing, shall be the #047182 set, onsbiliryolthe Building Designer and (annade,An metselnot inthe TODoadthe prmritesand guidefinesof the Building(omp-alSvfetyInformation (BCSI)pubgishedhyTPland SO(Amertlemnndlorgeneral guidonu.TPlddefines the responsibiliitiesand dotiesofthe TmuDesigner, Truss Design fogioeetand Pt0019(ho(ItDn(i(. Trus Manu(adurez,uvless afhnrnedefined by o (anfrod ogrzed upon io wrinog by all parties mrolred. The Tmss Design [nginen is NOT the Building Designer or Truss System Engineer for mq banding. All (apitaOzed terms ore as defined in Ti (opyrighl ©2015 A.T Roof Trusses -Manuel Martinez, P.E. kfurmdadion of this document, in any farm, is prohibited with written permission from A -I Roof Trusses -Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 C01 Common 2 1 A0712.296 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:32 2016 Page I D:zBLxMKGe2jwkT14ZaEobudyhNp8-agyX24kHdl RjCF5eV6H35NwwribBRJ3NNIpMDczgJ, 1 4-0 , 6-6-14 12-4-0 19-10-12 24-M 14-0 6-6-14 5-9-2 7-6-12 4-1-4 4x6 = Dead Load Defl. = 7/16 if 4x4 -- 3x4 = 3x8 MT20HS= 3x4 = 1.5x4 11 46 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.25 8-10 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.62 8-10 >467 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (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 `Except' W4: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-1-13 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 = 1337/0-8-0 (min. 0-1-9) 6 = 2471/Mechanical Max Horz 2 = 124(LC 12) Max Uplift 2 = -603(LC 8) 6 = -701(LC 9) Max Grav 2 = 1337(LC 1) 6 = 2471(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2907/2359, 3-4=-2709/2273, 4-5=-3174/2389, 5-18=-4237/3178, 6-18=-4443/3205 BOT CHORD 2-10=-2132/2696, 9-10=-1423/1957, 8-9=-1423/1957, 7-8=-2968/4146, 6-7=-2968/4146 WEBS 4-8=-762/1326, 5-8=-1443/1116, 4-10=-585/775, 3-10=406/559 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 603 lb uplift at joint 2 and 701 lb uplift at joint 6. 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) 359 lb down and 313 lb up at 19-10-12, and 178 lb down and 155 lb up at 20-10-12, and 607 lb down and 529 lb up at 22-8-12 on top 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: 1-4=-70, 4-5=-70, 5-6=-170, 12-15=-20 Concentrated Loads (lb) Vert: 5=-359 16=-60718=-178 3x8 I I PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 108 lb FT = 0% :"SYarniat-Plwse lhoa ghlple(ewthe A fR00fItUS5ES 1'SEUEt�GEN[BAgfRMS8ff1XDfIIDNf(USTgdR ('BUB(B yA(tNOYlI(DCd54Ni'Imm feidy desire poraneteii and lead rn eson this Tmssgesign Draaisg QDDj and the Alcnue141ctl:ae:,P.T. Peterente Sheet halite cse. Unlessothmrise staled an the lBC, only �Mi?ektannetlorplotesshatf amid lot thelDDloherand AseTrutti D.vgn Tng,nm{ie 5petoyTeg neeitthe eeol-n any(UDrepnsenlsanotaplanre of me prolessio ni eng aeenng rispomihiliry tot the desgu of the single truss depine9 on the lDD or'y, under PI-1. The design assumptfor,+. loading mndtam, MANUEL MARTINEZ, P.E. suifobigrya dusedlk sleasitota yt Id ng ettie«porsklryolthp0 et the Ov ei soulhaaed ageate t5e Bu d ggm gae iM1e roalnfahhelH( the loc the local Welding todgend Tbi, the epptoni of the?D0 sad say field ase of:4 Does,induding hoodtiap, stooge, lasts"orlon oed h,odag, shot he the # 047I82 I rsspaavhB,ryoflM1aH1doBvger d(ohofiAn sslaalmtM1elHDoddepsometondgrde6ifGIuddy(o.poetsafe iyll aia lBCfljphfshedhy,PlndSH(Amatetereered(wgeosialg�aescI'Mdefines theresponsi dimosdduti.,d1h.TmssOesiyoer,TsoagnignTagiaeeeand t0019Charlton Or. prvss Narulott sera ssalh „ rid ed Is oca tratom edcpanin hn 1Sydg ee formhu-Miag. All wars, as dera,d<n TPl 1. (app,ght©2015A-I tail Tiasses AScnuel/dascne=,P.C.teptadud,on of AN document,mauyfarm,,iproh,hded rnh nrdten permsss,od GomAlRoo lrvves fdanuel Mcitme; P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712297 6k15 C01 A Common 5 1 Job Reference (optional) n —1-1 —4c o-,,.e Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@_Daltruss.com Run: 7.640 s Oct y 2015 Porn: r.ovu s Out i cu t o svtr r cr. rnuuaoroa, ",�„ r =,, -y ID:zBLxMKGe2jwkT14ZaEobudyhNpB-agyX24kHdIRjCF5eV6H35NwujibORMANNIpMDczgJl 1 4-0 6-6-14 12-4-0 19-10-12 24-0-0 1-4-0 6-6-14 5-9-2 7-6-12 4-1-4 4x6 = Dead Load Defl. = 3/8 ii 3x4 = 3x4 = 3x8 MT20HS= 3x4 = 1.5x4 11 3x8 = EL if LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DX 1.25 TC 1.00 Vert(LL) 0.22 8-10 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.56 8-10 >513 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) 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* W4: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 6 = 1527/Mechanical 2 = 1288/0-8-0 (min. 0-1-8) Max Horz 2 ' = 124(LC 12) Max Uplift 6 =-483(LC 9) 2 =-580(LC 8) Max Grav 6 = 1527(LC 1) 2 = 1288(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2751/2231, 3-4=-2553/2145, 4-5=-2811/2099, 5-6=-3600/2595 BOT CHORD 2-10=-2010/2548, 9-10=-1302/1817, 8-9=-1302/1817, 7-8=-2396/3365, 6-7=-2396/3365 WEBS 4-8=557/1060, 5-8=-942/776, 4-10=-585/767, 3-10=-403/559, 5-7=-251/219 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 483 lb uplift at joint 6 and 580 lb uplift at joint 2. 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) 560 lb down and 194 lb up at 19-10-12 on top 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 (piq Vert: 1-4=-70, 4-6=-70, 12-15=-20 Concentrated Loads (lb) Vert: 5=-560 6 `0 lep 0 24-0-0 T 4-1-4 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 108 lb FT = 0% "Warning - Plant, lhordeghijjenewlhe'A;IiDOF(@USSES(YE[LFRj.G,EN(@A(TE@6158(gNDi110gS(UAONII,j'DUY[@}A(@NdpAlOfftsiN bum. 110s fuardread rolesanmoTrussDesign Noting (M) and the Manuel MvEnz,1`1Wawa Sheethelmuse. Unlassothaxiulimedonthei0g,only MANUELAAARTINEZ P.E. MiTekmonanorplotii ihdll be usedfor tM1eIo01u be rated-. Asoiru+s@s,gn[ngir ante Spesa11hEgmeaj;A sal nary IDg....... ..... plans oft epiefi:uo nl eng aeerGg reiponsiGliryfor the design of the single Truss depicted on the ID@oaly,coder TPI-1. At design assumptions;loading <onddians, �su@obigry and use?f lk;iraiifdr ony Daildngistharespos,1;flty of the 0 %the oanbuaulhmred agent br fle@u dng Dbiigees nth, acttl,0helk....i....localb ld'Srode tend 1P61. The eppwrai of the loo and coy field esd of the TimsJorkding hoedfing,storage, instaration oad btocag, shall be the #O4]1R2 , ' rnpeasihihryoHh@ido@esignirand(oefiarl f@alssyoul thl@o dtipmrtondgadeluaollhe8ddg(ogetSidrinlm�hn(6tfOp....dhy......@CAoareferenadfoigeoeialgsldame.iPFldehnestheasponsibddiesocddNiesalshernnonigaer,lrvugeilgn[cginenend 10019 (horlfm Cir. ,rass Manufothi t d 1 siolh, s-dcfntd hya(o: ar tloo 4ri 4;4; p'.ag 6y o@pad es o ohed lhiiusson gn rrg, pH noT lhe@ It Doe g RarTrunSTttemf g ee lo; cpj hu''dmg. Flt (op tahred termwa mdefinedmTPl i. @ndo z�zlr, FL O I 32832 (oppight�s 1015 A,1.@oo(tiusses Manuel MomnerPE @epiodudion at thts doedmenl so ony larm sprahihdedaifitirntlenperimision fromAl@oothoises Manuel Mcronee, P.E. Job Truss Truss Type Qty Ply 6811 D 63215 CO2 Common 1 1 A0712298 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:33 2016 Page I D:zB LxMKGe2jwkT14ZaEobudyh Np8-2OWvGPIvOcZa q Pgg2go I daT9X60JAknXcyYwm3zgJt 1 4-0 , 6-6-14 12-4-0 18-1-2 _ _ _ _ 24-8 0 , 26-0-0 , 1 4-0 6-6-14 5-9-2 5-9-2 6-6-14 4x6 = Dead Load Defl. = 1/8 if 5x4 11 3x6 II 3x6 1 3x4 "— 3x4 = 10 9 8 3x4 = itb 6 6 7-8-11 11-4-0 16-11-5 24-8-0 6- 7-2-3 3-7-5 5-7-5 7-8-11 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 0.61 Vert(LL) -0.06 11-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.17 11-18 >832 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 108 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 5-1-11 oc purlins. 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 guide. REACTIONS. All bearings 13-4-0 except (jt=length) 2=0-3-0, 10=0-3-8. (lb) - Max Horz 2=-104(LC 13) Max Uplift All uplift 100 lb or less at joint(s) except 2=-439(LC 8), 8=-511(LC 9), 6=-235(LC 9) Max Grav All reactions 250 lb or less at joint(s) 10 except 2=791(LC 1), 8=1172(LC 1), 6=387(LC 24), 6=345(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1168/1122, 3-4=-965/1032, 4-5=-235/434 BOT CHORD 2-11=-868/1051, 10-11=-1311357, 9-1 0=-1 31/357, 8-9=-131/357, 6-8=-203/278 WEBS 4-8=-962/944, 5-8=-452/617, 4-11=-628/674, 3-11=-421/582 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; 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 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 439 lb uplift at joint 2, 511 lb uplift at joint 8, 235 lb uplift at joint 6 and 235 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. LOAD CASE(S) Standard >.11mind- Please Ihoio 9hly reviev the AI200][JIUSSES('01111 GFNnAI inNSa(OXDRIONSCUSIOMII rBU1IR') ACBNO%LEOGEAI(NT'from9eii detipa paranehri andreeduln osiMT,ass Oetipe Or"ingODD)aad the Nanutl actUza,P.E Bcleteate Sheet 6etote use. Unless otheorhe staled on the TOO,only "Nnekaannedarplolss sholl6i aced for Lhe lDDlo6 ralld.Aiilru,f0 spn[ngireer{Ae Speoo l}fcgmiit),tM1e seat on any TOOiiposeat,, oNeptuni, attheplo64al#f; 146j,it ouiDidityfar the desgn a[ the single Truss depiaed an the 100 Duly,and,(ON. The design amunooas, loading ronditicm, MANUEt MARTINEZ, P.E. suNabiOryond ase atRzT i$loto yB ......... gst ttie rglsoasi6-t.ry ofllieD a dieO lsaulhor ted oge ltt flepu„d gDesge the iialeel ofibelYCthe IBCA.10,aI paddng todi end Rol. The appoW of the IUD and any held at,atTheLun,Sndcding handUnp,,Imuge, iad,rimm� Dad 6,odag, shad tie the #047182 ! mspoas3ilityotther Id a0lgn<rcnd( hd AI ,asel ull,helODodlt p mas ndg df ettflheBold g(o poeetfferylI onatfi(SI)p6(sM1edbyPI ndSrCAmeref<remedto, gennollia.-.IPWdefind the responsi6001eseaddmle,olthe TnssOn(paer,Truss Null, tagtnenoad 10019CharltonCir. Truss Nunofodtiblss eth se dared 6yd(onhal ocied cpahi vifinif hyalf pa Les olee+Ih thus, Design I.DiFm, NOT the Boldng Ue geuriniSplemFgeela..ybuiving.AN(opiforieed terms Die as d6u,din INN (appightC�l t015 A:1 roof Tmsies , Manuel rdmPnee P.E.. Beptodud,on atthls duNmenf m arty loan-:k pmN tided v Ih anUen petmdudn fiom A I Rao! Trusses ,Manuel M.athnat, P.E. Orlando, Fl. 32832 Job Truss Truss Type Qty Ply 6811 D A0712299 63215 CO3 Common 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 1.640 s Uct / 2U1 b Print: /.b4U s Uct / zU10 Mi I eK Inausmes, Inc. Mon FeD zu lu:zo:.SJ zu in rage I D:zBLxM KGe2jwkT14Za EobudyhN p8-20 WvGP IvOcZaq Pgg2go IdaT516xRApfXcyYwm3zgJ t 1 4-0 6-6-14 12-4-0 11" 2 24-8-0 26-0-0 1-4-0 6-6-14 5-9-2 5-9-2 6-6-14 4x6 = Dead Load Defl. =1/2 if 3x4 = 3x8 MT20HS= 3x4 = 4x4 = 4x4 = 5x4 6- 7-8-11 16-11-5 24-1-8 2 -8 0 6_ 7-2-3 9-2-10 7-2-3 -6 58 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 0.89 Vert(LL) 0.26 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.68 8-10 >437 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 108 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 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or4-3-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1203/0-3-0 (min. 0-1-8) 6 = 1203/0-3-0 (min. 0-1-8) Max Horz 2 = -104(LC 13) Max Uplift 2 = -578(LC 8) 6 = -578(LC % Mrax Grav 2 = 1203(LC 1) 6 = 1203(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2383/2058, 3-4=-2188/1974, 4-5=-2188/1973, 5-6=-2383/2058 BOT CHORD 2-10=-1762/2192, 9-1 0=-1 092/1492, 8-9=-1092/1492, 6-8=-178012192 WEBS 4-8=-566/732, 5-8=-383/548, 4-10=-566/732, 3-10=-383/548 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf, 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=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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) w 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 578 lb uplift at joint 2 and 578 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. LOAD CASE(S) Standard Warning - Ple.se thoroughlyr.in.the'A.]R00FTRUSS6(1111111,GENERAITERMS&CONDITIONSCUSTOMER(-RUBERIACRNOWLEDUMENT'[a,..Unlydesignpammeler, ad read states oathis Truss Design Warring ODD) ad the Manuel Mariner, P.LBeleren(eShaer be[,,,use. Unless otharisestated a,the TOD, only MANUELMARTINE2 P.E. Wiek mnnectorplutes shall be used for the TOD to be valid. As a Truss Design Engineer(i.e., Specialty Engineer), the seal on any TOD represents an ameplaeof the pmfessiooaI engineering responsibility for the design of the single Truss depicted on the TDD only, under MI. The design assumptions, loading toeditions, � suitability and use of Ibis Truss for any Building is the responsibility of the Owner. The Owners melharieed.goal as the Building Oesig-,in[be muted.(the lib the IBC, the local building adeaad IFTI. The appeoeal.ftbe TOO and any Field use of the Truss, including handkog,storage, insiaUalion and burring, then be the #041182 /!\ ponsibdicyItheBuildingDesignerandNalsactor.AOaatesseeofin0,T➢Oaadthepm,,,.ndguid,Tines.1theBuildog(ompoomISafetylaloemo(ion(B61)publishedbyINandSBCAareset m,dloegeneralguidance.IPldd,lTheiespomibiriliesanddutiesoftheTrussDesigner,TrussDesignEngineerandE0019(horlton(ir. Truss Manufacturer, unless otherwise defined by a Contract ogrted upon in.,SNng by an parties involved The Truss Design Engia- is NOT the Buidog Designer or Truss System 1.9h ear far any building. All Capitalized terms are as defined in TPI-I. Copyright© 2015 A.I Roof Trusses- Manuel Mastiner, P.E. Reproduction of This document, in any form, is prohibited with wri0e. permission Irum A-i Roof Tresses- Manuel Marlines, P.E. Orlando, FL 32832 Job Truss Truss Type ' Qty Ply 6811 D 63215 C04G GABLE 1 1 A0712300 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:35 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8--Pefh5m9wDgH3jpDAFrmj?YWovcveicg4G 11 gxzgJ 1-11-14 r -1-4-0 1-10-12 7-1-15 r 124-0 r 17:Ll 22-8-2 22rB: 24-8-0 1-" 1�10-120-4-2 5- -11 5-2-1 5-2-1 5-2-1 0--21-10-12 14-0 5x6 = 2x4 11 2x4 11 8 9 10 2x4 11 2x4 11 3x4 7 6 4.00 F12 5 3 3x4 \\ 2x4 = T 4 8 1 26 2 29 1 _ 6 48 49 20 50 3x8 = 51 19 52 3x4 zzz 3x6 II 8xl2 z::: 5x8 = 8x12 3x4 = 5xl0 11 2x4 II 2x4 II 11 3x4 12 13 -32_ \T2 2x4 = 3x4 14 53 18 54 55 3x8 = Dead Load Defl. = 1/4 if 16\ �l7Io 3x4 5x10 11 3x4 = 1-11-14 24-1-8 rr 7-1-15 124-0 171-1 22-8-2 22r9-4 2p-8v0 g fl1-10-12 1�4 5-2-1 5-2-1 5-2-1 0- -2 0-1-2 1.44 Plate Offsets (X,Y)- [2:0-6-4,Edge], [2:0-0-4,Edge], [2:0-1-0,Edge], [4:0-1-12,0-1-0], [14:0-1-12,0-1-0], [16:0-0-0,0-0-4], [16:0-0-4,Edge], [16:0-6-4,Edge], [19:0-4-0,0-3-0], [24:0-5-11,0-2-41,[26:0-5-13,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.57 Vert(LL) 0.28 19-20 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.39 18-19 >756 240 BCLL 0.0 * Rep Stress Incr NO WB 0.46 Horz(TL) 0.09 16 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 168 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 *Except* T2: 2x6 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 3-10-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. JOINTS 1 Brace at Jt(s): 24, 26, 29, 33 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1091/0-3-0 (min. 0-1-8) 16 = 1091/0-3-0 (min. 0-1-8) Max Horz 2 = -160(LC 9) Max Uplift 2 = -1012(LC 4) 16 = -1012(LC 5) Max Grav 2 = 1091(LC 1) 16 = 1091(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-697/508, 3-4=-2071/1587, 4-5=-2510/1725, 5-6=-2494/1757, 6-7=-1748/1187, 7-8=-1698/1180, 8-9=-1669/1201, 9-10=-1669/1205, 10-11=-1698/1186, 11-12=-1748/1192, 12-13=-2494/1751,13-14=-2510/1720, 14-15=-2067/1614, 15-16=-713/527 BOT CHORD 2-48=-1501 /1928. 4849=-1501 /1928, 20-49=-1501/1928, 20-50=-1480/1920, 50-51=-1480/1920, 19-51=-148011920, 19-52=-1373/1920, 52-53=-137311920, BOT CHORD 2-48=-1501/1928, 48-49=-1501/1928, 20-49=-1501/1928, 20-50=-1480/1920, 50-51=-1480/1920,19-51=-1480/1920, 19-52=-1373/1920,52-53=-1373/1920, 18-53=-1373/1920, 18-54=-1392/1928, 54-55=-1392/1928,16-55=-1392/1928 WEBS 19-25=-501 /737, 9-25=-488/697, 19-26=-7061747, 26-34=-845/743, 32-34=-8221723, 12-32=-888/782, 12-27=-40/277, 6-28=-888f785, 28-30=-822/726, 24-30=-845/746, 19-24=-706f749, 6-23=-42/279, 4-31=-244/539, 23-31=-243/538, 23-29=-183/522, 24-29=-185/525, 24-25=-332/347, 25-26=-328/347, 26-33=-214/525, 27-33=-213/522, 27-35=-249/538, 14-35=-249/539 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable studs spaced at 2-0-0 oc. 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 1012 lb uplift, at joint 2 and 1012 lb uplift at joint 16. 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) 198 lb down and 134 lb up at 2-0-0, and 198 lb down and 134 lb up at 22-8-0 on top chord, and 131 lb down and 106 lb up at 2-0-0, 50 lb down and 11 lb up at 4-0-12, 50 lb down and 11 lb up at 6-0-12, 50 lb down and 11 lb up at 8-0-12, 50 lb down and 11 lb up at 10-0-12, 50 lb down and 11 lb up at 12-0-12, 50 lb down and 11 lb up at 12-7-4, 50 lb down and 11 lb up at 14-7-4, 50 lb down and 11 lb up at 16-7-4, 50 lb. down and 11 lb up at 18-7-4, and 50 lb down and 11 lb up at 20-7-4, and 131 lb down and 106 lb up at 22-7-4 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 Othe 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: 1-9=-70, 9-17=-70, 36-42=-20 Concentrated Loads (lb) Vert: 39=59(F) 40=53(F) 45=59(F) 46=53(F) Wanting - Please thoroughly reviewTh,*A-I ROOFBUSSESrSOLER),GENERALTERMSR(ONDITIONSCUSTOMERVBUYER'(A(INOWLEDGEMENT'farm.limifydeeignparametersandreodcoloronthisTrussDesignDrawingODD(andtheManuelMorfinea,P.E.ReleienaSheetbefomuse.UnlessothrwisestatedontheTDO,only MANUEIMARTINEZ P.E. RUM comments, plates shall be used far the TDO is be valid. As a Truss Design Engineer(,.a, Specialty Engine..), the seal on cry TDDmpr als an aueplaore of the professional call eeering¢spmrihilityfar the design of the single Truss deprsed on the ITT only, under VI.I. The design assumptions, loading cmiditiows, , suitability and oreof this Truss for any Budding is ThmesponsibiGty of the Damon, the (Terms autho,i,ed agent or the BuDding Designer'mOw,naleat of the IRC, The TO(, the local build'aRcade and NEW. The opp of the TDO and may field use al the Toss, imlining handling, storage, installation ead bearing, shell be the #041182 /!\ rtspocsbdiryohM1eBuildiaggesignnondControntor.ADnolersetoulinlM1eT00ondiheprvtlimsondgoidehnesoftM1eBuilfngComponenlSoletylnlo,mafian(B01JpublishedhyTPlondSOCAuerelerenadforgenemlguidonn.TP4ldeficesthe responsibilities and duliescitheTruss Designer, Truss Design Engineer card 10019(horlion(ir. Truss MonuforNrer,unless otherwise defined by a (antmtl agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer at Truss System Engineer far any holding. All Copitcrrred terms are as defined in TPFI. Copyright 02015 A-f Root Trusses • Manuel Matinee, P.F. Repradur is r of this dotnment, in any farm, is prohibited with written permission from A-1 Roof Trusses -Manuel Mention, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D R3215 CA Corner Jack 14 1 A0712301 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:36 2016 Page ID:zBLxMKGe2jwkTl4ZaEobudyhNp8-SbC2uRnnhXy8hsOPkyM?FD5mxJ81 NG6zIwnaMOzgJt 0-11-11 0-11-11 0-11-11 0-11-11 Plate Offsets (X Y)— [2:0-0-2 Edgel 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 0.22 Vert(LL) -0.00 6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 6 >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 FBC2014/TP12007 (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 0-11-11 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 guide. REACTIONS. (lb/size) 2 = 188/0-8-0 (min. 0-1-8) 4 = -13/Mechanical Max Horz 2 = 67(LC 8) Max Uplift 2 = -197(LC 8) 4 = -13(LC 1) Max Grav 2 = 188(LC 1) 4 = 27(LC 8) 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=5.Opsf, BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; 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) 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 197 lb uplift at joint 2 and 13 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Please Iharoughly mein The'A.1 ROOF BUSSESI'S111111, GENERA. TERMS R CONDITIONS CUSTOMERI'BUYEP) ACKNOWLEDGEMENT` farm. hrily design paremete,, and read emet oa this Truss Design Deawing ODD) and the Manud Mourner, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only �Wick ummedar Times shall be used for the TDD to he valid. As a Truss Design Tali....(m, Specially Engineer), the real an any TODrepreseat, oa arreptaore of the professional engineering responsibility Far the design of the single Truss depicted on the TDD only, under FEW. the design assumptions, loading rmiditimm, MANUEL MARTINEZ, P.E. suitub0ifynad use of this Truss for any Building is the uspernibihty al The Oenm,The O,mrs mahmired agent m the Building Designer, in the (..feet of the IRC, the IBC,the lamnuildingad, and TPTd. The apparel of The III and any Field use of the Truss, including handling, simage, installation and bracing, shall he the #047182 mpastary.t Me Building Designee and (assessor. AO notes set out in the Tall end the pmcTas and guidelines of the Building Component Safety bfaemmion(RC51)published by lPl and SBG ore set erenndlor general guid.nre. TPhl defines the resp.nsi6iDlies and dulies.f the Truss Designer, Truss Design Engineer and ' 10019 (horlton fir. Truss Manuradorer, valess otherwise defined by. Cooked agreed open in writing by.11 parties hnelved. The Tans Design Engineer is NOT the B.illeg Designer or Truss System Engineer for any holding. All Capitaked terms areas defined in TERM. Copyrighl ©2015 A I goal Trusses -Manuel Martinez, P.E. Repradudime al This d-reent, Ea any form, is prohibited with written permission from A-1 goal Trusses -Manuel Martinez, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 CAA Corner Jack 2 1 A07123.02 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:36 2016 Page I D:zBLxM KG e2jwkT14Za Eob udyh N pB-S bC2uRn n hXyB hsO PkyM?F D 5p7JBEN G6zlwnaM OzgJt 0-11-11 2x4 = 4.00 12 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.02 Vert(LL) -0.00 4 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 4 >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 FBC2014/TPI2007 (Matrix-M) Weight: 3 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 0-11-11 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) 1 = 44/0-8-0 (min. 0-1-8) 3 = 37/Mechanical Max Horz 1 = 19(LC 8) Max Uplift 1 = -16(LC 8) 3 = -23(LC 8) Max Grav 1 = 44(LC 1) 3 = 37(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=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 Sc MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 16 lb uplift at joint 1 and 23 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning- Please thoroughly review the "A-T AD OF TRUSSES I'SEIIIII GENERAL 1fRMSACONDID ONICUSIUMCRI"BUVErI ACKNOWIEDGEMor farm. Verily design parameters and re ad notes on this Truss Design Druing ODD) and the Menu if Mercant,P.E. Reference Sheet before use. Unless alhenise stated on the III, only A N A N Wrote reactions plates shell be used for the IDD to be valid. As a Truss Design logineer(i.e., Sindulty Ingiraio) the seal oa any TOD represents an assurance of the profenicoal eeginee nag responsibility for the de sign of the single Truss depicted on the IDD only, under Thl-I. The design assumptions, loading conditions, M N ELM RTI EZ, P.E. suitobiliry and use al this Truss for tiny Building is the responsibility al the Direct. the Oenars authorized agent at the Wittig Designer, in the cselect of the lR(,Ibe III, the I building code and IFTI. The opposed of the IDD and any field use of the Truss, including handling, storage, installation and brmiog, shelf be The #047182 I cespoobUonhset Dy.1theBuildngDesign,road(actor.Alimissoutia(beTODandthepmctionadguidelinesofTheBulding(omponentSaferylnformationfe(SQpubfishedbyIIIendSBClarerelerenudlorgeneralguidance.lP1-1forcesfit,mit-ibiliiesanddoliesofTheTrussDesigner,imnDesignEngineeraad tODl9(horlfon(ir. Iran Manufacturer,unless ath-is, defined by a Conduct agreed upan in vnlfing by ell ponies involved. The Toms Design Engineer is NOT the Building Designer or Truss System Engineet for any building. All (opitaluedterms me as defined in TPBI. C�pyright©1015 A-1 Roaf Trusses •Manuel Martinez, P.E. reproduction of this document, in any farm, is prohibited with striaen permission from A-1 loaf Trusses -Manuel Messmer, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712303 63215 CAB Corner Jack 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:37 2016 Page ID:zBLxM KGe2jwkT14ZaEobudyhNpB-wnmQ5noPSr4?JOzbHftEoQdrSjMG6jM7XaW7vgzgJt -1-4-0 0-11-11 1-4-0 0-11-11 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 0.62 Vert(LL) -0.01 2 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.02 2 >569 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (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 0-11-11 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) 4 = -166/Mechanical 2 = 390/0-3-0 (min. 0-1-8) Max Horz 2 = 54(LC 8) Max Uplift 4 = -166(LC 1) 2 = -325(LC 8) Max Grav 4 " = 216(LC 8) 2 = 390(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-11=-353/140 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 166 lb uplift at joint 4 and 325 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning - Please thoroughly review the "A-1ROOF BUSSES CS[11111,GENERAITERMS R(ONDETIONS(USTOMER('BUYIR1A(RNOWHOGEMENT'To- Emit, designpammerersandreadoatesanthisTrussDesignDrawing(lDD)andTheManuelMarriott,PIRelnen¢$beerbeforeuse.UnlessotherwisestatedoatheTOD,onlr MANUELMARTINEZ P.E. t wain ., plates shall be used far the TOD to be valid. At a Truss Deign Engineer tce.,Speti lly Engineer), The seal on any TOD top,esents an arteplaete of the petfessioeal engineering responsibility far the design of the single Truss depided an the TOD only, under TPI-1. The design assumptions, leading toadilions,suitability and a,, at this rates far any Building is thezmpunsibitly of the Owner,The 0.-1 authorized agent o, the Ruddiog Desigam, in the etnfert of the[IT,the W, the lmal building adr and TPid. Theopprorulof the TOD and any field use of Me Truss, inludiag handhng, slotoga, installation and betting. shall he the #047182rA!" mspaai,blity of the Bolding D,,kaer and(oohedw. AD at,, set out in The TDO and the pmmre, and goidelmes of the Buiding(amponew Safety Mfo,modan 116lJ pubblhed by IN and SBG usnefinenred for gate al guidome. IPhl darer, the duties of the Tons, Dmigmr,Luns Design(nginee,a� 10019 (hgRlfon (ir. Truro MonulaMetr,oalessothmiu defined bya(onhotl agmed upon is airingby allpoaininvolved Thai Design Engineer is NOT the BuiHag Designer or Truss System Ingioee, for any building.All(opilnf¢ed termsrunmdeleted is IP41. (opyright© 2015 A-1 Roof Trusses -Manuel Martinez, P.E. Reproduction of this dotument, in any form, is prohibited with written permission from A-1 Roof Trusses -Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 CAE Corner Jack 8 1 A0712304 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:38 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp6-PzJoJ7p1 D8CswAYorN0TKeA6Q7mygAcGmEGhRGzgJ1 0-11-11 0-11-11 t 0-11-11 0-11-11 Plate Offsets (X,Y)— [2:0-6-6,0-1-01, [2:0-0-0,0-0-41 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 0.22 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.00 3 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (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 0-11-11 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) 2 = 178/Mechanical 2 = 178/Mechanical Max Horz 2 = 60(LC 8) Max Uplift 2 = -146(LC 8) Max Grav 2 = 178(LC 1) 2 = 178(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=5.0psf; 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 ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 146 lb uplift at joint 2. 7) Non Standard bearing condition. Review required. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Warning- Please thoroughly review the'A.1 BDOE TRUSSES('SELLERI, GENERAL TERMS&(ONO ITIONS(ITSTOMER("BUTER'I AuNowau MENr form. verify design parameters and read notes an this Truss Design Diemen(TOO)and the Mean Marriott, PiReItreact Sheet beforeuse. Unless illuminist stated onthe TOO,only � Nnek ancestor plebs shall he used far the TOO to he valid. Asa Tress Design Engineer (Le., Spedolty Engineer), the seal on oeyTGD represents an mceptaose of The professional engineering responsibility for the design of the single Truss depicted on the TOO only, under TPBl.!fiedesign assumptions, loading maditions, MANUEL MARTINEZ, P.E. suitability and use of this Truss for any Balding is the responsibility of the Omer, the Owasnsoinherited .Seal as the Building Dedgmu, in the contest of the 191, The II(, the local buildingrude and LPN. The approval of The TOO and any field use at the Truss, including handling, storage, installation and bracing. shell be The #047182 resp.nslOiry of the Building Designer and Cathode,. AO Dates set out I. the TOO Dori the practice, andgoiderines of l6e BuOdiog(ompone.tS.lety lnformouon(B61JpuElished hylPl and SBCA are r<ferea¢d(or general guidance. TPld deficit the responsibiritiesond drives of the Truss Designer, twos Design Engineer and 10019(horhon(ir.. !suss Mmufodurm, unless other.*., defined by. (..t,.d.greed upon w rtifi.g hp all parties mvolrcd. The Truss Design Engineer is NOT the Budding Deugnet or Truss System Engineer for any building. AD (apRalhed terms ate as defined in TP41. Copyright ©2015 A-1 Roof Trusses -Manuel Martinez, P.E. Reproduction of this d-meat, in any farm, is prohibited with written permission from A -I Roof Trusses- Manuel Martine[, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712305 65215 CJ3 Corner Jack 12 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:38 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-PzJoJ7pl DBCswAYorNOTKeA6Q7pGgAcGmEGhRGzgJI 2-11-11 2-11-11 LX4 — 2-11-11 LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.01 4-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 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 FBC20141TPI2007 (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 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 Horz 2 = 127(LC 8) Max Uplift 3 = -86(LC 12) 2 = -222(LC 8) 4' _ -7(LC 12) Max Grav 3 = 74(LC 22) 2 = 254(LC 1) 4 = 46(LC 3) 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=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 86 lb uplift at joint 3, 222 lb uplift at joint 2 and 7 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard V 0 0? 0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% Warning - Please thoroughlyrariewthe'A-1ROOFTRUSSESCSMECAi,GENERALTERMSACONDITIONS(USTOMERrEDYEV)ACKNOWLEDGEMENT-form.UsifydesignparametersoadreadnotesanThis1—TesigngrawingPO(andtheManuelMmrinet,P.C.gelereneeSteelbeforeas,.Unlessmhesrisesratedoothe100,only MANUELMARTINE7 P.E. MDek connector plates shell be used tar the TOD to be valid. As a Imss Design blister (i.e., Spard.1ty Engineer(, The seal on any TOO represents on sm,psanse of the professional engineering responsibility for The design of the single Truss depicted on the TOO only, under TPI-I. The design assumptions, loading conditions, suilahility and use of Ibis Truss for any Building is the responsibility, of the Comes, the Ornais outborieed ogeol or The Building Designer, in the mnlecta(thenC theIf(, the local building(ad. and TPlJ. The opp,e,.lof the TOD and any field use of the Truss, including handling, installation and bracing, shall be the #047182 r ! resImmuldityohheBuildingDesignerandWhater.AnnotetsetGotinTbeLOOandThepracticasendguidelinesofMeBuildingComponentSoletylnformation(BCSQpubN,hedbyTPlondSBCAat,telerenadforgeneralguidance.TPI-I defines The responsiblliliesanddoliesofTheTrussDesigner,TrussDesignEngineerand 10O19(horlton(ir. Truss Manufacturer, unless otherwise defined by a Conrad agreed upon in writing by all parties involved. The Trust Design [nginee. is NOT Ibe Building Designer at Truss System Engineer lot any building. All Capitalized terms ore or defined in IPH. Copyright © 2015 A-] Roof Trusses -Manuel Mccomez, P.E. Reproduction of this document, in any form, is prohibited with mitten permission from A-1 Roof Trusses - Manuel Martinez, P.E. OrlDn ID, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 CJ3A Corner Jack 4 1 A0712�.06 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:39 2016 Page ID:zBLxM KGe2jwkT14ZaEobudyhNpB-tAtAWTgg_SKjYK7_P4vitdJIW9JZdrP_u?EzjzgJt 2-11-11 2x4 = LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.01 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 3-6 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (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 guide. REACTIONS. (lb/size) 1 = 148/0-8-0 (min. 0-1-8) 2 = 77/Mechanical 3 = 37/Mechanical Max Horz 1 = 60(LC 8) Max Uplift 1 = -59(LC 8) 2 = -59(LC 8) 3 = -4(LC 8) Max Grav 1 = 148(LC 1) 2 = 77(LC 1) 3 = 49(LC 3) 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=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 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 59 lb uplift at joint 1, 59 lb uplift at joint 2 and 4 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Please thus auglily torsi aw the 'A.1100F TRUSSES VSET[ E11, GENERA(111MS B CONUITIONS (USTOMER(BUttrl AOfNO e110GFMENr tram. Verify design to(a meter s and read Dates an this Truss BeORn Drawing 0DO) and the Manuel Natiinoz, P.E. Rthis east Sheer before use. Unless otherwise stated on the 109, only /!\Nirek ronnenar plops shall he used for the iODlo he ratid. Aso Truss Design Engineer (i.e., Speriolty Engineer), the seat on any TOO represents an mseptanse of the professional ergiseering responsibility for The design of the single Truss depicted on the TOD only, order T11-1. The design assumptions, loading tmillions, MANUEL MARTINEZ, P.E. resistibility and ore of this Truss far any Building is theiiipar,ibiGty of the Owner, the Oomir, authmiA goal or the Building Designer, in the mnlezl of the lR(, flit ll( the Intel building ad. and 111-1. The approval of1h, TOO and any field use of the Truss, mradiag handling, storage, imtegatian and leasing, shell be the #047182 responsibNOy olthe Building Designer and [rosaries. AN notes set out in The Too and the pmrnses and guidelines of the Building(ompenealSofety Information(1fSl)published by V1 and SBCA me refinanced for general guidome. TPld deOnes TM1e respansibilitiesand dutiuof the Tmss Designer, truss Design Engioar and IO019 [horlton (ir.. Gov NonufosMer, Doles: othewise defined by a (timroct agreed upon is mi6ag by o0 ponies mrolred. Be Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All (opilarued terms are as defined in iPH. (apyright©7015 A-1 Rmf Trusses -Manuel Mmlinez, P.L Reprmimfien al this document, in any farm, is prohibited with mines permission (tam A-1 Roof Trusses - Manuel Martinez, P.E. Orlando, FL 37032 Job Truss Truss Type Qty Ply 6811 D A0712307 6S215 CJ5 Corner Jack 6 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 12a15 ME I ek industries, inc. noon Feb 29 i u:26:4u 2FA6 rage I D:zBLxMKGe2jwkT14ZaEobudyhNp8-LMRYkpgllmSaAUiAzoQxP3FOowSul45ZDYloV9zgJ1 -1-4-0 t 4-11-11 1-4-0 4-11-11 -- a(4 — 4-11-11 4-11-11 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 0.48 Vert(LL) 0.04 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.05 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 FBC2014/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 4-11-11 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 quide. REACTIONS. (lb/size) 3 = 127/Mechanical 2 = 360/0-8-0 (min. 0-1-8) 4 = 49/Mechanical ILpax Horz 2 = 186(LC 8) Max Uplift 3 = -154(LC 12) 2 = -293(LC 8) 4- _ A(LC 12) Max Grav 3 = 129(LC 22) 2 = 360(LC 1) 4 = 77(LC 3) 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=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; 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) 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 154 lb uplift at joint 3, 293 Its uplift at joint 2 and 1 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Winning-Neesethoroughlyyteviewthe'A-1ROOFTRUSSES('Salnj,GENERALTERMSICONOnIONSCUSTOMER('BUVER')A(KNOW[E06ENENrloan.VerilydesignporomermandrendcotesonthisTrussDesignDrawingODD)andtheManuelMurfinea,P.E.ReleranreMoshe(oreuse.UnlessotherwisestatedoatheTOD,only MANNEIMARTINEZ P.E. I Is mar edor planes shall be used her the TOD to be valid. As a muss Design Engineer (i.e., Specialty Engineer), the se of on any TDO represents on acceptance of the professional eagiaeming responsibility far the design of the single Truss depicted on tM1e IDO anly,uader iP41. The design ossumptions, loading conditions, N uilehility and use of this Truss fat any Building is the epcaihday, al the Ow net. the owner'soctba,i,,d a gent ar the building Designer, in the contest of the fll,then(, the local building ade and TPrl. The approval of the TOD and any field use of the Truss, including handling,storage. installation end bracing. shell be the #047182rsponsb4of the Building Designer andContractor. AD notes our in the TDD and the practices and gaidehnes of the Building Safety Information(SCSI) published by TPl and SB(A-ofereaced for general guidance. WE defines the responsibilities and duties of lie Truss Designer, Truss Design Engineer and 10019 (harlten (ir. Tress Manufacturer, enters oth—ise defined by a Turned agreed pan in wrifivg by all parties valved. Be truss Design Engineer is NOT the Bugding Designer or Truss System Engineer far any building. All (opilahzed terms ore at defined in IN 1. Copyright 0 2015 A-1 goal Trusses -Manuel Martinet, P.F. Reproduction of this d-recal, in any fain, is prohibited with written permission from A.I Roof Trusses- Manuel fAadinee, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712308 63215 CJ5A Corner Jack 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:40 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-LMRYkpgl lmSaAUiAzoQxP3 FOZwRG 145ZDYloV9zgJl 4-11-11 4-11-11 3x4 = 4-11-11 , 4-11-11 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 0.50 Vert(LL) 0.05 3-6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.06 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 4-11-11 oc pudins. BOT CHORD Rigid (veiling 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 uEd, REACTIONS. (lb/size) 1 = 261/0-8-0 (min. 0-1-8) 2 = 129/Mechanical 3 = 52/Mechanical Max Horz 1 = 145(LC 8) Max Uplift 1 = -177(LC 8) 2 = -156(LC 8) 3 = -3(LC 8) Max Grav 1 = 261(LC 1) 2 = 131(LC 22) 3 = 79(LC 3) 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=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and Eight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 177 lb uplift at joint 1, 156 lb uplift at joint 2 and 3 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Please thoroughlyrruierthe'A-lROOFTRUSSES('SUURI,GENERALTERMSA(ONDIIIOHS(USTOMEI('BUYER'(ACKNOWLEDGEMENr9arm.VerifydesignparametersandreadraresasITisTrussDesignBraving(IUD) and the Manuel Marinet,P.F.ReferenteSheetbefareuse.Unleisathe,wisestatedonthe100only MANUELMARTINEZ P.E. �MiTek connector plates shall be used far the TOD to be valid. As a Truss Design Engineer(is,Spoddly Engineer) the sent on any TDD represents oa overtime of the professional engineering responsibility for the design of the single Truss depicfed on the Too only, under TPl-1.Thedesigno,sumprions,londing tandifem, r suitahiBty, and use of this Truss for any Belding is the respanslbi5q al the Owner, the Owner's outhorlmdogoal or the Building Designer, in the sent,.] of the lRC the ll4 the front building rude and JET]. the eppra,ol of the TOO and any field use of the Truss, imloding handling,storaIs, imNlfafion and bracing. shoo be the #047182 ' respoosb7"dyofthe6uilding0esigaesond(on4oeor.Ali notes setoutinthe ED ad theprasU,,sandgoid,lnesoltheBuild'agComponentSohtyInformation(BCSQpublishedbylPlandSBCAso-Irmmdforgeaemlguidoam.IP1-(definer[berespaosibilik,anddutiesoitheTa,,O,,igmer,Tros,Designhgirunc ad 10019[horlton.(ir. TNfs MonufatNrer, unless otherwise defined by n (entrust agreed upon in writing by all parties inralred. The buss Design Engines is NOT the Building Designer or Truss System Engineer for any building. All (opilaked farms are as defined in Wt. Capyrighl © 2015 A-1 Roof Trusses -Manuel Martinez, P.E. Repradu shm of this document, in any form, is prohibited with written permission from A-1 Roof Trusses -Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712309 63215 CJ5B Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:41 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNpB-pY?xx8rwV3aRneH M W VxAyGod_KI21 XLiSCUL2bzgJl 3-2-0 4-11-11 3-2-0 1-9-11 2x4 = 3-2-0 3-2-0 1.5x4 11 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.04 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.04 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except` 132: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc pur ins. BOT CHORD Rigid ceiling directly applied or 9-10-12 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 = 244/Mechanical 3 = 109/Mechanical 4 = 89/Mechanical Max Horz 1 = 102(LC 8) Max Uplift 1 = -98(LC 8) 3- _ -75(LC 8) 4 = -34(LC 8) Max Grav 1 = 244(LC 1) 3 = 109(LC 1) 4 = 89(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-271/234 BOT CHORD 1-6=-346/269 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 98 lb uplift at joint 1, 75 lb uplift at joint 3 and 34 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning-Floor,thoroughlyrzvierthe'A.]ROOTTRUSSES(111111j,GENERALTERMS&(ONDITIONS(USTOMERCBUVERJA(NNOWEEOGEMENT'Imm.VerilydesignparametersandreadnotesonibisTrussDesignDrawingUDD)andtheManuelMarNner,P.E.RelereamStreetbeforeuse.UnlessDthel.imstatedantheIDO,arly MANUELMARTINEZ P.E. MiTek mnne0or plates shall be used far the IUD to be valid. As a Truss Design Tali neer (i.e., Spatially Engineerh the seal on any TOD represents an os gmme of The professional engineering Iasponsibility for the design of the single Truss depiNd an the Too only, under 1PN. The design assumptions, loading <maditiaas, , suilabilihr and use of this Truss for any Balding is the responsibility al the Osrom, the Dunoisouthorimdagent or Building Designer, in the .ntedofthe lR(, the lB(, the loml building code and TPH. The app-I of the TDD and any field usa of the lrass, including bundling, fares,, installation a ad bmsmg. shall be The #047182 I respaos�DDityottheBuildagoesignnand(antraAor.ABamksseloulinthe TODaadthe pmmmsondguidelines olthe BuildiogCoarts eatSafetylntmmofien@ISQpubhshedbyINandS&GarerelnanadtargeneroIguidenu.IPHdeGaesIkerespamihilitiesanddutiesofIketrussDesigner,TrussDesignEngineerand 10019(horlton(ir. Truss Monufarturer, unless otherwise defined by a Wired agreed upon in writing by all parties imolred The buss Design Engineer is NOT the Building Designer or Truss System Engineer for any balding. All Capitalized terms ore as defined in TPH. Copyright ©P015 A.1 Roof busses -Manuel Martinet, P.E. Repmdartian of this dminnu t, in any form, is prohibited with Witten permission from A-i Roof Trusses - Manuel Mortimer, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 CJ5C Corner Jack 3 1 A071210 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:41 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNpB-pY?xx8rwV3aRneHM W VxAyGocQKpsl XLiSCUL2bzgJt 4-11-11 4-11-11 IN LX4 = Dead Load Defl. = 1/8 it A 0 12-6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.08 6 >773 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.16 6 >374 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 21 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 or4-11-11 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) 4 = 104/Mechanical 2 = 390/0-8-0 (min. 0-1-8) 5 = 66/Mechanical Max Horz 2 = 142(LC 8) Max Uplift 4 _ -70(LC 12) 2 = -220(LC 8) 5 = -16(LC 12) Max Grav 4 = 104(LC 1) 2 = 390(LC 1) 5 = 76(LC 3) 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=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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 70 lb uplift at joint 4, 220 lb uplift at joint 2 and 16 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Please thoroughly reriew the'A.1 ROOF TRUSSES (STIL 111, GENERAL TERMS A CONDITIONS CUSTOMER('BUWR'l ACMNOWIEDGEMENT-Term. Will, design parameters and read notes on this Truss Design Drawing ODD) and the Manuel Nwri-, P.E. Reiman¢ Sheet before use. Unless elhervise smhd on the TOD, only �MTA.need,, plate shag be.,adfar the TOD to be rood.Aso Tess DesignEnginfngineal, the seal on any TOD r,p,e is on mceplame of the profassioanl engineering responsibility for She design of the single Truss deluded on the TOO only, under TPpl. The design assumptions, loading mndidons, MANUEL MARTINEZ, P.E. suitability and use of this Ism, for any Building is the respomibility, of the Oener, The Owner's outhmiud ogenl or the Building Designer, in the runleal of the 11C, the ME, the locolboildmgrudeand TPl-1. The approval of the EDD and any field use of TheTruss, including M1andY g,storage, insfollatioo ondbocing,sM1oO be the #047182 1espumbiliity of the Raldrg Designer and Canhantm.ADnote, sat out in the T00 and the pmntiass and guidelines of the SuidingComponeoI Safety larmuafian OCSQ puhNshed by IN and SBCAarereferenud for general guidame. TEN defines the mspomibtiftsand dulies of the Truss Designer, Truss Design Engineer and 10019 Charlton [ir: I Monaf rou,m, unless otherwise defined by a (amount agreed upon in writing by all Series imoleel. The Truss Design login... is NOT the Building Designer or Truss System Engineer for any building. All (opifolaed tams are as defined in TPI-I. Copyright © 2015 A-1 Roof Trusses - Manuel Martinez, P.E. Reproduction of this document, in any form, is prohibited with written permission from A.I Roof Trusses -Manuel Martinet, PL Orlando, FL 32832 Job Truss Truss Type Qty D A0712311 63215 D01 Common 4 �PIY 1 �6811 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct / 2015 Print: /.e4u s Oct / Zu1 b MITel( industries, Inc. Mon Feb Za t6:26:42 20 to rage I D:zBLxMKGe2jwkT14ZaEobudyhNp8-HIZJ9UsYGNiI PnsZ4DTPV ULkEk7cmzCshsEua lzgJt 1 4-0 6-0-0 12-0-0 13-4-0 1-0 6-0-0 6-0-0 1 4-0 4x4 = ix4 11 n Io 3x4 = 3x4 = 6-0-0 12-0-0 6-0-0 6-0-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.04 6-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.07 6-11 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.09 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 47 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 5-9-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 633/0-8-0 (min.0-1-8) 4 = 633/0-8-0 (min.0-1-8) 10ax Horz 2 = -57(LC 9) Max Uplift 2 = -341 (LC 8) 4 = -341 (LC 9) Max Grav 2 = 633(LC 1) 4 = 633(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-835/775, 3-4=-835/775 BOT CHORD 2-6=-555/736, 4-6=-555/736 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 341 lb uplift at joint 2 and 341 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Pleas,Ihmoagirlyreviewthe'A-IIDOE TRUSSES ('SFIi[81,GENE HIT III MS&CONO111OHS USED MEIC11111B'(ACKNOW[EOGEMENT'War. Verify she sign parameters and I notes on this Truss Design Growing (IDDI and The Manuel Martinez, P.E. Refercom Sheet before use. Unless otherwise rated an the TOD, only MANUEL MARTINEZ, P.E. X Oek mnmmnr plot,, shall he used for the TOD to be valid: As a Truss Design Engineer I.e.,Sperialty Engineer), Me seal on any TOD represents an cueptoom of the professional engineering iesponsibilDr,far the design of the single Lass depided on the TOO only, under IPI-I. The design assumptions, loading conditions, uitability and a,,of this Truss for any Building isih. responsibility of the 0snm, the Owner's outhoured agent or the Building Designer,in lh, mnlenl of the llC, IM1e IBC, theloml6oildingmdeand iPFl. The approval ofib, TOD and oq field use of the Truss, including handling,storage, inslalloliao and Erasing, hall be the #047182 sponsb0ityoftheBuildingDesignerand(antroom.AllnotesW Winthe100andthepmaicesandguidelinesoftheBuildingComponentSafetyInformahan(I(SI)pubr,,hedbyIPlondSB(Aar,mimenr,dIs,generalg0daam.IPI-Idefinnthe,espansbilitial addutinofthelmss00gner,TrussDesignEogioeerand 10019Charlton (ir. Truss A.nufaMre,, rates, athnrise defined by o (,nmotl ogrzed upon io vidng by all parties iovalred the Inns Design Engineer is NOT the Buddng Designer or Iron System Eagineer far any buildag. AD (apilead farm, are m defined he W1. Copyright @ 2015 A.I Roof Trus,e,- Manuel Martinez, P.E. Rep,.du,tion of this dommenl, En any form, is prohibited with wri0en permission from A.I goof Trusses - Manuel Martine,, P.E. Orlando, FL 3183T Job Truss Truss Type Qty Ply 6811 D 63215 D02 Common 2 1 A0712412 Job Reference (optional) .Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:43 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNpB-Ix7hMgtA1 hg91 xRlew_el htvwBSIVQR?vWzS6UzgJt 4-4-0 6-0-0 12-0-0 1-46-0-0 6-0-0 1.5 3x4 = 4x4 = 3x4 = u� Io 6-0-0 16-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.49 Vert(LL) 0.05 5-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.08 5-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 43 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 5-8-5 oc puriins. BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 4 = 538/0-8-0 (min. 0-1-8) 2 = 636/0-8-0 (min. 0-1-8) Max Horz 2 = 72(LC 8) Max Uplift 4 = -230(LC 9) 2 = -342(LC 8) Max Grav 4 = 538(LC 1) 2 = 636(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-846/794, 3-4=-845/793 BOT CHORD 2-5=-617/746, 4-5=-617/746 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 230 lb uplift at joint 4 and 342 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Please thoroughly invite the'A.1 ROOF TRUSSES rSfLLn1, GENERAL TERMS B CONDITIONS CUSTOMER VBUW['I A(NNOWLIDGEMENf- form. 2nify design parameters and rend cotes on [his huts Design growing aDDI and the Manuel Museum, P.E. Reference Sheet before use. Unless otherwise stated on the TOO, only /!\Ikconnector plates shall be usedfor the TDD to be valid. As a Gass Design Engineerlin, Spedelty Engineers theual an anyTOD representsa mceptaom of the professional engineering responsibility far the design of the single Tress depided on the TOD only, under TPTL The design assumption, landing renditions,EL MARTINEZ, P.E. suitability and use of this Truss for any BuOding islho responsibility of the Owner, the Owner's authorized agent at the Building Designer, in the watertofthe M(, the IS(, the fomI building<ad, and Tnd. The opprowaf of the TDD and my field use of the Truss,including handling,slmoge imlellmime and barring,hell be the #047182 Mi,responmblity al the BuildivgOnignerand (onhodot. AT notes set out in the TDO and the prodigies and guidelines of the BugdiegCamponent Safety lnformo0anlfCSll published by TPland SBCA ore relerenredfor general guidance. iPld defines the responsibilities and duties of the Truss Designer, Design Engineer and 10019 (hhrODn Cir. Truss Manufacturer, unless otherwise defined by o (owned agreed upon in wrifivg by all parties in"kil. The Truss Design Engineer is NOT the Bulding Designer or Truss System Engineer far any building. All (upUaraed terms ear as defined in TPI.I. Copyright ©2015 A4 Roof Trusses - Manuel Mofiner, P.E. Reproduction of this statement, in any form, is prohibited with written permission from A-1 Roof Trusses -Manuel Martinez, F.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712313 63215 D03 Common 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 12015 Print: 7.640 s Oct / 2UI b ME I eK Tndustnes, Inc. noon Feb 2U i u:zb:4,1 zuib rage I D:zBLxM KGe2jwkT14ZaEobudyhNp8-Ix7hMgtA1 hg91 xRlew_el htry8MkVKV?vWzS6UzgJt -1-4-0 1-10-12 6-0-0 10-1-4 12-0-0 13tl) 1� 1-10-12 4-1 4 41 4 1-10-12 1-4-0 4x6 = Dead Load Defl. = 3/16 it ,.Sx411 4.00 12 56% 3 2ERI 5 1 6 1.5x4 II sn 7 IT ' Li s6 6 6. 6- d. 10 1.5x4 11 9 4x8 = 8 1.5x4 11 6- g 3x8 = 3x8 = 1-10-12 6-0-0 10-1-4 12-0-0 1-10-12 4-1-4 4-14 1-10-12 Plate Offsets (X Y)— [3.0-3-0 0-2-12] [5:0-3-0 0-2-12] [8.0-2-8 0-0-12] [10:0-2-8 0-0-121 LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.15 8-9 >942 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.26 8-9 >563 240 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 60 lb FT = 0% 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 2-10-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-3 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 = 2402/0-8-0 (min.0-2-0) 6 = 2402/0-8-0 (min.0-2-0) Max Horz 2 = -57(LC 9) Max Uplift 2' _ -525(LC 8) 6 = -525(LC 9) Max Grav 2 = 2402(LC 1) 6 = 2402(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4585/2650, 3-4=-3392/1813, 4-5=-3392/1814, 5-6=-4585/2646 BOT CHORD 2-10=-2405/4334, 9-10=-2405/4334, 8-9=-2428/4334, 6-8=-2428/4334 WEBS 4-9=-392/733, 3-10=-606/458, 5-8=-606/458, 3-9=-1369/942, 5-9=-1369/939 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 525 lb uplift at joint 2 and 525 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) 389 lb down and 388 lb up at 10-1-4 on top 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=-300, 4-6=-300, 6-7=-70, 13-16=-20 Concentrated Loads (lb) Vert: 3=-389 5=-389 Waiting-Plea,eihorougMywit.Ilse'A.1HOTTRUSSES(-SEEIEB'lGENERALTERMS&CONDITIONSCUSTOMERtBUVEr1A(NNOWEED6EM[NT"Wer.Verilydesignparameters a adreadratesa.ibisl,ussDesignDroning(ND)andtheManuelMmtinot,P.E.ReferenceSheetbeforea,,.UnlessotherwisestatedDoThelDD,only MANNELMARTINEZ P.E. AMffek u.mador planes shell be used for the TOD le be solid. As a Tress Design Engine.. l.e., Specialty FngineerI,A, seal on any TDD top resemi an acceptance of the inefes,imed enginee,ing responsibility far the design of the single buss depicted on the IDO only, under TPI-I. The design assumptions, loading rondiliors, suimbdily and use of this Buss far any Buildingislhe respomibifily el As Dan,,, the Ornersaeth,,i,,dagent.. the Building Designer, in the maned ofihe[I(, the 11(,the lomlbuildingcede end 1PH. The app,a,.l of the TOO and tor, field are tithe Tmss, indudieg handling,slo,age, indallalian and bitting. shall be the #047182 r responsibility a[ the Building Designer and Ualitutks. AD riles W as! in Or TDO and the practices ad go',16- of the Buildirg(ampcnenlSafetylniammlianil(SQpobli,hedbyTPlandSECAarereferencedforgeneralguidance.IPl-Idefinesthemspereibililiesandduties.1theTrustDesigner,Tm Design Engineer ad 10019(horlton(ir. Trust MonufaMrer, ualess athenise defined by t (tnhad agreed upon it offing by all pofiet mvalred The Truss Design [agree, is NOT the EoUrg Designer or truss System Engine.. for any building. All (opilelued Inc., ore as defined in TETI. Copyright © 2015 A.I Beef Trusses - Manuel Madinat, P.F. Repmdudion of document, in any form, is prohibited wills wrillen permission from A -I Roof Trusses -Manuel Madinat, P.E. Orlando, EL 32832 Job Truss Truss Type Qty Ply 6811 D A0712314 63215 D04 Common 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:44 2016 Page I D:zB LxM KGe2jwkT14ZaEobudyh N p8-D7h3ZAtooyOe5?xCeVtavQ2 UXf?Eo N88Aj?ewzgJI -1-4-0 1-10-12 6-0-0 12-0-0 1-4-0 1-10-12 4-14 6-0-0 1.5 3x4 = 4x4 = r.J.IY 11 YR4 - Dead Load Dell. = 1/8 it 3x4 = 1-10-12 1 6-0-0 12-0-0 1-10-12 4-1-4 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.10 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.16 6-7 >921 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 50 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except` WI: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-11 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 = 1447/0-8-0 (min.0-1-11) 2 = 1340/0-8-0 (min. 0-1-9) Max Horz 2 = 72(LC 8) Max Uplift 5 = -416(LC 9) 2 = -481(LC 8) Max Grav, 5 = 1447(LC 1) 2 = 1340(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2447/1861, 3-4=-1203/1046, 4-5=-1235/1039,5-15=-1871/1600 BOT CHORD 2-7=-1713/2278, 6-7=-1713/2278, 5-6=-850/1118 WEBS 4-6=-177/420, 3-7=-269/326, 3-6=-1253/875 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 416 lb uplift at joint 5 and 481 lb uplift at joint 2. 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) 807 Ib down and 486 lb up at 1-10-12, and 807 lb down and 486 lb up at 11-M on top 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: 1-4=-70, 4-5=-70, 9-12=-20 Concentrated Loads (lb) Vert: 3=-80715=-807 12 Warning- Plants thoroughly review the 'A.) ROOF TRUSSESI'Sa11111 GENERAL TERMS A(ONORIONS(USTOMER('BUYER')A(RNOWEEOGEMENT'Iorm.Verify, design parameters and read at,, oa this Truss Design Droning(TDD) and the Manuel Marfinm,P.E. Rolemrum Sheet belare use. Unless whervok, stated on the TOD only MaeIs ronamter plains shall be used (a, the TOD to be olid. As a buss Design Engineer (L., Spd.lry Eagia,m), the seol on may TOD represents an atatemate of the professional engineering responsibility for the design of the single Truss resided on the TOO only, under TPbl. The design assumpfions, loading conditions, MANN EL MARTINEZ, P.E. suitability and use of this Truce for any Building is ThermFussibigty of the a,,, the Unrest's authmiaedogoal or the Building Designer, in the .meet of the a( the M(, the Intel building ad, and WE. the apparel of the TOD and any field use of the Truss, inducting handling, storage, installation and Erasing, shell be the #041182 responsibility of the Baild-mg Designer oadEarnedoe AD notes set out in the TDO and me potatoes ad goid,h,sa[the BugdiagComponent Safety lnlmmntims0151J published by TPl and SECAa,,aferenad far general gain-,. TP6l defines me responsibilities a ad duties of the Tnss Designer, Truss Design Engineer and 10819 fhgrlton (ir. Truss Alanufmtamr, unless othemise darned by a (rated agreed upon in rdtiq by all ponies immtred. The Truss Design Engineer is NOT Poe Building Designer orTruss System Engineer far any budding. AU (apinoraed terms areas defined io TPI.1. (opyrighl©7015 A I RoolTrusses-Manuel Martinez, P.E. Reproduction of this d-u enl, in any farm, is prohibited with urines permission from A-1 Rnaf Trusses - Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712315 63215 E01 Common 3 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:44 2016 Page ID:zBLxMKGe2jwkTl4ZaEobudyhNp8-D7h3ZAtoo_y0e5?xCeVtavQ5PXpHEtt88Aj?ewzgJI 1 4-0 5-2-0 10-4-0 11-8-0 1� 0 5-2-0 5-2-0 1 4-0 4x4 = 3x4 = 3x4 = ix4 11 T�2 0 5-2-0 5-2-0 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 0.44 Vert(LL) 0.03 6-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.05 6-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) Weight: 42 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. BOT CHORD Rigid ceiling directly applied or 8-8-5 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 = 558/0-5-8 (min.0-1-8) 4 = 558/0-5-8 (min.0-1-8) Max Horz 2 = -53(LC 9) Max Uplift 2 = -31O(LC 8) 4 = -31O(LC 9) Max Grav 2 = 558(LC 1) 4 = 558(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-669/627, 3-4=-669/627 BOT CHORD 2-6=-416/581, 4-6=-416/581 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 310 lb uplift at joint 2 and 310 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning-Plemethoroughlyrevierthe'AdIOCTTRUSSES('SEIIER'f,GEN(RA(IERMSB(ONDITIONSNsrosaR(`BDYER')AINNoIniosEMENrTerm.Y.nfydeligoparametersandlandnotesanIbisImsIDesignDrawingODD)andtheManuelAirlines,P.E.Reference$heelbeforeuse.UnlessotherwisestatedoatheTOD,only MANUEIMARTINEZ P.E. ANaek connerrar plates shall be used for The TOD to be valid. As a Truss Design Engineer (i.e.,Speduity Engineer), the sell on any TDo represents on arceplanm of the professional engineesiog responsibility far the design of the single Truss depicted on The IUD only, under IPI-I. The design assumptions, loading ca.ditioos, suilobrlay and use at this truss far my Building is the responsibility of the Owner. )he Owner's authorized agent or the Building Design,, in the contact or the IRC, the III, the local building sad, ad SEES. The approval of the Too and any field use of the Truss, including handling, storage, inelallorion nod bcasint,ban be The #047182 , resP-RiDify.1theBuildingDisig-ad(antra,ton. ADnofesseloutinthe Too and Dow proton, and guidelines ofthe Budding (ampere.? Safety hlmmonanjBCSI)poblishedhyTPland SBCAare ,elerensedtor gmerol guidance. TPTIdarner the resporobiliksunit duties ofif, I sD,fgnr,I,..Design Engine,,and 10019Charlton (ir. Truss Manuf rcharer, unless otherwise defined by a reached agreed upon in writing by all parties involved. The Truss Design Engine,, is NOT the Bundag D,,ign,r m Truss System Engineer far any building. All (apitolhed terms ore as defined in SEE.]. (opyrighl ©R01$ A-1 goof trusses -Manuel Martine[, P.E. !¢production of This document, in any farm, is prohibited with written permission from A -I Roof bosses- Manuel Martinez, P.E. Orlando, Fl. 32832 Job Truss Truss Type Qty Ply 6811 D A0712�16 63215 E02 Hip 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:45 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-hKFRnWuQZ14tGFa81L0666zFAx9WzJ71 NgSYBMzgJI -1-4-0 5-0-0 $ 4-Q 10-4-0 11-8-0 -4 1-0 5-0-0 4- 5-0-0 1:__ D 11 5 4x4 = 3x4= 1e 3x4 = ix4 11 T�9 le' 6 5-0-0 4- 10-4-0 5-0-0 -4- 5-0-0 LOADING(psf) SPACING- 2-M CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.44 Vert(LL) 0.03 6-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0:05 6-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 42 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. BOT CHORD Rigid ceiling directly applied or 8-7-3 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 = 558/0-5-8 (min. 0-1-8) 4 = 558/0-5-8 (min. 0-1-8) Max Horz 2 = 53(LC 8) Max Uplift 2 = -310(LC 8) 4 = -31O(LC 9) Max Grav 2 = 558(LC 1) 4 = 558(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-676/635, 3-4=-676/635 BOT CHORD 2-6=-427/591, 4-6=-427/591 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 310 lb uplift at joint 2 and 310 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Pieasethoroughlyrwiewthe 'A-0RDOFTRUSSESCSELLERI, MORAL TERMS ICONDITIONS (USTDMERCBUYIR'IACKNOWLEDGEMENT' form. Verily design parameters and read notes an this Truss Design Drawing gOD) and the Manuel Monticez, P.C. Reference Sheet before use. Unless lh".i,, stated am the IDD only MANUELMARTNEZP.E. J\Wish connector plains shall be used for the TOD to be valid. As a Truss Design Engineer (i.e.,Specialty Engineerl,the seal on any 100 represents an acceptance of the professional engineering responsibility to, the design of the single Truss depicted an the IDD only, ueder TPld. Th,basign os—ptions, loading mndinner, suilobifity and use of this Truss for any Building is the r.,parsibihty..1 the Owner, the Owner's authorised agent at the Building Designer, in the mntextofibm IRC, the Or, the tarot building rude and TPidh . The approval of the TOD and any eld use of Me Truss, including handling, slomge, installation and bracing, shall be the #047182 , responsibilityof the Build' ng Designer and Concern., AO notes setoul in the TDD and lM1e pmNcesaod guidelines of the Building Component Safety Information (BCSI)pubOshed by TPl and SBCA are rif lw general guidonre. TPld defines The responsibilities and duties of The Truss Designer, Truss Design Engineer and 10010 Chorhon Cir. Truss Manufacturer, unless otherwise defined by u (onaoct agreed upon io writieg by ail parties imolred. TheTmss Design Engineer is NOT the Building Designer or Truss System Engineer for any budding. All CopitulTred Terms are as defined in TPI-I. Copyrighl ©2015 Ad Roof Trusses -Manuel Martinez, P.F. Repmdoctian al this darement, in any farm, is prohibited with written permission from A-1 Roof Tresses - Manuel Marriott, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712317 63215 E03 Hip Girder 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: /.b4U s uct r zul5 vnni: i.Ewu s uct y zuia nnf f ex industries, Inc. mon reu za lu:zo:yo ZV to rdye I D:zBLxM KGe2jwkT14Za Eobudyh N p8-A W o(Lsv3 KbCku P9KJ2XLfKVOnLUAi n h RbUC6jpzgJt -11 -0 3-0-0 7-4-0 10-4-0 11-8-0 1-4-1 3-0-0 4-4-0 3-0-0 1-4-0 c; x4 11 Tso 0 �A' — 3x4 = 3-0-0 4-4-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES - GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.03 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.08 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Weight: 41 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 5-1-8 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. (Ib/size) 2 = 607/0-5-8 (min.0-1-8) 5 = 606/0-5-8 (min.0-1-8) Max Horz 2 = 42(LC 23) Max Uplift 2 = -311 (LC 4) 5 = -311 (LC 5) Max Grav 2 = 607(LC 1) 5 = 606(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1011/315, 3-17=-942/305, 4-17=-942/305, 4-5=-1011/314 BOT CHORD 2-8=-250/929, 8-1 8=-243/942, 7-18=-243/942, 5-7=-248/929 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 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 311 lb uplift at joint 2 and 311 lb uplift at joint 5. 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) 114 lb down and 78 lb up at 3-M, 47 lb down and 26 lb up at 5-0-12, and 47 Its down and 26 lb up at 5-3-4, and 114 lb down and 78 lb up at 7-4-0 on top chord, and 36 lb down at 3-0-0, 15 lb down at 5-0-12, and 15 lb down at 5-34, and 36 lb down at 7-34 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, 3-4=-70, 4-6=-70, 11-14=-20 Concentrated Loads (lb) Vert: 3=-8(F) 4=-8(F) 8=-26(F) 7=-26(F) 17=-7(F) 18=-22(F) Warning - Pie as, thoroughly mview the 'A -I ROOF TRUSSES C SRI III, GENEVA TERMS & (ONO ITIOKS CUSTOM [I ('BUTEr) A 114OW1 ED GEM ENT' Term. Verify design parametersoadreadnotesanIhisTressDesignDrawing(IDDlondtheManuelAsto-,P.R.RAememSheetbefomou.UnlessotherwisestatedoatheTOD,only MANUEIMARTINEZ,P.E. MfeR mnnedor plates shell be used for the TDD to be valid. Aso f om Design Engineer 0.e., Spedolry Ingineerl,tbe seal oa any TOD represents an oaeplants of the professional engineering responsibility far the design at the single Truss depicted an the IDD only, under FEW. The design assumptiom, loading mndtims, suitouiry and use of this isms for any Building is the responsibility al the Oener, the Own,,*, outhmimd agent m the Building Designer, in the contest of the IR(,the BE, the loml building rude and lPld. The approval of the TOD and any geld use of The Tims, induding handling, storage, installation and bmtitg,shall be the #04118T A oespoasibdity of the Building Designer and(aMrador. AN notes set out in the Too and the predicts end guidefnes of BuildogComponent Safety lefmmotian(BCSI) published by TPl and SB(Aor,mlmmumll for Reticent guidenm.TPI-I defines the responsibilities and duties of Ike Truss Designer, Truss Design Rngineee and 10O19 (horlton (ir. Tress MonufacNrer, units%othmise defined by a Earned agreed upon in writing by all parries inTotvtd Thefruss Design Register is NOT the Building Designer or Tress System Engineer for any budding. AlI (apifoluedterms ate as deined in TPCI. Copyright©201S A -I goof Trusses- Manuel Madmer, P.E. Repmdudion of this demotions, in any form, is prohibited with wviUen permission from A -I Roof Tresses -Manuel Martinet, P.C. Orlando, ft 3T83T Job Truss Truss Type Qty Ply 6811 D 63215 EG7 Jack -Closed Girder 1 1 A071218 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:46 2016 Page I D:zBLxM KGe2jwkT14Za Eobudyh N p8-AWoT_sv3 KbCkuP9KJ2XLfKVPfLQ D i naRbUC6jpzgJt 3x4 = 5-4-8 5-4-8 1.5x4 II 2x4 11 Dead Load Defl. = 1/16 it Plate Offsets (X,Y)— (1:0-3-6,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.07 3-5 >876 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.13 3-5 >501 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-8 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 = 540/0-8-0 (min.0-1-8) 3 = 482/Mechanical Max Horz 1 = 108(LC 4) Max Uplift 1 = -260(LC 4) 3 = -253(LC 4) Max Grav 1 = 540(LC 1) 3 = 482(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=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 260 lb uplift at joint 1 and 253 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "NAILED" indicates 3-1 Old (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 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 (plo Vert: 1-2=-70, 1-3=-20 Concentrated Loads (lb) Vert: 5=-286(B) 6=-266(B) Wa;n!ng�Pleose Tho owghly miewthe RIRODf_(BOSSES('SE((ER'�ClglYl(11RN58(ONDpIORS (USSOM[R rROy[R )a(NROWI[OGFk[R fam ye dr dnigM1 porane(eri cndieodca!es on this Truss Omign Om iog(Ngl and The Ronvenluraet, P.E.Reimic Shaer before use. Weis otherwise sln!ed on the 100, only C,kwnedorpiolmsholl heuQ lorlhe TOO lobvand ASOim3s s,pn tagmcer{u('Spm all ingnas)'the ualan"NOiarr Sents onaueplonm of tbepmbmiool eag seerirgiespos!blity lot The deign of the slog!a Truss depidd on the TOD only, under TPl-1. The design msumpliogAttlirg condliam, MANUEL MARTINEZ, P.E. 11 1 suilevMly and use ollMs boss lot anyUdiiag is the repomiblryofffeo a the Owce s oulhOil zed ogel ar the Rul,dmg D69ne"In the top alol IM1e K;Ike 18(An loml baddgtode_end R1.1. The appwd of ryeTOD end nay field a se of!he Lnss,iotlding bandling, slacge, iesidolion end biodog, shall be the #047182 respaasLiliry of rhe8ld O•s.gn d(o liaA tO nl Bela 11 ThelDD dlt pones ndg dines Ih O ld g( ii emS le lore;k n(A(SQp bl shedby Pl 258CA refneasad tm genesotge:dm .141 defines the-ponAU,s and dudes vtthe Trms Oesigx0nau Design [cglnem end �,mss Yanuloduse o efibihi. der ed bya(ontrad ogi idapon fn,,.''sg by nq pa lie(is ohea She Tian Om gnfrgineetilDitleB ling Oeygnei oklrusi Syilem E,g ee,Tpr eny hu3fiag.60(opifofisae termsme as defincd'm iPsi. I00I9 CIIOrIt011 C1r._ (oppight ©201S A I foal liusses Mcnuel MbrPnez P E R416 odmn of thn domment m vsry lasm d prah 5ded with wrstlen pesmisiidn (som A l RooT Tyussas fdanuel Meilinsz, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply D A0712319 6S215 G01G HALF HIP GIRDER 1 1 �6811 Job Reference (optional) Al ROOF IRUSStS, FOR I PItKGt, FL:i494b, aeslgnLai rruss.com MUTT; 1.0-fU 5 UUL v a w rruu. f.cayu a vu r w s� svu y en us��.,,�.�, ,, ,... ,.•..•• • �.. •.- .-y.- ID:zBLxMKGe2jwkT14ZaEobudyhNp8-eiMCCCwh5vKaVZkWtm2aCX2SWlk1 R58bg8xfFFzgJt 1 4-0 6-2-0 11-1-0 13-7-0 1 4-0 6-2-0 4-11-0 2-6-0 4xl3 = 1.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.28 12 >577 360 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.49 12 >331 240 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.17 7 n/a n/a BCDL 10.0 Code FBC2014lfPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 31 'Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30, B4: 2x4 SP No.3 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 3-9-7 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-14 oc bracing. Except: 10-0-0 oc bracing: 8-10 . MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 7 = 914/Mechanical 1108/0-8-0 (min.0-1-8) 2 = Max Horz 2 = Max Uplift 7 = 2 = Max Grav 7 = 2 = 169(LC 19) -463(LC 4) -604(LC 4) 914(LC 1) 1108(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2303/1198, 4-20=-1204/637, 20-21=-1204/637, 5-21=-1204/637, 5-22=-1035/541,6-22=-1'035/541, 6-7=-855/442 BOT CHORD 3-11=1178/2177, 11-23=-1190/2219, 23-24=-1190/2219, 10-24=-1190/2219, 5-10=-479/372 WEBS 4-11 =1 20/468, 4-1 0=-1 048/590, WEBS 4-11 =-1 20/468, 4-1 0=-1 048/590, 6-10=-704/1342 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-serond gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 463 lb uplift at joint 7 and 604 lb uplift at joint 2. 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) 254 lb down and 279 lb up at 6-2-0, 86 lb down and 101 lb up at 8-2-12, and 86 lb down and 101 lb up at 10-2-12, and 92 lb down and 118 lb up at 12-2-12 on top chord, and 202 lb down and 149 lb up at 6-2-0, 45 lb down and 28 lb up at 8-2-12, and 45 lb down and 28 lb up at 10-2-12, and 43 lb down at 12-2-12 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 1. Dead A qpp Defl. = 5116 it PLATES GRIP MT20 244/190 Weight: 69 lb FT = 0% Standard Uniform Loads (plf) Vert: 1-4=-70, 4-6=-70, 12-14=-20, 10-17=-20, 8-9=-20, 7-8=-20 Concentrated Loads (lb) Vert: 4=-177(B) 11=-202(B) 20=-56(B) 21=-56(B) 22=-67(B) 23=-45(B) 24=-45(B) 25=-32(B) "-yforning-ph,wohmodghly miev the ,A.1 Roof ,IRUSsFSr ILFA'�, oplithfilms ACONDDIONS NSTONt1 rBUYtR'tA(RBOV![[OGG1[Nrfnim fenly deslga pa anReri and rend ca esgn thu iron Detlgn Dw.irgtiDD)and the tlnnael Ma•hntt,P.E.0.efetena S6eesbetose as. Unless othetrix 0aled rn 16e10D,only A UEI MARTINEZ P.E. Nitekcennedur platessbell 6e used lot the Too it valid. Aw frussD ip'61'Terer rii; Spetoty EFgmre,'A seal aarryfOOrepeients an aueplan eol tie pTelnsmral eng atenrp reiponsia'dily for The design of the single Trms depicted on the TOD only, under TPl-1. The Wit. auumpAoaL loading tonddirm, M N ' �,ait*gty and meat nisLasifotany gilding it The responlblryplthe Daee the Ovaeisauthorted agent a! g:n the Boding Desinthe toideel o0be.1(The IR( The local Gadding tode and lPld. The applo'dofthe TOD oad Gay field use of to Lms, Including hurdling, stuage, instanagon and 6co619, shall be the #041182 ' ¢sp is:hillyotrheh (U gD: gn r nd(o h A AUo ss Ioa1T lhe1D0 dR p mi s ndgsdelneieltheguldagr pa a if letyhl Tmmon(g(s(Jp brikedbylPl ndSPCAa refereacdTmgenaolgehiurce. TPHdefines therenyonuGUhiesaadda6esolsheirassgnigaer,TmssDesiplirgineerand 10019 (horhon (ir. irm: Nanolortr uliiotFe def ed Gjti(onfmtl o¢eed spoain ag by a0 padesaohi thefrungnjEnjT lIfUt A"'Tan Ddg eT arTmstSyslemF gneerlo iry bu:Aing.Ali Upit.rd terms me as deleted in Tit 1. (oppight©g015 A,l Raof liaises Mcnuel ldast nei P E RePrddaRmn of this iloeamenl m any larm iipmh 5dedadh wrigen permuiiorl f6n A.1 oat ieossed Manuel Maitinst, P.E. OTIOndD, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 G02 Half Hip 1 1 A0712420 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:48 2016 Page I D:zBLxMKGe2jwkT14ZaEobudyhNp8-6vwaPYxJsDSR7iJjRTZpklbef96YAeXk3ohDohzgJ- , -1-4-0 , 8-2-0 11-1-0 13-11-12 14-0 8-2-0 2-11-0 2-10-12 4x6 = 4x8 = 1.5x4 11 5x10 = Dead Load Defl. = 1/4 it 21 3x4 = 1.5x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.94 Vert(LL) 0.23 12 >727 360 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.38 12 >435 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.07 21 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 134: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 *Except` BL1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. Except: 10-0-0 oc bracing:8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 840/0-8-0 (min. 0-1-8) 21 = 494/0-4-12 (min. 0-1-8) Max Horz 2 = 21O(LC 8) Max Uplift 2 = -423(LC 8) 21 = -230(LC 8) Max Grav 2 = 840(LC 1) 21 = 494(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-906/728, 4-5=-450/413, 5-6=-437/400 BOT CHORD 3-11=-774/804, 10-11=-775/815, 5-10=-223/275 WEBS 4-10=-425/421, 6-10=-547/596 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=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=1.60 plate grip DOL=1.60 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) Bearing atjoint(s) 21 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 423 lb uplift at joint 2 and 230 lb uplift at joint 21. 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 -12 PLATES GRIP MT20 2441190 Weight: 71 lb FT = 0% Warning- Please thoroughly review the 'A.] ROOF BUSSES ('SE(LEI I, GORE RAI. TERMS&(ON DITIONS(USTOMERCRUYER'I ACRUDWI EDGEMENr dorm. Verily design parameters and tend notes an this Truss Design Drawing(100) and the formal Martinez, P.F. Rclecencc Sheet be fair use. Unfair otherwise rated on the TOD, only AMneN connector plates sball he used the TOO to be ,hit. At a Truss Design Fnpine.r(,.a., Specialty Engineer), the send on any TOD represents an acceptance of the professional esigin-ing respondhiliry for the design of the single Truss depicted on the TDO only, under TPl-I. the design assamptioas, loading moditioos, MANUEL MARTINEZ, P.E. suilabiliq and use of this buss for any Building itlbere,ponsibibtya1 the a.". the Owners aathwited egeal or the Building Designer, in the cooled the ll4 the WK,theIn,of building code and Rol. The app-1 al the TOD and any field use afthe Truss, induding handling, storage, imidefice and bracing, shall be the #047182 retponsibility of The Building Designer and to,. ARnoles,aloud is the T00 and thv pmcticet and guidelines of l6e Building (ompmenl Salary lntormofian (I(51)published by TPl andf8(A me rtlerenndlor geoerd guidance.TPld defines the retponsibililies and duties of the Truss Designer, Truss Design Engineer and 10019 Chorllon Cir. Truss IlanufacNmr, volts otherwise defined by a (acted agreed upon in writing by all pectic, involved. The Truss Design Engineer is NOT the Building Designer of Trust System Engineer for any buffing. All (apildned terms ate as defined in RI.1. Copyright@ 2015 A -I Roof Trusses -Manuel Martinez, P.E. Reproduction oI this deserved, in any farm, is prohibited with ninon permission from A-1 Roof Trusses- Manuel Martian, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712321 63215 G03 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:48 2016 Page I D:zBLxMKGe2jwkT14ZaEobudyhNp8-6vwaPYxJsDSR7iJjRTZpklbfQ95WAdgk3ohDohzgJl 1 4-0 10-2-0 11-1-0, 13-11-12 1-4 0 10-2-0 6-11-0 2-10-12 4x6 = 4x6 = 2x4 11 5x10 = Dead Load Deft. = 318 it 3x4 = 1.5x4 11 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 FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B4: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 *Except* BL1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 871/0-8-0 (min. 0-1-8) 21 = 463/04-12 (min. 0-1-8) Max Horz : = 252(LC 8) Max Uplift 2 = 431(LC 8) 21 =-222(LC 8) Max Grav 2 = 871(LC 1) 21 = 463(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-601/387, 4-5=-484/462, 5-6=-420/401 BOT CHORD 3-11=-476/487, 10-11=-470/490, 5-10=-326/283 WEBS 4-11 =-53/256, 7-1 0=-302/286, 6-10=-682/716 4x8 = CSI. DEFL. in (loc) I/deft L/d TC 0.89 Vert(LL) 0.3111-20 >528 360 BC 0.69 Vert(TL) -0.5211-20 >318 240 WB 0.27 Horz(TL) 0.09 21 n/a n/a (Matrix-M) NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 21 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 431 lb uplift at joint 2 and 222 lb uplift at joint 21. 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 2 0 m 0 0 eV O 0 PLATES GRIP MT20 244/190 Weight: 71 lb FT = 0% Warning-Pleasethmoughlyteriewlhe'A.1ROOFTRUSSES(-SM1ER-hGDORAITERMSg(ONDITIOAS(USTOMERCBUYEVIACANOWl10GEMENrTerm.YmilydesignparametersandreadnotesanthisTrussDesignDrcwing(IDD)andTheManuelMention,P.Lgetema(eSheelheSamot,.Unlessofli-i,statedoatheTDDonly MANUELMARTINEZ,P.E. MiI li,eneedor plates shell be ured for the TDDIo be valid. As a Truss Design [ngineer (Ce., Speriolry Engineer),Iha seal on ory ND represents an aueptaera of the professional engineering responsibility for The design of the single Truss depirted oa the IDD only, uade, TPI.1. The design assumptions, loading m idniom, suitability and a,, of this Truss for any Building is the msponsibihly at the Union,, the Owners authorized a goal o, the Building Designer, in the mnled of the lRC,the USE, the local building me. and IPI.I. the apparel of the TOD and any field use of the Tmss, underling handling, storage, installation and betting, shall be the #047182 ' eespous3gdyoftheBuildingDesignerandContmUor.ADratesmlartinthe109 ad thepmrlimsoadguidelinesattheBuildmg(omponentSafetylnlmmatien(BESI)pubrishedbyTPEondSBCAarneluencedforgeoeralguidonm.FEWdefinesTheresponsibiliitiesanddutiesoftheimstDesigner,fromDesignEngineerand 10019(horlton(ir. Truss Manufacturer,aal,,r, oth—im delined by a (ontrad agreed upon in intiling by all parties bwalred. The Tr un Design Engineer is NOT the Budding Designer or Truss System Engineer for any building. All (apilaluedterms ore as defined is W. Copyright© 2015 A-1 goof Trusses - Manuel Martinez, P.E. gepmdudor iao of this doormen,, in any farm, is prohibited with rsriflen pere issue from A-1 Roof Tresses- Manuel Martinez, P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712122 63215 G04 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:49 2016 Page ID:zBLxM KGe2jwkT14ZaEobudyhNp8-a5UyduxxdWallsuv—B52Hy7vyYTiv36ulSQmK7zgJ1 -1-40 , 7-7-9 12-2-0 13-11-12_ t 1-4-0 7-7-9 4-6-7 1-9-12 4x4 = 5x10 = Dead Load Defl. = 7/16 it 3x4 = 3x4 = 1.5x4 11 , 3-2-0 11-1-0 ,12-2-0, 13-11-12 , 3-2-0 7-11-0 1-1-0 1-9-12 Plate Offsets (X,Y)—[6:0-2-8,0-2-121,[10:0-2-8,0-2-41 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 0.52 Vert(LL) -0.24 10-19 >690 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.69 10-19 >241 240 BCLL 0.0 * Rep Stress Incr YES WB 0.33 Horz(TL) 0.08 20 n/a n/a BCDL - 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 79 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 *Except* BL1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-11-2 oc bracing: 3-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 845/0-8-0 (min. 0-1-8) 20 = 499/0-4-12 (min. 0-1-8) Max Horz 2 = 293(LC 8) Max Uplift 2 = -391(LC 8) 20 = -257(LC 8) Max Grav 2 = 845(LC 1) 20 = 499(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-898/846, 4-5=-308/188 BOT CHORD 3-10=-1059/844 WEBS 5-10=-156/284, 6-10=-567/533, 4-10=-657/872 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 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) Bearing atjoint(s) 20 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 391 lb uplift at joint 2 and 257 lb uplift at joint 20. 8) "Semi -rigid pitchbreaks with fixed heqls" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning-Pleasethoioughly review the 'A.] ROOF TRUSSES CSFlLER1, GENE RAETIP MS&CONDISIGNS (usiorgi (`BUYER-)AIN NolaruGEMENrI.,..Saint, design pamandesoadread auto, anthis Trust Ccsign Clawing (NO) end the Manor Ibla,tinee,P.E. Refer once Sheel before use. OnIt's othmwis, stated onthe T00,only MANNEIMARTINEZ, P.E. �Mneb connector plates shall be used far the ED to be valid. Asa Truss Design Engineer (i.a., Spedalty Fngineer),tbe cool an any Too ,isr,s rl, an plan,, of the prof Need engineering alin n bililyfar the design of the single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading, editions, suitability and use fthis Trvss tar any Building is Due,sp,anihihly of the Decor, the awneisauthori,d ageal or the Building Designer. in the concert of line ME, the INC, the local building code and TPl-I. The approval of the 100 ad any hull o, of the Truss, including handling, storage, installation and bracing, then be the #047182 responsibility of the Building Designer aad(anhad.,. Au out,,set out in the too and the Practices ad guidelines of the RaildinffCampanenl Safely lnfonmodan(R(SI)poblinhed by.TPI and SECA are referenced for general guidanre.IFI-I defines the responsibilities and duties 0 the Truss Designer, Truss Design Engineer and 10019 Charlton Or. Truss Manufacturer, unless othenise defined by a (ontrod agreed upan is wfg by all parties involved. The Trans Design Engineer is NOT the Budding Designer or Truss System Engineer for any building. All Capitalized terms are as defined in TPH. Copyright© 2015 A.I Roof frescos - Manuel Martinez, P.E. Reproduction of this document, in any farm, is prohibited with w ftlen permission Pram A -I Roof Trusses - Manual Mention; P.E. Orlando, FL 32832 Job Truss Truss Type IDLY D A0712323 63215 H01 G Hip Girder 1 �PIY 1 �6811 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct i 2o15 Mi [ ex industries, Inc. noon Feb 29 i u:26:ou zuio rage 9-5-8 18-11-0 Dead Load Defl. = 3/8 it 4x4 �\ 3x4 = 5x6 WB= 3x4 = 4x4 6-0-8 12-10-8 18-11-0 6-0-8 6-10-0 6-0-8 Plate Offsets (X Y)— [1:0-3-7 Edge] [2.0-2-0 0-2-4] [4.0-2-0 0-2-4] [5.0-3-7 Edgel LOADING(psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSL TC 0.89 DEFL. Vert(LL) in 0.33 (loc) 6-8 I/defl >688 Ud 360 PLATES GRIP MT20 244/190 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 BC 0.79 WB 0.23 (Matrix-M) Vert(TL) Horz(TL) -0.52 0.10 6-8 5 >434 n/a 240 n/a Weight: 75 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 2-8-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-2-14 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 = 1420/0-8-0 (min.0-1-11) ,5 = 1420/0-8-0 (min.0-1-11) Max Horz 1 = 46(LC 8) Max Uplift 1 =-1147(LC 4) 5 =-1147(LC 5) Max Grav 1 = 1420(LC 1) 5 = 1420(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3475/2745, 2-15=-3268/2677, 3-15=-3268/2677, 3-16=-3268/2678, 4-16=-3268/2678, 4-5=-3475/2746 BOT CHORD 1-8=-2516/3230,8-17=-2950/3635, 7-17=-2950/3635, 7-18=-2950/3635, 6-18=-2950/3635, 5-6=-2485/3230 WEBS 2-8=-219/607, 3-8=-495/540, 3-6=-495/540, 4-6=-219/607 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf- h=25ft- Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 1, 2, 4, 5, 8, 6 and 3 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 7 checked for a plus or minus 3 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 1147 lb uplift at joint 1 and 1147 lb uplift at joint 5. 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) 525 lb down and 615 lb up at 6-0-8, 193 lb down and 226 lb up at 8-1-4, 193 lb down and 226 lb up at 9-5-8, and 193 lb down and 226 lb up at 10-9-12, and 525 lb down and 615 lb up at 12-10-8 on top chord, and 163 lb down and 58 lb up at 6-0-8, 53 lb down at 8-1-4, 53 lb down at 9-5-8, and 53 lb down at 10-9-12, and 163 lb down and 58 lb up at 12-9-12 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: 1-2=-70, 2-4=-70, 4-5=-70, 9-12=-20 Concentrated Loads (lb) Standard Vert: 2=-256(B) 4=-256(B) 7=-37(B) 8=-129(B) 6=-129(B) 3=-85(B) 15=-85(B) 16=-85(B) 17=-37(B) 18=-37(B) Warning - Pleasethe-ghlyrevirethe'A-lROOF TRUSSES ('Snln1,GENERA( TERMS ICONDITIONS CUSTOMER rBUYER')A(KNOWIEOGEMENT.form. Verily design parameters a ad read mor a this Truss Design Drwing YOU) and the Manuel Martinet, P.I. Solvents Sheet before use. Unless otherwise stated on the TOO ' only MANUELMARTINEZ,P.E. MneR amnerear plates shall be need for the IDD fo be valid. As a Truss Design Engineer (Le., Spedthy Fngineef�the seal on any TOO represents on utepmao, o1 the professlunol engineering rnpanabilily for The design of the single Truss depicted on the IDO only, under 1PI-I. The design msumpliar% loading a difions, �suilohiliryand use el ibis Goss far any Building is the respansi6lGry of the 0wner,th,Owneisaathmimdogoal of the Building Designer, in It, sonlnt oflhe 11C, the n(, the loml build'mgsee, and TP4L The approval of the TOO and any field use of the Truss, including handing,sfa,ag,. inuall.thmaad braving. shall be the #047182 mpossbbfy al Me Building Designer oad(unhadm. AD notes set out in the TOO a ad the Enro , and guidermes of be Building(amp.-(Safety lnimmONoa(B(SQ published by TPl and S8CAa,ielerenved for general guidame. TPTI defian the iespensbiGlies and dories ofIRe Truss Designer,Luss Design Engineet end 10019 (horltDn (it. Truss Manofadurer, unless otherwise defined by a(omred agreed upon in writing by all parties ineahed. The Design Engine.. is NOT the Building Designer or Truss System Engineer for any building. All Capitalized terms we as defined in TFTI. Copyright © 2015 A-T Roof (russet • Manuel Mmlinez, P.E. Reproduction of this dotumerd, in any form, is prohibited with written permission [tom A I Roof Trusses- Manuel Martinez, P.E. OdandO, fL 32832 Job Truss Truss Type Qty Ply 6811 D A0712424 63215 H02 Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:50 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-2H2KgDyZOgj9NOT5YucHpAg2MynfeaOI W6AJsazgJl 8-0-8 10-10-8 18-11-0 8-0-8 2-10-0 8-0-8 4x6 = 4x6 — Dead Load Defl- = 3/16 it O 4x4 = 1.5x4 11 3x4 = 1.5x4 11 4x4 = 18-11-0 Plate Offsets (X,Y)— [1:0-3-6,0-0-81,[4:0-3-6,0-0-81 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.18 7-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.31 5-13 >731 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.05 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 65 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-5 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-8-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 851/0-8-0 (min. 0-1-8) 4 = 851/0-8-0 (min. 0-1-8) Max Horz 1 = 61(LC 12) Max Uplift 1 = -626(LC 8) 4 = -626(LC 9) Max Grav 1 = 851(LC 1) 4 = 851(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1727/1608, 2-3=-1675/1650, 3-4=-1727/1608 BOT CHORD 1-7=-1315/1506, 6-7=-1314/1512, 5-6=-1314/1512, 4-5=-1315/1506 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; 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 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 626 lb uplift at joint 1 and 626 lb uplift at joint 4. 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 Warning- please thoroughly review the'A.1 IOOF TRUSSES CS01111, GENERAL TEREASA.CONDITIONS CUSTOMER(-BUttg'( ACKNOWLEDGEMENT* farm, Verily design parameters and read notes a a this Truss Design Drowing(TDD) and the Manuel Mortimer, P.E. Reference Sheet before use. Unless otherwise stated on The TDD,only MiTekronnetlor plates shall be used for the TOD to be valid. As a Truss Design Engineer(i.e., Spatially Engineerf, the seal on any TOD represen ts an ouepfantt of the professional e.gie,,,iag respamibility tar the design of the single Truss depided an the TOD only, under Tp4l. The design aiturapims, leadingmoditioas, MANUEL MARTINEZ, P.E. suilohiiq and use of this Truss for any Budding is the r.,ponsibililyalthe Owner, Meowner's osLh,,h,dogoal,, the Building Designer. inthe untetlofth,11(,tha nC the lomlboilding rude and Thl.I. The app,aval of the IDD and any field use al the Truss, including handling,storage, insmllatien and Erasing, shall be The #047182 A\,espoosbiiry of the Building Designer and(oohoctor. AR notes sal outin the lOO and Oo procNms and guidef es of lbe Building(omponent Safety lnlo,magan(RfSQ publisAed by TPlond SBCAmerele,rnud for geaeml guide.".TRIA definathe mspansibililies and duties of the Truss Designer, Truss Oesigo kilineer and 10019 (horlton Cir.' Truss Monulodure,,unless allb-4, defined by a Leaned agreed upon in writing by all parties involved TheTmss Design Engineer is XOTMe guiding Designer erTruss System Engineer far any budding. All Capitalized asdefined in 1PF1. Copyright ©g015 A -I Roof Trusses -Manuel Martinez, P.E. Reproduction of this document, in any form, is prohibited with written permission from A -I Roof Trusses- Manuel Marlines, P.E. Orlando, FL 32832 Job Truss Truss Type Oty Ply 6811 D A0712325 6'3215 H03 Common 1 1 Job Reference o tional Al ROOF TRUSSES, FOR MERGE, I-L 34946, design(a)al truss.com KUn: f.b4u s Uci i zula enni: t.o4u s Uci A zu-10 nnl Iex fnous(nes, 111c. IWIUrI reu ca Iu.co.O I cu fo rdgc ID:zBLxM KGe2jwkT14ZaEobudyhNp8-WUcj 1 ZzB98r0_A2H6c7W MNCENM4TN0YAImvtOOzgJ1 9-5-8 18-11-0 9-5-8 9-5-8 5x10 MT20HS= Dead Load Defl. = 1/4 iE 3x6 = 5x6 = 3x6 = 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 0.59 Vert(LL) 0.19 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.33 4-7 >681 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.04 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 62 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing. MiTek recommends that Stabilizers and required . cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 1• = 851/0-8-0 (min. 0-1-8) 3 = 851/0-8-0 (min. 0-1-8) Max Horz 1 = -72(LC 13) Max Uplift 1 = -614(LC 8) 3 = -614(LC 9) Max Grav 1 = 851(LC 1) 3 = 851(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1606/1471, 2-3=-1606/1471 BOT CHORD 1-4=-1160/1376, 3-4=-1160/1376 WEBS 2-4=0/381 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf, BCDL=5.0psf, h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; 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 3) All plates are MT20 plates unless otherwise indicated. 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 614 lb uplift at joint 1 and 614 lb uplift at joint 3. 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 Warning -Please thoroughly review the'A.I PUUP TRUSSESCSEE11R1 GENERAL TERMS t, (0NDIDONS (USTOMER ('BUYER') ACKNOWLEDGEMENT' term. Verify design pe—ow, and read Dotes on this Truss Design Drawing UDD) end the Manuel Monism, P.E. R,homm, Steel before use. Unless othe,nm stated on the TOD, only AMile(ammeter lot,, bell he redfortheTODtobevalid. As a TrussDesi nEn ineer i.e.,Speziol En ineez thetooloamr TODm reunisansate tame of the rofessionalea iaeerm res onsibili fur thedesi notthesin le Truss de idedaatheTDOonl,underTPl-I. Thedesi nasswe Lions,loadin <oadikes,MANUELMARTINEZ,P.Ep 9 9 ( ty 9 h Y P P P 9 9 P ty 9 9 P Y 9 0 9 suilohihty mad re of lhi,Tmss for any Building is theresponsihiGtyanheOmer,theOn.m's muthmuml agent ar the Building Designer, in the malml of the lt(, the If(, the load building rode and TPhl. The app-1 of the TOO and Dry field re al the Truss, iodndiog handling,slarmge, inslmllarmo and burring. shell be the #047182 l, rcspmsAifity of the Building Onignerond[onhmzior. AU nolnuloulSolhe TOO and lAe pmNasondgoidef esaf theruOdmg(amponeo15alety lnlormofion(edlJ PmhlisM1cd by IDl ond58(A arereferenad lorgeneal guidance. IPFl defines therespemihiGliesand duties of lheLms Oesigner.Tmss geugn(ogineerand j Truss Almufmturer, de'sothmwisedefined by aleaned agreed quis in ndfiag byo1I pmfies invelrtd. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All (opilolhed terns our ordefined in TPEI. 10019 tIlOEIt0O EIY. Eopyzfghl © 2015 A-1 Roof Trusses - Manuel Mmfinez, P.E. Reproduction of this doament, in any farm, is prohibited with Written permission from Ad RoofTrusses- Manuel Martinez, P.E. Orlando, fL 32832 Job Truss Truss Type Qty Ply 6811 D A071226 63215 H04 Common 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:52 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-_gASFv_pwRztcKd UgJelvblR?mQo6SjK_PfQxSzgJl 5-10-2 9-5-8 13-0-14 18-11-0 5-10-2 3-7-6 3-7-6 5-10-2 4x4 = Dead Load Defl. = 1/4 it 3x4 = 5x8 = 3x4 = 6 Plate Offsets LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.14 1-6 >825 360 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.38 1-6 >296 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) 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 6-0-0 oc purlins. 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 guide. REACTIONS. All bearings 18-11-0. (lb) - Max Horz 1=-73(LC 13) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-131(LC 12), 5=-142(LC 13), 6=-455(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 1=311(LC 23), 5=311(LC 24), 5=277(LC 1), 6=1149(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-284/187, 2-3=-321/414, 3-4=-321/414, 4-5=-284/187 WEBS 3-6=-408/435, 4-6=-563/722, 2-6=-563/722 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 131 lb uplift at joint 1, 142 lb uplift at joint 5 and 455 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. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 74 lb FT = 0% ""V(c;eidgPkmelhme:ghiyiegmv the A•10.CDT1iUS5ESl SEIIFA�,Gk6[AA(IRMSBCDMDIIIa!If,N40MR rBUY(A }p(AMOYn(0064ENrfolm y4i�h/deslga pareneteriandiead bkibn lhrs Truss Design Drasirg(IDD)ondlhe Ranuet AinrGoepP.[. gehrente Shee!6etore use. Unless alheirise stoiedcn!he iDD, only MANUEL MARTINEZ Weis mnnetlorploks s6ail6e used for the lDDleb valid AsdfrussDip, gn[ngu¢er( tyhgm eSpuaee ;the seal en ony ND mpeunts anaueplan¢of me p,olesuoaet eng aeermg reipond6dry Porlha design o6he siny!e Truss depicted ao the TDD Daly, under 1p4l, IM1e design ostumpgons:!ceding sond;liont, P.E. sua.bit, tyod use of I ee for e'y6ldng is rhmsponn&Iryoilhea hertheoveniamhowed oge)c t5e Bud gDesigem nihe aoaleAlatlhe lPConl flilom16 ddiegtpdehedlil•I. Be apprml oft6e 100 end oar field use 0:ht rrms,indWing hondling,sletags, indOnfion eed Wring, sbulllie the #047182 ' mspnnsbihTyollher Idne� sg a nd(a horid Aq al sseloulmlM1elODondlt .........dgcdermes Iih Budd g(r"p a of feryl Tr ononlDCS(Jp brshedby PI ESE(euse relerenredrmgeoe,olgrde-.IMdefieesihemspamibilifl saaddu,,dthe rmssaesiges,,T—Design(egi-,a d 10019 Chariton [ir. irost Yonulotluse u i ss R- def ed6ya' Wind o5 eid cpanm �g bpoD pa lean I a Ih-Tuss Resign g ees aDrt6 Bu ld ng De g e mica tfrtlemF g ee for ay booing. All (spilaDi dwas, me as degned'u lPn. (oppig6t©2DI5 AhHoolTiutses• Manuel PdaiFnee P.t: It Infidlan of this d6wheenl In m,ylasm . p .16iled w l6 wdirlen pesmtcsion from A.I gaol Tiustes Manuel Marlme: PL Orlando, FL 32832 Job Truss Truss Type Qty Ply D A0712327 65215 HC4 RAFTER I 56 1 �6811 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2U15 MI I eK Industries, Inc. noon Feb 29 Tu:2b:52 2uT6 rage I D:YwMtazYTm RGkH b8J_pTy?Kyn003-_gA5 Fv_pwRztcKdUgJelvb IT9mcD6 V3 K_PfQxSzgJ' 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 TIC 0.33 Vert(LL) 0.02 1-2 >999 360 TCDL 15.0 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 FBC2014/TPI2007 (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 = 39(LC 8) Max Uplift w1 = -64(LC 8) 2 = -74(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=170mph (3-second gust) Vasd=132mph; 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=1.60 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 64 lb uplift at joint 1 and 74 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. Warning - Please thotoighlyrerleer the -AdRDOF1RUSSESrSHIE111,GINIRALHIM 9CONDITIONS CUSTOMER('BUYER)ACRNOWLE06LA1LH1- form. Verily desipnpar me for, ad read notesoathisTrustDesignDrawing000)andtheManuelMansions,P.LReferenr,Steelbeforeuse. Unless otherwise stated on she TOO only MANUELMARTINEZ P.E. AUTA connector plates shall be used for the TOD la he valid. As a is Design Engineer (i.e., Sp.iolly CngineerG the seal oa toy 100 represents an .(.piano, of the professional engineering resprnsibiboor the design of the single Truss depicted an the TOD only, under TPI-I. The design assumptions, boding condition,, + �saitabTly and use of this Tasr for any Building is the responsibility of the Owner, the Owner's cuthahued.gets or the Building Design,,, in she sanlal onhe IRC, the 11C, the foal building soda and TPI-1. The gir-f of the TOO and any field or, of the Tmss, induding hurdling,sIa.g,,insfaDation and lining. she06, the #047182 I responsibility ofThe Building Designer and (orstradot.ADnot„seInor inbeTOO and the ptadiasand guidsrmn,ulthe gu0ding(amponeaISafety bf.analimB(SI)pablishedby7Pland SKAare refereneed far See, linkiness. TPW6,11nesshe msponsbilitiesaaddutiesolthe T,a,,) igrnu.I,ssDedgnlingiaenond 10019(hoTUDn(ir. fa,, 11-futu odor otherwise defined byt(raised agreed upon in writing byrill Perrier inaoleed. The Ttms Design Ingineer is NOT the Buddag WE- fast Sydem Tngineerfor any bedding. All Upimrued terms are as defined in TPII. Copyright © I015 A-1 goof Trusses - Manuel M.linee, P1 Repmdudin r t1 this der—stf, in any farm, is pnhibiled wish writers permission Them A-1 Roof Tastes -Manuel Medina, P.E. OrlandD, FL 32832 Job Truss Truss Type Qty Ply 6811 D A071228 63215 HJ2 Diagonal Hip Girder 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:53 2016 Page ID:zBLxMKGe2iwkT14ZaEobudyhNp8-SsjTSFShl5kEUCgD09_RolfBAuoryJTC30 TvzgJ1 r 1-9-9 t 2-E-_3 t 1-9-9 0-11-10 ZX4 zZ LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.31 Vert(LL) 0.01 6 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 2-9-3 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 = 1/Mechanical 4 = -32/Mechanical 2 = 14/0-4-4 (min. 0-1-8) Max Horz 2 = 68(LC 4) Max Uplift 3 = -45(LC 8) 4 = -67(LC 19) 2 = -365(LC 4) Max Grav 3 = 72(LC 31) 4 = 9O(LC 22) 2 = 606(LC 31) 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.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) 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 45 lb uplift at joint 3, 67 lb uplift at joint 4 and 365 lb uplift at joint 2. 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) 340 lb down and 357 lb up at 1-4-9, and 340 lb down and 357 lb up at 1-4-9 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: 3-11=-70, 4-6=-20 Concentrated Loads (lb) Vert: 10=354(F=177,E=177) N PLATES GRIP MT20 2441190 Weight: 14 lb FT = 0% Waring- Please thoroughly review the 'A-lROOF TRUSSES('SELI[R1, GENERAL TERMS &(ONDITIORS CUSTOMERrBUTIR'I ACRNOWIEDGFMENT' [arm. Verily, design parameters and read notes on this Truss Design Drawing ODD)and the Manuel Martinet, P.E. Refeeme Sheol before use. Unless otherwise stated an the TDO,only MANU TN P AiMOeIs connector plates shall be used for TheTOD to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TOO represents an assistance of the prufessioaal agineming responsibililyfor the design of the virgin Truss depicted on the TOO mly, under TPN. The design assumptions, loading conditions, EL MAR I EZ, .E. suitability and use of this Truss Tar any Binding is the responsibihly al the Dune,,the 0... saalbur1cd.geat in the Building Designer, in themnlenl of the lRCthe 181, the local bail ding rude and IPTI.The approval of the IDDaad any field use of the Truss, including handling, storage, insloialion and bracing, shall be the #047182 respoafiSty of the Building Desgn,, and Corhedur. AD autos set out in the TOO and the practices ad guidelines of The Building Component Safety lnfmm.fian(B(SI)pubfished by IPl and SBCA are mfurmmml for general guidanr,.111-I de6res The respomibiUlies and dories of Ike Truss Designer, Truss Design Engineer and 10019 [horlfgn (ir.. Truss Moratorium, unless oth—h, dehned by a Earned agreed open in visiting by all parties involved. The Truss Design Engineer is NOT the Building Designer or Trust System Engineer for any building. All (apilalaed terms ore as defined in TPI-I. Copyright ©TDI S A.I RoofTrusses -Manuel Martinez, P.F. Reproduction .l this document, in any farm, is prohibited with writ en permission from A-1 Roof fusses- Manuel Mourner, P.E. Orlando, F132832 Job Truss Truss Type Qty Ply 6811 D A0712329 61215 HJ3E Diagonal Hip Girder 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:53 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-SsjTSF Shl5kEUCgDO9_RolfRAwQryJTC30_TvzgJl 2-6-0 4-2-3 2-6-0 1-8-2 2.83 12 1.5x4 11 4-2-3 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.01 4-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.02 4-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 4-2-3 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 quide. REACTIONS. (lb/size) 3 = 101/Mechanical 2 = 359/0-5-8 (min.0-1-8) .4 = 43/Mechanical Max Horz 4 = 101(LC 4) Max Uplift 3 = -74(LC 8) 2 = -265(LC 4) Max Grav 3 = 101(LC 1) 2 = 359(LC 1) 4 = 64(LC 3) 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=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 265 lb uplift at joint 2. 7) "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: 18 lb FT = 0% rn 6 Warning4lease thoroughly ieview the'Ad ROOF TRUS51S('5111111, GENERAL TERMS &(ONOITIONS(USIOMa(- BUYER) A(KNOW LED GEM ENT' Torm.Verify design parameters and read acres oa This Truss Design growing ODD) aad the Mond IA.,Beer, P.R.Rofereoc, Sheet before or,. Units$ otherwise stated on the lDD,only MANIIEI MARTINEZr P.E. IOTaR ronvodcr plans shall he used forth. TDDta be valid. Asa Truss Design Engineer (i.e., Specialty Engineer), the soul on any 100 represents an weptaeru of the professional eegin... ing responsibility I., the design of the single Truss depicted on the IUD only, order IPl-I. The design assumptions, loading rondilions, suitability and use of this Truss To, any Building is the resp.nsibi0ty al the 0ane,,the Owner's authorized agent or the Building Designer, in the runtett of the [I(,the AC, the local Building rode and TPII. The approval of the 100 and any, field use of the Truss,intlediog Foundling, storage, in,tall.tion and braving, shelf be the #0471R2 AN, ,espoembility of the Building Designer and (.nhada,.All of,,setout in the TDD and the pme0us and guidelines of the Building Comp-- Solely Infmmalion(R(SI) published by TPl and IDEA aru referenced to, general guidon... LPH hornet the iesponsibUities end duties of the Truss Designer, Truss Design Engineer and 10019 Charlton (it. Gus, Monu(atromr, unless otharwiu defined by a (antrad agreed upon in.riling by all parties mvolred The Truss Design Engineer is NOT the Building Designer or Truss System Engine,, for any Buildng. All (opitulad terms are as defined in IPEi. Copyright © 2015 A-1 RoofTrusses -Manuel Martinez, P.E. Reproduction of this darument, in any farm, is prohibited with written permission from A -I Roof (susses- Memel Martinez, P.E. Orlando, It 32832 Job Truss Truss Type Qty Ply 6811 D A0712430 63215 HJ5 Diagonal Hip Girder 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1.5x4 II 9 1 2x4 Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:54 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-x2Hrgb?4S3Dbrdmsnkg D_0gnoZE6aPZdRj8X?LzgJt 5-10-11 ' 2.83 12 10 1M LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.07 4-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.10 4-8 >679 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI, (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SIP No.2 OTHERS 2x4 SIP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-11 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 = 152/Mechanical 2 = 410/0-10-15 (min. 0-1-8) 4 = 70/Mechanical Max Horz 2 = 114(LC 22) Max Uplift 3 = -131(LC 8) 2 = -290(LC 4) 4 = -19(LC 8) Max Grav 3 = 152(LC 1) 2 = 41 O(LC 1) 4 = 93(LC 3) 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=5.0psf; BCDL=5.0psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) 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 131 lb uplift at joint 3, 290 lb uplift at joint 2 and 19 lb uplift at joint 4. 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) 54 lb down and 53 lb up at 4-2-8, and 82 lb down and 79 lb up at 4-2-8 on top chord, and 55 lb down and 16 lb up at 1-4-9, 55 lb down and 16 lb up at 1-4-9, and 12 lb down and 17 lb up at 4-2-8, and 18 lb down and 19 Ib 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pit] Vert: 3-9=-70, 4-6=-20 Concentrated Loads (lb) Vert: 11=-15(F=-6, B=-9) Defl. = 1/16 it PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% Warning - Pfease Thoroughly review the "A-1 ROOF TRUSSES('SRLERi, GENERAL TERMS & (CONDITIONS (US(ORER('BUYER'I AIXNOWL(DGEMENT" form. Verily design parameters and read notes on this Truss Be sign Droving; ODD) and the Manuel Xmfinez, P.L Reference Sheet before use. Unless otherwise stare don the TOO only A!MTek tonneetorplalenhall be used for 11,0010 bevalid. As oTtufs Design legineer(.a.,Sp,dally Engineert the seal on any 1OO represents an weptame of the pefessimml eagineering responsibility for the design of the single Truss depicted on the TOO only, under VI-1. The design o,,rmpdoos, loodingooaditiom, MANOEL MARTINET, P.E. suitability and use of this Truss for any Building is the responsibility of theOnes. the Owner's authorized agent or the Building Designer, in the contest of the IR(, the It(, the local building rode and TPIT. The approval of lbe TOO and any field ore of the Truss, including handling:lorage, inslallafiao nod bracing,eball be The #047182 espoubMtyofTheBuildingDesignerand(ammstor.ABratessetoutintheIDDandthepmstiwandguidelinesofMeBuildingComponentSafetylnfonafian(1(Sl)published byTPIand SECAare,Ie,.n,,dfar generalguidance. TPl-I defines therespans3ihtiesonddutiesoftheLuss0aipaer,TmnOeGynEngineernod 10019(hor0on(ir. frees Mmufmmrepunless abmrise deOned by a(mu.d agreed upon in rifiq by .1 parties i-hed. The Truss Design Engineer is NOT the Guiding Designer ar Truss System Engineer far any building.All (apikfizd terms are as defined laTPH. Copyright @ YO15 A.I Roof Trusses -Manuel Martinez, P.E. Reprodumion of this document, in any form, is prohibited with written permission from A-1 Roof Trusses - Manuel Martinez, P.E. OrlOnd0, FL 32832 Job Truss Truss Type Oty Ply 6811 D A0712331 63215 HR Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 1.64U s Uct / 201b PnnC i.b4u s Uct / zulb ME I eK Inaustnes, Inc. Mon reo zu lu:zb:bb zulb rage ID:zBLxMKGe2jwkT14ZaEobudyhNp8-PFrDtxOiCMLSTnL3LRCSW DNyDzXbJspmgNt4XnzgJ 2.83 12 1.5x4 11 Defl. = 1/4 if LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.26 4-8 >397 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.40 4-8 >257 240 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 32 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-11 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 = 270/Mechanical 2 = 626/0-10-15 (min. 0-1-8) .4 = 117/Mechanical Max Horz 2 = 166(LC 4) Max Uplift 3 = -309(LC 8) 12 = -488(LC 4) 4 = -26(LC 8) Max Grav 3 = 270(LC 1) 2 = 626(LC 1) 4 = 165(LC 3) 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=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 309 lb uplift at joint 3, 488 lb uplift at joint 2 and 26 lb uplift at joint 4. 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) 82 lb down and 79 lb up at 4-2-8, 82 lb down and 79 lb up at 4-2-8, and 139 lb down and 155 lb up at 7-0-7, and 139 lb down and 155 lb up at 7-0-7 on top chord, and 55 lb down and 16 lb up at 1-4-9, 55 lb down and 16 lb up at 1-4-9, 18 lb down and 19 Its up at 4-2-8, 18 lb down and 19 lb up at 4-2-8, and 33 lb down and 21 lb up at 7-0-7, and 33 lb down and 21 lb up at 7-0-7 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 (pif) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 10=-55(F=-28, B=-28) 11=-12(F=-6, B=-6) 12=-41(F=-21, B=-21) Warning-PleaseThoroughlyreviewthe'A-1ROOFTRUSSES011HR'f,GENItALTERMSA(ONDITIONS(USTOMER(-BUYIElA(KNOWLEDGEMENT-In,.,Verily design parameters and read notes an [his Trust Design Drawing UDD) and the Annual Mouriner, P1 Reference $hear before use. Unless otherwise rated an the Too, only MANUELMARTINEZ P.E. AMifeb connector plot. shell be used far the TODto he valid. As a buss Design Engineer I.e., Speriolty fngin.rl, the seat on any TOO represents on =epicure of The prof ssianal engineering responsibility for the design of the single Truss depidird on the TDD only, under RI-T. The design assumptions, loading todifions, suihhility and use of This Truss for any Building is the responsibility of the Diner, the Owner's authorized agent at the Building Nsigam,in The ruled fib, lRG The 1R6 The Trial building ad, and in]. Theappmvsl of the Too ad say field use of the Truss, including handling, installation and bring. shall be the #047182 responsibility of the Building Design,,and(ammcto,.AOnofes setootintheTDOsad[bepratli,esondg6defin.aftheBeildingfompanenlSafetyInformation(REST) published byTPlondSO(Aaureferentedforgeneralguidame.TPbldefinesthen,pollsibilitiesanddutiesa[theTrussDesigner,TrussDesignlogin..anE 10019(horlton(ir. Truss Almarmtsum, unless otherwise defined byo(onlmd agreed upon in writing by .11 parties involved. The truss Design Engines, is NOT the Building Designer at Truss System Engineerfar any building. Ml Capitalized terms are as defined in RN. Copyright© 2015 AA Roof Trusses - Manuel Martinet' 1`1 Repradsdian of this domment, in any form, is prohibited with written permission from A.I Roof Trusses -Manuel Marriott,1`1 Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 HRA Diagonal Hip Girder 1 1 A0712 32 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:25:55 2U16 Page I D:zBLxM KGe2jwkT14ZaEobudyhNp8-PFrDtxOiCMLSTnL3LRCS WDNy?zZ5JspmgNt4XnzgJl 8-7-14 8-7-14 Deaload D . = 5/16 it rr n co o N N 3x4 = 8-7-14 8-7-14 Plate Offsets (X,Y)-- j1:0-2-3,Edge) LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.27 3-6 >384 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.41 3-6 >253 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) Weight: 26 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-M 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 = 511/0-10-15 (min.0-1-8) 2 = 274/Mechanical 3 = 126/Mechanical Max Horz 1 = 126(LC 19) Max Uplift 1 = -347(LC 4) 2 = -304(LC 4) 3 = -30(LC 4) Max Grav 1 = 511(LC 1) 2 = 274(LC 1) 3 = 170(LC 3) 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=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 347 lb uplift at joint 1, 304 lb uplift at joint 2 and 30 lb uplift at joint 3. 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) 54 lb down and 53 lb up at 4-2-8, 82 lb down and 79 lb up at 4-2-8, and 139 lb down and 155 lb up at 7-0-7, and 139 lb down and 155 lb up at 7-0-7 on top chord, and 13 lb down and 32 lb up at 1-4-9, 13 lb down and 32 lb up at 1-4-9, 12 lb down and 17 lb- up at 4-2-8, 18 Ib down and 19 lb up at 4-2-8, and 33 lb down and 21 Ib up at 7-0-7, and 33 lb down and 21 lb up at 7-0-7 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, 3-4=-20 Concentrated Loads (lb) Vert: 6=-26(F=-13, B=-13) 8=-55(F=-28, B=-28) 9=-15(F=-9, B=-6) 10=-41(F=-21, B=-21) Winning-Pleuse thoroughly review lhe'A-1 ADOE TRUSSES(•SEIEERj,GENEIAI TERMS &CONDInONS(USTOMIR('BUYERI AT KNOWN EDGEM INr Imar.Ymify design pera me]ers and read more son this Toss Design Drawing ODD) andth, Manuel hlmgnm, P.F. Rdau,rt, Sheol beforeuse. Unless otherwise stated oo the TOO ,only O MTrek(....dor plates shall be used the IUD to be valid. As a Truss Design Engine,(i.e.,Spmtolty Engineer), the seal on any IDDr,presents an aneptame of the professional engineering responsibility the design of the single Truss deputed on the IDD only, under TPH. The design assumptions, loading renditions, MAN EL MARTINEZ, P.E. suilability and use of this Truss for any Building isthe responsibility of the Owner, the Owner's oulhorized agent or the Building Designm, in the.at..]oflheIN(, the 13C, the lo(ol building ode and TPid. The oppme.1 of the Too ad any field use of the Truss,imluding handling, installilioo aadboring. shall be the #047182 A responsibili]yalthe Building Designerond(onhador. AD notes set ou] in the TOO and the portions and guidelines of Me Building Safety Information published by 171 and SBCA our mis iamd for general guidons.. W1.1 defTans the responsibilities and duties of the Tress Designer, Truss Design rngineer and 10019 Charlton fir. Truss Mo su(atherer, unless otherwise defined by a Conrad agreed upon in writing by all parties i-Wd, The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All Capitalized terms are as defined in IPT1. Copyright © 7015 A -I Roof Trusses - Manuel Martinez, P.E. Reproduction of this do(umenl, in any form, is prohibited with written permission from A -I Roof Trusses- Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 HJ7B Diagonal Hip Girder 1 1 A0712333 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:56 2U16 Page ID:zBLxMKGe2iwkT14ZaEobudyhNpB-tRPb5H1 KzgTJ5xwFv9jh3Rw7tNtW2J3wvlde3DzgJs -1-10-10 4-5-0 B-7-14 1-10-10 4-5-0 4-2-15 Load Qgfl. = 1/4 if m m 0 N ax4 = 4-5-0 4-5-0 8-7-14 4-2-15 Plate Offsets (X Y)— (3:0-4-0 Edgel LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.28 5-6 >370 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.42 5-6 >247 240 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 33 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-8 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) 4 = 225/Mechanical 2 = 614/0-10-15 (min. 0-1-8) .5 = 201/Mechanical Max Horz 2 = 166(LC 22) Max Uplift 4 = -154(LC 8) 2 = -427(LC 4) 5 = -98(LC 8) Max Grav 4 = 225(LC 1). 2 = 614(LC 1) 5 = 201(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-624/320 BOT CHORD 2-7=-382/564 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 154 lb uplift at joint 4, 427 lb uplift at joint 2 and 98 lb uplift at joint 5. 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) 54 lb down and 53 lb up at 4-2-8, 82 lb down and 79 lb up at 4-2-8, and 78 lb down and 76 lb up at 7-0-7, and 75 lb down and 71 lb up at 7-0-7 on top chord, and 55 lb down and 16 lb up at 1-4-9, 55 lb down and 16 lb up at 1-4-9, 12 lb down and 17 lb up at 4-3-4, 18 lb down and 19 lb up at 4-3-4, and 60 lb down and 58 lb up at 7-0-7, and 38 lb down and 36 lb up at 7-0-7 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: 1-4=-70, 7-9=-20, 5-6=-20 Concentrated Loads (lb) Vert: 7=-15(F=-9, B=-6) 12=-21(F=-12, B=-9) 13=-98(F=-60, B=-38) Winning Please lhoroughlyreviewlM1e'AdEDGE TRUSSES i'SEL1111, GENERAL TERMSA(ONDITIONS CUSTOMER CBUYER1A(RAOWIEODEMENT'form. verify design parameters and leadactesonthisTrussDesign0swingODD)endtheManuelM,,Bner,P.E.ReferenceStreetbeforeuse.UnlessotherwisestatedontheTOD,only MANUELMARTINEZ P.E. WTeIs r.nl,,[,, plates shall be used Tor the TOD Is be mr4d. As a Truss Design Engineer(i.e., Spsiulty, Engineer), the seal on any TOD represents an acceptance of Me professional engineering responsibility far Th, design oil the single Truss depicted on the IDD only, under 1PFI. The design assumptions, loading seditious, suitability and use of this Truss for any Building is Th,,cape.sibility of The Dener,lhe 0.arn's mothmisd agent or the Building Designer, in the eonlerl of the LIE, the UK, the Total building rode and TPH. The approval of the TOD and any Feld use ofTh,Tmss, including handbng,smmge, ham.11mim ad bmimg,sbell be the #047182 , A ,npoesmUily of the Building Design,,and(cultures, AD note, set out in the IDD a ad the pmcN,esaad gcidelmesof the Boildg Component Sute"hwun,Non it lJ pabr,,bed by lPl and me of T,n,,d lac SeaeroI guidons. TPH del We ssponsibilities and duties of lie Truss Oesigaes, Trust Design Engines cad 10019 [hgrltOn (ir. Truss Monu(acrosyunless othenise defined by o fanhoA agsed upon is wrfing by all purges involved The Trust Design [ngineer is NOT the BuOdng Designer or Truss System Engineer for any building. All (opitahmd Terms oft as defined in TPH. Copyrighl ©2015 A I Roof Trusses • Manuel Martnez, P.T. Reproduction of this document, in any form, is prohibited with written permission [rare A-] Roof Trusses - Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712334 63215 HJ7C Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.64U s Oct 7 2015 Print: 7.1540 5 Oct / ZU15 MI IeK Industries, Inc. Mon Feb 29 1U:26:b/ 21.11b Page I D:zBLxMKGe2jwkT14ZaEobudyhNp8-Ldz_Id2yk_bAi5VRSsEwceSlsnDgnmJ37hMBbgzgJ; -1-10-10 4-5-0 8-7-14 1-10-10 4-5-0 4-2-15 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.29 5-6 >361 360 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.40 5-6 >257 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-13 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 guide. REACTIONS. (lb/size) 4 = 220/Mechanical 2 = 605/0-10-15 (min. 0-1-8) 5 = 186/Mechanical Max Horz 2 = 166(LC 4) Max Uplift 4 = -154(LC 8) 2 = -439(LC 4) 5 = -93(LC 8) Max Grav 4 = 220(LC 1) 2 = 605(LC 1) 5 = 186(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-612/353 BOT CHORD 2-7=-414/553 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 154 lb uplift at joint 4, 439 lb uplift at joint 2 and 93 lb uplift at joint 5. 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) 82 lb down and 79 lb up at 4-2-8, 82 lb down and 79 lb up at 4-2-8, and 75 lb down and 71 lb up at 7-0-7, and 75 lb down and 71 lb up at 7-0-7 on top chord, and 55 lb down and 16 lb up at 1-4-9, 55 lb down and 16 lb up at 1-4-9, 18 lb down and 19 lb up at 4-3-4, 18 lb down and 19 lb up at 4-3-4, and 38 lb down and 36 lb up at 7-0-7, and 38 lb down and 36 lb up at 7-0-7 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: 1-4=-70, 7-9=-20, 5-6=-20 Concentrated Loads (lb) Vert: 7=-12(F=-6, B=-6) 12=-19(F=-9, B=-9) 13=-76(F=-38, B=-38) PLATES GRIP MT20 244/190 Weight: 33 lb FT = 0% 19 Warning - Please moroughly review the'A-I ROOF TRUSSES('S011111, GENERA( TERMS A CONDITIONS (USTOMER('BOiR'f AnNOWIEOGEMENT-loran. Verily, design parameters and read notes on Ibis Trost Design Timing (100)and the Manuel Martinet, P.L Refarence Sheet before use. Unless i th-ise slated on the TOO, only AMnek connector ii shall be used for the IDD to be valid. As a Truss Oesigis Engineer (,.a., Specialty Fngineerhthe seal on coy TOO represents an acceptance of the piafessional engineming cesponsibilily far the design of the single Truss depicted on the TOO only, under RI -I. The design assumptions, leading moditions, MANUEL MARTINEZ, P.E. sullabibryand ace of this Loss for any Building is thenspansibiGry of the 0.,,,The 0w 6 authorized ugeht or the Building Designer, I. the mnletl of the IRC,the [PC the lomlbuildingmdeand TPl-1. the appmralaf the T00 and any fielduce of tba imss, inducting M1aodling, domge, indoDmiao nod 6zoring, shah be the #047182 I� esponsbAily of the Building Designer andCoalmdoc AD ..let set out in the TOO and the prndices and guidelines of the Building(omponenl Safely lid—efion(I(SQ published by Hill and SECA are celaenced for general guidance. FEW definer the recpansbililies and duties of the Trust Oesigaer,Truu Design Eogh—,and 10019 Chorlion fir. Truss Monulatmrer, unless otherwise defined by a (onh rd ogmed upon in wrifing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All Capitalized terms oar as de0ned in TPI.I. Copyright © 2015 A -I Roof Trusses - Manuel Martinez, P.F, Reproduction of this document, in any form, is prohibited with witless permission from A.I goal Trusses -Manuel Martinez, P.B. Orlando, FL 32832 Job Truss Truss Type 4tY D A0712335 63215 HRD Diagonal Hip Girder 2 �PIY 1 �6811 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designio_ualtruss.com 1.5x4 II 3x4 = 3x4 = Kun: /.b4u s ucT y 2ui o rnnk: y.640 s Oci A 2u sa wii i me rnuubures, ure. -rvrur r vcu , aga ID:zBLxM KGe2jwkTl4ZaEobudyhNpB-pgXMVy2aVHjl KF4eOal98s?TnBZaW DYCML6176zgJt 8-5-12 8-5-12 2.83 12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.45 Vert(LL) 0.27 4-8 >377 360 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.37 4-8 >273 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-0 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 = 270/Mechanical 2 = 616/0-10-15 (min. 0-1-8) .4 = 120/Mechanical Max Horz 2 = 216(LC 22) Max Uplift 3 = -328(LC 8) `2 = -554(LC 4) 4 = -33(LC 8) Max Grav 3 = 276(LC 35) 2 = 619(LC 35) 4 = 166(LC 3) 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=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) 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 328 lb uplift at joint 3, 554 lb uplift at joint 2 and 33 lb uplift at joint 4. 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)120 lb down and 116 lb up at 4-2-8, 120 lb down and 116 lb up at 4-2-8, and 177 lb down and 194 lb up at 7-0-7, and 175 lb down and 192 lb up at 7-0-7 on top chord, and 55 lb down and 16 lb up at 1-4-9, 55 lb down and 16 lb up at 1-4-9, 18 lb down and 19 lb up at 4-2-8, 18 lb down and 19 lb up at 4-2-8, and 34 lb down and 23 lb up at 7-0-7, and 33 lb down and 21 lb up at 7-0-7 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: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 10=-60(F=-31, B=-29) 11=-12(F=-6, B=-6) 12=-45(F=-24, B=-21) Load Defl. = 1/4 if rn o A CS eV N PLATES GRIP MT20 2441190 Weight: 31 lb FT = 0% Warning -Pleme thoroughly review the 'A.1 I a OF TRUSSES I'S [It FBI, GINUAl. H RMS &(ON DITIONS Q5 TOM IR('BUY1171 A (KNOWl. IDGEAMT' In I as Vilify design p a retailers and sea d n ales on this Truss Design Driving ODD) and The Man oil Matficei, 01 Reference Sheet before use. Unless odmok, slit, don the TOO, only MANUEL MARTINEZ, P.E. X-iparmibihity Tek anoedor plates sholi he used los the IDD la he valid. As a Truss Design Fnginaer (Ee., Specialty Engineer),tha seal on any 100 represents on etuptante of the professional eegineering responsibility for the design al the single truss depicted an theTOO only, under TPI-I. The design atsamptions, loodiop muditiom, itability and use al ibis Truss for any BuDding is The r,,p...Thility al the 0eair.the 0uams authorisedReal at the Building Designer.m the cantedofthe If(,the 11(dhe local building Bade and Tell. the approvalof the TODaad any(Told a,, of the Truss, indading handling,storage, imittilolian and housing, shall he the #047182 olibeBuildingDnignmand(ontractor.ANcasesselaulintheTODandtheEroditesandguidebnesoftheBuild-tog(imperialSafetyInformationO(SQpobhshedbyTPlondSO(Amerelerznadforgeoemlguidonce.IPlddog... ThempoasibilitiesandtalmoftheLussDnigoer,1,c,,Usign(ogineerand 10019(horlton(ir. Truss Manufatfurm, unless otherwise defined by a (ached agreed upon in writing by all polies imohed. The Truss Design Eagieeer is NOT the Building Designer or Trust System Engineer for any building. All (apilalned terms are as defined to IPA. Copyright© 2015 A-1 Root Trusses - Manuel Martinet, P.E. Reproduction of this document, in any farm, is prohibited with written permission from A-1 Roof Trusses - Manuel Madinat, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 J2 Jack -Closed 12 1 A0712�36 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:26:58 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-pgXMVy2aVHj1 KF4eOal98s?XNBd 1 W DYCM L6176zgJE -1-4-0 2-M 1-4-0 2-0-0 2x4 = 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 0.22 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.00 6 >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 FBC2014/TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins, 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 = -8/Mechanical 2 = 268/0-3-0 (min. 0-1-8) Max Horz 2 = 79(LC 8) Max Uplift 4 = -8(LC 1) 2 = -222(LC 8) Max Grav 4 = 35(LC 8) 2 = 268(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=S.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 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 8 lb uplift at joint 4 and 222 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -PleoseUrmoughlymmairthe 'Ad100fTRUSSES CS111111j,GENERAL TERMS g(0N01TIONS(USTOMIVCBUYER'IA(KNOWLEDGINENT'Iorm.V,ifydesignpmometenandreadratesa.ThisTrussDesignDroning(rODlandtheManuelWmsinm,PIReferenmSheetbeforeuse.UnlessotherwisestatedontheTOD,only A, MANUELMARTINEZ P.E. NiTeK tunnedor plates shall he used for the TOD to be valid. Aso Truss Design ingineer(i.e.,5pedolty rngimerl,The seal on any TOD represents on m(eptame of the professional engineering responsibility for the design of the single Truss depicted on the TOD only, under TPI-1. The design assumptions, looding (onditims, suilabigly and use of this Truss for any Building is The responsibility of the 0ener, the owner's authorized ogeal or the Building Desgner, in lM1e tooled of the lRC, the ll(, the total boiWing rode and lPTl. The approval of the 100 and any field um of the Truss, including handling,storage, inslellotioo and boring, shall be the #047182 «,pomtOity of the Bmldng Designer aad(ommrlor. AD dotes set not in The TOO and the pmstims and guidelines of the Budding(omparent Safety lefmmaAon IDESQ published by TPl and SB(A an mferemed(Di general guidanm. 1114 defines the mspaoribilitiesaad duties of the Lon Designer,Tmss Design Engineer and 10019(horlton Ur. buss Monfimno r,oat,,, oth-h, defined by a(,at I agreed open in nitfog byall pasties involend. ThaTmn Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All (apileluedterms are as defined in IP(I. Copyright©7015 A-1 Roof Trusses -Normal Mortimer, P.E. Reprodudian of this dammed, in any form, is prohibited with written permission from A-1 Roof Tresses -Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply D A0712337 6�3215 J3E Jack -Open g 1 �6811 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 72015 Print: 11AU SUM / 2ulb MI 1 etc industries, Inc. noon Feb za iu:26:59 2 to rage ID:zBLxMKGe2jwkT14ZaEobudyhNp8-HO5kjl3CGbruyPfga HGOh3Yi7a_eFgoMb?rlfyzgJs 1 4-0 3-0-0 1-4-0 3-0-0 r 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.22 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 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 FBC2014/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 3-0-0 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 quide. REACTIONS. (lb/size) 3 = 72/Mechanical 2 = 255/0-5-8 (min. 0-1-8) 4 = 31/Mechanical . Max Horz 3 = 102(LC 8) Max Uplift 3 = -28(LC 12) 2 = -219(LC 8) 'Max Grav 3 = 72(LC 1) 2 = 255(LC 1) 4 = 46(LC 3) 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=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 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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,28 lb uplift at joint 3 and 219 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Fine,, thoroughly review the"A-1POOFTRUSSES('SElLERlGENERA1TERMSBCONDITIONSCUSTOMER(BOYER')A(KNOWIIHIMENT-form.V,ifydesignparametersandtendnotesaathisTrussDesignOmwing(IOU)andtheManuelMmhnez,P.LBeleronto$beatbeforea,,.Out,.othenisewaledoatheTOD,only MANUELMARTINEZ P.E. AMffek annedar plates shell be used for the TOD ID be valid. As a Truss Oesign Fnpineer (i.e., Speriolry Engineer), the seal on nay TDO represents am wepana of the professional eogiaeering responsibility for the design of the single Truss depided on the TOO only, wader IN-1. The design assumptions, loading mndilioos, suitability and usa of this Truss for any Building is the responsibility of the Owner, the Owner's euthmind agent or the Building Designer, in TheanleaY oflh.IK, the IBC, the Intel building ado and TEN. The approval of the TOD andooy field use of the Truss, indeding handling, storage, imtalfatioa and baring, shell be the #047182, tesponsibililyoftheBuildingDesignerand(amatfm.Allnotessetoutin$beTODandthepasdresandguidelinesoftheBuildingComponentSafetyInformohon(B(SgpublishedbyTEEandSECAarerefnenadI.,generalBedsore.71.1delb-the responsibilities and duties of the Ems, Design,,,Is- Design Engineerond 10019(horlfon(ir. Truss MarehaMrer, unless otherwise defined by a (ontad agreed upon in nifing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All Capitalized terms are as defined in PH. Copyright ©2015 A -I Roof Trusses -Manuel Merimer, P.E.Reprodurtion at this do —see, in any form, is prohibited with written permission from A-1 goof Trusses Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712338 63215 J5 Jack -Open 3 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:27:00 2016 Page I D:zBLxMKGe2jwkT14ZaEobudyhNp8-ICf6we4rl vzkZZE08?ndDH4sG_JM_72VpfbrC?zgJs 4-2-8 4-2-8 ilk Zx4 — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.02 4-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.03 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 FBC2014ITP12007 (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 4-2-8 oc puffins. 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 = 106/Mechanical 2 = 318/0-8-0 (min. 0-1-8) 4 = 43/Mechanical Max Horz 2 = 127(LC 8) Max Uplift 3 = -85(LC 12) 2 = -206(LC 8) Max Grav, 3 = 106(LC 1) 2 = 318(LC 1) 4 = 65(LC 3) 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=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 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 85 lb uplift at joint 3 and 206 lb uplift at joint 2. 7) "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: 17 lb FT = 0% Winning -Please thoroughly review the "Ad ROOF BUSSESi'SELLER", GENERAL TERMS&(ONOITIONS(USTOMERiA(FeNOWLEDGEMENrfarm.V,ifydesignparametersandreadnotesonthislossDesignDrawingODD)andtheManuelMmhnez,P.LReferenceSheetbeforeuse.UnlessotherwiostatedontheTOO,only MANNELMARTINEZ P.E. AMiT.kL-arld., plates shall be uted far the Mile he rand. As a fuss Design Engineer (.e., Specialty Engineer), the seal on any TOD rep 1, oa acceptance of the professional engineering responsibility for the design of the single Toss depicted on the TDD only, under 1PI-I. The design assurnimm t, loading mndinner, suitability and use of this Truss for any Building is the mspomibility of the Owner, the Nears outhorired agent as the Building Nsignm, in the meted of the lR(, the BE, the total building adz and Rill. The approval of the TDD and any field use of the Truss, indeding handling,sfomg,, imlallatian and hearing, shell be the #047182 v msponsibOUyoftheBuildingDesignercad(calimmr.ADcolorsatcutintheIUDandThepmtticesaadguidelinesoftheBuilding(omponenlSafetyInformahanRE51)publishedbyTPlondSB(Aamreferented[orRonemIguidanm.IPl-I define, The responsibilitiesandduresofTheTrussDesigner,TrussDesignEngineesand 10019(hfritfn(it. Truss Monufarmrer, unless otherwise defined by is (..had agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All Capitalized terms are as defined in TPI-I. (opyright©2015 A-) Roof fusses -Manuel Martinez, P.E. Repradudian al this dissonant, in any form, is prohibited with written permission from A-1 Roof Tosses- Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712339 63215 J7 Jack -Open 18 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:27:01 20% Page I D:zB LxM KGe2jwkT14ZaEo budyh N p8-D PCU8_5ToC5bBi pCh i IsmUdwsOc5j alf2J KPkRzgJs 1 4-0 6-2-0 1 4-0 6-2-0 Dead Load Defl. = 1/16 it 3X4 = 6-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.65 Vert(LL) 0.07 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.11 4-8 >685 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 23 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 5-5-8 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) 3 = 158/Mechanical 2 = 426/0-8-0 (min. 0-1-8) 4 = 58/Mechanical . Max Horz 2 = 167(LC 8) Max Uplift 3 = -128(LC 12) 2 = -249(LC 8) "Max Grav 3 = 158(LC 1) 2 = 426(LC 1) 4 = 95(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 128 lb uplift at joint 3 and 249 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Please lhoroughtyreriewthe'A-1I00FTRUSSFS(111.1ERI,6FNERARERMS&CONDITIONSCUSIOM(RCBUYER-)A(ANOWIUDGEMENT'form. Yerilydesipn pammetersandreodeotetonlhisirussDesignDmwing(f0D)ondiheManuelMartiner,P.ERefnrna$hearhot.nose, Unless ath—isesrated onThe TOD ,only MANUELMARTINEZ P.E. �MiTek unnedoi plates shall be used for the TOD to be valid. As a Truss Design Cngineer fis., Sp,d0ty Engineer), The seal on any 100 represents oa oueptanre of the professional engineering responsibility for the design of the single Truss depicted on she TOD only, under IRI.1. The design assumptions, loading madilions, , suitability and use of this Truss for any Building is the responsibility of the Owner, the Owneisouthorixd agent or the Building Desigam, in the unrest of the KC, the IBC, the tool building rode and PH. the appe,of of the TOO and any field use of the Truss, induding handling,storage, hulollation and binding. shall he the #0471 B2 respoosibility of the Building Designer andComrodor. AR notes set out in the TOO and the prairies, ad guidelines of the Building(orals-al Safetylnfurmation(BCSI) published by TPl and SO(A are se armed far general guidan,,.TPld defines the responsibilities and Use, .1 or Truss Desig-Junes Design Engineer and 10019 Charlton(ir. Truss Manufacturer, unless otherwise defined by o (antred agreed open in wrftiag by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer far any building. All (opitalired terms areas defined in TPR Copyright© 2015 A-1 Roof Trusses - Manuel Martinet, P.E. Repradudion of this dmument, in any form, is prohibited with written permission from A-1 Root Trusses -Manuel lAor ine=, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712140 63215 RA Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:27:01 2016 Page ID:zBLxM KGe2jwkT14ZaEobudyhNp8-DPCUB_5ToC5bBipChilsmUdweOcVjalf2JKPkRzgJs 6-2-0 3x4 = 6-2-0 6-2-0 Dead Load Defl. = 1/16 if Plate Offsets (X,Y)— [1:0-1-14,0-0-01 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 0.67 Vert(LL) 0.07 3-6 >983 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.11 3-6 >649 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 19 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 5-8-0 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 = 328/0-8-0 (min. 0-1-8) 2 = 160/Mechanical 3 = 61/Mechanical Max Horz 1 = 126(LC 8) Max Uplift 1 = -136(LC 8) 2 = -130(LC 8) Max Grav, 1 = 328(LC 1) 2 = 160(LC 1) 3 = 96(LC 3) 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=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 ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 136 lb uplift at joint 1 and 130 Ib uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning -Please thoroughly review the 'A -I ROOF TRUSSES ('SnLER1,GENERAL TERMS &CONDITIONSCUSTOMER ('BUVfR')A(KNOWLEDGEMENT'loan.Vmfyydesign pammair,, adr,ad auto, radii, Truss Design Drawing ODD) and the Manuel Mortises, P.C.Referents Sheet before use. Unless otherwise stated oathe TOO, only MANNELMARTINEZ P.E. Wait connector plates shall be used far the COD to be valid: As a Ernst Design Engineer(i.e.,St eriolry Engineer), the seal on any TDD represents an mtoptame of the psatessional engineering responsibility far the design .1 the single Truss depicted on the TOO only, under TPbi. fie design assumptions, lending conditions, suitability and use of this Trues for any BoOding is the responsibility of the Owner, [be Owned, nutha,Ered agent or the Building Designer, in the control ofib,RC, the IRC, the Intel building adz red 111-1. fheopprovaI.[ the TOO and any Geld use of the Truss, inducting handling,storage, installation and burring, shall be the #047182 ' responsibility of the Building Designer and Coal mtto,.Ali enter Wan[ fn It,TDOandthepmcNaesandguidelinesattheBuilding(ourpope.lSafetyFulmmotiosOCSIJ published byTPlundSBCAarerefermm!Cargeneralguidanre.TPhldefinesTheresponsibililiesanddutiesoftheTrussDesigner,TrussDesignEngineerend 10019(horlfon0r. Truss gonulaMrm, unless otherwise defined by. (anhod agreed upon in writing by.II parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer tar any building. All Capitalized terms are as defined in TPI-I. Copyright © 21115 A -I Roof Trusses -Manuel Martinez, P.E. Repradudion of This document, in any form, is prohibited with written permission Tram A-1 Roof Trusses- Manuel Martinez, P.E. Of IOnf1O, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712341 63215 J7B Jack -Open 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:27:02 2016 Page I D:zBLxMKGe2jwkT14ZaEobudyhNp8-ibmtLK55ZWDSpsOPFPg5JiA9hotxS 1 YoHz4yGtzgJ 3-2-0 6-2-0_ 3-2-0 3-0-0 6 1.5x4 11 2x4 = 6-2-0 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.10 4-5 >705 360 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.12 4-5 >622 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 132: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 9-5-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 315/Mechanical 3 = 143/Mechanical .4 = 91/Mechanical Max Horz 1 = 126(LC 8) Max Uplift 1 = -128(LC 8) w3 = -103(LC 8) 4 = -25(LC 8) Max Grav 1 = 315(LC 1) 3 = 143(LC 1) 4 = 100(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-312/238 BOT CHORD 1-6=-384/297 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 128 lb uplift at joint 1, 103 lb uplift at joint 3 and 25 lb uplift at joint 4. 7) "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- =1/16 if PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% Warning -Please thoroughly review the 'A.1 ROOF TRUSSES (11111RI GENERAL TERMS &CONDITIONS CUSTOMER Cliffilr) A(KNOMIDIFFMOSIT' favor, MifydeslpnpommetersandreadotheronThisTrussDesignDrowingPOD)endtheMoneelbarfines,P1ReleteareSheerbeforeart.Unlessallum ostateda.theTOO,rely NiI It coreedar Floor shell be used far the TOD to he solid. As a Truss Design Engineer it, Spedutq Engineer), the soul on any TOD represents on receptors. of the professional eugiteering respantihiliry lm she design of the tingMANUEle Truss depicted on the 100 only, under TEM. The design assumptions, loading conditions, L MARTINEZ P.E. suioblity, and are of IS' is, for any Building ME. responsibirly of the Owner. the Owneisoulhadoed equal or the Building Designer, in the anted of the IRC, the HIE, the Total building ad, and161. the apparel of the 100 and any held use of the Truss, induding handling, storage, installation and binning. shall be the #047182 responsibility of the Building Designer and (.at'. 1.,. An ados at our in The Too ad the pmnias and guidelines of the soddingCompenent Safety lnform.Nan(BCSI) published byTH ad SB(Aa,, afinenadfar general guidance. TPbl define, the ompaubiBtiesand duties of the Truss Designer,Luss Design Engineer and 10019 Chariton (ir. Truss Manufacturer, net atherwi,e defined by a (entail agreed upon in writing by ill puff,, mvrW& The ions, Design Fugue -is NOT the Building Designer or Truss System Engineer for any building. All Capitulated Terms are as defined in TPRI. Copyright © 2015 A.I Roof Trusses - Manuel Mnrfines, P-E- Reprod.dien of This d-areal, in any farm, is prohibited with written permission from A-1 roof Trusses- Manuel Martinez, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 HC Jack -Open 5 1 A0712�42 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:27:02 2016 Page ID:zBLxMKGe2jwkTl4ZaEobudyhNp8-ibmtLK55ZWDSpsOPFPg5JiAAPoyDS 1 YoHz4yGtzgJ 2-8-0 5-4-8 IN LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.08 6 >841 360 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.11 6 >566 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 54-8 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 = 110/Mechanical 2 = 412/0-8-0 (min. 0-1-8) 5 = 64/Mechanical Max Horz 2 = 151(LC 8) Max Uplift 4 = -79(LC 12) 2 = -235(LC 8) 5 = -14(LC 12) Max Grav 4 = 110(LC 1) 2 = 412(LC 1) 5 = 75(LC 3) 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=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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 79 lb uplift at joint 4, 235 lb uplift at joint 2 and 14 lb uplift at joint 5. 7) "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. = 1/16 it r` v 0 a PLATES GRIP MT20 244/190 Weight: 22 lb FT = 0% Wmning - Please thoroughly "come the •Ad ROOF TRUSSIS (SELLERI, GENERAL TERMS A (ONDITIONS CUSTOMER CgUnE4') A(RNORIDGEMENT' [arm. Verify design parameters and read sates an this Truss Design Droving iTDDiand the Manuel Morfinez, P.E. Reference Sheet before use. Unless otherwise staled on the Too, only �Mnets mnnerlor plates shall be used for the TDD la be solid. As a Truss Berlin tngineer(,e.,Specialty Engineerl,the seat on any TOO represents an m(eplame of the professional engioeeringuspamibility for the design of the single Truss depicted on the TOO rely, under 71-1. The design amareplions, too ding conditions, MANUEL MARTINET, P.E. suinhiliry and use of this Trans for any gadding is]becosponstbibty of the Owner,thee..is authorized equal auto Building Designer, in the unless of the 11C,the K, the loml building ad, and K1. are oppmzol of the TOO ad any field or, of the Truss,imiudiag handling,storage, installation and bmrerg, shall be the #047192 m,pesrbdtty of the Building Designer ad AD ooim set out in the 100 and the pros fast end guidelines of the Building Component Safety lnfiennernER(SI) published by TPl and SKI are relermmd for general guidome.V1.1 defines The responsibilities and dolies of the Truss Designer, tun Design Engineer and 10019 (hoBlfon Cir. Trans MonuforNrn, unless olhenise defined by o (noted agreed upon in ewiffrg by all parties iazolued. BeTmss Design Engines is NOT the Building Designer or Truss System Engineer for any building. All Capitalized terms are or defined in TPI-1. Copyright © 2015 A4 Hoof Trusses • Manuel Maifinez, P.L Reproduction of this dosumenl, in any farm, is prohibited with vision permission [ram A-t Roof Trusses- Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty PIY D A0712343 0215 RD Jack -Open 3 1 �6811 • Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designCNaltruss.com Stun: t.b4u s Oct y 20i5 rnn(: 7.640 s Oc( r 20 T a Tvii T eK uTuusurca, -G T you r r aye I D:zB LxM KGe2jwkT14ZaEobudyh N p8-An KFZg6j KgLJ QOybp7LKrvi K8C H ZB UoxW d pVoJzgJ s -1-4-0 6-2-0 1-4-0 6-2-0 Dead Load Defl. = 1/8 it 0 ao 0 N O a0 0 3-2-0 3-2-0 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.12 6 >625 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.20 6 >364 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 25 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 5-1-15 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 quide. REACTIONS. (lb/size) 4 = 126/Mechanical 2 = 476/0-8-0 (min. 0-1-8) 5 = 65/Mechanical . Max Horz 2 = 167(LC 8) Max Uplift 4 = -93(LC 12) w2 = -254(LC 8) 5 = -8(LC 12) Max Grav 4 = 126(LC 1) 2 = 476(LC 1) 5 = 84(LC 3) 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=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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 93 lb uplift at joint 4, 254 lb uplift at joint 2 and 8 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Winning -Please thoroughly revierthe "A.1ROOF TROSSISrSHUR),GENIRAC TERMS B(CONDITIONS (USI0MIR(-BOY(r)AuNOwtiaGENENT,farm. Verify designparue,hasandreadnotesonIbisLassDesignNering000)andtheManuelNorthers,KRelerenaShellbeforeuse.UnlessothenisestatedontheTDD,only MANUELMARTINEZ,P.E. Md........... k rannedor plates shell be used far the IDD to be valid. As a Truss Berlin Engineer i.e., Speduhy Engineer(, The seal on any TDD represents an otreptonte of the professional engineming responsibility for Ihedesign of the single Truss depicted on Me IDD only, order TPI-I. The design assumptions, loading ton litions, suilobillty and use of this Truss for any Building is the r.so amibility al the Owner, the Nears rathafloed a gent or The Building Designer. in the sense]of the lRC, the ME,the feral building ad, rad IPld. The appmrol or the TOO end my field ose of the Truss, including bundling, storage, installation and bracing. shell be the #041102 ' responsibility at the Building Designer and (antruder.All rates art at in the TDOend the pratbras and guidelines ofthe Building (omponentSafety Watnsmian(B(51)published byINand SBCAa,, subverted [a,Basemlguidanor.V1.1defines the responsibilitiesend dutiesofthe Truss Designer, Truss Design Engineer and 10O19Charlton (ir. Irus, Manor.Mmr, unless ale—ise defined by u Contrast agreed upon to writing by rll parties involved. The Trass Design Engineer is 8O1 the Building Designer or Truss System Enginmr for any building. All (opiloiued turns, are as defined in TN 1. Copyright© 7015 A-] Roof Trusses - Manuel Martinez, P.E. Reproduction of this document, in any form, is prohibited with written permission from A.I Real Trusses -Manuel Madiaea, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712,44 63215 RE Jack -Open 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.eom Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:27:03 2016 Page I D:zBLxMKGe2jwkT14ZaEobudyhNp8-AnKFZg6jKgLJQOybp7LKrviEUCGfBUoxWdpVoJzgJs 6-0-8 6-0-8 i9. LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.77 Vert(LL) 0.08 4-8 >953 360 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.11 4-8 >666 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 4-10-7 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 = 155/Mechanical 2 = 419/0-8-0 (min. 0-1-8) 4 = 57/Mechanical Max Horz 2 = 217(LC 8) Max Uplift 3 = -190(LC 12) 2 = -333(LC 8) Max Grav 3 = 157(LC 22) 2 = 419(LC 1) 4 = 93(LC 3) 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=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; 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) 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 3 and 333 lb uplift at joint 2. 7) "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. = 1/16 if PLATES GRIP MT20 2441190 Weight: 22 lb FT = 0% Warning - Please thoroughly review the "AA ROOF TRUSSES("SF1LERtiGENERALTERMSISCONDITIONS(USTOMERCEUPHR')A(RNOWLEDGEMENT'let.. Verify design parameters and readDatesanThisTrussDesignDrawing(TOD)andtheManuelMorlines,P.E.Referent,%setbeforeas,.Dole.othmmsestatedoaTheTOD,only MANUELMARTINEZ P.E. MOeR mew., plates shell be used far The TOD to be valid. As a Guss Design Engineer (i.e„Speriolry Enginear), the "of on any TDO represents on aemplanm of the prafessieoal .gineeting mspansibility for the design of the single Truss depicted on The TDO only, under TPTI. The design assumptions, boding maditions, suitability and use of thisTme, for any Budding is the responsibiblyof the Owner, the Owner's aulhorired ogenl ar the Building Designer, in themnl,.l of the HIC, the FIT, the Taml building mde and TPH. The approval of the 100 and any field use of the Truss, induding handling,storage, installation and bracing, shall be the #047182 ! Feasibility of the Building Designer and Cmiftmtm. AD notes W out in the TOD and the is li sandguidelinesoftheBuilding(omponautSafetyhdmmolios11131)publishedbyTPlandSB(Aamrelmenmdto,generalguidance.ITT-I defines the responsibilities and duties of the Truss Designer, truss Design Engineer and 10019(horlton(ir. Truss Manufacturer, unless otherwise defined by a (oohed agreed upon in wrifiog by all parties involved. The From Design Engineer is NOT the Building Designer ar Truss Syriem Engineer far any building. All (apilolhed terms ore as defined in FEW. Copyright © 2015 A.I Roof Trusses - Manuel Mattinez, P.E. Reprodudion of this documeal, in any form, is prohibited with written permission from A -I Roof Trusses- Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply D A0712345 63215 J7F Jack -Open 1 1 �6811 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.(i40 s Uct r, zuT b vnnr. i.b4u s uci d zuu ml E ek mausmes, Inc. mun reu ca 10:4i.09 GU 16 rage ID:zBLxMKGe2jwkT14ZaEobudyhNpB-e_udmO7L57TA2AXnNgsZO7FUvbepwwl5kHZ3LmzgJb 5-4-8 1 1 S i FW44= LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.47 Vert(LL) 0.04 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.06 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 FBC2014ITP12007 (Matrix-M) Weight: 20 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 5-4-8 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 = 137/Mechanical 2 = 382/0-8-0 (min. 0-1-8) 4 = 52/Mechanical Max Horz 2 = 151(LC 8) Max Uplift 3 = -111(LC 12) .2 = -231(LC 8) Max Grav 3 = 137(LC 1) 2 = 382(LC 1) 4 = 83(LC 3) 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=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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 111 Its uplift at joint 3 and 231 Ib uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning• Please thoroughly review The"A-I RODE TRUSSESCSE1111,, GENERAL TERMS Is CONDITIONS CUSTOMER COURTS')A(IINOWLEDGEMENr form. verily design parameters and read rates on this Truss Design DwingODD) aad the Manuel Mmfinet,P.E.Weisner Sheet before,m. Unless otherwise stmed an the TDD,only MANUEI MARTINFZ, P.E. hbTek (onnector plot,$ shall be used far the TDD la be valid. As a Truss Design Engineer (i.e., Specialty Engineer), The seal on any IUD ,pre -Is on weptame of the professional engineering responsibility for the design of the single Truss depicted on the TOO only, uader TEM. The design assumptions, lording mrditiong suitahilily and me of this Truss In, any Building is the rmpansibihq of the Door,, the O.neism1hmiaed agent a, the Building Designer,in The mnteetof the UC, the IB(, the lord Wldigad, and EPEE. The approval of the TOO and may field use of the Truss, indudi,g handling,storage, imtallation and bracing. shall be the #0471R2 ' �apo�sbility.11heBaildigDesignerand(onhmIv.ATacresutoulintheTOOoadthepmdimandguidelinesoftheBuildingComponentSolelyleformotion(ICSI)published byTPlandSBCAmereferennd[ofgeneralguidonee.TPHdefioesEherespoasibilitiescaddutiesoftheTrussDesigner,TmssDesignEngineeraad 10019[horltgnfiE. Truss Manufa(tom,unless otherwise defined by a (anh d agreed upon in.rihrg by all pmtiu mvalred. The Truss Design Engineer is NOT be Building Designer at Truss System Engineer for any building. All (apiteTued terms are as defined in 11Id. Copyright© 2015 A.I Root Trusses - Manuel Martinez, P.E. Reproduction of this da(umenl, in any form, is prohibited with written permission from A.I Roof Trusses- Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty I Ply 6811 D A07123.46 63215 K01G Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 4-2-8 4x4 Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:27:05 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-6AS?—MBzsRbl gK6_wYNowKodU?tsfJ7EzxlctCzgJs . t -. r t 4x4 a3116it 4-2-8 8-1-8 12-4-0 4-2-8 3-11-0 4-2-8 Plate Offsets (X,Y)— [1:0-3-7,Edge), [4:0-3-7,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 TIC 0.61 Vert(LL) 0.14 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.25 5-6 >595 240 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.06 4 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 41 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 2-9-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-9-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1568/0-8-0 (min.0-1-14) 4 = 1444/0-8-0 (min.0-1-11) Max Horz 1 = 32(LC 8) Max Uplift 1 =-781(LC 4) 4 =-716(LC 5) Max Grav 1 = 1568(LC 1) 4 = 1444(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3332/1663, 2-13=-3191/1621, 3-13=-3191/1621,3-4=-3332/1663 BOT CHORD 1-14=-1532/3121, 14-15=-1532/3121, 6-15=-1532/3121, 6-16=-1556/3191, 16-17=-1556/3191, 5-17=-1556/3191, 5-18=-153213122, 4-18=-1532/3122 WEBS 2-6=-246/700, 3-5=-241/691 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 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 781 lb uplift at joint 1 and 716 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(,) or other connection device(s) shall be provided sufficient to support concentrated load(s)191 lb down and 224 Its up at 4-2-8, and 72 lb down and 88 lb up at 6-2-0, and 191 Ib down and 224 lb up at 8-1-8 on top chord, and 132 lb down and 76 lb up at 0-7-12, 224 lb down and 118 lb up at 2-7-12, 295 lb down and 148 lb up at 3-9-12, 69 lb down and 42 Ib up at 4-2-8, 295 lb down and 148 lb up at 5-9-12, 25 lb down at 6-2-0, 295 lb down and 148 lb up at 7-9-12 , and 69 lb down and 42 lb up at 8-0-12, and 295 lb down and 148 lb up at 9-9-12 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, 3-4=-70, 7-10=-20 Concentrated Loads (lb) Vert: 2=-89(F) 3=-89(F) 6=-65(F) 5=-360(F=-65, B=-295) 9=-132 13=-36(F) 14=-224(B) 15=-295(B) 16=-295(B) 17=-23(F) 18=-295(B) Warning - Please thoroughly review the "A-IIOOTTRUSSES (101 i,G(NERAIIERMSACONDITIONS(USTOMERrBUYERJA(IINOWIEOGEMisrform. Verily, design par amehnand andoofesanthisltussDesignUmwingQDOiandTheManuelbasfinee,P.E.Relertn,,Shaerholes,use. Unlam 11sven tried as the TOO, only A MANUELMARTINEZ P.E. WTek tormentor plates shell he used for The TOO to be valid. As a Truss gesigo Engineer (i.e., Spoodelty Enginen),the seal on any TDO ¢presm(s oa atteplaete of the professional engineering responsibility, far the design of the single Truss depicted on the TOO only, under Ii. The design assumptions, loading meditions, , suitahilify and as, of this Eras, for any Building is the mepanslbibty of the Deism. the Owner, anti ag,tl of the Building Desiguer, in the unrest of the IfE, the llndhe boost building fade and Ii The oppmvol of the TOD and any field a,, of theTmss, including handling, storage, installation and burin, hall be the #047182 respees;bili.1theBuildingDesignerand(aohaaw.ADrotorWoutintheIDDandthepmntimandguidelinesoftheBuddingComponentSaletylnformoganII(SQpublishedbyWEandSBCAornektenred[orgeaemI;eidon,e.IP4ldefine, the respansbi(iliesanddutiesoftheT,ossDesigner.TrussDesignEngineerand 10019Chgrhon(ir. Truss Manufartarm,unless other,;,, defined by a (anhorl agmed upon in erihng by ell push,, imafeed. The Tons, Design Engineer is NOT the Building Designer or Truss System Engineer far any building. All Capilaided terms are as defined in TPI-I. Copyright © 2015 A-1 Roof Trusses - Manuel Mattiner, P.F. Reproduction of this dommeni, in any form, is prohibited with written permission from A-1 Roof Trusses- Manuel Mention, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D A0712349 6215 MV2 Valley 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:27:05 2016 Page I D:zBLxMKGe2jwkTl4ZaEobudyhNp8-6AS?_M8zsRbl gK6_wYNowKomb?25fNH EzxlctCzgJ; 2-M o. d 2x4 4.00 12 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 0.03 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 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 FBC2014/TPI2007 (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 guide. REACTIONS. (lb/size) 1 = 48/2-0-0 (min. 0-1-8) 2 = 3712-0-0 (min. 0-1-8) 3 = 11/2-0-0 (min. 0-1-8) Max Horz 1 = 23(LC 8) Max Uplift 1 = -18(LC 8) 2 = -32(LC 8) Max Grav 1 = 48(LC 1) 2 = 37(LC 1) 3 = 21(LC 3) 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=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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 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 18 lb uplift at joint 1 and 32 lb uplift at joint 2. 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 " Waning=Pi afe thorn 9M1lyjtyiesr the eA 1 B00(_IADSSES('iEIIEA?, GfpINA l(AGS A (ONDIIIDXS (USfOMIA (BUY[A eA(RMDW[IDDE.dINs him j t ty destga poronatett uhd read r. ales on this Truss Design Dan.ing(IDD)aad the Manuel Mrf att, P.I. Reference Most before use. Unlns other*ise doled sn tha iDC, only MiTek concerto plcuei,hall biased for the TDB to bevold AsoGmi Dis gn6 ineer lie'S iti ty frg, ii, lhsieai an orip NO iepnsents as eaepluha of l$e at iio o engneenng respo sibilityfor the design of flue sinfe Truss depicted on the(DD only, under T&I. The design assumptions, loading mnddim, MANUEL MARTINEZ, P.E. suilubilaanduseallt.i0 506, D net the 0 neisoulhor aid apoldi, the Bu ring Designer mthe tolled dllhe It( the 111(,Ihe local bald giode and lPH, The cppro,cl.lrh,TDDaad cry fieldase of the Luss,lndoning handling, sle!ape, installation oat bsadag, thanbe the # 041182 ' respces:bililyoHheRldgDisge d(ahol Allnol selufi M1 0andl}gmdcsndgsdlneseflhB1dsg( poed$ifyllinton(RCSfIPblhedbyPlnddRfAnmsef-c'edis. rc,awalgc:dame.TPHde6nesthe rn,porub1niesand duties olthe tnssgesiyrter,icassDesign[cginenand ID019(horlfonUr, Truss Alonolodue!, cols, al}t ne def ed 6)o(onf Ion cdspbp In tag 6yall pbdesnalved lheTuss Desgn teg eet-'ADi the Bu lc: ggesgne!o TasdyildmF gddetforonyhu:'di%All Copitoh[ed!ecrosme as d4oldiu TPh(. Coppighf82015 AlRuof Cusses McnuelMmhnet P.E,ieproduNonof thrti&u'6e6t, to amy.lami�rs pmhibdedenh xrigen permrsston (ram A.1 Ro6f bassos• d6A Mmli 4, P.E. Orlando, FL 32832 Job Truss Truss Type Oty Ply 6811 D A0712150 63215 MV4 Valley 5 1 Job Reference (optional) Al KUVr I Y<uaZ:,ts, rUK I rltlKUC, 1-1-.whd4b, aesignLanruss.com Kun: tm4u s uct y zu-io rnnu y."u s uct i zu-io ml l eK Inaustnes, inc. mon reo za lu:zy:uo zu 10 rage I D:zBLxMKGe2jwkT14ZaEobudyhNp8-aMONBi8cdlkuHUhAUFu1 TYKugPN?OgXOCb2APezgJs v a a 2x4 d nnF1—T 1.5x4 11 2 3 LOADING(psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.10 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 FBC2014/TP12007 (Matrix) 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 uide. REACTIONS. (lb/size) 1 = 131/4-0-0 (min. 0-1-8) 3 = 131/4-0-0 (min. 0-1-8) Max Horz 1 = 61(LC 8) Max Uplift 1 = -51(LC 8) 3 = -72(LC 8) Max Grav 1 = 131(LC 1) 3 = 131(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=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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 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) "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: 12 lb FT = 0% Yya«idU=Please)ho«;ghiy�ei e�fhe pYeGOf fgUSSES('SEIIfR�, OEXIgAl ItAtlSb(OXDItIDNS NSi0Mt4j BDYt0.'}ACXXOWLIOOFkEXi'6im Yeuhy desig+pa aneteis pndlend c�et on thNT«ss de9gn Dra+ieg(iDOj andthe Aanuel Ncdine+, P.E. Pelmenu mEloraose. Unless oth,mi,t Noted an theTOD, only �AiTek canneno platesshoil be used lorihe TDO(otievalid Asuliuu Dcugn(ogirarpe Ypeoo ly Erg n«i)the«al an ony tOD«Cre+enli on �rceptoa«ollheprofessionl eng neenag responsihdityfor the desgnof the singe Nis depl:led on the TOD only, under21-1. the design assumptions, loading«ndatao MANUEL MARTINEZ, P.E. +uihbigty and afe of th sTiassfor onyD (ding tthe«spon04i f)he0 ell the0 -'s author red agent ei the Bu ding Des gee the tonlelollhe ig( the 181the to«I b-(d g odc and 111.1, the app,ml of the Too and coy field a« ofthe T«si iad:ding handling,sic«ge, Installation end hiodag, sholl he the #047182 !«spoatihiityoflhedldngDugnerndioharl ABna ulaulinlheTDDodlt:piumesondgcdelmetioltheDu1dagiocpaentSarerylydononon(6tSOpblhedbpelndl!(Aoe«tnemedlotgenetolgedame.iP4ldefinesrheaesponsihDMeseaddudesofther«ngesigaa,IroxDesign[ag7neeronE 100I9fhorlionCir. i«u Yonol,Oa utsti elf edf ed hy8 (pnirad og ndtaanin rig h}atlpht sa aleed thel un Des 9nEg�eel ipgfffegult'nggesg es orl �N Sysle. E.g eeffoi nybo:Ning. All 0pdo0«di—, o«mde6nedio TPi 1. (opysight`biii 4,11a6fimsus,McnuelMuihne=-PE..14t6dudmno1lhisdommentmarrylormrzprafi,hded®nhxrtltenperoi+suon6ombl1oaTrusses (Aan6e1NcNine4Pi. Orlando, FL32832 Job Truss Truss Type Qty Ply 6811 D A0712351 63215 MV6 Valley 2 1 Job Reference (optional) Al KUVr I r(ubst5, t-UK I rlcr<ee, rl- s4awo, oeslgnraa-t(russ.com Kurt: e.04u s Uc( a /u to Tarr e.ovc s s,ce / LU I U IVII I CR IIIUUJl11C,, II lo. I+I.I I r I U= I D:zBLxMKGe2jwkT14ZaEobudyhNp8-2Zam019EO2slvdGM2zPG01twTpg37HnXQFnjx5zgJ: 6-0-0 Y Q 0 1.5x4 II 2 3 2x4 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.30 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 FBC2014frPI2007 (Matrix) 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 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 = 221/6-0-0 (min. 0-1-8) 3 = 221/6-0-0 (min. 0-1-8) Max Horz 1 = 103(LC 8) Max Uplift 1 = -86(LC 8) 3 =-121(LC 8) Max Grav ° 1 = 221(LC 1) 3 = 221(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-203/335 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 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 86 lb uplift at joint 1 and 121 lb uplift at joint 3. 7) "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: 19 lb FT = 0% "Wuniag-Pl ase tholo ghl�reye+Me AIRCOfiiUSSFSI SEIIFA�GENI@I1IrMsd(DNDI110XS NSTONIrrBUY[R tA(gNOWI[OG4NEN lalm yulydtstga pmanetesi edleadraeson this Truss OesignDm+ieg(iCDj and the Manudlied:aei,Pi. Rckrena Sheel betamase. Unless otherwise stated an the100,only Niiekaanne fo platdslioll be usedlot the TDOtobe vand Asarruss Dm gn inglceer(r.e}Spe"ary Ecgeeel),the ual noaylDDreprasenlsantleplenm of lhepmfess!'jalarg.naenng ieitrca hdity for the des!gao(the static Truss depicted on the TOO oldy, order TPla. iM1e design assumptions; loading mnd1icm, MANUEL MARTINEZ, P.E. su0ebit=sy ad seolnsT.ess Eoray01&011 the respo sb firy olthe 0 new the 0+hiisaulhol,ida9elai Ae sajUlag assigner, nthetohlmloithelr(the IBC The leml Whims side ,red Rhl. Theappraeel of the TOO and coy field use ofthelrm Arduding haadliag, IltraOe,iada"at4on and hror,"ag, bell ,the #047182 ! "spea46i0tyotsh r ld gD gn cnd(a had r All a! selaull Ih 1➢D dR pi6et ndgadfnei ,theruld g(o p e tsaie hT, hon(Brijibfihedby PI ndsE(AmelelermrzdlorgenemlgiAonm.Tp4ldefionlherespondhOniesoaddmieselThe haxOmgur,IrossOesignfagmea'ad 10014Chariton [ir. �TrmsNarulotNr -o lisalh s def ed tiyd(o ha tot ed span to ghya0pad s a of to IheM1ms site F g N llgorkb,Bu g0esg elor Trms syslusF g 2e 1p cry Wldmg. AV.0pita0ied terms ale as defined'm TH1. (apyrlghl@ HIS AdYeo( Horses, Me6el Mmhnei, F.E.. Aeplodedmn al this datumem, In amy.larm, Is psohlhded V. Wrdlen perlmsslon ham A I roa, isusms ,Manuel Ahura ei, P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 MV8 Valley 1 1 A0712y52 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:27:07 2016 Page ID:zBLxM KGe2jwkT14ZaEobudyhNp8-2ZamOl9EO2sIvdGM2zPG01t2?pjp7FDXQFnjx5zgJs 8-0-0 8-0-0 C 0 a 1.5x4 II 3 5 4 2x4 5-� 1.5x4 I I 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 TC 0.29 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) 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 = 92/8-0-0 (min. 0-1-8) 4 = 137/8-0-0 (min. 0-1-8) 5 = 393/8-0-0 (min. 0-1-8) Max Horz 1 = 144(LC 8) Max Uplift 1 = -2(LC 8) 4 = -75(LC 8) 5 = -214(LC 8) Max Grav 1 = 92(LC 1) 4 = 137(LC 1) 5 = 393(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-258/111 WEBS 2-5=-344/552 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 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 2 lb uplift at joint 1, 75 lb uplift at joint 4 and 214 lb uplift at joint 5. 7) "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: 27 lb FT = 0% Wcrbing=Pl ase Thmo gM1ly teeeu the AIRODIRUS, ISULIRI,ylplrbtTERMS ArOND1Il00S(USTOMIRCAYIR7AQ OWIIUDEStrki'lum Va¢j desippmnmigi and send oothis Tross Design owing The ManuelM:rOnee,P.L gsume Shotb roteuse. Unless 01herxlse doled nn the 10D, only Miiekmnnu,i, ploletshollbeuudtprthe TODtobvnhd Asi ru Dt•gn6 fr.er{ie Spee orry Ermee theteolenouylDOri..... .o.p....... of ue proteuio nleng:eenng tesponubdityler the bslgnonhe single Truss depided on the IDDonly, under TPH, The dssignmsumptions, Indingmnd:1ims, NOEL MARTINEZ, P.E. P ). suUobSryo duseol lt•sW,s lorony0ldingssthe rmpo carry of lhe0 uthe0nesuelh,r ted oge lei the B¢,d g0euge Themntslolihe ITCThe lOClhl lomlboddntodeendIN. The uppmr:I oltheIDDond cayfieldno otth0pssAuluding handling•sivoge,I+stol!ation and broriag•shallkelhe #041182 !¢spsn�tiLryollherpldg0es.gne.ndrohoAu AI(dtuluulrpOeIDDordlhpomnwndgsdelnesoPlheDuddg(_-poelSoletylfoupAn(BnQpbRM1ed6l,PlndSlrAorelerenmdlprgepsislgp�nnm.TPFldefinessheresponsibgmesoaddudespliheTmssOniyper,lmss0esign[eam<nond 10019(horltontir. �Tms: Yoputodur plis eth uderned byafotdm log ed spun In ing by plf ppdesn pMed lhcTtiu Dngn Frg eeri YOnhe DIZ gOeuge orTru f Sys!" hgLue, fornnybudg.AV, Opilu0netsrmsmeot deleted+n iPl 1. (ppyrighP.�1015Alkool liusset;Mcnuel Edart netP.E.gepmdodtonobhn domment,marry(orm, ri proh�M1dedsadh■ntlenpesmsssion (romp igopt Trusses Manuel Ycrtmee P.E. OTIOOd0, FL 32832 Job Truss Truss Type Qty Ply 6811 D 63215 MVBA Valley ' 1 2 A0712353 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:27:08 2016 Page ID:zBLxMKGe2jwkT14ZaEobudyhNp8-WI88cNAs8M_cXnrZcgwVYzQ81 DOCskl hfvXGUXzgJ: 7-2-8 -- 7-2-8 v 0 0 1.5x4 II 2 3 2x4 75:, 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 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 FBC2014ITP12007 (Matrix) Weight: 46 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 7-2-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 27517-1-12 (min. 0-1-8) 3 = 275/7-1-12 (min. 0-1-8) Max Horz 1 = 127(LC 8) Max Uplift 1 = -107(LC 8) 3 = -150(LC 8) Max Grav 1 = 275(LC 1) 3 = 275(LC 1) • FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-246/398 NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 12d (0.131"x3.25") nails as follows: 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected with 12d (0.131 "x3.25") nails as follows: 2x4 - 1 row at 0-9-0 oc clinched. 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) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 107 lb uplift at joint 1 and 150 lb uplift at joint 3: 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 "werning•Pit. aselhoio gM1lyrenewMe bIE00�(fUS5E51'Sfl(FA)Dfg(DI(1[gNS6(dNDQIDNS N410M[tIBUYID'jq(ggOY(t(OGfk1[XTfa m.YepIt deiigo pomonots pndieadiltwnthie Trmegesign Dra.icg(IDDj ondlhe Ranuel Nadlae:;P.E.De!erence 5hea16e!orause. gn!euolherrise AaledcnPoeT➢D, only Nitek mnnedo Iptes stiollbe usedlorthe lODlo be wlid AsaLmi0 s nEn ireer ie uol Er inee the rzal non IDOIe eieA an 6,; forar fRe fViisio ¢den aeeiEn rei aurbili for the d¢s! nohb, sin "Truss de iced as the 1DO arty, under Tl-1. the deli eassum ioasaoadin rondeians, AtANUEL MARiINEZ, P.E. p B 9 t ?P Y 9 Y Y F P P 9 Q I, ry g g D T S D• g suilablDryad useul lPiIm,for any DJdnigisthe(espo ib:rtyollhi0nert!,9+¢,isautherdogeetethegu+l g Desgna alhe wIllal@eI(,Mel9(the toml bald g todeoed Tl-I. The approval ofib, TDD and toy hold ale oltheP-Jodading handling, storage, inrtal!ation and blaring, shoe bethe #047182 ! mspamLDiryattheAIdgDlgne od(¢hd¢ Alla 4l liIhe1DD ditpomrs dgi,Jilnesoflheguldg(ren eYdllylnlonmon(6(SI}phlihedbpTPlnndSlU ereferenadfngeneiolgetlan¢.IPFldefinalhe¢spansibtnies¢¢ddmiesollheTsussgesiyaer,IrvssDesign(agmenanE 10019(horlton[ir. �Trms4¢aufonur-o ts¢ltt se der ed hja(oMtolo bd ¢ponin ig Dy¢D pan esre olJeu theliux Oesgn(g eel iNDAh gu ling Dpsg es orTrusfiplemEg eel for coy bu:ding All(¢pllaDua leans all as delinek TP61. (oppighPJ-1015AIgaol Lnssm-Mandil lddr6ae;P.E., Pepiodunion of this davarient, ni ibiipmhibcid with xnHen permrision 1461.1 Doal Trdssie druiel@atlme; P.E. Orlando, Ft 32832 Job Truss Truss Type Qty Ply 6811 D A0712347 63215 MV10 Valley 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:27:08 2016 Page I D:zBLxM KGe2jwkT14ZaEobudyhN p8-W I88 cN As8 M_cXnrZcgwVYzQ7AD? Rsh i hfvXG UXzgJ; 10-0-0 10-0-0 v 0 0 1.5x4 II 3 2X4 i 5 4 1.5x4 11 1.5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 n/a n/a BCDL ' 10.0 Code FBC2014/TPI2007 (Matrix) 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-M 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 = 43/10-0-0 (min. 0-1-8) 4 = 214/10-0-0 (min. 0-1-8) 5 = 545/10-0-0 (min.0-1-8) Max Horz 1 = 185(LC 8) Max Uplift 4 = -116(LC 8) 5 = -297(LC 8) Max Grav 1 = 51(LC 19) 4 = 214(LC 1) 5 = 545(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-345/147, 3-4=-180/282 WEBS 2-5=-459/719 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 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 116 lb uplift at joint 4 and 297 lb uplift at joint 5. 7) "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: 34 lb FT = 0% - "PYrniag-Pane lhmn: bly ieYaw the Al gCOT.TgUSSESF'SES(Fp'+DFN[YA( nAMS6(ONDITIONS .5TOMIR rNY11JA(NNOWI(OGFASSNt o V,idy design poantis and end nolts this Tim gesign Owing and the Manutl MurS:tet,PIR Mamie She's ase. Unless olharise stated an the TOO,only ll6eusedforthalDDsotievali�.,AsaTrusigugningireerle'SpaetyErgmttll;thesealnaayMANUELMARTINEZ,P.E. tengaeerngrepomiblryPorlhedesSgnaflhadthedeignassumptaes;loading tondtlens,DDwpansinitteptnnseolbepsii wilibilfinduseofltsjaslfarog:IethaDudngDesgot nlbeIodated lPhl.Thapp-alofthe TOO aad aylidilmeolshmhall #047182 jo- gri dti n, da AO iii aWs l ill lhelDDo dit piuAws ndsP(A meleremedlmgeamatgaidaac TRIdefinesther 9-ibdaestaddudesof the TwsDesigoer,I—OesipFe.1ineesand 10019 fhorlton fir. Truss MiauiotNlr fsi altr se ddtdhyo(olwf opted tjopin i sg by cD plies iokea.Ihe Guss Dnsgnftin"r sNOitFe Du lc ng Oesg marl ussfyslenFg eel lii any bv'Ming.All(op'loGed leans are as definedio TPld. (opysight620T5 A•l Raul Twsses • Minuet Mmtne=, P.F.. RepriduNin of thst doiumeng, w ant' form, a piohrhoed ritM1 anlfen ptsmrsuon Gom A I Ria} Trassts ,Manuel Msrline; P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 11 D6� MV10A Valley 1 1 A0712348 C215 Reference(optional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 29 10:27:09 2016 Page I D:zB LxM KGe2jwkT14Za EobudyhN p8-_xh W pj B Uvg6T8xQ19OSk5Ayl hcLgbBsquZGgOzzgJsr 9-2-8 9-2-8 v 0 0 1.5x4 II % 5 4 2x4 1.5x4 11 1.5x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 31 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 = -27/9-1-12 (min. 0-1-8) 4 = 213/9-1-12 (min. 0-1-8) 5 = 545/9-1-12 (min. 0-1-8) Max Horz 1 = 169(LC 8) Max Uplift 1 = -27(LC 1) 4 = -116(LC 8) 5 = -297(LC 8) Max Grav 1 = 72(LC 8) 4 = 213(LC 1) 5 = 545(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-351/150, 3-4=-182/288 WEBS 2-5=-466/737 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 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,27 lb uplift at joint 1, 116 lb uplift at joint 4 and 297 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 'Wrn'ng•please thpso yhly renev tha b;I;ROOT I&USSI51'�FnFA�, GENEPdt IERNSBCONDITIONS (USTOMEI ('BUy[R 1.A(NOOplIIIIOEN(Nr Gim jeidy detiga pmaneter(hndieodsets. Bn this Gass Design Drawing pCDJ and the Manuel Mctl!aeb P.E.Re!erena BM1cer betom use. Onless othaeise paled en the iOD,only NiTek sannepo plateishall be used lorshe lODsob v6hd AsaTrust lAs gn Engl(arileSpetaly Gg nee)he seal on ony lODieC�esenk an aueplonrz of he pialeaio}�aleng�neenna iespondbdirytar the des!gnoOha singe Tma depipedonthelDO Doty, undertPld. the designassumpAocs.loading mnd,1icns. MANUEL MARTINEZ, P.E. svisabi0ty and seolRsl ass iotany 8 ldmgii 11 the rmpo si fryof lhe0 ethe ow eifnulhalted ogt J of the Baking Oesgner msheanlnt•of the ld(the IBE, the local Whips(ade.and lPld. Thecppfoeal In the 100 and coy field use 0 the buss, indcding handling, perage, inpagagon and biar'ng, shol(6elhe #U4]l82 ' aspans.bihtyollhetIdegOsgnrrid (aiosir.Al(nlsslul IhelDOadtypGuel dgsde!•eia!theBu!d+ .j eISlotylnfo.ato(BC}QpublshedbyPlndgbCAaerefneaedfageneialgudnme.IPpldefineslheresponsibilniesoaddaiesollheTmssOesig+er,IraxOesign[ogfneeranE 10019Chorlfon[ir. Truss Nonulopute nle4t o!E- dur eel Eyo(anln I gmdtop! n w, ..,gbya!Ipi(esnoleedlheI'm Dosgn lrg,,I sioTthellai, T,mTlytleca Ec9i-,jpp any bu?ding.All0pileliud W., me as defied in lotI. (oppightO2015 MI YdolLosses ;Manuel Marl:nea, P.F,. Deprodupma of this dotumens, so amy,latm, is ptobihdeds.th wnlfen permsssron from AI,Roal lrussas • Edanuel Ncdina; P.E. Orlando, FL 32832 l Job Truss Truss Type Qty Ply 6811 D A0714� 54 63215 V4 Valley 1 1 Job Reference (optional) Al ROOF TRUSSES, FORE PIERCE, FL 34946, oeslgn(galtruss.com nun: 7.640 s L-20 in Print: 7.640 s Oct r 2015 MI lex mausmes, Inc. Mon Feb ca lu:cr:ua 2016 rage :zB LxM KGe2jwkT14ZaEobudyh N p 8-_xhW pj BUvg6T8xQ190S k5AyRscO? bBHquZGgOzzgJsl 2-2-0 4-4-0 2-2-0 2-2-0 4.00 12 2 T 1 3 1 61 Q 10 o p 2x4 2x4 4-3-4 4 4-3-4 0-b-1 2 Plate Offsets (X,Y)— i2:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. - in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight: 10 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 4-4-0 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 = 11014-2-8 (min. 0-1-8) 3 = 110/4-2-8 (min. 0-1-8) Max Horz 1 = -10(LC 13) Max Uplift 1 = 46(LC 8) 3 = -46(LC 9) Max Grav 1 = 110(LC 1) 3 = 110(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 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 46 lb uplift at joint 1 and 46 lb uplift at joint 3. 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 'Wcining•Please lhota.ghly iewev the AIRDDf 1RUS5ES(-SEIIIG]GEMIkA( IERMSA(D"Don (gSTRER180 )AMosslig)(MIN farm Yeiily d«ga paranetefsandandroleIon this Truss Design Dmring(IDD) and the Manuel Alarlin,P.E.ke)erenta Sheahelore use. Unless olfinwise stated on the 100,only Miieknnneilnr Imes shall he usedlorihelDgl`oDeaand.AssiGussgesgn[ngireerjie SpetaryEhgn«t)thefealanonyrDOIfni tsaaaueplunteollheptobssionalengncenrgrespomibdi0.fthedesignalthesingleimssdepinedonthe11111 y,auditlPI.I.lhadesignassumpfioas;laadirgrondfium, MANUEL MARTINEZ, P.E. suUabiOty andase al It iT asifaao yB ld'ng lithe Dim,shia Omesomhotired apal t, he, gu dng Ditsip,yi. thetro.rof the 11(1hel8Cthe land Wising iedesad lPl-0. The uppr-I of the100 and our field use of she Lws,WhWink handling, stemg6 lasullosin and Wdig, shall he the #047182 !msponabihlyotthekid,gD:ugneroad(onlrodo All 04 seloutnthe lDD dRpoasuasoadgrdelnesa(IhBugdag(onpoetllelylnfoimnn(0(Sifb(ahed phy7l andSRUnerehremed(aigenaofgsdonte.TPFIdeOneslM1emsponsihOfiesaeddutiesoltheh assDesigaer,irvss0esign[aanearond 10019(horlton(ir. �TrmsMonutoMt s u lefi alh nne daP ad hya (omra to .......« inn sg by allgad eam olJed TheT Ss D«ge Frig eet s%Olt( Bu IcSg Ue g e rT us1Syslemf gmeet talonyhuldmg. All(yuslind firms ore as Mined inTPi4. (o iht 2DI5AlkoafLnsses•ManuellAmMe:;P.(.,ketodudionotthis doiumem,inbull orm{{ t ,ohi5dedmdhmdten a,miisionWins A1161Trussss MonueiMcitinel,Pi. Orlando, FL32832 Job Truss Truss Type Qty Ply 6811 D A0712355 6S215 V8 Valley 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct r zuio Print. 7.640 s Oct 7 zu 15 MI I UK muusu!US, telu. Mu,1 reu <u w.ct. ru age ID:zBLxMKGe2jwkT14ZaEobudyhNpB-T7Fu 13C6gzEKm5?xj5zzdOVZCOkpKdOz7DONYQzgJ 4-2-0 8-4-0 4-2-0 4-2-0 Y a 0 2x4 4.00 12 4x4 = 1.5x4 11 2x4 =o 0 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 0.29 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 24 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 6-0-0 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 guide. REACTIONS. (lb/size) 1 = 141/8-2-8 (min. 0-1-8) 3 = 141/8-2-8 (min. 0-1-8) 4 = 298/8-2-8 (min. 0-1-8) Max Horz 1 = 25(LC 12) Max Uplift 1 = -76(LC 8) 3 = -79(LC 9) 4 = -91(LC 8) Max Grav 1 = 141(LC 1) 3 = 141(LC 1) 4 = 298(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-221/327 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.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=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 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 76 lb uplift at joint 1, 79 lb uplift at joint 3 and 91 lb uplift at joint 4. 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 WdninD•Pkase lho,eughly ltPavthe hd cCD116USsFSI'ST[lFg'}, GEUER!(IIR09011DIfIDRS(USTOMt(fBUYtR'}A(NRDYIlIDG64(llr kiln feiiiydtagn pmaneters bndseod nanopMit Trustgmign Dro•irg!NDl and the Manuel Marline4P.[. Re!creme Sheeibdare use. Unlexolherriu paledan the iDD,only Miiek mnne for ploiet shallbeuxiforhtgI Dtb b•valid Is Ttuss Da gntaglrtait. Speuaiy Ecgmett);the teal naoy lDD mp,esenho oueptonmol the psoiesso al eng aetnrgre1.spocubdityfar the design ofthe single Trust depicted on the log orcy,under TPbl. The design assumptioat; loading oaddiant, WNNEL MARTINEZ, P.E. �!sngobil+y and Seal if iT,afl 10(00yD ldlog is therespo,ls by dlthEomi the ica s anthurted ageal is he gud g Deiigner, m lht tontol.1tihelgC, Ilie lBC.the Wool bit geode NndlPbl. The epprord of the TCD and coy field use of t`cTim, Podadng hondling, sic, age, iapapaEoa oral Noting, shall be the #047182 sespaatbUdyalih R Id g0 grit nd(6 h poi RI( st I ut thelgDo dR pr mr Dodged InosaflheDuldag( po ems I lyl fom t !R(St)p hl hedby PI ndSick 6"kremedI.,pti olgaldame.IPHdefi-the¢spoosihdd4sondMe,oftheTies,Mig mTrat,Design fay nttrood 10019[horlton (ir. Tou Manulopat r less olh to deT ed bya (o N lots ideponin 1 ghp ogp let n otrea U�ehuu De, ge Eag-eel .!ICTiheR le gUesg a o-Tu tiysle Eog ee Toi yb al'ng AC(opilogtd lermtme of delined'm 1P11. Copprghl0lDgg A -I Roof Ttutses ,Manuel Mosinee P FReptaduNon of fhtt tlotomeni m orry laroi; is ptoht5tled ritfiaiitlen permtestod fiom A lRool $uss'ef Manuel Miryin?t, P.E. OTIDOdOr FL 32R31 A e A-1 ROOF A40 TMlSSEH A FLOPMA CORPORATION 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. 11) 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-1 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 .P , - Name.' U aF Address: STRUCTURAL CONNECTORS' Customer., MlTek'Company Contact Number. Hangers Itj, 5%1 :41 :tv a X "IN , �';' g, j. xI j x• �R 'o I PA -W: 1 ;',4 I Tib'il R 9w, Plitt. 5 Y ;IM": ecluief. T3. JUS24 1$8:4 655 750 820 510 4-10d (Header) FL821.39, 2- lod (Joist) 0510.01, RR 25779 LUS24 670 765 1 925 490 4 - lod (Header) I [2 -10d (Joist) T2 JUS26 Ise.% 850 975 1060 1115 4-10d(Header) FL821.42, 4 -10d (Joist) 11- .051D.01, RR 25779 LUS26 865 .990 1070 M65 4 -10d (Header) 4 -10d (Joist) TS MSH422 183:4 - - - 22 - 10d (Face - Face Max Nailing) FL822.36, 6 -10d (Face - Top Max Nailing) 08- 6 - Iod (Joist - Face Max Nailing) 0303.06, 6 ; 10d (Joist -Top Max Nailing) AR 25836, 4-10d (Top -Top Max Nailing) 13116-R TRA422 2245 2245 2245 6-16d (Carried Member - Fuca Mount) 6-10d (Coaled Member - Top Flange) 22 - 16d (Face - Face Mount) 2 - 1 6d (Face - Top riong a) 4 - 16d (Top - rap Flange) THA1422 1635 1835 1835 2 -10d x1-112 cr2 -10d x 1-112 (Carried Member) 20 - ZOd ar2 - lod (Face) .4 -10d (rap) USP Structural Connectors sjopauuoD.Iean1Dnj1S dsn l • 21.9TTET ' 'Eti85Z tilt 'SO-&Z60 -90 ' (;s1or) POT - ZT SE'S8ZETU (aagd) POT - 81 - SBZZ SLTE Oza ObSZ 'E8LT 9v(3 Hl. 81 (6ulIlDN XDW-JagW014 6u11WoD) P9I - DZ (6ulpoN xDW - jagwow pawDD) POT - 9Z - SSPE 089P OOD ME i•8Z11!!! 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Op6z 9zn1H Et?BSZ wil • 'SD•Tz6o -90 ' (Igar) ZIT-T X POT -ZT 5£'S8Z£TU 03ua) P9T - 8T - OLTZ I 09DE 558Z seta `r8LT 9Za HI irl HHUS46 2790 3I60 3410 11550 - 14 -16d (Face) 6 -16d (Joist) T9 THD48 1781. 3950 4540 4935 2595 28 -16d (Face) FL11285.35 16 - 10d (Joist) , 06- 092L05, RR 25843, - 13116-R HHUS48 4210 4770 $140 s'1700 - 22 -16d (Face) 8-16d (Jatst) T10 TH DH26-2 1881, 3915 4505 4795 2235 20 -15d (Face) FL821.75, 8 - 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 4355 4875 5220 21S5 20 - I6d (Face) 8 -16d (Joist) T11 THDH26-3 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 1881, 6535 7515 8025 2665 - 36 - 16d (Face) FL82L77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) 12 -16d (lout) T13 THDH28-3 188:4 6770 7785 8025 2665 - 36-16d (Face) FL821.77, 12.16d (Joist) 06- 092L05, RR 25779 HGUS28-3 7460 7460 7460 3235 36-16d (Face) 12 -16d (Joist) USP Structural Connectors IBM Home: NOSTRUCTURAL CONNECTOORS. Address: Customer. A!WiTek*Cbcrp - Contact; Number. Fastener Comparison Table _�� ri Sye%—_"''�. �-f.4.c�7ry.',.L=:^'3?_.?a-_^-.- -_ �;>�.3`.,� --� ��_,yr`'�-=:err,:cal�ar,,;��-^.crrs�..- X��__ _�=� Y;L=u. r.-ti�a.: ��-:.�- _•e"�- '"-""Y/,'-Y"-' Y:�':�-,..�'i"s+o ��,�� y. �- �r—'`25--A�=_ '� _ ��-ram. �:ti}t-�- �` "" �:. �nector_•�cTieduFe;4r �.��-< � �� mac �F=--""_" _ • �_ "I �E�='"•��,r-,�^�^=•:�.=cam,.:=w.�r�i � ��_� T��: :gin.; Gro ,�"• :._::.,-,,. u ��^ _ :�ia6'"e1' . �=ISP.�Stoc[��i�o� �-.- -•��:� �.:�- : -�"'� _•�, = a•, .�R u+rerTF-asEenersReeren :11f �..__..-•---._..,..,.,_... ~��.�RecLutrediFosterrers�� --,� t��•-;_-- �,_:��; "'"'" ':'� `�`"` •....:...... - :�........._ ...._..__.:____... =��,� ��- ,� �� _ �',: �F �;�v - TI JU524 4-10d(Header) LUS2•;! 4-10d(Header) • 2 -10d (Joist) Z- 30d (Joist] i TIO THDH26-2 20 -16d (Face) HGUS26-2 20 -16d (Face) 8 -16d (Joist) 8- I6d (Joist) - TII THDH26-3 20-16d(Face) HGUS26-3 20-16ditce) 8 -16d (Joist) 8 - I6d (Join#} - 712 THDH28-2 36-16d(Face) HGUS282 36-I6d(Face) 10 -16d (Joist) 12- I6d (Joist} - T13 THDH28-3 36-I6d (Face) 14GUS28--3 36-I6d(Face) 12-16d (Joist) 12- 16d (Joist) - T2 JUS26 4 -10d (Header) LUS26 4-10d (Header) 4 -10d (Joist) 4- IOd (Joist) - T3 MSH422 22 -10d (Face- Face Max Nailing) THA-122 6-16d (Carried Member - Face Mount) 6 -10d (Face - Top Max Nailing) 6- IOd (Carried Member - Top Flange) 6 -10d (Joist - Face Max Nailing) 22 -16d (Face - Face Mount) 6 -10d (Joist -Top Max Nailing) 2 -16d (Face - Top Flange) 4 -10d (Top - Top Max Nailing) 4-16d (fop - Top Flange) - T4 THD26 18 -16d. (Face) HTU26 II - IOd x 1-1/Z (Carried Member) 12 -10d xi-1j2 {Joist) 20 -10d x 1-12 (Carried Member - Max bailing) 20 -16d (Can)dqg Member) 20 -16d (Carrying Member - Max Nailing) - TS THD26-2 18-16d(Face) HHUS26-2 14-I6d(Face) 12-10d (Jolst) 6-16d (Joist) - T6 THD28 28 -16d (Face) HTU28 26-10dx 1-112 (Carried Member - 16 -10d x 1-I12 (Joist) Max Nailing) 26-16d (Carrying Member- Max Nailing) - T7 TH028-2 28 - I6d (Face) HHUS28-2 22 - I6d (Face) 16-10d (Joist) 8-16d (Joist) - T8 TH D46 18 -16d (Face) HHUS46 14-16d (Face) 12 -10d (Joist) 6 -16d (Joist) - IT9 THD48 28 -I6d (Face) HHL648 22-16d (Face) 16 - iod (Joist) 8 -16d (Joist) USP Structural Connectors j pAddresm STRUCTURAL CONNECTORS' Customer: A Mirek Company Corstact: Number. —� a I • ! t ! I I t MIT j '- ! : : • GAf t Ell 23 1W t - , • ! ! • flange 5.5 AZ W- iF , . i a ! f . i USP Structural Cannedors, Address: STRUCTURAL CONNECTORS` Customer_ AMiTek'Company Contact Number. fiange ��. • • ;`ate= 3i •=`.x: flange THD48 (Qty.l 11) USP Structural Connectors a dii3�Et HG6 .I�k-0gm7nxss 1 1 Jr3 Aef2rrnC2 O�iOnait RtRar-iAf5Sr.%Fi]RPM;CE�FL3.2143 tLnC785tISSua222D12Pfn1:73Ds.1Uf24 MT44riW4�CFiiD�191;tb'�22072Phge7 107YIJ4 apfo%�glhlll80yPs 4- �1•� -2.9-15 - 9-9.160x3EN7OSQSuWAIWstCy/F 2 dt5 'a a 46 t 2 1 bid aaG s-1�L TYPICAL HIPJACK CONNECTION -PSTBK MAX 55 PSF MAX ROOF LOAD MAIM 170 MPH EXC H=2& MAX 1°"73 4 24 D} 2, 12 3xi pt41[Ffl NAILED a 12 0 n 94LM TY NAiIID 11 all cornerjadc 11 .,iGh 2-i6dtoe r 11s iMCrx El C t 74 75 7 16 1 e t MILED taanrn 1SxL n HARM 3x�— = tyyLg7 NAR E3 NAILED Z_- strap 64 tldz 13' e-ch end 5-1A 9.9-t,t_ 4-1�1 PlateOttsets Xf2:D-0-8,G-1-81 LOA13ING (p-f) SPACING 2-0-0 [s1 gEFL in (toe) U&M Lid PLATES GRIP ' TCLL 30.0 Plates Increase 1.25 TC 0.71 Vert(Lij -0.03 6 7 y999 360 MT20 244f190 TCDL 15.0 Lumber increase 125 BC Q49 Vert(TI.) -0.09 6-7 >9099 240 BCLL OD ' Rep Strom Intr NO WB 0.50 Hoa(f" 0.01 5 nia ofa BCDL 10.0 Co& FRC201 &TP12W7 (Matrix-M) Weight A Ib . Ff - 0 o CHORD 2x4SYP M 3B CHORD D;+SP Nat S 2x4 SP Na3 BRACING TOP CHORD Structural wood sheathing directlyappled orb 0.0 oc purtins. BOT CHORD Structural vmod sheathing directly applled or 8-9-4 oc bradng. N4Te3creconanends thal StabUl7ers and required cross brazing be Installed during toss section, in amrdw= with Stabilizer IrrsL3tlation guide. UIONS (Itr-cize) 4-1B3r7AechanhA 2-6M-0.10-15 (min.0-1-8), 6-36ZMecharkal Max Horz2-S08(LC 4) Max UpUR4-156(LC 3), 2+-362(LC t), 6-159(LC B) Max Gr v4_219(LC 2). 2-734(LC 4 6-412(LC 2) MS pb) -Max. Compj'Ma c Ten. -,AIL forces 250 6b) or less except when sboy.n. CHORD 211--933i645, 11-12-1156+307, 3 12- Bd5i303 CHORD 21-0--061/848, 1415--43977ff8,7-IS- 1391849, 7-16-439M48, a'-t6-•439/M IS 33-6-916475 Wind:Ascr=7-10; I70raph (3-second gust) Vasdm132nyrtr, TCOL-5.0pst; BCOL-5.Ltpsf• h-MR; Cat. It; Exp C; End., GCp1-0_18; MWFP.S (envelope); cantilever left ar:d tight exposed ; lumber DOL-1.33 pule grip DOL-1.39 This truss is not designed to support ace" and is not Intended for use vdhere aesthetics area consideration_ Plates chedsed for 2 plus or riots 0 degree rotation about its center - This truss has been designed fora 10.0 psi bottom chord five load nonconcufrent with any other live loads. 'This truss has been designed fora five load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Wit fit between the bottom chord and any other members, JI- k N 34869 no STATE OF �/ S .'tORIop- 6�� 11-09 COASTAL BAY BOYNTON BC,FL 33435 10/20/12 TYPICAL ALTERNATE BRACING DE7CAIL FOR EXTERIOR FLAP GIRDER TRUSS 12 TRUSS -24' ox, UPLIFT CONNECTION , SEE R.00F TRUSS EXTERIOR FLAT 0 4 12d MAX 30" (2' --• 5" ) 2 SP BOTH FACESINA =v� �.. SIMPSON HrJ' :°, STATEOFON � 1.14/ N ONAL�VV 1109 COASTAL BAY BOYNTON BC,FL 33435 zo/z�/za STANDARD PIGGYBACK TRUSS I FEBRUARY 14, 2012l CONNECTION DETAIL. (PERPENDICULAR) I ST PIGGY-PERP.I � oa O � NUTek Industries. Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRED. PIGGYBACK TRUSS (CROSS-SECTION VIE Refer to actual truss design drawing rot addtfianal piggyback truss iltiormaaan. NEAR SIDE Nei ek Industries, Chestmfidd. MO Page 1 of 1 MAX MEAN ROOF HEIGHT= 30 FEET BUILDING CATEGORY Il WIND EXPOSURE 8orC WIND DESIGN PER ASCE 7-98, 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 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACKTRUSS TO BASE TRUSS WITH (2) -1Ed (0-131- X35") NAILS TOENAILED, FAR SIDE FL ATTOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing far addifidnal base tfuss information. NOTES FOR TO E44AIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES W ITHTHE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 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 -PLY PIGGYBACKTRUSS ONLY: 2. THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER: 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS: 4. THE PIGGYBACKTRUSSES SHOULD BE PERPENDICULARTO BASE TRUSSES. '5 PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. ``x%IIIIIf1!//��' J-dgi� 9 �r— WSTATEOF - �� .FLORIDP` `OtgA`i�\```�� ,11111110 1109 COASTAL BAY BOYNTON BC,FL 33435 '10/19/12 FEBRUARY 14.2012 1 Standard Gable End Detail SHEET 2 ' ,__, ^t�0 � MTek indusfrizs, Cheacrffetd, Mo Page 2 Of 2 �I \�/ ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD I'� o� Trusses 247 o.c. HOP.IZONTALBRACE (SEE SECTION A -A) 2X5DIAGONALBRACESPACED =8-D.C. ATTACHED TD VERTICAL 1tIITH (4) -16d MI1 ek Industries, Inc. Rood Sheathing—� i CDIAMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) - tad COMMONS. Max. IS THE RESPQYSIBUHY OFTHEBLDG DESIGNER OR EPRQJECT ENGINEER)ARCHTECTTODESIGN THE B DIAGONAL CETO BRA NAON BRA ILI14G DIAPHRAGM AND ITS ATrACHMENTTO THE RUN NON d NAILS USSESTO R2MSI-ALL OUT OF PLANE LOADS THAT 6YRESULTFRDM THE BRACING OFTHE GABLE ENDS \� 2X 4 PURL4V FASTENED TO FOUR TRUSSES WITH TWO I6d NAILS EACH. FASTEN PURLIN i \ TO BLOCKNNG W/TWO 1Ed NAILS (MIN) Diag. Brace ` \ a1113poinls PROVIDE tat BLOCKING BETIMEE7N THE T RUSSES SUPPORTING THE BRACE AND THETWOTRUSS S if needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING -113d NAILSAT EACH END. BRACE ATTACH DIAGONAL ToBLOCLONGWRH (*-10d COMMON WIRENAILS.all [-., �/{/ BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAYBE BRACED AS NOTED: METHOD I: ATACH A MATCHING GABLE TRUS3 TO THE INSIDE FACE OFTHE STRUG i URAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2 : ATTACH 2X _ SCABS TO7HE FACE OF EACH VERTICAL MW43ER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARETO BE OF THESAME SIZE. GRADE AND SPECIES ASTHE TRUSS VER71CALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE7-50. 02, D5),150 MPH (ASCE7-10) OR LESS, NAILALL FAE SERS WITH ONE ROW OF 10d (131- X 3-) NAILS SPACED 6- D.C. FOR W IND SPEEDS GREATER 120 MPH (ASCE 7.96, 02, 05).150 MPH (ASCE 7-10) NAIL ALL MM, %ERS W TTH TWO ROWS OF 10d C131- X 3-) NAILS SPACED 5- Q.C. (2X 4 STUDS MINIMUM) STRUCTURAL GABLETRUSS MA,50MUM STUD LENGTHS ARE LISTED C ALL BRACING METHODS SHOW N ON PAI VAUD AND ARETO BE FASTENED TO THE SCABS OR VERTICALSTUDS OFTHESTANDARD GABLETRUSS OV THE INTERIOR SIDE OFTHE STRUCTURE SHEATHING 6VLAVED STUD 1 / AN ADEQUATE DIAPHRAGM OR OTHER METHORQ QQ��jjQ LING MUST BE PRESENTTO PROVIDE FULLLATERAL qF?P W O� OTTOM CHORD TOaA�EkING"OWN RESIST ALL OLITCFPLANE INTl11S DETAIL lS FORTHE VERTICA%'S ) . Y: -=.-: ```''' •'- �� i �TCENSIc .STRUC7URALGABLESWITHINLAYEDSTUD3.TRUSSESWITHOUTTNLAYED$iUI1a'AAENCrTADDRESS@HERE NOTE : THIS DETAIL IS TO BE USEDONLYFOR _ N 34869 1'- —7i-n 1-STATE OF NDARD -'CORIQPGABLETRUSS ''GIs ONAL 1 �r11111110 1109 COASTAL BAY BOYNTON BC,FL 3343! FEBRUARY 14, 2412 STANDARD PIGGYBACK ST-PIGGY-PLATE TRUSS CONNECTION DETAIL �C7 Mirefc kedsrsoues, Chastwfmid, MO Page 1 of 1 FV-1aQ O DO a Mi i eh Industries, Inc. This detail is applicable for the following wind conditions: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Mind Standards under all enclosure and exposure conditions as long as no uplift exceeds 3"'7 lbs. Refer to actual prggybar: kiss design drawing for upIii. (VOTE: This Detail is valid for one ply trusses spaced 24" o c. or less. PIGGYRACKTRUSS flefer to actual truss design drawing for additional piggyback truss information. SPACE PURLR.IS ACCORDING TO THE MAMMUM SPACM ONTHE TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED W O.C.Q. A PUR11N TO BE LOCATED AT EACH BASE TRUSS -101W. Attach piggyback truss to the base truss with 3 ff TEE -LACK Muhl -Use connection plates spaced 48' o.c. Plates stall be pressed into the piggyback truss at 48- o.c. staggered from each face and nailed to the base truss with four (4)- 6d (1 TxO-099 ) riails in each plate to achieve a maximum uplift, capacity of 3-77 lbs. at each 3"xB' TEE -LOCK Multi -Use connection plate. (Minimum of 2 plates) Attach each pudin to the top chord of the base truss. (Purlins and connection by others) 3ET13USS er to actual truss design drawing additional base tress information. �CENS`e ' N 34$69LU * ' �� • STATE OF ��, S- 1109 COASTAL BAY BOYNTON BC,FL 33435 a.0/19/12 FEBRUARY 14.2012 �� oc LA k-U In MTek Industries, Inc. SECURE VALLEY TRUSS W/ ONE ROW OF 1 Bd NAILS W O.C. . DETAIL A (MAXIMUM N-T.S. TRUSSED VALLEY SET DETAIL ( ST VALLEY SYP GA5LE ENO. CO NION TRUSS OR GIRDERTRUSS M7ek lnd�stries, Chest f.W. MO Page i Di GENERAL SPECIFICATIONS 1. NAIL SIZE= 3.5' X 0.13i" =16d 2. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUI'!+) AND SECUREPER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EOUILIVANTTO THE RAKE DIMENSION OFTHE VALLEYTRUSS SPACING. S. NAILING DONE PER NOS - 01 6. VALLEY STUD SPACING NOT TO EXCEED 4W O.C. 7. ALLLUMBER SPECIES TO BE SYP. pr'l TRUSS 3 WIND DESIGN PER ASCE 7-K ASCE 7-U2, ASCE 7-05 12D MPH WIND DESIGN PER ASCE7-IG 15D MPH ATTACH 2xa CONTINUOUS NO-2 SYP MAX MEAN ROOF HEIGHT 30 FEET TO THE ROOF W/TWO 15d (0.131' X 15') NAILS CAT GORY 11 BUILDING PITCH - MINIMUM �y2 MAXIMUM i0�12 INTO EACH BASETRUSS- EXPOSURE C OR B WIND DURATION OF LOAD INCREASE : it§OI I I I MAX TOP CHORD TOTAL LOAD .- Ip,fb§r MAX SPACING - 2#' O-C. hia�&FFj. MINIMUM REDUCED DEAD Ca D F-- ON THE TRUSSES LENS * N 34859 �' ZD 19/12 STATE OF i -�' :FLOFttDP,`.•'' (`jam• � 1" SHEATHING) ��S�QIVA i t�� ```�• 1109 COASTAL BAY BOYNTON BC,FL 3343S OCTOBER 1. 2006 O Lip tvlTek Industries. Inc_ LATERAL TOE -NAIL DETAIL ST TOENAIL SP MTeklndustries, Chestedield.MO- Page i Of NOTES: 1. TOE 14MLS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WffH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EUT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DI STANCE EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSM VALUE OFTHETWO SPECIES FOR MEMBERS OFDIFFPRENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAWL I SYP I DF HF SPF SPFS O 131 Bail BO.6 69.9 69A 69.7 O _135 93.5 855 74.2 715 63.4 J in _162 1011.9 99.6 864 84.5 73.B c+i z 128 74.2 67.9 509 1 57.5 509 • .131 739 m.5 603 59.0 51.1 .148 Al 4 74.5 645 63.2 525 m VALUES SHOM AF—= CAPACITY PER TOE -NAIL APPt7CABLIZ- DURATION OF LOAD INCREASES MAY BE APPUEQ EXAMPLE. (3)-16d NAILS (.162' dram.-- 3SI WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (Ibfnail) X 1.15 (DOL) = 291.51b Maximum Capacity ANGLE MAY VARY FROM 30' TO 60' 45.00" ANGLE MAY VARY FROM 30' TO 60' THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEVv3 SHOWNARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (Za.11 �) 2 NAILS j A ---f NEARSIDE NE44 SIDE 45.00' SIDE MEW t2cm� NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' Td 60° 45.00' `,`711111II7Jl7�r s . S-k �` 4�cENsF • , �'� ' N 3486s' `0 l0/39/3.2 (L- STATE OF ••'•.�OR-OP N`� 1109 COASTAL BAY BOYNTON BC,FL 33435 OCTOBER 1, 2006 �� o0 0 0� �a MiTek Industries, Inc. NEAR FAR UPLIFT TOE414AIL DETAIL ST TOENAIL UPLI MiTdc Industries, Ch-astarfierd, MO Page 1 of 1 NOTES 1. TOE NAILS SHALL BE DPJVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENM OF THE NAIL FROM THE MENSER END AS SHOWN. 2. THE END DISTANCE, EDGE DI STANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UI•.'USUAL SPLITTING OF THEVYOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSEE. VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOP. MEMBERS OF DIFFERENT SPECIES TOE -NAIL WITHDRAV`JAL VALUES PER NOS 2001 (Ib/nail) CI AM. SYP DF HF SPF SPF-S .131 ( 58.5 46.1 31S 23.8 20.3 O .135 I 60.3 475 I 32.5 30.7 209 fn 1132 I 72.3 ETA 39.1 36.9 25.1 m z 128 53.1 41.9 28.7 27.0 19.4 _131 543 429 293 27.7 782 N .143 51 A 483 33.2 31.3 21.3 0 J20 45.9 3 14 23A 15s O .128 49.0 38.8 25.5 25.0 17M o .131 50.1 39S 27.1 25.8 17.4 cO .143 55.5 44.6 30.5 28.9 19.6 VALUES SHOW' ARE CAPAOTY PERTOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE (3) - 16d NAILS (.162' diem. x 3.5") IMTH SPF SPECIES TOP PLATE ForWnd DOL of 133: 3 (nails)X 36.8 (Ib/nal)X 1.33 (DOL forwind) = 146.81b Maximum Allowable UpfrftReaction Due To VVnd For'bind DOL of 1.60. 3 (nails) X 36.B (lb/nail)X 1.60 (COL forwind) = 176.6tb Maximum Allowable Uplift Reaction Due To Wind If the upliF reaction specified on the T russ Design Drawing is more than 146.8 Ibs (176.6lbs) another mechanical uplift connection must be used. USE I3) TOENAILS ON 2x4 BEARING WALL "' USE (4) TOENAILS ON 24 BEARING WALL EN D MOtN 10/13%12 ,`,111111li1t/77I ,J : CENS� * ' N 34859 " _ STATE OF FLOR%DN E> �i�,! S% - ... --•�tj `,tom 1109 COASTAL BAY BOYNTON BC,FL 33435 `ULY 20, 2015 TYPICAL HIP/KING JACK CONNECT ION I ST- CORNERSET Y ;N!4 .00 TRUS"Sr.� Attach End Jack w/ (4) 16d Toe Nails TC & (3) Toe Nails BC X 0 DA cORFbRATI0`N GENERAL SPECIFICATIONS 1. MAX LOAD: 55 psf Roof Load,170 mph, ASCE 7-10, 25-0" Mean Height, EXP C. Attach King Jack w/ (2)16d Toe Nails @ TC & 24" Strap w/ (6) . 10d x 1.5" ea. end @ BC Attach Corner Jack's w/ (2) 16d Toe Nails TC & BC (TYP) Attach Corner Jack's w/ (3)16d Toe Nails TC & (2)16d Toe Nails BC (TYP) Manuel Martinei��;•;�, ;