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Home My WebLink AboutTruss 6-16-164451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com y�.•.� of � TRUSS ENGIN-E-ERfN-G BUILDER: CalAtlantic Homes SF PROJECT: RIVERBEND LOT/BLK/MODEL: Lot:23 / Model:6511 / Elev:D / GAR L JOB#: 65019 MASTER#: OPTIONS: BONUS ROOM W/ BALCONY MASTER BEDROOM W/ 4' EXT r- \\ f�� RE: Job 65019 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 ;it; Information: Fort Pierce, FL 34946 'ustomer Info: CALATLANTIC HOMES - S FL DIVISION Project Name: RIVERBEND _ot/Block: 23 Model: 6511 kddress: 3116 NW RADCLIFFE WAY Subdivision: :ity: County: Palm Beach 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): design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Nind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load: 45.0 psf Floor Load: 65.0 psf -his package includes 115 individual, dated Truss Design Drawings and 0 Additional Drawings. Vith my seal affixed to this sheet, I hereby certify that I 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 A0808297 A01 6/9/16 13 A0808309 A13 6/9/16 25 A0808321 C01 6l9/16 A0808298 A02 6/9/16 14 A0808310 A14 6/9/16 26 A0808322 CO3 6/9/16 A0808299 A03 6/9/16 1 15 A0808311 A15 6/9/16 27 A0808323 C04 6/9116 A0808300 A04 6/9/16 16 A0808312 A16 6/9/16 28 A0808324 C05 6/9/16 A0808301 A05 6/9/16 17 A0808313 A17 6/9/16 29 A0808325 C06 619/16 A0808302 A06 6/9/16 18 A0808314 A18 6/9/16 30 A0808326 C07G 6/9/16 A0808303 A07 6/9/16 19 A0808315 A19 6/9/16 31 A0808327 CA 6/9/16 A0808304 A08 6/9/16 20 A0808316 A20 619/16 32 A0808328 CAP 6/9116 A0808305 A09 6/9/16 21 A0808317 A21 6/9/16 33 A0808329 CJ3 6/9/16 0 A0808306 A10 6/9/16 22 A0808318 A22 6/9/16 34 A0808330 CJ313 6/9/16 1 A0808307 All 6/9/16 23 A0808319 A23 6/9116 35 A0808331 CJ3P 6/9116 2 A0808308 Al2 6/9/16 24 A0808320 A24 6/9/16 ; j 36 I A0808332 CJ5 6/9/16 Whe truss drawina(s) referenced have been Drepared by MiTek Industries. Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, �_ td. -. . Truss Design Engineer's Name: Anthony Tombo III Ay license renewal date for the state of Florida is February 28,2017. �dt ti8 TOTE-Mie seal on these drawings indicate acceptance of professional * ? engineering responsibility solely for the truss components shown. 4.•�? 'he suitability and use of components for any particular building is the responsibility of the ��i, '�:. � tA•,�, tuilding designer, perANSIITP14 Sec. 2. y. „ 'he Truss Design Drawing(s)(rDD[s]) referenced have been prepared based on the ;r j :onstruction documents (also referred to at times as 'Structural Engineering Documents'): r «+. -fie', • irovided by the Building Designer indicating the nature and character of the work.'• ::,+a : -;• 'he design criteria therein have been transferred to Anthony Tombo III PE by [A1 Roof r �' Digitally signed by At�o+,('• t russes or specific location]. These TDDs (also r d to at times as 'Structural Delega]�i}�thony Tombo, III +► Flori :ngineering Documents) are specialty structu comp ent designs and maybe part of 4h DN:c ,o=Whole Ho e Pierce,o=Whole House �. irojecYs deferred or phased submittals. Asa russ Design Engineer (i.e., Specialty Engineering,cn—Anthony"- �qex� T. Tombo Tombo,l0,` :ngineer), the seal here and on the TDD repr ents an acceptance of professional / email ing.ne ny.Tombor�when_ ngineering responsibility for the design of th single Truss depicted on the TDD only. Tfp I gineeang.net tuilding Designer is responsible for and shal coordinate and review the s for Date 2016.06.0915:38:19 :ompatibilitywith their written engineering re irements. Please revi all TDDs and all AnthonyTorU6o III, P.E. �{ elated notes. f" r 47 3B BQA 21. 4r, I�r Page 1 of 2 100 004C:12 87 DF ROOF TRUSSES A.FLOR.IDA'CORPORATION 2E: Job 65019 r--` Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. r_ Jo. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date ;7 A0808333 CJ513 6/9/16 75 A0808371 FL16 6/9116 113 A0808409 WG01 6/9/16 ;8 A0808334 D01 619/16 76 A0808372 FL17 6/9/16 114 A0808410 WG02 6/9/16 G A0808335 D02 6/9/16 77 A0808373 GE1 6/9/16 115 A0808411 WG03 6/9/16 •0 A0808336 D03 619/16 78 A0808374 GE2 6/9/16 •1 A0808337 D04 6l9/16 79 A0808375 GE3 6/9/16 •2 A0808338 D05 6/9/16 80 A0808376 GE4 6/9/16 •3 A0808339 D06G 6/9/16 81 A0808377 GE5 6/9/16 4 A0808340 D07 6/9/16 82 A0808378 HC4 6/9/16 •5 A0808341 D07A 6/9/16 83 A0808379 HJ2 6/9/16 .6 A0808342 D08 6/9/16 84 A0808380 HJ3 6/9/16 .7 A0808343 D09 6/9/16 85 A0808381 HJ5 619/16. .8 A0808344 D10 6/9/16 86 A0808382 HJ5P 6/9/16 .9 A0808345 D11G 6/9/16 87 A0808383 HJ7 6/9/16 i0 A0808346 D12 6l9/16 88 A0808384 J3 6/9/16 ;1 A0808347 D13 6/9/16 89 A0808385 J4 6/9/16 )2 A0808348 D14G 6/9/16 90 A0808386 J5 6/9/16 ;3 A0808349 EG6 6/9/16 91 A0808387 J5P 6/9/16 4 A0808350 FG1 6/9/16 92 A0808388 J6 6/9/16 15 A0808351 FG3 6/9/16 93 A0808389 AG 6/9/16 16 A0808352 FG4 6/9/16 94 A0808390 AP 6/9/16 17 A0808353 FG5 6/9/16 95 A0808391 J7 6/9/16 ;8 A0808354 FG6 6/9/16 96 A0808392 RA 6/9/16 ;9 A0808355 FG7 6/9/16 97 A0808393 K01 G 6/9/16 ;0 A0808356 FL01 6/9116 98 A0808394 L01 G 6/9/16 i1 A0808357 FL02 6/9/16 99 A0808395 L02 6/9/16 Q A0808358 FL03 6/9116 100 A0808396 L03 6/9/16 ;3 A0808359 FL04 6/9/16 101 A0808397 MV10 6/9/16 4 A0808360 FL05 6/9/16 102 A0808398 MV2 6/9/16 6 A0808361 FL06 6/9/16 103 A0808399 MV4 6/9/16 ;6 A0808362 FL07 619/16 104 A0808400 MV6 6/9116 W A0808363 FL08 6/9/16 105 A0808401 MV8 6/9/16 18 A0808364 FL09 , 6/9/16 106 A0808402 RG01 6/9116 ;9 A0808fz5 FL10 •:�.�.' . 6/9/16 107 A0808403 RG02 6/9/16 10 AO80,8366 FL"11 6/9/16 108 A0808404 V12 6/9/16 1 A0808367- FL12 , "6/9/16 109 A0808405 V16 6/9/16 '2 A0808368 FL13 ,- - - 6/9/16 110 A0808406 V18 6/9/16 '3 A0808369 FL14 ;� b/9/16 111 A0808407 V4 6/9/16 4 A08G8370 FL15 6/9/16 112 A0808408 V8 6/9/16 Page 2 of 2 Job Truss Truss Type Qty Ply Std PaC/6511 EL D ,. A0808724 65019 A01 Roof Special Girder 1 2 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Hun: /.f54u s tact / 2ui b Print: 7.640 s uct Y 201i5 Mi t ex inausmes, inc. i nu jun OR ia:2a: it 20 to rdye ID:W?quLcr?Re?LfzLe98RjH4yHM91-MmWDNmpg6J09ViQMb4i5KE06wu_6m8sw8sZCuzB Zr r1-4-Qi-10-14 3 10-14, 9-0-7 14-2-0 17 4-0 20-6-0 26-4-12 31-2-0 36-1-1) J 1_4-0 0 2-0-0 5-1-9 5-1-9 3-2-0 3-2-0 5-10-12 4-9 4 4-11-0 Dead Load Defl. = 15/16 it 5x6 = 3x4 3x4 7 5x6 = 3x8 = 1.5x4 II 4x8 = 4.00 12 8 9 7 10 11 5x6 = 5x6 = 1.5x4 11 3 W2 4 W 0 2 2 13:4_'--- !1212 ,o p1S 2 N 1 Li 21 20 19 18 17 16 15 14 30 31 13 32 33 12 3x6 = 4x6 = 4x4 = 4x4 11 3x8 MT20HS= 3x4 = 3x8 11 4x12 = 3x6 5xl0 MT20HS W8= 3x8 = 9-0-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft_ L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.76 16-17 >567 360 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.49 16-17 >290 240 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.22 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T5: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B3: 2x6 SP 2400F 2.OE, B2: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W13: 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 6-9-11 oc bracing. REACTIONS. (lb/size) 12 = 3491/Mechanical 2 = 2363/0-4-12 (min. 0-1-8) Max Horz 2 = 195(LC 4) Max Uplift 12 = -1579(LC 5) 2 = -1041(LC 4) Max Grav 12 = 3491(LC 1) 2 = 2363(LC 1) ti FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOR CHORD 2-3=-3714/1383, 3-4=-3693/1383, 4-5=-6868/2762, 5-6=-5630/2413, 6-7=-5596/2412, 7-8=-8430/3654, 8-9=-13025/5702,9-26=-7922/3569, 26-27=-7922/3569, 10-27=-7922/3569, 10-28=-7922/3569, 28-29=-7922/3569, 11-29=-7922/3569, 11-12=-3326/1562 BOT CHORD 2-21=-1403/3403, 20-21=-3822/9088, 19-20=-2657/6494, 18-19=-2657/6494, 17-18=-3432f7978, 16-17=-5698/13009, 15-16=-6179/13825, 14-15=-6175/13822, 14-30=-6179/13825, 30-31=-6179/13825, 13-31 =-6179/13825 WEBS 3-21=-465/1366, 4-20=-2616/1174, WEBS 3-21=-465/1366,4-20=-2616/1174, 5-20=-104/546, 5-18=-1338/655, 6-18=-1356/3237, 7-18=-3733/1724, 7-17=-1413/3251, 8-17=-5934/2672, 8-16=-420/560, 9-16=1560/1407, 9-14=-863/2178, 9-13=-6353/2809, 10-13=521/424, 11-13=-3744/8336, 4-21=-5738/2472 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 9-14 2x4 - 1 row at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; 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); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plate(s) at joint(s) 1, 3, 4, 6, 8, 12, 2, 19, 21, 20, 5, 18, 7, 17, 16, 14, 9, 10, 13 and 11 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s)15 checked for a plus or minus 3 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 31-2-0 PLATES _GRIP MT20 244/190 MT20HS 187/143 Weight: 397 lb FT = 0%" 10) * 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. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=1579, 2=1041. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 130 lb up at 28-4-12, 119 lb down and 130 lb up at 30-4-12, and 119 lb down and 130 lb up at 32-4-12, and 119 lb down and 130 lb up at 34-4-12 on top chord, and 2065 lb down and 952 lb up at 26-4-12, 50 lb down at 28-4-12, 50 lb down at 30-4-12, and 50 lb down at 32-4-12, and 50 lb down at 34-4-12 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: 1-3=-70, 3-4=-70, 4-6=-70, 6-8=-70; 8-11=-70, 12-23=-20 Concentrated Loads (lb) Vert: 14=-2065(B) 26=-79(B) 27=-79(B) 28=-79(B) 29=-79(B)•30=-36(B) 31=-36(B) 32=-36(B) 33=-36(B) tq'uoap flfast;imtp+'Ytentit!f'k!IGOf IF6SSfSj Sftf M9.111N&C00T.3A5T:'ify fuipfaAmimA ait"I'sn On Tr.9 Wo Igaj.eM)W!e 1u4a LTmhI1:P.L 161K#5406eSmlast, 7rJtise�!aiR ilttt2aallti)6, isle stiltkra"snii p!'1Pt 5TB1{Tl/9tAftt q?Fi''v It kl SlbA, Sig TieSS OWi,�f4jm?Mtt! T4KtihfC('Rfl;,til Sitl ttEt7 TiQiYt'Ni6t6M:;13Ffl4lflptti9t+1[E£a�p.m4acS R;pM:S;itj fliEG A251}36f'S:50p�TIF39ASpk12iSW1(t T.0 lt!!,WNt TY!!. TYA.+Siil,IS63r'tAOfEA-0padt� ,i.i*^d,W Anthony T. Tombo Ilt, P.E. 831393 FttUt Ti3f to sep ta= Bji; liS tF9P{B.-."Ihf!L8 C'KY. CIi �aAtr59tINF II ipEBIlI IN rTk6j �XLtAfi I173t RS.f1 C? tIIcS9lII(i�I:f IMIRi!'�.3piC6SQrrr!!.humm'dOIL, ro tdUYNN ni dfit Ims'W'itt Sid) trj,mP &.!Y4 : 80083 CBFtiV9iprraiptetad,3t5tm".1Rro;3s3dx1H�3693tAt<epnfhlsttAgrnlptlPart!tl3nspClf»ltlfdttYhis9ssi2'3p�silAi;YTfsNIITsvltthter.�tapneJptidaa.lf4lA�a:s:e�atsuSm4uwlAta3sslMGistgt?ex,83ttulipbpawuArtvisx>dm:l"'0.- 44515t.LucieBlvd. t�ur':id,:at3 iYe(tMr.4tprtttqud.Y�glYalpaYks anht3.lf irss P:sHtfryaaet9lJ!ti+errikrsp6>sipan,a€reuiriit�ftp:ete ifen seb"gyp. kT itpir�nitnesaeli d�utla7ti. Fort Pierce, FL 34946 [ep igbt01O16A1RooflPosses-Aalhoa}T.Tombnlli,P.F,&epradotliaaalMisderomeat,ioonyimm,Ssp9olibitedxil600tilenrittenpermitsionitor,Adioolbames-AotbacpLFemboW,P.f. Job Truss Truss Type Oty Ply Std Pac/6511 EL D 65019 A02 Roof Special 1 1 AT08725 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 6-9-0 12-2-0 5x10 MT20HS= Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:18 2016 Page I D:W?quLcr)Re?LfzLe98RjH4yHM91-qy3ba6gStcW07r?Y9nDKsRZMmILW Vdm3NWkbkLzB_: 4.00 12 3 4x8 = 5x10 MT20HS= 3x4 = 5x6 = 3x6 = 12 3x10 = Dead Load Defl. = 5/8 if e. I 9 5x6 WB= 3x4 = 5x6 = 12 34-1-0 2 8-11-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in- (loc) I/deft Ud- TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.56 12 >730 360 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.99 10-12 >412 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.19 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-8-12 oc bracing. WEBS 1 Row at midpt 3-12, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1544/0-8-0 (min.0-1-13) 9 = 1511/Mechanical Max Horz 1 = 195(LC 12) Max Uplift 1 = -569(LC 8) 9 = -677(LC 9) Max Grav 1 = 1544(LC 1) 9 = 1511(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3740/3179, 2-3=-3425/2923, 3-4=-5232/4424, 4-5=-4818/4028, 5-6=-3704/2976, 6-7=-3704/2976 BOT CHORD 1-14=-3139/3481, 13-14=-2438/2838, 12-13=-2438/2838, 11-12=-3693/4394, 10-11 3693/4394, 9-10=-2304/2726 WEBS 2-14=-437/604, 3-14=-433/594, 3-12=-2285/2824,4-12=-1948/1777, 5-12=371/485, 5-10=-943/980, 7-10=-881/1282, 7-9=2945/2511 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 1, 3, 4, 6, 8, 9, 13, 14, 2, 12, 5, 10 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 11 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=569, 9=677. 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 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 161 lb FT = 0% Ptelrvq�f;ttssastatS7'aiier±tlt'd! Pi'�FllPifE51'S:EEE1? EE9EEAE iEtMSB(dt(�;1)�fLSTdk('6P!EY}A(113�tEP5%isl'tk<k, y:uTrda±i,�;tfiscstas ve(s�dntntk dif Tnss t:sip t:s+ik;"PGmISs Ir.�LTsaitl,P.L llftstmS't:etkfue ss+. 8elt:sa`6Lwisk sletdsml4eTYAsdt Eatekrevaeaapb7es sFkODe nedh�ra?T<rhtl tt�d. Atvtlxt Datga fvpxles!lei;eirY;Fa;isetr;.he ttelnkgt,U rege±eCt®v;k•.vitettalftrp<ehs±iced kvymterirgres;eks:Siitthrt�2esipviCre sh;itTrotsdpFhdkadt tJ6akEp,nlu RFl. ld p451¢I tee82;".iO;, 16G5j9F�:llbe4, lF'd[It7lh Anthony T. Tomho 111, P.E. elf ns klfUs;ras hrtxp � 2trespee .ihdtke dres,taa Qeslrs edkkrNn3letni6t6'Eeg lskgr,Mties+a<c!t»II(:raci6(tktfll itml5a:#;,aap:are�IP4E. las nlmttldRn M6seia7fi!(§TSt tEPoR TrIskExi�'B�'A 'j ta%t¢ utiz&rct3kasg sisu §ts�±t;rytt 'Ta t� 8000 ht EeIEEA; Otti�lU6�(¢kO6.:te, {q bstkie±Iye-FifimWvpfaiXis Rd;�NIMlPCkd tGi[j(0Z3Mlki SeLhittik3Cfejeildee'vlE:d ilE611 SINIlil.tlilUlip.M.(tkY.11;kitHil. TPII dR�il9klt±k3341FAE:.te49ddQC{6ilStl>Fii OfS¢!., rest Gktytitgultrak9 Fkm lvktdecker.w'su 44515t. L.ie BIYd. traxtadnS±dl;e6iesi e;rte3 rpnivn�t7ait+tlsa,eheR Reintk O:Siji Etgiie+tis b]tfie talY�U>up»a<k'`i+ss fltteah;L^t+ldtn llildie;. S7 tgPMadtrmsaenl4uethElld. Fort Pierce, FL 34946 _ tsppi;M � 1OEA A•I Rouf busses-AnE6uap T.Tumbo lli; R.r. Reproduction alibis document, iuunyb'm, is plubibiled nhDnufiEe sriften permistion hoe Ad tout Lasses-bnihaey L toabv ElE, P.t. I Job Truss Truss Type Qty Ply Std Pac/6511 EL D _._1, A0808726 65019 A03 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. Thu Jun 09 15:29:19 2016 Page ID: W?quLc(?Re?LfzLe9BRjH4yHM91-J8dzoSr4ewetk?akiUIZPf6SeihOE3_DcAT8Hnz8_Z 6-5-14 12-2-0 14-6-0 i 21-1-4 _ 27-5-4-1-0 6-5-14 5-8-2 2-4-0 6-7-4 6-4-712 36-7-4 3x6 = 4.00 12 7-6-2 3x4 = 4x6 = 4x6 = 12 3x8 MT20HS= 4x8 = 3x4 = 3x8 MT201-13= 3x6 = 3x8 MT20HS= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.43 12 >943 360 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.83 10-12 >491 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014(rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2'Except` T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-13 oc bracing. WEBS 1 Row at midpt 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1542/0-8-0 (min.0-1-13) 9 = 1512/Mechanical Max Horz 1 = 221(LC 12) Max Uplift 1 = -559(LC 8) 9 = -680(LC 9) Max Grav 1 !% = 1542(LC 1) 9 = 1512(LC 1) FORCES. (lb) Mart. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3783/3146, 2-3=-3604/3084, 3-4=4084/3454, 4-5=-3791 /3182, 5-6=-3184/2548, 6-7=-3184/2548 BOT CHORD 1-14=-3180/3526, 13-14=-2461 /2851, 12-13=-2461/2851, 11-12=-3104/3683, 10-11=-3104/3683, 9-10=-2053/2428 WEBS 2-14=-393/558,3-14=-622/710, 3-12=-1509/1942, 4-12=-1543/1404, 5-12=-117/276,5-10=-739/822, . 7-10=-698/1066, 7-9=-2667/2275 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 8t 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) 1, 6, 8, 9, 13, 14, 2, 12, 5, 10, 7 and 11 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 3 and 4 checked for a plus or minus 4 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=559, 9=680. 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 Dead Load Defl. = 9116 it 3x4 II 5x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 164 lb FT = 0% t'Aabj•Pitost?sgeefaY?ni:�Ra'k't"a6fTPIGSEf('Sfll�'j.5ESEt:fif�S(i8CA16iP:GIif:Ui1-0G�tU!EI'EIQtT�fN�i!lTh.<v.Psifjdtti�txtatleruett:elslkrutHr fr+s CNfiga [siatq?@p�te4':1+t�aryT.Tay.HII1;Pi.idlmugteetSdmtar0.7sitss o!k'aut 5fand retEtTOU,xitt bd!{uxa Pfaefr{e!Etuar� tr5mmfm.tfaT;.ffo!rip(afa.gk,,ft:E,apfa Aeadaetrrrnf + mm-port0.ttpf!rrif a!„a:raNINn!t,.siaTIT 1.TstMis,t afl!I aP�tu f, t' Anthony T.TomboIIi,P.E. /attic dtms,to%Issmtasj^,N"'Jawrihi(Iti of Ntan {ISi"jom ttt.tWN11C fit !t(IRI{t(t(dWI-MRi-tol Mf.s! To rO sd tsy Wmi d1s,luIM,W4Pa aid{!t;q siillfit ht!esplaiVj01 ». 80083 ' At tUWM dLIiftUATPJt:!93N.i!{417?f Sdtatb�?I lr9 iri lsarytf iif AtjatfG:FTETr<I j>1erg(aSHt:lflfdt (a!It? tC{t{Y'!y :'ad{t rW ItPSISI i(t!dFltx:df�jrte:d tltlffit. T}it �l IIt:tb,`33L211.^..ff llll Pti3?SL(!�TfFfS StS6H, �TfifP9iljfSij:lltf Ltrlift t(ae!tC;EH, ?il 44SI St. Lucie Blvd. Ir�r:td�`yt!{ta 41rtaa 1pnt gfcix,.r.�rx, kro. ta6asb i,ft tit ir.frg!sip Eraisttr is 5'JTgettiWiajOtsijm,x ErnsSn!rrEtglem dmldWin. k&fajih€rtd#�tts AsnitYn;ibfitt, Fort Pierce, FL 34946 � fcpttigflf::7DIOAdtosTTtossts-Mlhoyyi.lem6allt,P.f. Hepreduttiannll"iideiumeni,ioaorlaa,kp!nhihifedxi0naff6ewriWenpermftfinnfioad•IRna(Lasses-,tinthnsyL(nmto116P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 A04 HIP CAT 1 1 MrY908727 Job Reference (optional) A i muur i eeuooxo, rum i r-irmum, ru rsavo, oesigntda_I truss.com 1-7 11-10-0 17 1-7 5-10-9 5- 4x8 = nun: i.ovu s uct a zu to rnnt: t.avu s uct i zu-io mi i eK moustnes, inc. i nu jun ua io:za:ia zuib 1.5x4 II 4x8 = e Dead Load Defl. =112 ii 12 11 10 9 8 3x6 — 1.5x4 I I 5x6 = 3x8 = 5x6 = 1.5x4 11 3x6 = 5-11-7 11-10 0 17-0-8 22-3-0 28-1-9 5-11-7 5-10-9 5-2-8 5-2-8 5-10-9 Plate Offsets (X,Y)— [1:0-1-6,Edge], [3:0-5-4,0-2-01, [5:0-5-4,0-2-0], [7:0-1-6,Edgel, [9:0-2-4,0-3-0], [11:0-2-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.44 10 >931 360 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.76 10 >541 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.23 7 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) 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. BOT CHORD Rigid ceiling directly applied or 1-4-12 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 = 1534/0-8-0 (min.0-1-13) 7 = 1534/Mechanical Max Horz 1 = -90(LC 13) Max Uplift 1 =-682(LC 8) 7 =-682(LC 9) Max Grav 1 = 1534(LC 1) 7 = 1534(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3788/3180, 2-3=-3106/2643, 3-4=-3197/2845, 4-5=-3197/2845, 5-6=-3106/2643, 6-7=-3788/3180 BOT CHORD 1-12=-2898/3535, 11-12=-2898/3535, 10-11=-2209/2898, 9-10=-2209/2898, 8-9=-2898/3535, 7-8=-2898/3535 WEBS 2-11=-705/735, 3-11 =-1 99/417, 3-10=-311/524, 4-10=-396/441, 5-10=-311/524, 5-9=-199/417, 6-9=-705/735 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 8, 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except QtAb) 1=682, 7=682. 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 4510FA PLATES GRIP MT20 244/190 Weight: 161 lb FT = 0% r • tGeroatFfmss aarw;4.rro.itr'dt'A!1@GF11Uii6(iE[tEl'4 SEa.t1t?[tYi&:Qk6;T:tif€St;>N'PU?E1"r1fs�9taiEUa!�Jit'k*a. Ytntp(esi?oyzsrsfltts sad!:sda:tnrcdis inss C:sipsE�reis;r60Fvd'4lkearT.is�ba t',P.E.ts}:i:azrSrdldwsssa. klstsa'F�eise Aehtmlkai90r.1t -. Mild mr.Vu;%slafltt ndfu irm,I,srw. dssimssPn'SaF zsc,fe,Sp:rmtrFq"sest tle Rd..o}7;Dsseneifmaaymmdtlepilesneetx'ceenegnspes; r.�iry hrtkksys et :s l:lross satl�e t76 rv!;, nI. M4. taisita nsmsp*.as, le mutaims,sxa kd,xp Anthony T. Tombo 111, PEE. Pe Yat it lllS',SnS t#GFp Is�2Y�i: Rt IESpRa3:IN rI tltOrttr.AlOev!'5ntiKaesepnty U, E.�Eep611A Crm !� �F!�!!t(, ('at lt(tA liJ 1X9it3j;�9 jM1,?.Rgp"Oollpt00mittjflfH III Quit Tim,, 0.6�Tp �Jli�lS{�sW%t, T.t4tFn m!b, gS6E�1t I5f tf'�T535r�!'i]bv #80083 tieFsilta'6ns etmdta5o7u.tPmtnsdatlia"BSI:�c3depef�cessrit+rcimt5d@SEaln�bx5am15dtryl:taszse�:>?F6ai`.sSd/;1pINA(lv:mhrnd!ay!FYditifII!LT!!td.^�ai132:t! fI:FL'^.S3bt�3871Sitro5TRf51!f!i,T9Y Sassutepoguttrai5a5ssseatc sca5n. 44515t,LucieBlvd. rl`w*:see✓>it?abeesa ctre!is?ne,m. gkTm�pmres Wished?atims[9sigaEs;ittv tsiJ?ne P.itiy D!s n;trimsdTslesEy xednt tulrmp. 11 s Madfnms Pi's Mod a Zia. Fork Pierce, FL 34946 (appti0h11'1016 Ad Roai bnsses-Anl6onT t.lamba 01, U, Repredostion of Ss it mmerd, kcaylarm, is prohibited withotthe wrinenperm;aiontsam Ad Radbussts-Aritbuy L fombo III, U Job —1 Truss Truss Type city Ply Std Pac/6511 EL D 65019 A05 HIP CAT 1 1 A0808728 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. Thu Jun 09 15:29:20 2016 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-nLB L?osjPEmkM99wGCGoxsed25_3zVhMggDipDz8_: 7-0-3 13-10-0 20-3-0 27-0-13 34-1-0 7-0-3 6-9-13 6-5-0 6-9-13 7-0-3 rI 0 4x8 = 4x6 = 12 10 9 3x6 = 1.5x4 11 3x8 MT20HS= 3x8 = 3x4 = 3x8 MT20HS= 13-10-0 20-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEEL in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.38 7-9 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.71 10-12 >580 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.23 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 4-2-5 oc bracing: 9-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1534/0-8-0 (min.0-1-13) 6 = 1534/Mechanical Max Horz 1 = -105(LC 13) Max Uplift 1 = -669(LC 8) 6 = -669(LC 9) Max Grav 1 = 1534(LC 1) 6 = 1534(LC 1) FORCES. (lb) Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3744/3175, 2-3=-2862/2484, 3-4=-2654/2458, 4-5=-2863/2484, 5-6=-3744/3175 BOT CHORD 1-12=-2877/3486, 11-12=-2877/3486, 10-11=-2877/3486, 9-10=-2004/2654, 8-9=-2877/3486, 7-8=-2877/3486, 6-7=-2877/3486 WEBS 2-10=-907/930, 3-10=-243/489, 4-9=-243/489, 5-9=-907/931 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)1=669, 6=669. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard Dead Load Defl. = 1/2 h 1.5x4 11 3x6 = PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 155 lb FT = 0% - P{a,aaprttasa�ea�'prnit,Jt'at'.t•!tD6FIlU'iSf4ri:(tB';,.EDEEtFEFiY1S:QMGTgAi(6STD4"6U?Fl�lfrs9�E[a'�'tTh;a4:rD{desip,gcatattttsM+:aimantbl;nssr:G7aTn»iaf"DUje�SetaT.t¢ahl[,P.E.r:hitamfa:aE4d.+rase,paft;s¢b:r»ilalkntcmNai76,ulr kittltem!tl¢rpt2�ssSdf it ASEQ(Et'.Nr:fp6t¢t61. 1r9Tix.1¢DHi¢R Eapattl tt Sr l6Ty'Eep'AN1,dtfeARatTTiD 12S'tie$103i!Mett9¢Jdtpt¢M113iEPG'tBp92MIPjalfrtSlt TjEflt&dNipf ¢5�:1 !ltF3J i?pK aglEt EvD aO?, tt11TP4i.TY'.l tit iiMtkai,ktd*�93hatl.fMaF'7d; Anthony T. Tombo lli, P.E. «dtsadNsTatssfarw,bkCegf: Da usp¢ni¢ddr C»tx,t+sDnv'sursant3 s,tdpih tr:ep Dtvwn,nnem:¢dde lt(hal6(rwtt¢fiol ia:is};cieeesirpt.tSa!dp¢,>Ixa,E:Da¢aayntiia.¢¢td:i,t,:,odt�,st,u �»rna �ae+acad se:nK>x�rlar jt; -80083 lit rx!jjg➢DC1134tl ml Ga5xlar. SDaitESlNitl Sf 9t f:Daxdf PflLYtf Rd r%,tFltliA'dt rvJHEP(13%DNi Sd».Tainssxeikl;!{i*'1Sd/TSn LBd SLSA if4:triftd iS t{jtFHA r4tISYf. TrN d+ SU::!?3WSd�I Fi aSd d�i!Sd't]Tliit vaSS%t:,.nnUls�poytaaatu,¢Jk; axtc tss 44515t. LdL Blvd. atbyrt!dda!dDrvGmxsaPted tr¢¢k•Y'itykrdiPal'esinlrzt. Rtinss D!sigefisea isS)T de tNLtq Dtstgn.s<Erassipttm Eept:tt: etas lelray r]apifi5rtdtroswers letatih7rl Fort Pierce, FL 34946 rCtpyaigElv1016AdQaotLosses-AnibunyT.iamho114P.E.Beptododionafihisdorument,hayfe,m,isplohibitadxithooftbewrinnpermisehhemAdlaofTmsses-AothonyLTomb III, P.E, Job Truss Truss Type Qty Ply Std PaC/6511 EL D AU 08729 65019 A06 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. Thu Jun 09 15:29:21 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-FXIjD8sLAXub_Jk7gvnl U4Br2VK1 ixBW3UyFLgzB_: 17$8 16-3-0 i 8-1-12 15-10-0 16r(Is8 i 19A-8 i 26-5-8 i 34-1-0 8-1-12 7-8-4 0- 1.5-8 2-0-0 6-9-0 7-7-8 0-2-8 • 4.00 12 5x10 MT20HS= Dead Load Defl. = 9/16 it A 0 4x6 II 4x6 = 5x6 WB� 4 5 14 1 a 12 11 'V 9 1.5x4 II 3x8 MT20HS= 3x8 = 3x8 = 3x8 MT20HS= 1.5x4 II 3x6 3x6 = 17-8-8 16-3-0 i 8-1-12 15-10-0 16rps8 i 19-8.8 i 26-5-8 34-1-0 8-1-12 7-8d 0- - 1-5-8 2-0-0 6-9.0 7-7-8 0-2-8 Plate Offsets (X,Y)— [3:0-3-0,Edge], [8:0-1-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) . 0.39 12-14 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.76 12-14 >535 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 164 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30'Except' T3,T4: 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 34-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1533/Mechanical 1 = 1534/0-8-0 (min. 0-1-13) Max Horz 1 = -121(LC 13) Max Uplift 8 = -652(LC 9) 1 = -631(LC 8) Max Grav 8 = 1533(LC 1) 1 = 1534(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3661/3140, 2-3=-2600/2306, 3-4=-2504/2320, 4-5=-2467/2339, 5-6=-2563/2437, 6-7=-2768/2464, 7-8=-3685/3156 BOT CHORD 1-14=-2826/3398, 13-14=-2826/3398, 12-13=-2826/3398, 11-12=-1973/2582, 10-11=-2848/3424, 9-10=-2848/3424, 8-9=-2848/3424 WEBS 6-11=315/486, 7-11=-953/953, 7-9=0/275, 4-12=-852/1061, 5-12=676/573, 2-12=-1105/1102, 2-14=0/309 WEBS 6-11=-315/486, 7-11=-953/953, 7-9=0/275, 4-12=-852/1061, 5-12=-676/573,2-12=-1105/1102, 2-14=0/309 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) atjoint(s) 3, 4, 5, 6, 8, 1, 11, 7, 9, 12, 10, 2 and 14 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 13 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 8=652, 1=631. 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 RtmkrFi+aaRxa�y atis�ru'ktlC0S7115S8;'SEB.R'},ute8flT0056{00DI�J6i i6S(DMYP!EI'jl.:rs9k4Ed"�k_"kT'.am.9;titp le;iiapataslevs velr»dutasnftis ittss Dsip[esrit(iiDDjad�+AakajLism4t N,LE(ehnsttSa:�el2firt Fsa leHse±�!»iu srmicgE4e13R.tch '. Wlek arae:mrrides sltlikntfln itihls sdd. isa(:ns0ni¢Eo- to se istrz9(Fega:tt4W std ee agTJO rtvrttrfs as mtsuax 0tprdenieFd eag�xnrFgas(tar itt lnttarcsiptl'ksn;le(ressdr(iEedFnNs t.Duk, esru1P41 T'v.7esge nstap.*.wt,kadotrstdtust,u drtf Anthony T. Tombo I11, P.E. Wm thwirml. at W::Frog-,p-,1*04 d6s0mx.ba 0-esestm^dal-tlnR+te.h]004W.,146-+wON n44e8( W Al RnlStaal ai—I a],b,r vdol[if NOW a(DAim FlDnLeu,ixldeg�aa"eq<9xm,.a thtiex eedW¢pgsadiWrs+rn7sssea,(s: tdleist+�0itsat(d DttxsiltFluJlaEdsrtrettxtrteit;aa.edfOeJn:F?shs "se!t's1$dat(ssksilt[adrlariri isAFedlFrestf.'nTtslnTrl3stssiDttt::a;t+FrEcF?;@;n+at tsassr;(toixeatmdt8tlisi(dDt:hsiptr:Fs'TFaanisJ.'Idptaa'hsi(shtetat?(fnlSErin!:eMsrrt3?optterd(ofa.K80083 llml.Mq. 4451Ei. LdeBl vd. Zi UppigbiC701D6diodbesses-6a?boall.lembolit mFort,FL 31946 Job 711, Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 A07 ROOF SPECIAL 1 1 A0808730 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. Thu Jun 09 15:29:21 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-FXIjDBsIAXub_Jk7gvnl U4BoCVKtil SW3UyFLgzB_; B-1-12 16-0-8 19-8-8 21 8-8 , 27-61 34-1-0 8-1-12 7-10-12 3-8-0 2-0-0 5-9-12 6-6-12 4.00 12 4x6 = Dead Load Defl. = 9/16 it 500 MT20HS_ 4x8 = avr, _ 15 " 13 12 11 9 1.5x4 11 3x8 MT20HS= 3x8 = 1.5x4 11 3x8 MT20HS= 1.5x4 11 3x6 = 3x6 = 3x8 = 8-1-12 16-0-8 19-8-8 21-8 8 , 27-6-4 34-1-0 8-1-12 7-10-12 3-8-0 2-0-0 5-9-12 6-6-12 Plate Offsets (X,Y)— [3:0-5-0,Edge), [5:0-2-12,0-2-8), [8:0-1-6,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.41 12-13 >995 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.78 13-15 >521 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.23 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 165 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2,T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1532/Mechanical 1 = 1535/0-8-0 (min. 0-1-13) Max Horz 1 = -122(LC 13) Max Uplift 8 = -652(LC 9) 1 = -632(LC 8) Max Grav 8 = 1532(LC 1) 1 = 1535(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3667/3152, 2-3=-2592/2299, 3-4=-2497/2313, 4-5=-2513/2347, 5-6=-2826/2628, 6-7=-3025/2670, 7-8=-3743/3214 BOT CHORD 1-15=-2839/3404, 14-15=-2839/3404, 13-14=-2839/3404, 12-13=-2315/2920, 11 -1 2=-2313/291 8, 10-11=-2919/3487, 9-10=-2919/3487, 8-9=-2919/3487 WEBS 2-15=01302, 2-13=-1123/1127, 4-13=933/1146, 5-13=-845/818, 5-11=-255/227, 6-11=-462/621, 7-11=-755/762 WEBS 2-15=0/302, 2-13=-1123/1127, 4-13=-933/1146, 5-13=-845/818, 5-11=-255/227, 6-11=-462/621, 7-11=-755f762 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=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 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=652, 1=632. 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 w'isa}•Yfasd�xe4r'y review hf'A=ICi�F tIQSSESi'SElt3'j.6E1fLtL1EfA{idEQ;E^;{315€t3PdN �rJ?{t�ATg1)!Si{Q{;�Aj�If:p.Y:;'iE4{!;i(,agcRl6FiCr4 d1g E3'a{dtlli l4 fbil iCJS}r:N}e 6Si�ItEg;;GG;E�?»taimyT,isalelC,P.LIEhiEEUSb:etlefisnase, 3fktso!dveisesMf2faMfTQQ,rdr WtEk[t�dcr rl9lss{d4ERnAE.d hs aaifihls 4llEf. IsoTnss6e±i}a:q?er,`f41a:Ehi)t}at46t s431".71'Qimefas m3aywsa�l14ph'inra tr. m4rieprl;fus ff:aq 1.tmbsi}4 d;etoiltl sdowdtedfTN&,We III L Tisdssp45FM^.niW�9TE}Ed'il'l„t,.S,pyjS'6'40 Anthony T.-Pombo 111, P.E. i[I4ilFft{f}1135Sfi,(4(?di�}Ik4,EErebi'ah It lil QaHr, IiE Qelt?}air46E?Ftd 4;f�11I{er3:+gJSLHAlIf£:YL'Nf{!1{T. ht lE(ISd l:f i4fil iil'j:idEETnE, T2E31diil0(ikRT�Q IFd RJ6fldlif lELT4TIN1,tiff§dlfIJLJ},S1%�3�IEiY:hh34lid �RRj SN114l fH!f w.fH #80083 ' tieswJap Qev}4ermd:4N•e'ler ttlaa3s sesiNal �C4si6Egi4f"e4s 4ed}rddetittsdkfleIdagr4zmetl 5d:n 19aafn kxjg+iisidSr D{lad StUarRsetsElaxd a;3Ex3ei gndx!!.l?4?dc`sEsalre!»ssi4�L�!esaldfiss4STntsCf!i}av,{saufas;pisgufer 4a!}Fiu?Asticr3ea'.xs 4451 St, Lucie Blvd. aSar.;3dr-<ini i.4(E!i»i Eyeedgfxovr fp6r:iTaf2si«4S+d. ide ira,s Q:.iy4Erixftr (s [9TAetnld'"g Q:s :44:`msSr;he{gnlndmkdf�. ;C cs78#zdrr.Fssaenlfinei il76?. Fort Pierce, EL 34946 Cepyti0i 0 2016 A-1 loof basses-ArdhonyLTembo III, P.E. 1apredadion of this dowmal, is aayfarm, is prohibited withourfhe written Fermissior. from A-1 looEbmsses-Anthaey L Tombo III, P.L Job Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 A08 ROOF SPECIAL 1 1 A0�08731 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. Thu Jun 09 15:29:22 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-hJ6QTtzxrORbTJJOdIG1 HkzWvgARPvfl8ipt6z8_Z t 8-1-12 16-0-8 21-8-8 i 23.8-8 1 28-2-11 34-1-0 8-1-12 7-10-12 5-8-0 2-0-0 4-6-3 5-10-5 i t2 O 4.00 12 46 = 5x10 MT20HS—_ 14 " 12 rI 10 9 3x6 1.5x4 11 3x8 MT20HS---3x8= 1.5x4 11 3x8 = = 3x8 MT20HS= 23-11-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft- Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.41 10-12 >992 360 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.77 12-14 >533 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.21 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2,T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1532/Mechanical 1 = 1535/0-8-0 (min.0-1-13) Max Horz 1 = -122(LC 17) Max Uplift 8 = -649(LC 9) 1 -635(LC 8) Max Grav 8 = 1532(LC 1) 1 = 1535(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3663/3162, 2-3=-2595/2314, 3-4=-2501 /2329, 4-5=-2556/2344, 5-6=-3074/2793, 6-7=-3261 /2847, 7-8=-3731/3355 BOT CHORD 1-14=-2848/3400,13-14=-2848/3400, 12-13=-2848/3400, 11-12=-2711/3311, 10-11 =-2711/3311, 9-1 O=2711/331 1, 8-9=-3060/3482 WEBS 2-14=0/299, 2-12=-1122/1119, 4-12=-876/1103, 5-12=-1103/1081, 5-9=-505/553, 6-9=-629/786, WEBS 2-14=0/299, 2-12=-1122/1119, 4-12=-876/1103, 5-12=-1103/1081, 5-9=-505/553, 6-9=629/786, 7-9=-491/681 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=649, 1=635. 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 Defl. =1/2 it 3x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 159 lb FT = 0% Nnr*,g-F m",!'Trttiartlt'A' dT0g0if19di f:41DR:,"tD!8 �!(t50D3E z#1'1t!a. Yti¢k;i4ot aian to rwlotin Itms 1.ToA6t If'sP.EiJntatSl:d9dti>ett 2ehtta aiu lkstlatIVIP'"tt xVtek rrmWtrridet tldihnedkr3x r5nloedid. Stob tt DnitsteAi¢et ('tt,speu to r�rtezlttutT�Dr s"dart,:y�atx tmtc;:�t�t�,em:yrnrtte�+rt(nr��tipdsa aline uttnnrrenl=,mttnn. tratt�rtr.«pant,(c�alnurrm,+s rst Anthony T. Tombo JIL P.E. of no ddtt Inufeeq Wdgi: VIM 0.V.13 .WsVAWt-dgV;IW i Dtuzn,itmse:oEdt5e 11(henCtu iSdmlrida}nde¢�!I}41.latnppnttollNtED nd�fittdnedtleT»st,trls2sltea!IigsMvg:.rzs daintsdka�55e8 i:Mnst»t&Y:ra g80083 M tA16gDtsipetm}@theNt. lgeC3s td adwleerDuiMltsF$n ul piet'iendStk iL2;iexfaen tdelr6ts#z:ee7i5lq;sNdMiFIWit!lmttMteW!Aiued (tilact MI iea fietisatiti4*.Ei talion d'�^.T"StDnF"JtMDK?hia-dt.itL�ilCtn,SC£ft eAar:: i+szi h t 6tes! eked rfuk vr;�xp lTe-vlersanht! Tlt Tms Dnyt Gpnxisl><iut+iUolDtsigrr: a`renStdta6r;lene eTallufS 3.:,a alD+ttd feces een tdiuth `Fid. 4451 St. Lucie Blvd. Zt (dpytigtt1;02016A•1800lLesset-MtSonyl.iem6dIII, p.f. RaptaduAionulthis detumenLinoayfae�,itptohi6AedrrA6uutthewrittenpetmist?nnham A-tAoufTeulsas-AntEucyLTamftotlLV.f, Fort Pierce, FL 34946 Job .1, Truss Truss Type City Ply Std Pac/6511 EL D 65019 A09 ROOF SPECIAL 1 1 A0808732 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. Thu Jun 09 15:29:23 2016 Page I D:W?qu Lcr?Re?LfzLe98RjH4yHM91-BvtUdpubi991 DduVxKpVZVG90JOdAyYoWoRMQYz8_Z 8-1-12 16-M 23-8-8 25-8 8 , 34-1-0 8-1-12 7-10-12 7-8-0 2-0-0 8-4-8 4.00 12 4x6 = 5vfi WR 13 " 11 "' 9 8 3x6 1.5x4 11 3x8 MT20HS= 3x8 = 1.5x4 11 = 5x6 WB= 3x4 = 25-8-8 8-1-12 i6-0.8 23-8-8 23-11-14 , 34-1-0 8-1-12 7-10-12 7-8-0 0 3 6 8-4-8 1-8-10 Dead Load Defl. = 9/16 it 3x6 = t— LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft Ud PLATES- GRIP TCLL 20-0 Plate Grip DOL 1.25 TIC 0.82 Vert(LL) 0.41 9-11 >995 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.77 9-11 >528 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.22 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 154 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T4: 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 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-11, 5-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 7 = 1537/Mechanical 1 = 1530/0-8-0 (min. 0-1-13) Max Horz 1 = -122(LC 13) Max Uplift 7 y = -655(LC 9) 1 = -631(LC 8) Max Grav 7 = 1537(LC 1) 1 = 1530(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3639/3130, 2-3=-2591/2296, 3-4=-2500/2311, 4-5=-2580/2303, 5-6=-3281 /2939, 6-7=-3511 /2964 BOT CHORD 1-13=-2817/3378, 12-13=-2817/3378, 11-12=-2817/3378, 10-11=-3064/3730, 9-10=-3064/3730,8-9=-3061/3733, 7-8=-2633/3240 WEBS 2-13=0/288, 2-11=-1110/1101, 4-11=-769/1035, 5-11 =-1 447/1372, 5-8=-824/724, 6-8=-591 /802 WEBS 2-13=0/288, 2-11=-1110/1101, 4-11=-769/1035, 5-11=-1447/1372, 5-8=-824/724, 6-8=-591/802 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 Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 81 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) 3, 5, 6, 7, 1, 12, 2, 13, 11, 9, 8 and 10 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 4 checked for a plus or minus 4 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=655, 1=631. 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 hOZrC�•Risest*�xeeptyrctinf lfs'1.1 KU0E DUiiff,'fEll3'I,Df90StiEffifaEDgDtts)Fi iEStDfi"IN'81S(tt7�iE��W�T16�. Yx�lcaropc¢nsterssef rcd¢ehnx6i3 Tntt Msip EYaaht?DbJecl�rS�sctT: TaahllaE.fahtew SrcEk`sfaaaa 7shsse4nw73eArntaaM.el3fl.>31t ', NiEdfwO!tltf SsLil t113tlht'SFTDDlIyt RDl.lt6TRiiD¢3ip FayatUi3F, TItLSIfEe16tF�71F Stdlt¢tTT;O IY�'S±f3:f0A3:jkd[F$IEe�'IfKSitE&fa��+ff�f(t;jP-0S�S itj hi 11d',SS;3d3:3n:E1453aFTM2lF61E!tDD eFi;,atJTr4E.Tatiesy-eFtssapE3ac,1t3laiada�cel, saa3t�it! Anthony T. Tombo 111, P.E. "Im ft5TIi35tRISj L>.wyt: it:11SEte 'iIS 00,G.v'ht0 HS:af,rtA rum 11 of t iq:o�pr,lotmuldEe 11(fit W sallftfdri'l-1motiml. T��ptetal a{IhS;DssriaTD!1lx4dflFTIF141H118g311•ItJp S¢Xy'±..Ra4`l�;et[+�Kit$J SItDiFrlt!fSpY35d'�.'.Tk �80083 ticdt03b1 Oesiyxaa+isttua4n. lDaeFt textpal CU uttlf(tlfat!s 6edlGut u:fdDftrDnq rexnxM idhmttatt'sa{ki"jrsi�sat¢+ttlw5}o ut:ehee¢:a�arwdyoame ERf aa`at3ly t,tax3sdubesmlatlntd5tras le.<�r.,Tn3s'utt.p6ThFer rri uvs3kmir.:tFr,m s: 4451 St. Lode Blvd. a4nsadatl1Tt61hxlegnlrparx+.±krr; taffies nnhtl,;lt ln:sD!sipe TfgiFsxls t9; tietv'tfiy bsipFet;xints iTAtm EF,im darb�lr¢a. t1lgar!!;ritamataldiedhtft?. Fort Pierce, FL 34946 UpytigMC2016A•ItoafLusses=Ambonp1.Tomb 111,P.f.6tpfodarliaaofthisdafumenttianrtylatm,isptabibitedwauttbewritle"ptfm6sionhamA-lAoof lass±s-AnibooyLTombo1111,1`1 Job Truss Truss Type Oty Ply Std Pac/6511 EL D 65019 A10 ROOF SPECIAL 1 1 A008733 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:24 2016 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-f6Rsr9vDTSH9rmSiV2Kk6ipLOjMvvl l ylSBvy_z8_i 8-1-12 16-0-8 21-8-0 25-8-8 27-8-8 34-1-0 5-5 8-1-12 7-10-12 5-7-8 4-0-8 2-0-0 6-4$ -4- 4.00 12 5x10 MT20HS= 5x10 MT20HS_ 19 16 17 16 13 12 11 3x6 1.5x4. II 3x8 MT20HS= 6x8 = 1.5x4 11 5x8 =3x4 = = 1.5x4 11 7x10 MT20HS= 20-10-f 4-10-0 Dead Load Defl. = 3/4 it A 1.5x4 II en 9 10 an7JTTCCCOJJJ Iru N Io 1 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.68 15 >602 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.15 16 >356 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.35 9 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) Weight: 176 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T4: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B1,B2: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W4: 2x4 SP No.2, W10: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-17, 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1529/0-8-0 (min. 0-1-13) 9 = 1629/0-5-8 (min. 0-1-15) Max Horz 1 = -144(LC 13) Max Uplift 1 = -633(LC 8) 9 = -765(LC 9) Max Grav 1 = 1529(LC 1) 9 = 1629(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3620/3126, 2-3=-2586/2301, 3-4=-2492/2316, 4-5=-5120/4588, 5-6=-6776/5870,6-7=-6696/5756, 7-8=-3354/2983, 8-9=3554/3031 BOT CHORD 1-19=2775/3359, 18-19=-2775/3359, 17-18=-2775/3359, 11-12=-3421/4136, 9-11=-2691/3295, 14-15=-3942/4885 WEBS 2-19=0/288,2-17=-1092/1101, 7-12=-2538/2116, 7-11=-1201/1060, WEBS 2-19=0/288, 2-17=-1092/1101, 7-12=-2538/2116,7-11=-1201/1060, 8-11=-652/879, 5-15=-1295/1291, 15-17=1644/2251, 4-15=-2685/3074, 12-14=A076/4923, 7-14=-1863/2336, 5-14=1821/2141 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) 3, 4, 7, 8, 10, 1, 18, 2, 19, 17, 12, 11, 13, 9, 16, 5, 6 and 15 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 14 checked for a plus or minus 2 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 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except QtAb)1=633, 9=765. 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 Aa .iei•iteese Manryl rzri:vue'kl E0lli 1riY5;S{'S[itFt } 6E0]lt IEINS E (ONnIIDOSNSiOtl(t0(E1� R371flsP3idsfNf' hrn, rtrdrdutSt laOaNeesndNe3m!esusasTmss�4sig� unvie{ M).4it hff.11.1.io III, rE lefeearesw A asst OelessUkerlse fihd se lte TDO,alr kJle§eameatrp:nrs6slt5taseilrrdelDDta la ND9. Is,lrss Berl. rrtrmer;' ,Spudl fripNerlfu seal it nyTDOreptstmmtsnrinsecTReirthssiml"Vete!uptsirssi§iligtrttt dNiodr.i-0Assinn4d is it TOO aelru9N MI. Re desja essaaImii, Is"tainuas; snrjd,q Anthony T. Tornbo III, P.E. ael—lumI'lIKtribiI&I is l§e Nssiviudt dh Onte, the O_'i.6"Istda'r4orls, uderal Otslier, Idehirtereu d He Xbbtic nift, Wei liaDnia tedltft. �80083 zt- aTrriNOatrtk44515t. Wei, Blvd. IieTnst Ot9p 6ritrNis 8CT 5?✓drArDtL�1.NTNrtTteiG3 felIlNf ttOfJ fiHti• {ll Nralendhlas neaS detaed lalFH(apyrigh102016A-Ifool irasses-AnthoayT.TomboIII! P.E. ReprodndionotthisNutrient, inguy form, ispsolhibiledrithoottbeniriltenpermissimefrom A-1RoofTmsses-Anthony 1.lombo111,P.E. Fort Pierce, FL 34946 Job .7 Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 A11 Roof Special 1 1 A0808734 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1 A 6 4.00 12 5x10 MT20HS_ Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:25 2016 ID:W?auLcrlRe?LfzLe98RiH4vHM91-71 E2VvrEmPOSwlu31rzewLUJ6hleDC5 6wTL 5x6 = 16 14 " 12 11 10 3x6 1.5x4 11 3x8 MT20HS= 3x8 = 4x4 = 1.5x4 11 = 3x8 MT20HS= 8-1-12 LOADING.(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.46 12 >891 360 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.79 12-14 >518 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except* T4,T5: 2x4 SP No.2 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 2-7-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-14, 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1531/0-8-0 (min. 0-1-13) 8 = 1630/0-5-8 (min.0-1-15) Max Horz 1 = -144(LC 13) Max Uplift 1 = -634(LC 8) , 8 = -762(LC 9) Max Grav 1 = 1531(LC 1) 8 _ = 1630(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3647/3146,2-3=-2582/2301, 3-4=-2488/2316, 4-5=-2564/2329, 5-6=-3787/3335, 6-7=-3455/3040, 7-8=-3602/3087 BOT CHORD 1-16=-2795/3386, 15-16=-2795/3386, 14-15=-2795/3386, 13-14=-2914/3567, 12-13=-2914/3567, 11-12=-4048/4834, 10-11=-4047/4844, 8-10=-2777/3356 WEBS 2-16=0/298,2-14=-1122/1117, 4-14=-860/1091, 5-14=-1335/1299, WEBS 2-16=0/298, 2-14=-1122/1117, 4-14=-860/1091, 5-14=-1335/1299, 5-12=-284/544, 6-12=-1323/1184, 6-10=-1785/1537, 7-10=-823/1021 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. 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 100 Its uplift at joint(s) except Qt=lb) 1=634, 8=762. 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 3x4 = Dead Load Dell. = 9/16 it 5x4 11 so I� I Ic; 0 3x6 = PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 160 lb FT = 0% iarcieg• Fltese ranee dp seeiev mt'Ad 800i 1pESS£S('iEIIFE'j; 6(p?lSt lEtuS E pIDD, If 11i1eks,v.Merpnishdlh"A.tllrmsTrotdl:tlllt.At Itrerr orsiJE(t.tE3','Il..Sp?:Itlf!ELpnNfrlit rat o-1Borst ..its onw,;btefmtpt4:suttter¢r2encf astasid,t(hr ft Itsp0tn,o;:Tr;ss&;4ddameloDdr,,is, IN. tkeaesp unnplim,,"Addi¢ Anthony T. Tornbo 111, P.E. VA S. dmis truss for mW&I is tistssleesmitdtdN 0urer, Ih Ormu'soa'ieisdogofatit4d&q Desbea,©mt sirfedd lie In, fit [KA tie butt 64sife rtdlpl 1. Tit gpreeddme IDD ni ur Ottd.ss el lie Tress,.64aplsdErl0—f,¢sh0din.4Wdyslyd hmt,fti m3Dtld - 80083 me en:avDersgrs aa(ouldx. A:Iedu, s9dicQe lDOnl lapatiseswl gildune}Iie kiNbsfexlced Sddrie'xetflse;lCllpsaishdlflHoolAGneidersaed largeuntpllna. I161 tt5f:smteepmdYintr¢d deisdl:tlmsDesinn, boss Cts!gi&ysen and Trss l;artalq<r,xa:ss 4451 St. Lucie Blvd. oi;nise hhe161a GetvluPfel oln i, mlirr NuOpccn lnuletl Tle ln;s[aup hT6ttriseCimu adSy[esicu Tnss Sfdea hfiem dart ioilds3. Nmineasedsems ns aslda:IhRFI. Fort Pierce, FL 34946 (o f htu02016A-IloolTrosses-Anthon 1.TombeIII,P.F. Re todeeionofthisdocument,inen farm, is rohibitedwithoutThewtitlea ninissionfromA-I Roof Trusses-Anihon•1.lomba111,P.E. P>r 4 y P Y P P- l Job Truss Truss Type city Ply Std Pac/6511 EL D An08735 65019 Al2 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 METek Industries, Inc. Thu Jun 09 15:29:26 2016 Page I D: W?quLcr?Re?LfzLe98RjH4yHM91-bUYcGrwT_4Xt44c4dTNCB7udKW2SNEvFDlg01 tz8_Z r1 4-Q1-10-0,3-10-0, 8-1-8 13-0175 18-0-8 23-0-1 27-11-7 31-8-8 33-8-81 36-1 0 $7-5-0 1 4 0 1-10-0' 2-0-0-8 4-11-7 4-11-9 4-11-9 4-11-6 3-9-1 2-0-0 2:-8 1 4- 5x6 — Dead Load Defl. = 1-1/16 E 7 1.5x4 11 1.5x4 11 r 6 8 4.00 12 3x4 3x4 10x10 = 5x6 = 5 9 5x6 =5x8 = cc 1.5x4 11 W2 1owl 0 2 12 1x4 11 1 13 I' O 22 21 20 19 18 31 32 17 16 15 14 6 3x6 3x8 = 5x6 WB= 3x8 = 5x8 = 4x4 = 3x6 = 3x6 = 4x4 = 1.5x4 II 1-10-0 3-10-08-1 8 13-3-11 22-7-3 27-11-7 31-8-8 33-8-8 36-1-0 1-10-0 2-0-0 4 3 8 5-2-2 9-3 8 5� 4 3-9-1 2-0-0 2-4-8 Plate Offsets (X,Y)— [2:0-3-14,0-1-81,[3:0-1-12,0-7-41,[1 1:0-6-0,0-2-81 [12:0-3-0 Edgel [15:0-2-4 0-1-8][17:0-4-0 0-3-0] [21:0-2-00-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.57 17-18 >766 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.47 17-18 >295 240 BCLL 0.0 * Rep Stress Incr NO WB 0.82 Horz(TL) 0.20 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 190 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 *Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W2,W10: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-10-9 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 = 1727/0-4-12 (min. 0-1-8) 12 = 1715/0-5-8 (min. 0-1-8) Max Horz 2 = 132(LC 12) Max Uplift 2 = -795(LC 4) 12 = -789(LC 5) Max Grav 2 = 1727(LC 1) 12 = 1715(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2453/1006, 3-4=-5591/2280, 4-5=-4626/1900,5-6=-3592/1441, 6-7=-3594/1554, 7-8=-3619/1566, 8-9=-3615/1452,9-10=-4666/1928, 10-11=-5587/2304, 11-12=-3008/1251 BOT CHORD 2-22=965/2193, 21-22=-947/2148, 20-21=-2454/5898, 19-20=-1793/4370, 18-19=-1793/4370, 18-31=842/2483, 31-32=-842/2483, 17-32=-842/2483, 16-17=-1704/4412, 15-16=-2319/5817, 14-15=-1059/2721,12-14=-108012766 WEBS 3-21=-1473/3647,4-21=-1397/647, WEBS 3-21 =-1 473/3647, 4-21=-13971647, 4-20=-1545/668, 5-20=-103/382, 5-18=-1100/587, 6-18=-364/309, 7-18=-604/1285, 7-17=-617/1320, 8-17=-370/314, 9-17=-1120/597, 9-16=-1301421,10-16=-1438/629, 10-15=-1323/604, 11-15=-1265/3139, 11-14=-256/122 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) Plate(s) at joint(s) 1, 3, 4, 7, 10, 11, 13, 2, 21, 20, 5, 18, 6, 8, 9, 16, 15, 14 and 12 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 19 and 17 checked for a plus or minus 3 degree rotation about its center. 6) Concentrated loads from layout are not present in Load Case(s): #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #7 Dead + 0.6 MWFRS Wind (Neg. Intemal) Right; #12 Dead + 0.6 MWFRS Wind (Neg. Intemal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind . (Neg. Internal) 2nd Parallel; #18 Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #19 Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right); #20 Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel); #21 Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 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 100 lb uplift at joint(s) except (jt=1b) 2=795, 12=789. 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) 24 lb down at 1-10-0, and 39 lb down and 13 lb up at 33-8-8 on top chord, and 2 lb down at 1-10-0, and 6 lb down at 33-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 r Uniform Loads (piq Vert: 1-3=-70, 3-4=-70, 4-7=-70, 7-10=-70, 10-11=-70, 11-13=-70, 25-28=-20 Concentrated Loads (lb) Vert: 22=-2(B) 14=-6(F) 3cxiep Nlest ISalep�Jpreeitr 6t'bl rggiR9SSSj SEII }GIgEESMMd(Ok'MIIggS O1Smxrrrtilj 670108;L4NfXrl�m. Ynrfrdetlg pnfineM:adrfalm!tsniusTmtsues:gt Craeiry;l6^irrARe klkecp LIIxS1IiI;P.Cletate;eS6tel'rtmtme. gelesstkfrvisesNeln Rt TpUx3r ane4sfeumsp;nss6ili le rser lAlrtTGDAIi tIQA is, It Dssj. rty�ul.,Sp!:o EEr3tN1Nse.11-Y TDO.'91.111®fQ0.. Ifthl.asiINI R�Nt11Fr1t1rfitlFtlJJ d(B.tlttrlOi ftwo,T:fss&eddnrtt IDn"Ir.fta0A 1.It. durp tssfswius, iahnsidnims; alsiddp Anthony T. Tombo Ill, P.E. ail rsedriiclfest hrlglfgerzp is Htfasplr:ipildrd McQne;geil+ads ctamtAvptma BfGgeiry Ottltex.o4atltd efntll(,Be lrrnf@e lad al3rg urt vdlNI.Cet;undffittt IDgnl lsl lieilrsf t113e trust,c,i,i:fgksdlo7:si:nt, Ifchtletifets9Gtti¢ptb9k5enspem3tlgtf # 80083 R: rNds}'sts.s^iaA(talnk. SgtUti s.9cA lekt lggnlMpratkerall glilelimdhe EeiHue4spna15s1tIT lEaetafl;E(S¢pfklntcS SplNal itr. oeldnpeN prpfttli{ji�F1(L �I etStts�elf£pPo31}.lGt1 WAAls6IId IR15 Ut51NfI,Tsnrets:gzr,pi4ta woTstssusosmmtr.r.:tss 4451 St. Lucie Blvd. 15.niuitraelga(wRclryraltpnuwnnrylr t7pt�es lnairLIirTnst Ceslp Gpiun is 50T�: p7f.>iCYilpze«Inx Srstez Erynen tleglu7a} 111 mNn9tddosunas r>faflta ltH. foppigfit t� 2016 Ad tpol7msses-AnS6cny i. Tem6a lil, P.E._Repsodufian of this dotcmer:T; in coy farm, is prahihAed wituoottde>sriNen psmislion from A•PRpof Trpssxs-Aolkonp T. Tomho III, P.E. Fort Pierce, FL 34946 Job . Truss Truss Type Qty Ply Std Pac/6511 EL D A0808736 65019 A13 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. Thu Jun 09 15:29:27 2016 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-4h6?TBx6l Nfki EB HAAuRkLRuDwPF6eoORPPZZJzB_Z F1-4-D 4-0-8 6-0-8 10-7-11 16-2-0 19-11-0 26-8-5 34-1-0 1�-0 4-0-8 2-0-0 4-7-3 5-6-5 3-9-0 6-9-5 7-4-11 5x6 = 5x8 = 16 15 .. 13 12 10 3x6 = 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 M 30 *Except* T2,T4: 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 2-11-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-5-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1530/0-5-8 (min. 0-1-13) 2 = 1631/0-4-12 (min. 0-1-15) Max Horz 2 = 130(LC 16) Max Uplift 9 = -649(LC 9) 2 = -778(LC 8) Max Grav 9 = 1530(LC 1) 2 = 1631(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3625/3023, 3-4=-3486/2978, 4-5=-3950/3410, 5-6=-2820/2509, 6-7=-2627/2465, 7-8=-2790/2450, 8-9=-3697/3148 BOT CHORD 2-16=-2758/3374, 15-16=-4159/4929, 14-15=-3039/3724, 13-14=-3039/3724, 12-13=-1957/2581, 11-12=-2845/3438, 10-11=-2845/3438, 9-10=-2845/3438 WEBS 3-16=-829/1065,4-15=-1259/1170, 5-15=-288/553, 5-13=-1253/1183, 6-13=-441/580, 7-12=-283/471, 8-12=-945/953, 8-10=0/262, 4-16=-1801 /1645 3x8 MT20HS= 3x8 = 3x4 = 3x4 = 3x8 MT20HS= CSI. DEFL in (loc) I/defl Ud TC 0.64 Vert(LL) 0.43 15 >944 360 BC 0.83 Vert(TL) -0.7515-16 >544 240 WB 0.97 Horz(TL) 0.21 9 n/a n/a (Matrix-M) WEBS 3-16=-829/1065, 4-15=-1259/1170, 5-15=-288/553, 5-13=-1253/1183, 6-13=-441/580, 7-12=-283/471, 8-12=-945/953, 8-10=0/262, 4-16=-1801 /1645 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) 1, 3, 6, 7, 9, 2, 14, 16, 15, 5, 13, 12, 8, 10 and 11 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 9=649, 2=778. 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 Dell. = 1/2 it 1.5x4 II 3x6 = PLATES- GRIP MT20 244/190 MT20HS 1871143 Weight: 167 lb FT = 0% Zti5c1lg na11 mnitS!3yttti:wht•.a roDETrDssEs{'sruu•FsEnasr IFWSE{DiCJDD9i{USIgkfIDti';s CF 'El71XI'I Wet dtsipl.h%kfl,i.LItlnneeSWWrt w.a Wenelhttwist shledadt IDD,aelf VAM ntneml ffl=sillkisdin IfenDri I! IDOL ellTltlf O!Sltl Et te!fll..Sf!:ItIIf EgIFnIp iY SNIn1E1 TPDtttf!nMmnnyln:e cTDt t!IIn111RI tg¢tNlY.rrnt01111i,¢}IlRftl111M1DrdRlgi!Tnssneptl et of TODnly,1,1111&1. Ite deep tlna11411, Isttitgnelaittz; svnblor Anthony T. Tomba I[I, P.E. d tv tf riisTresl hr tglvilenr!l tit rslttaYtldratfi!Dntr, Ga Dnn't e.0 riled eta!ade t+Vlirr Desinx,6�t tnlutdhe ll(,Ile Rrttitltlw;loDSy oie v4l%{,iEequnv!t(@e 1DDul ttslield.st tl lferrxl,iaidugFsd!:e}s'ern!,nsrtDdin uAMtrlep sk76t :ngenii:lttfi r 80083 biA!inNp!trtR.W..:atN-40hM[EDnl 14e rr2dgawlgaitelistsdit l6lial Ua{aWSah¢eaucn;iCSlip li tsf ti Lg 04SKID. mr..Ml:rintnlilants. IF1.1 ter«vassn na dnr d la Tress otl!Rn, fs., hir nedl is tmdawat, aes 4451 St. Lucie Blvd. e'!nlseith riteUsmwgerfeynhnislgkidtonesh,s!el It! loss [top lipffislDT6!1.01[low"ninssSFsknhit teer00"Wiay wmt t mf e;nstnm{t,edhntL Fort Pierce, FL 34946 (opyright02016A-1Real Trusses -AothonyI.lombolll,P.E. Reprodnrtianofthisdomment,inenyform, isprohibifedwithout The wameapermission from A-1Rooffrasses-Antiony1.lombo111,P.E. - Job Truss Truss Type Qty Ply Std Pac/6511 EL D AO$08737 65019 A14 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2016 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:28 2016 Page I D: W? q u Lcr? R e? LfzLe 98 Rj H 4yH M 91-Ytg N h Xyk W h n bJ O mTktP g GYz_C Km 2 rC3Yg 3975mz8_2 r1-4-Q 6-0-11 8-0-8 14-2-0 21-11-0 27-9-1 34-1-0 $5-5-0 1 4 0 6-0 8 2-0-0 6-1-8 7-9-0 5-10-1 6-3-15 1�-0 1.5x 6 5x10 MT20HS= 5x10 MT20HS-- 15 13 12 10 3x6 = 3x4 = 5x6 WB= 3x8 = 3x4 = 1.5x4 11 3x8 MT20HS= LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.94 Vert(LL) 0.40 13-15 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.79 13-15 >519 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.20 8 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 M 30 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 3-10-3 oc bracing. WEBS 1 Row at midpt 4-13, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1628/0-4-12 (min.0-1-15) 8 = 1626/0-5-8 (min. 0-1-15) Max Horz 2 = -103(LC 17) Max Uplift 2 = -791(LC 8) 8 = -774(LC 9) Max Grav 2 = 1628(LC 1) 8 = 1626(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3698/3023, 3-4=-3506/2983, 4-5=-3246/2745, 5-6=-3040/2712, 6-7=-3065/2619, 7-8=-3730/3134 BOT CHORD 2-15=-2684/3436, 14-15=-3485/4297, 13-14=-3485/4297, 12-13=-2140/2862, 11 -1 2=-2807/3474, 10-11=-2807/3474, 8-10=-2807/3474 WEBS 3-15=-726/974, 4-13=-1 341/1292, 5-13=-254/569, 6-13=-190/385, 6-12=-187/450, 7-12=-682/715, 4-15=-1180/1118 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) Ilate(s) atjoint(s) 1, 3, 4, 5, 6, 9, 2, 15, 13, 12, 7, 10, 11 and 8 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 14 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=791, 8=774. 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 Dell. = 9/16 it 3x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 164 lb FT = 0% tWahl IRAs l W)uito kn.Soj T.T.t.lo, M fd... S6Mednimi, Deless ttkrvio fill m l!e IDo;aeir A91e}omtesrlresddl to ndlo doRlsoo senDl. kstTrns otsife ftpeetrOt, Spotty bpms,, to SSolnooliDDrry+eson uwepoaedMe pdessioui eopesitirztpnitlidrto no idpdCx s,oiTosseepmO to Or Too nil, Solo IN. Ito duip esonpius, oodiryodains, uAdily Anthony T. Tombo III, P.E. mles,ftsltosfr. m4dditi is 8t reslunWitldtlsOnn,O. DneisoAftnssi epeelmth ltdFy Oesioa,bQe udeddik R(,t1e R(nil tle ludtu;lagmie adl%I.Reeppnd st@eTDDni nlhell mt d sul+an, rdrtirytaMls}Cere;e, uthlioinu@t+nMyslaA le e+n{a sbORd 80083 bI,1!hf1mp,ttdtMsder. V000sdedieDe Ito nilst prJiret moil pildins'ntfeiltae6rotssdSoros? Ift-irs;jM1)itMisedV III WSKI,neoMn:nifirpndgtlnn.IN.) Wes rmosionmies ad1R3sdPsims Disktn, Gns oe>pbpos+nllosS daelodaeyaen 4451 St. Lucie Blvd. rsn,ite idsdlt ocotltseayel rye umisifoo0 jam kokel lot fussrtsiphomirli 9016.,AdlitiDosipsym Ross sties hiism dmyfzNal. Ill oap:t'indtemnon Marl it Mi. Fort Pierce, FL 34946 foPfI h1(D2016AAlooflinsses-Anthoni1.TombsIII,P.E. Repsoduttionofthisdommeei,inan form, is prohibitedwithout The rsitten PermissionfromAARoofimsses- Anthon LTomhaIII, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 A15 Roof Special 1 1 A0808738 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. Thu Jun 09 15:29:29 2016 Page I D: W?quLcr?Re?LfzLe98RjH4yHM91-03EIutzMH?vSxYLflbwvpm W Ewk7_agghvjugdCzB_Z r1 4-q 4-5-3 8-0-8 10-0-8 , 12-2-0 , 18-0-8 23-11-0 28-9-14 34-1-0 �5-5-Q 1-4-0 4-5-3 3-7-5 2-0-0 2-1-8 5-10-8 5-10-8 4-10_14 5 3-2 1-4-0 Dead Load Defl. = 112 it 5x8 = 1.5x4 11 5x8 = 9 4.00 F12 5x6 = 5x6 = 6 4 5 1.5x4 7 8 3x4 1.5x4 11 u' 2 3 9 0 n 1.5x4 11 A 10 so c i 1 0 11 Ish 0 18 17 16 15 14 13 12 3x6 = 3x8 MT20HS= 3x8 = 3x4 = 1.5x4 11 3x6 = 3x8 = 3x4 = 3x8 MT20HS= 8-0-8 10-0-8 , 12-2-0 , 18-0-8 23-11 0 _ — 28-9_-14 8-0-8 2-0-0 2-1-8 5-10-8 5_10-8 4-10_14 _2 5-3-2 Plate Plate Offsets (X Y)— [5:0-3-0,0-2-12), [6:0-5-4,0-2-8), [8:0-5-4,0-2-8) 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 0.63 Vert(LL) 0.42 15-16 >967 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.75 15-16 >543 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 172 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2,T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1628/0-4-12 (min. 0-1-15) 10 = 1627/0-5-8 (min.0-1-15) Max Horz 2 = 88(LC 16) Max Uplift 2 = -800(LC 8) 10 = -788(LC 9) Max Grav 2 * = 1628(LC 1) 10 = 1627(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3731/3216, 3-4=-3478/2919, 4-5=-3318/2864, 5-6=-3530/3034, 6-7=-3711/3216, 7-8=-3711/3216, 8-9=-3289/2768, 9-10=-3744/3120 BOT CHORD 2-18=-2885/3478, 17-18=-2943/3767, 16-17=-2943/3767, 15-16=-2571/3373, 14-15=-2331/3083, 13-14=-2331/3083, 12-13=-2808/3494, 10-12=-2808/3494 WEBS 3-18=-242/395, 4-18=-608/818, 5-18=-797/687, 5-16=-656/613, 6-16=-450/612, 6-15=-316/561, 7-15=-464/533, 8-15=-595/853, 8-13=-148/358, 9-13=-476/512 WEBS 3-18=-242/395,4-18=-608/818, 5-18=-797/687, 5-16=-656/613, 6-16=-450/612, 6-15=-316/561, 7-15=-464/533, 8-15=-595/853, 8-13=-148/358, 9-13=476/512 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 100 lb uplift at joint(s) except (jt=lb) 2=800, 10=788. 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 eviq-rieestNc+!gHptetitv6?'1-I toe; lHtASOCS1111rj;6Eq81111615E{IUiier4@eltl!!¢tf.TtxS!II;P.E.rtin!1;!d:Fkkt!rt 9tletsd"'ist filtd "it, IDD,enir WTl1:4tt2N(rP!i15!Il ttWed lsrlkelCUt!h!nDl. lsslrns msir![tau:r;.e.St:a?IryEtrrceelf,I:xsnit!Ier iDDtrytzstmmmty4uxdrtert!4sslsed e!gr<tnrf rzgofAlhgfttrte(!spdCzsa3L•ittssletkld is tttlDD nlr, wln rfl r. ik design astn{tins, Isttg idarruteriltlt Anthony T. Tombo III, P.E. mdttld�iSTtmlMm, 4ltdfir is llFleSrnStddydlA?OVIN;h!RY!C SIAv3h!d lrarM hf rtlldl4r D!!IRfl© UFintti hlll(.htlr(Ild hlle(1!rPJLIIgUdl aglPtI.R!QKenisfal lDD m(IntitidK!tIhlRtsl, ia1rdiyb!d..q; irorn!,IE;feIlLlltt WWags:HD he'kerliimWIT'd n 80083 A!(opyrighlD duffs l4aR lellf TDDnlheI'm1nessalptl"I'llXrtllicallIjametStIIIL.Rltin ilLi}rttlllfl7lJlnnlSrilitttllttn:tdlN)lnitlym(OfP.RI•I k4S1'h?Il5lnn7i:ItltS t[-0dA�li Bl ift TR55 DnIflfl, Tn5l:lCgi t3jMtI CA 1susa*A�ttwus 4451 St. Lucie Blvd. To W, Cnp lgmh 06? ftd&gVsJ;E rT.ni Si t, firiltfseim li.bg illn)iuudkmill!!3 dd9:IhRFI. Fort Pierce, FL34946 211 IfisofTrasses -Amhony 1. lambs Ilk. P1. Reptod'ustion of [his donomect, in any form. is prohibited wilhoof The wilftis permission from A-1 RoostTresses- Anthony 1. Tombis III, P.F. Job Truss Truss Type city Ply Std Pac/6511 EL D A0808739 65019 A16 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. Thu Jun 09 15:29:29 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-03EIutzMH?vSxYLflbwvpmW8ck6BaYuhvjugdCz8 Z r1 4-Q 4-6-13 8-2-0 13-11-2 20-1-14 25-11-0 29-6-3 34-1-0 a5-5-0 1 4 0 4-6-13 3-7-3 5-9-2 6-2-12 5-9-2 3-7-3 4-6-13 14-0 4.00 12 5x6 = 3x4 = 5x6 WB= 3x4 = 5x6 = r a 7 8 76 15 14 13 12 Dead Load Defl. = 11/16 it 5x4 11 1 en �' 0 3x6 = 3x8 5x10 MT20HS= 3x4 = 5x10 MT20HS= 3x8 — 3x6 = 8-2-0 17-0-8 25-11-0 34-1-0 8-2-0 8-10-8 8-10-8 8-2-0 Plate Offsets (X,Y)— [6:0-3-0,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.57 14 >720 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -1.06 14-16 >388 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.22 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 161 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-10-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1627/0-4-12 (min. 0-1-15) 10 = 162710-5-8 (min. 0-1-15) Max Horz 2 = 72(LC 12) Max Uplift 2 = -810(LC 8) 10 = -810(LC 9) Max Grav 2 = 1627(LC 1) 10 = 1627(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3731 /3163, 3-4=-3486/2870, 4-5=-3324/2813, 5-6=-4517/3726, 6-7=-4517/3726, 7-8=-3324/2813, 8-9=-3486/2869, 9-10=-3731/3162 BOT CHORD 2-16=-2835/3475, 15-16=-3463/4410, 14-15=-3463/4410,13-14=-3464/4410, 12-13=-3464/4410, 10-12=-2848/3475 WEBS 3-16=-234/394, 4-16=-506/749, 5-16=-1298/1071, 5-14=0/275, 7-14=0/275, 7-12=-1298/1071,8-12=-506/749, 9-12=-234/393 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 100 lb uplift at joint(s) except Qt=lb) 2=810, 10=810. 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 3raig, ese rklksnopkynfi De,b4 d0DT1RD55TS('SEE(ai, 6EtI(r5( Hills b",T.7oxieIII P.F.Ie(eta;e Sltetlfrtcfe. Uelessctkterlse s6lefnIM ND,ed,p @ileh¢rxslnp:a'es s5Dl6e ustlla D¢1CDtilt nl9. As, 7nss Desipe Erdunle,Sp'a:lnhpietet?, da snl 1,nrlDD:gnusts® P='t11h y6esnnl npeeeng regnsdih¢hrMdn!pollxvloiD+ss eeplded ar INTDD Wt. Wei TPtl. IN deslsuve.; aas, beNl nidgm„.144,ry Anthony T. Tornbo III, P.E. ad..01M lrm lx ag huq lstkimpuJiftf d Now, D:Ortatiseidedellit RC th olf of fit few N16,4 sd7%d. Geggren dlle 70Ddsn Deld neJ13e 7sess, e�d�fm�aT sb:er, iasMletite sedtrtuy ssi9klperessassbinsf �80083 a*ta ta;Des.p re d(.n w.Man s9MleDs Owlfepaerts mi 1.i(elen.11h10141(al"Selill W.M.;l60febInNJbr VIaarituatalexedkf jamiT.iltate. llld Le reesSete Fnuf'ian sdePesal(a he sDeA ea, TrnsCsrigoSp�et,afTnss uvn apt aen 4451 St. 0083Lucie Blvd. o5:-Wise dehtti 6ya(ealMaf;<elsyn ie vnrur tf sD TsNesinilel Ti?Tnst Cestp67iateris Boi4 r+9li>3 Grsipet.ninss Sgsk3 Eariva s!tmf Ytildd} 111 mp,'iiud5ens rrees I:latl is Mi. Fort Pierce, FL 34946 (opyriphi V 2016 A -I foolTiusses-Anthony T. Torok III, P.E. Reptoduttion of ibis dammeet, in ony faint, is piobibited withowhe xTinere penmission frone A -I Roof Time;-Amkony 1. hnnbo III, P.E. Job ,1 Truss Truss Type city Ply Std Pae/6511 EL D 65019 A17 Hip Girder 1 2 A0808740 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. Thu Jun 09 15:29:32 2016 Dead Load Dail. = 13/16 it 1.5x4 11 15 32 33 34 14 35 36 13 37 38 12 39 40 41 11 4x6 = 2x4 11 7x8 = 2x4 11 7x8 = 2x4 11 4x6 = 6-2-0 12-M 17-0-8 22-1-0 27-11-0 34-1-0 6-2-0 5-10-0-0-8 5-10-0 Plate Offsets X,Y - 2:0-4-10,0-0-5 , 3:0-6-0,0-2-8 8:0-6-0 0-2-8 , 9:0-4-10,0- -51, rl2:0-3-8,0-5-4 14:0-3-8 0-5-4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.79 Vert(LL) 0.69 13 >589 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -1.25 13 >327 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 366 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except` T2,T3: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 *Except* B2: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-6-8 oc bracing. REACTIONS. (lb/size) 2 = 2649/0-4-12 (min. 0-1-9) 9 = 2649/0-5-8 (min. 0-1-9) Max Horz 2 = -58(LC 8) Max Uplift 2 = -1372(LC 4) 9 = -1372(LC 5) Max Grav 2 = 2649(LC 1) 9 = 2649(LC 1) F014CES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3g-7476/3679, 3-22=-10471/5160, 22-23=-10471 /5160, 23-24=-10471 /5160, 4-24=-10471/5160, 4-25=-10471/5160, 25-26=-10471/5160,5-26=-10471/5160, 5-27=-10471/5158, 6-27=-10471/5158, 6-28=-10471 /5158, 7-28=-1047115158, 7-29=-10471 /5158, 29-30=-10471 /5158, 30-31 =-1 0471/5158, 8-31 =-1 0471/5158, 8-9=-7476/3678 BOT CHORD 2-15=-3426/7057, 15-32=-3438/7102, 32-33=-3438/7102, 33-34=-3438/7102, 14-34=-3438/7102, 14-35=-5549/11550, 35-36=-5549/11550, 13-36=-5549/11550, 13-37=-5549/11550, 37-38=-5549/11550, 12-38=-5549/11550, 12-39=-3379/7102, 39-40=-3379/7102, 40-41=-3379/7102, BOT CHORD 2-15=-3426/7057, 15-32=-3438/7102, 32-33=-3438/7102, 33-34=-3438/7102, 14-34=-3438/7102, 14-35=-5549/11550, 35-36=5549/11550, 13-36=-5549/11550, 13-37=-5549/11550, 37-38=-5549/11550, 12-38=-5549/11550, 12-39=-3379/7102, 39-40=-3379/7102, 40-41=-3379/7102, 11 -41 =-3379/7102, 9-11=-3366/7057 WEBS 3-15=-174/685, 3-14=-1754/3659, 4-14=-658/528, 5-14=-1189/568, 5-13=0/408, 5-12=-11901566, 7-12=-658/528, 8-12=-1755/3659, 8-11 =-1 74/685 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1372, 9=1372. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)105 lb down and 132 lb up at 6-2-0, 105 lb down and 139 lb up at 7-0-12, 105 lb down and 139 lb up at 9-0-12, 105 lb down and 139 lb up at 11-0-12, 105 lb down and 139 lb up at 13-0-12, 105 lb down and 139 lb up at 15-0-12, 105 lb down and 139 lb up at 17-0-12, 105 lb down and 139 lb up at 19-0-4, 105 lb down and 139 lb up at 21-0-4, 105 lb down and 139 lb up at 23-0-4, 105 lb down and 139 lb up at 25-0-4, and 105 lb down and 139 lb up at 27-0-4, and 105-lb down and 132 lb up at 27-11-0 on top chord, and 272 lb down and 172 lb up at 6-2-0, 55 lb down at 7-0-12, 55 lb down at 9-0-12, 55 lb down at 11-0-12, 55 lb down at 13-0-12, 55 lb down at 15-0-12, 55 lb down at 17-0-12, 55 Its down at 19-04, 55 lb down at 21-0-4, 55 Its down at 23-0-4, 55 lb down at 25-04, and 55 lb down at 27-0-4, and 272 lb down and 172 lb up at 27-11-0 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: 1-3=-70, 3-8=-70, 8-10=-70, 2-9=-20 Concentrated Loads (lb) Vert: 3=-53(F) 8=-53(F) 15=-272(F)13=-38(F) 5=-88(F) 11=-272(F) 22=-88(F) 23=-88(F) 24=-88(F) 25=-88(F) 26=-88(F) 27=-88(F) 28=-88(F) 29=-88(F) 30=-88(F) 31=-88(F) 32=-38(F) 33=-38(F) 34=-38(F) 35=-38(F) 36=-38(F) 37=-38(F) 38=-38(F) 39=-38(F) 40=-38(F) 41=-38(F) uEai!3-rIEPSE IEfAKgF�i41`v tit%% iDCrItISSES('iE1EFN;: sEw:EsuErus a @ErErF:ei L laxa+cF, P.E. FAan:e56?h 52ErEase 9?Iess EriPrwisE sldEl n RE 10D, ae'r YiTei aergUer gees sedlkoull?rrtelCmaSsrrDl. dseLKS D?site Frue:pA.,Sg?neDr FEgiEeesll esKlursr7DPfegs?sE.Kmmrplaedfei?rhssaed rcpue!iEgrepwsitill¢6r lke iesip,olCE sxg1?EfKStt�ImiEE iIETDDi91r.PE9EEr.�IF. Ttt e2E'gE KSiOgtiNE, litfil�ONAbEf,!titFEiliig Anthony T. Tomba I11, P.E. rJ-wdtu;Tress hereegh L•-a3 is fi-gKsdddgdtS!Ones, ReRnn's EANA:!deg!dorti, hilfnho-,o4udtstdtletil,At IK.10,Is.U1fu;uh Edl%.LReggKidit, 1DD Est Kg NA.u,IP. irrss,iaN.;ban&g.Arn!,I.Allefs, v:Q"mi; W ' 480083 Regdda30nge:HlFEettstx. �TW4?sdeA aide lW al Re 3m;teesml3eddnef.f6e reil(i.g hsdacdSEhlg tdns.En?.iF(SI/idliskdlg 1nw14r1mrelrra:ed kr?..I?imc R,-Woesl6etEsgssuMa'srd dA:rdtkT..Nop., T., Nq, apses.6IressRvltd-,aus 4451 i Lucie Blvd. E�w?leis¢ ithsel ego hdad Epeed 13311ENIiilig EP ED gE16N ksEif!d. h! rr.,s [top frg nnis6of 5? Wk3rtopn,er lass s1shaf!JIM dory hali®g. diF mgl'e l?d!l:ai IReE dda?r u R41. � Fort Pierce, FL 34946 (opyrigh1Q2016A4 Roof Trusses -Anthony 1.Tombo.111,E(. Reproduction ofthis doamen.1, in any form, is prohibited without The written permission fross AA Roof Trusses -Anthony]. Tombo 111, PA. Job Truss Truss Type City Ply Std Pac/6511 EL D A01808741 65019 A18 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 5-0-8 , 9-8-14 Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:33 2016 4x4 = 4x4 = 1.5x4 11 3x10 = 3x4 = 3x8 = 1.5x4 11 MI 1 5-0-8 14-2-0 3-0-8 2-0-0 9-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in- (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.39 10-12 >812 360 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.88 10-12 >360 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.13 8 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 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 8 = 1175/Mechanical 2 = 1289/0-4-12 (min. 0-1-8) Max Horz 2 = 114(LC 16) Max Uplift 8 = -485(LC 9) 2 = -620(LC 8) Max Grav 8 = 1175(LC 1) 2 = 1289(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2420/2108, 3-4=-3859/3228, 4-5=4320/3681,5-6=-1974/1784, 6-7=-1991/1763, 7-8=-2710/2359 BOT CHORD 2-13=1898/2236,12-13=-1885/2206, 11-12=-2189/2581, 10-11=-2189/2581, 9-10=2119/2515, 8-9=-2119/2515 WEBS 3-12=-1438/1899, 4-12=-1564/1436, 5-12=1291/1697, 5-10=-876/962, 6-10=-688/872, 7-10=-772/809 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) 1, 3, 4, 6, 8, 2, 13, 12, 5, 10, 7 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 8=485, 2=620. 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 Dead Load DeB. = 518 h 3x4 26.4-0 6-1-15 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 122 lb FT = 0% hRta�rpPlsosa:+xapiryn+ierrtpe'F":h:OFDNSESrStt.O°,,s"�ESEEIFIF[kS6tDNDtfOPS�hirlii;`fNFs'}LfiCTB�iEGE4}Ptcsa. TsfQs GsiyayDvasiRs etOaSsi tarn rn@is`tas DsipCsrr46�G0�ead'�IrT,AaSa ID,P.F.rehissaSMd hfu!tsc 7tlesa�kxaisulmlap Ret�,� i Wldts:>x�tnyWts slsRinseibrr rhls,dtl.Iss[ass DnsrEmnn 2l.11wG'ItE[f^4(at Sul i0MUDte1intOaM'fhM4!&r'%:Wd gnnnImptYhe-1R1 hrct&,g1Q^uiS Ij:1tFSSG.1L1PdWlki 0aGE!,rl/GIN-I. 51 fidp6sa •ms,it�a�ms�:rott, swdilftf Anthony T. Tornbo 111, P.E. Id ra dwilmss In?U*q ftsf mspmYie+d 6,0v r;dmes ule+md eptd it IN rr&j0Wvn, mtfenrn' dbt IlLfadlrpith !Kew4 aft.1 mi. lst r nAia , M IN ed,7Wk1 a tilt Im,rjlF s:ppsLMf1ass.pansUgV' t80083 tirinLZ.y6esyaGmitcaoatG.➢Imhssdnlu±np:7amtlsprsdtetnspieiund6trclertgOstwetlSdehFlariatR>TjriusidirtryadSKI 4451 St, Lucie Blvd. tlbGaiseddadiye0leaiepmirytsu.,Dgkpdspmlitsanhd, heIm Nllp rgph 4131Slutsoi6jvp ,Om Stilt.bibm.1 a Wrar 11[W1.:dh,.Sm0dM6111d' Fork Pierce, FL 34446 Copyrigblw1016AdRoalLmses-AnlbanyT.Tom6oIII, P.T. RepredadionofIbisdarament,incoy lem,isprohibitedzdboaltbecriltenperdsslanfrom AIRoaffusses-Antbony1. Tomb Ill. 1`1 Job 1+; Truss Truss Type city Ply Std Pac/6511 EL D 65019 A19 Roof Special 1 1 A0808742 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. Thu Jun 09 15:29:34 2016 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-M 11 exaOV6XXkl JDd58 W4WpD3olmN FtSQ2?cRJPzB_z 1 4-0 , 5-0-8 7-0-8 12-2-0 i 6-2-0 20-8-7 26 4-0 1�-0 ' 5-0-8 2-0-0 5-1-8 4-0-0 4-6-7 5-7-9 IL 3x4 = 3x4 = 4x4 = 3x8 = 3x4 = 48 = 3x4 = 5-0-8 1 7-0-8 12-2-0 16-2-0 20-8-7 26-4-0 5-0-8 2-0-0 5-1-8 4 0-0 4-6-7 5-7-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.28 11-12 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.57 11-12 >558 240 BCLL 0.0 * Rep Stress Incr YES WB 0.72 Horz(TL) 0.13 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 *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 3-0-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1184/Mechanical 2 = 1279/0-4-12 (min. 0-1-8) Max Horz 2 = 99(LC 16) Max Uplift 8 = -500(LC 9) 2 = -635(LC 8) Max Grav 8 = 1184(LC 1) 2 = 1279(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh4n shown. TOP CHORD 2-3=-2740/2244, 3-4=-2599/2223, 4-5=-2327/2013, 5-6=-2172/1997, 6-7=-2224/1919, 7-8=-2717/2451 BOT CHORD 2-12=-2013/2539, 11-12=-2724/3271, 10-11 =-1 559/2069, 9-1 0=-1 559/2069, 8-9=-2212/2528 WEBS 3-12=-518/708, 4-11=-117211126, 5-11=-232/412, 6-11=-154/259, 6-9=-1611362, 7-9=-515/705, 4-12=-916/914 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 8¢ 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at ---lb) 8=500, 2=635. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Defl. = 3/8 ii 3x6 = PLATES GRIP MT20 244/190 Weight: 121 lb FT = 0% wqn'ul•F4Eas:!i!;ty'+;r(eri9�ilkE'l irD6FDDSSESi3f(tEM`r 6EREift 1UY3&COADTDAS:DSTDi!"10!fl'IAi!?i)d1FG�Y1"E!v.Y:ifq deslPFevadgs ¢et):EfttM ¢E I4is `rots[':si�r[:Eai¢gi'OD�W?zt ka�'LTiaSt11;P.E.lehrw5aaet5elga¢n, 9elessa%K.+iu sleht¢nd�13D,a9ti 4tiF4k rErta pF¢ns.ldnen4rht*aera:iat!,(hl. IsahEisdeslszr>ii)eE.3c�RF,;�tq„roF1E(Iu�rr�DiY#eia4)01 i1!i14¢(i 3IMp'ESti!ItU:&'�411CgtE:r¢Ei:��Rjlrt'¢ed Sl�E(:2 fsi�IeF>E;sa'<�:!mmro-oa(,=<sn8(-t. Txnrf is!E(am1,t(t�al(EFtaw(,,:an�l An thon T. Tornbo 1I1:, P.E. fA4 Kf if �i)if311fgf%j r1'dSjt; l�!IE1Fte '`II,¢(IfI DfEa�nEDi<et�5¢d9q'.�3j9t{4I IN 1r�Df5.?"Ji AE StCpi tf [Tt u(, 19t 1i(ttE li li(1�1i[ ;e(?E�FYFF. T3t93F1¢e3(P', IFf(D¢S��'fiellSif tir¢trlFif, (T {'Ba AID.,)IY¢+.efi4'StG)s¢(dkt(cFj)4EIIle$elESj'AStf�Cj4 y 80083 n ' rtt reStc/D•al�a S33(Eialriet. rDa94iftlEltl!�9(v�¢f(�f piCiFFf q$ysi(F;uF)itLtllaleag(iz}9,eq T9rf!!b{SSfaNit>31¢99;i'x.1lr Tn q/itngle!tfFF![tl?ff(!FI(f�rOf...TF(.1 deFA)*v't 16ibID5iSti-�1)Pl�F r4U)fi(elirlKiDe!:�%, e3iE4iii�l [Ejitet 6r riit\E!SheCfFs, 40 e1f 44515L Lmie BIYd. s0e-r!ed~!?El6rs b,a>i e;iEEf fruu n 5y lr r fafi9s u,eMef. r6a rRzs Deng, Fr,,isea is SJ; (iefantis} D(sib,a,,q (»ss SrslEa 6yisete Eltn lniar. 2 ()Fi!sYt(lfnal ge q letnei u tf(1, FDrt Pierce, FL 34946 Upltighl 0 7016 Ad toot hnsses-Amhany L lamho 111, P.F. Fepradaaion d his da¢umen6 in aarfai-ah pidibled whhounhe wri3ten perdissianham Ad taolhasses-Anlhacy L rmnba Ill, P.L Job Truss Truss Type Qty Ply Std Pac/6511 EL D A01808743 65019 A20 Roof Special 1 1 Job Reference (optional) Al ROOF I KUSStb, FUR I VILKUL, FL 3494b, oeslgn(mal truss.com -14-0 , 7-0-8 . 9-0-8 4.00 Nun: /.b4U s Uqt / ZUI5 Ynnt: /.b4u s UCt / zulb Mt I eK ID: W?quLct?Re?LfzLe98RjH4yHM91-M 11 ex f.�i[t7s51�Ti1C6- 4x4 = 4x4 = 5 4x6 = r Inc. i nu Jun ubtIb:ZEl:34 ZUIb Dead Load Dell. = 3/8 it < e. 10 4x4 = 3x4 = 3x4 = 3x8 MT20HS= 3x8 = 3x6 = ■ i 7-0-8 9-0-8 ,10-2 0 18-2-0 26-4-0 7-M 2-0-0 1-1-8 8-0-0 8-2-0 Plate Offsets (X,Y)— [3:0-2-4,0-2-41, [4:0-2-0,0-2-41, [5:0-7-0,0-2-81, [6:0-3-4,0-2-01, [8:0-1-6,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d -PL-ATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.26 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.55 9-11 >574 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 119 Ib FT = O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T4: 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 2-2-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 3-11-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 8 = 1179/Mechanical 2 = 1284/0-4-12 (min. 0-1-8) Max Horz 2 = 84(LC 16) Max Uplift 8 = -514(LC 9) 2 = -647(LC 8) Max Grav 8 = 1179(LC 1) 2 = 1284(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2591/2117, 3-4=-2411/2105, 4-5=-2661/2275, 5-6=-2362/2060, 6-7=-2490/2088, 7-8=-2758/2382 BOT CHORD 2-12=-1858/2382, 11-12=-2104/2723, 10-11=1998/2605, 9-10=-1998/2605, 8-9=-2154/2564 WEBS 3-12=257/484, 4-11=-296/243, 5-11 =- 1631476, 5-9=-405/219, 6-9=-124/413, 7-9=258/395, 4-12=-536/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 1, 3, 5, 6, 8, 2, 10, 12, 11, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 4 checked for a plus or minus 4 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=514, 2=647. 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 Nrrt:�Etwuavnp}redsrr4t'k'ECBEtIW4f4tiEt;1'LD£';frltiFPVSLtDt6;18tS�StOR"EII!EI')!(¢79rdiE(�4yTr�a.Y:iilPte;ipepm¢aEtersapE�!¢tlnmdifitxsst»�a[r¢wfvp�DD}t�'irlx�}T,itmS¢rr:P.liaruem¢A.viktusese,7elzss¢`haeifesitttitAibl'agsilP Wiek«mnrtfpiekssEaRlt¢SfA6rt,51[; it Ee etfd. Is a hxsi help &4cuu(Lt. spw' ff Eep --e ke sect @nyT:Qfef23ECi0M!¢i¢i[e5(4tp'BitSiltiYiFCti'4Atp(tirfi3.4'HTi t4f@dtdSljlt}u'SRjl3 Net htso iw0 ,, noct". M-, TN Iiiip0c"!m,,os,hdcj ad Re..W&M Anthony T. Tombo III, P.E. 14oe¢rAisTtosfer%IVIM :s let nspm S9it tilt, a—,eo!3. esIderiaHrtdm IN U.4o;oftor, Weetttep dAeil(;14l III lSl ttiireiptl:trrp;tee[1lREI. ix3)pfPE31R'RS T:QmisepAtillfli(t1!Tlnf,bddvpkesirrp,sed¢p�wtLfiw [dkiwpsbtl'u [xltsrarihkJa - a60083 r E pDK rms( ¢an.lua t s>an rapt p"rasoppn�ttaare e�T>=t�tnp�n� . l pz:t larn�ssTnm:sa"tact+rp�dp+m.rtEta na:se i_etasibn xaT,ua�setr,:nnQry,spow�lTmexmfac ,e 4451St. LudeBlvd. t&p*isat=.:n>,:i E} ¢itdnigreetlps*G.rt�E} a'i ia6nunhe! rte isrs Desip Fpueris E91 ne tnkep D>sE,er: a ssess rrJemlgicre A ae Eglrmp. bi srpiblrAtensaen kfaea b:Fti, t Fort aierce, FL 34446 (opytightCO7R16A-t fact Lusses-Anibony1.Touch 111,P.E. Reproductions oldisdocument, inmeyfem,isprobihitedwilbouptbwritten permsf.00lremAdBootTmssas-AnthoeyLTembo111,U Job .11, Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 A21 Hip Girder 1 1 A0808744 , Job Reference (optional) Al KUUt- I KUJJtJ, r-UK I t-ItKL:t, t-L J4UJ4b, eesign(Naltruss.Gom Nun: 1.b40 s Uct f 2111 b Print /.b4u s Uct / 21.11 b MI I eK Industries, Inc. Thu Jun 09 15:29:36 2016 I D: W?qu Lcr?Re?LfzLe98RjH4yHM91-JQ90MG2le8nSHcN?CZYYbEJRcYZhjkf WJ5YI -1-4-0, 6-2-0 13-2-0 20-2-0 26-4-0 .27-8-0. 3x10 = 7x10 MT20HS= .- 24 25 26 - 27 28 29 30 - 2x4 11 1000 = 2x4 II 6-2-0 13-2-0 20-2-0 26-4-0 6-2-0 7-0-0 7-M 6-2-0 Plate Offsets (X,Y)— [3:0-2-12,0-3-81, [5:0-2-12,0-3-81 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20141TP12007 LUMBER - TOP CHORD 2x4 SP M 30 -Except` T2: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-4-2 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 3-9, 5-9 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with -Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2097/0-4-12 (min.0-1-12) 6 R = 2124/0-7-4 (min.0-1-12) Max Horz 2 = -58(LC 5) Max Uplift 2 = -1108(LC 4) 6 _ -1121(LC 5) Max Grav 2 = 2097(LC 1) 6 = 2124(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5732/2836, 3-17=-7690/3840, 17-18=-7693/3840, 18-19=-7694/3841, 4-19=-7698/3842, 4-20=-7698/3842, 20-21=-7695/3842,21-22=-7694/3841, 22-23=-7692/3840, 5-23=-7690/3839, 5-6=-5835/2877 BOT CHORD 2-10=-2625/5402, 10-24=-2637/5448, CSI. DEFL. in (loc) I/deft Ud TIC 0.60 Vert(LL) 0.51 9 >620 360 BC 0.49 Vert(TL) -0.91 9 >347 240 WB 0.93 Horz(TL) 0.15 6 n/a n/a (Matrix-M) BOT CHORD 2-10=-2625/5402, 10-24=-2637/5448, 24-25=-2637/5448, 25-26=-2637/5448, 9-26=-2637/5448, 9-27=-2618/5548, 27-28=-2618/5548,28-29=-2618/5548, 29-30=-2618/5548, 8-30=-2618/5548, 6-8=-2607/5501 WEBS 3-10=-159/694, 5-8=-147/726, 3-9=-1206/2452, 4-9=-1072/831, 5-9=-1165/2348 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) 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 100 Ito uplift at joint(s) except Qt=lb) 2=1108, 6=1121. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Dead Load Deft. = 5/8 it 1� 5x4 11 � N Ian d 300 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 148 lb FT = 0% 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 lb down and 132 lb up at 6-2-0, 105 lb down and 139 lb up at 7-0-12, 105 lb down and 139 lb up at 9-0-12, 105 lb down and 139 lb up at 11-0-12, 105 lb down and 139 lb up at 13-0-12, 105 lb down and 139 lb up at 15-0-12, 105 lb down and 139 lb up at 16-3-4, 105 lb down and 139 Ib up at 17-3-4, and 105 lb down and 139 lb up at 19-3-4, and 105 lb down and 132 lb up at 20-2-0 on top chord, and 272 lb down and 172 lb up at 6-2-0, 55 Ito down at 7-0-12, 55 lb down at 9-0-12, 55 lb down at 11-0-12, 55 lb down at 13-0-12, 55 lb down at 15-0-12, 55 lb down at 16-3-4, 55 lb down at 17-3-4, and 55 Ito down at 19-3-4, and 272 lb down and 172 lb up at 20-2-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7=-70, 2-6=-20 Concentrated Loads (lb) Vert:3=-53(B) 5=-53(B) 10=-272(B)8=-272(B) 9=-38(B) 4=-88(B) 17=-88(B) 18=-88(B)19=-88(B) 20=-88(B) 21 =-88(B) 22=-88(B) 23=-88(B) 24=-38(B) 25=-38(B) 26=-38(B)27=-38(B) 28=-38(B) 29=-38(B) 30=-38(B) ZtSaxig•rleese danelPdy rnirwtbe'bl NDT731iSSESrSEt10'}, 6ENOAt1EtiIS E NNi11148SNS10N1'tDfEl'j1001DAEd{PFAi' lam 5aitr desisr Evoc+eters 9d read¢ot:s wr>is hats Desige LTovisr;I661¢4tlzAelEeq i.Trxie l I, P.E leles�;eSiret;e!rtras� 00asa4-In stsld n ltr IDD, mlr uieinarner pats sEaliSe nd 6r rteIDDta le nkd. Asocress owls Baraa1A,5pnlel7h(seerj rx snl eonsTDNgrnorn oomepfm;eoftteloohtsised erpetuiarreslsr<.1layforh Its:gsvIlt,srpalnss4d,d n Ike TOD nly. Wa 1.11. The duty, n opm, Isdlrg nriduas, uiRkd,ry ! Anthony T. TOtnbo III, P. E. asl sn of�islns h; ory ErildiaT is Xs rspsnMatti its On.,ef.o—soAi-,4,enxtle l,ilflq Onipn,h!Muslestrftle 1IG3t Kid it, Isd tdisnpush.91.14. llegprna!dtle TDDod ntdield nod lie tins, stegs,¢;nDnuoaedereaeg SW Whs nSlrnslf.dy d 380083 De A4.jueczerozV.11tln. Uwns4m.0eRuninrronn s.iiIdelieesIf io10114ghnloatolSori.IrD,'nrzoaniEL[rpNn:adilflmdSSGonnlnnxdhrgneuIrdsise. IPIdr:St~s5snsdua3iiDnorsdA:oto14'slrcssoesiSrtr,Nmsiesg,5pnera,ATre;sa,orraumr,ta:m 4451 St Lucie Blvd. oi!tidufehoei hyaGaaMaptd q:ria+nDsrkrsD psNninaleed It!Tins DesipF our Isrol3slU'lFni;— Town Sisson Egueor r!earkalaE. NmpPoSsdrernsmos lslaad is lrkl. Fort Pierce, FL 34946 (eppight 0 2DI6A-1 loaf Trusses -Anthony L Tom6o 111, P.E. Reprobation of ibis doonseet, in any form, is pw6ibbed wirhni ibe nTinen p insission from A-1 Roof Tresses • Aaflon f 1. Tomho 111, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 A22 Hip Girder 1 2Ad808745 Job Reference(optional) A i ROOF l kUaata, Fuk i rlGtGt, rc i4te4b, oeslgnLaitruss.com Hun: i.b4u s Oct / ZU15 f not 1.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:37 2016 Page I D:W?quLcr?Re?LfzLe98RjH4yHM91-ncjnac3N PSvJumyCmG3nBSrW7yorSANskzg5vkz8_Z; 14-0 5-11-9 10-11-14 12-2-2 17-4-1 23-2-0 1 4 0 5-11-9 5-0-5 1-2 4 5-1-15 5-9-15 5x10 MT20HS= 5x6 = 3x8 11 10x14 MT20HS= 8x8 = Dead Load Defl. = 5/8 iE 4xa = i 5-11-9 10-11-14 L2 2 21 17-4-1 23-2-0 5-11-9 5-0-5 1-2 4 5-1-15 5-9-15 Plate Offsets (X,Y)— [2:1-5-0,0-4-10], [2:0-1-2,Edge], [4:0-4-12,0-2-4], [5:0-2-12,0-2-12], [7:0-2-9,Edge], [7:14-0,0-4-12], [8:0-5-12,0-1-8], [9:0-4-0,0-6-4], [10:0-7-0,0-6-0], 111:0-5-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.48 10-11 >559 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.93 10-11 >292 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.19 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 296 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 *Except* T2: 2x4 SP No.2 BOT CHORD 2x8 SP 240OF 1.8E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-7-3 oc bracing. REACTIONS. (lb/size) 7 = 9718/0-8-0 (min.0-4-0) 2 = 7959/0-7-4 (min. 0-3-5) Max Horz 2 = 109(LC 27) Max Uplift 7 = -4309(LC 5) 2 = -3674(LC 4) Max Grav 7 = 9718(LC 1) 2 = 7959(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-23246/10441,3-4=-16885/7578, 4-5=-16241/7337, 5-6=-16939/7590, 6-7=-23233/10333 BOT CHORD 2-11=-9875/21985, 11-17=-9875/21985, 17-18=-9875/21985, 10-18=9875/21985, 9-10=-7070/15998,9-19=-9732/22012, 19-20=-9732/22012,8-20=-9732/22012, 8-21=-9732/22012, 21-22=-9732/22012, 7-22=-9732/22012, 7-23=-7521/17043 WEBS 3-11=-1754/4013, 3-10=-6415/3025, 4-1 0=-1 964/4296, 4-9=403/967, 5-9=-2266/5078, 6-9=-6343/2866, 6-8=-1541/3731 WEBS 3-11 =-1 754/4013, 3-10=-6415/3025, 4-1 0=-1 964/4296, 4-9=-403/967, 5-9=-2266/5078, 6-9=-6343/2866, 6-8=-1541/3731 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=4309, 2=3674. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3470 lb down and 1600 lb up at 5-11-9, 1491 lb down and 697 lb up at 7-10-12, 1492 lb down and 700 lb up at 9-10-12, 1514 lb down and 702 lb up at 11-10-12, 1514 lb down and 689 lb up at 13-10-12, 1513 lb down and 672 lb up at 15-10-12, 1512 lb down and 672 lb up at 17-10-12, and 1512 lb down and 669 Ite up at 19-10-12, and 1517 lb down and 675 lb up at 21-10-12 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, 4-5=-70, 5-7=-70, 2-7=-20 Concentrated Loads (lb) Vert: 11=-3470(F) 9=-1514(F) 17=-1491(F) 18=-1492(F) 19=-1514(F) 20=-1513(F) 21=-1512(F) 22=-1 512(F) 23=-1 517(F) sit'recessSu¢S+dfreriwlie'kliJCFItVSSES(YEItFIhEFRIl!EEWSE(OkLkgAlSUSWNrlataj6pCR3£NfMnc�.rufrdestktIsuneueauudetsu srm;feslgiovrypUB}s9fteImi�l.hxhu17;G.EId"ue5heellefneme@l's"fi msteeduaeTO'"li Wleh ruuemu r!¢es 0dt5e m=.l hrdelBttsr nlil. Ef eTnss Cage Frdu:rQe,sgesictlr Fuyeee!;, to udnusF IDD:ryrusuhmwepatedlEe frutnind aQ[eenq res}su<.isltiryMRa tes'pualta st}'airssskpnedulEe TDD nlr.eslu TPIL Fke detlEunuurfieus,tedgnetniues, secrttaiq Anthony T. Tombo III, P.E. IFFtS[uf qi4 TRSltr Rr rellliFt Es AF assNeslEgdtdly OYIN; IFS am's.611nleee3na.at'alder henRG,Let- utleddlet ItUhe6rnaflelxdb3tvgule urA17�1. Resy3rndsr@e Faavelun ltltrn d Ike Tress, i2N.1ted�:4 s3�ne, tstdtlw eeftuogM he Seu;t*as3igd � 80083 8 at� i!dtfthid vdEu'uetlx. C7 edess9iAtfte putts uftereAPor6 xnU5thJr t,'ares'wiE[9jisMlsfrfSl lA oaeSKl ne uhrtusdhr Eunul3+dare. R:-I ieSasPoerts3fin�i:ien saAdAtsdtlxL ssCesinn, rrns✓s'gs'spxa ¢A trs!4motuhrer,saess 4451 St. Lucie Blvd. u".+r�riseEu6eei Erafueenliyued�u t smliryErsO 'crass IndseA ➢a Tntttasip 63teuS 6Cr"�udJfF>! Oesliu±r,a toss SEtfenEgisnr deQhdltm�. 10 u3oistesletus aeot iafael tlrN. CapyeightD2glbA-IPoalTmsses-Aothanyt.Tembolll,P.E.tepsoduNanofdSisdattmens,.ioinyform,ispmhilihedsrithrolibessriftenpermissinnfromA-lgoollnuses-Aellony1.Tombo111,P.E. Fort Pierce, FL 34946 Job �. Truss Truss Type city Ply Std Pae/6511 EL D 65019 A23 Hip 1 1 A0808746 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. Thu Jun 09 15:29:38 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-FoH9ny4?Am1AWwXOK_aOgfOmKM9pBp30zdafSBzB Z 1 4-0 4 4-8 9-0-0 14-2-0 18-9-8 23-2-0 , 24-6-0 , 104-0 ' 4 4-8 4-74-7 8 5-2-0 4-7-8 4 4-8 1 4 0 4x4 = d nnR-7 4x8 = 3x4 = 3x8 = 3x4 = 3x4 = 3x4 = 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in ([cc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.19 9-11 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.40 9-19 >702 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.10 7 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 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-8 cc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-4 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 1136/0-7-4 (min. 0-1-8) 7 = 1136/0-8-0 (min.0-1-8) Max Horz 2 = 79(LC 16) Max Uplift 2 =-567(LC 8) 7 =-567(LC 9) Max Grav 2 = 1136(LC 1) 7 = 1136(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2398/2203, 3-4=-1954/1687, 4-5=-1816/1680, 5-6=-1954/1688, 6-7=-2398/2202 BOT CHORD 2-11 =-1 945/2236, 10-11 =-1 346/1816, 9-10=-1346/1816,7-9=-1957/2235 WEBS 3-11=-461/641, 4-11=-103/313, 5-9=-104/313, 6-9=-461/639 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 100 lb uplift at joint(s) except Qt=lb) 2=567, 7=567. 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 Dead Load Defl. = 1/4 it GRIP- 244/190 Weight: 109 lb FT = 0% Zt7sFitr-rkm dtrrFg9lrni:r Ne'1-i BDDrIP9SS:3j iEF(FR'ifiiprJ.it lElitSSul.loxalI; P.r. Id ... Sbndwutce lJo,aah,.he mhh. It, IUD, eeir Nlre'c:t xmFrmsshallHrs:lln ntlDDhle Is F rnss Desire[r..iFexQt.,Sp!ueDr EEgtee.1 l F solo Rri ajusRh recuft a aNpAsshni npueneg RslvFsrtlurhrtta iKpvlCx inpern;rt<daean me rag or, Rln ma. N Ou unognns, mFugndnhes, tumidaa Anthony T. Tombo III, P.E. Rlev riri8lretshr rerkilecg it lit rsarF;JDdadFu Dne,D<DnerseA>rsuFd olor6tl+De¢r Desmtr,A3e uFteadHeltt,Helr(oa tle bolSaBdog uae adl%I. kecy7rFSF!tf@rIDD Rarerfidarse doe hass,EdFahgta�"ep trorn:,iFslDaiR teAlreuvgia46t�eses{auFiA]rtf 4 80083 azrA:aage rvs(oRuh. �RitSfIeAUI[ICORalertl7R9NgeladetldlelhUt(E5(N IS6I(iLTB(7RIILI�ptlhMa„IPIRaSI(rRtldttl:atiFgtFEld}aRIGIPIatSRSCIFIHDIBtIQQaR:t0IC8IR15Dt[tN,irnsusgs6gxtrRelrsWoinanw<ss 4451St.Lucie Blvd. e"� ise hhte16ra6ahelagFtl egn is vnrq to rD lsNes indrl lie Truss [top r3lows NOT ulebdieg[tsipes.er rnss SplelruiiRRde,q ialdhg. Fort Pierce, FL 34946 topyrigbi.(02016AdloolTrusses -AnthanyT.TomboIll, P.E. Reproduction oBhisdocument, incry lmm,isprobibiledwi16ou1llewitunpermission [rem A-IRoolTrusses- AnlhnyLTombo111,P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D AO'808747 65019 A24 Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com -1-4-0 , 7-0-0 4x4 = 4.00 12 Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:38 2016 ID:W?quLcr?Re?LfzLe98RjH4yHM91-FoH9ny4?Am1 AWwXOK_aOgfOkpM8CBp7OzdafS 11-7-0 16-2-0 23-2-0 , 24-6-0 , 3x4 = 4x4 = Dead Load Defl. = 3/8 ii 3x4 = 3x4 = 3x8 MT20HS= 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CS'- DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.18 8-10 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.58 8-10 >480 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.10 6 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 3-2-6 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) 2 = 1136/0-7-4 (min. 0-1-8) 6 = 1136/0-M (min.0-1-8) Max Horz 2 = -64(LC 17) Max Uplift 2 = -582(LC 8) 6 = -582(LC 9) Max Grav 2 = 1136(LC 1) 6 = 1136(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2204/1712, 3-4=-2038/1713, 4-5=-2038/1712, 5-6=-2204/1712 BOT CHORD 2-10=-1432/2017, 9-10=-1790/2350, 8-9=-1790/2350, 6-8=-1437/2017 WEBS 3-10=-111/398,4-10=-455/399, 4-8=-455/399, 5-8=-112/398 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 lead 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 100 lb uplift at joint(s) except Qt=1b) 2=582, 6=582. 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 1871143 Weight: 98 lb FT = 0% urmieg-PoheRwery;dpeerler6e:l �Cnt9gSEi('i(ltN}6Edflfil[WSE(OKCdf10gTtU5W!dllTl'I dOdnfip�{gFXi'Isea reNgletise gamnns�InNndhnfeis Trsssuhign Cra!riag 7U^ieadReAntJs)LTetiNId;P.E lelnnxgheellelNehe. Uelnsnkrnse shlN ee tEe IDU, N� ATeAAs, Ntsl?StirIV.call.,S{'ddl-ftlieNryf*sell 0.try MajaratstnanyzedlteIntestinal mGg NgN51FAhi9th6sjFafrNi ?Tnss6t"dattetoo elystinrna ThdesgassuepnNs,ir&j.,jaNs,ssrrddm Anthony wdrsedflis AnthonyT. Tombo III, P.E. Tmsnnr hiri"hderryutlladgeth overtmhil(eg DrOpn,pknn:td14,11.h1K.1 He bm'Et"Nte r80083 eerr2N:.gSe W—indbordn. AensssdnA in lle lGDulMgrad¢esml pildiNod6elrilirtg 6sgerrl Sale¢Icfatstn;rRA}µcis!tdag tit alS[(A ne nhrmNMgeendgiiaN. mleeflNs�neesgNn3i itlnNdJrtsddx T.msDWeroe, rrns.eCQa(Jghtee wdtnas HndadaN,�sss 4451 St. Lucie Blvd. eS:nise(eheNgg a(.*W wgn tenter lg e0 loth ierAal. lh Tnss[>esty 6gneN is rCiA GdSag[JtlghcerTn;s Srsna hgnNe e![9p IuN®g. dloyna irNre!os nenl:laNuR41. Fort Pierce, FL 34946 • Cdpyrigdt(DT016AdioolTeosses-AnthdaTT.Tum6oIII, P.E. Aepmdedidndtthisddsemecl,inenfform, isprdhi6AedxilM1noshe xTittenpermission(romA-IRdatirasses-AnlhonyT.Tom6oIII, P:E. Job �, Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 C01 ROOF SPECIAL GIRDER 1 3A0808748 Job Reference(optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designLaltruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:39 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-j_rX_H4dx3A1846ath5FDtxtAmT6w729CHJC_dz8 Z( 4-3-8 7-9-4 11-3-0 14-0-0 16-5 4 18-6-14 , 21-2-0 3-5-12 3-5-12 2-9-0 2-5-4 2-1-10 2-7-2 5x6 % 1.5x4 11 Dead Load Deft. = 5/16 ii 3x4 = 1.5x4 11 3x4 = 4x8 = 3x4 11 3x8 = 3x6 = 4x6 11 7-9-4 11-3-0 4-3-8 5x10 MT20HS= LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) 0.19 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.42 14-16 >595 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.83 Horz(TL) 0.07 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 390 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B2: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W12: 2x8 SP No.2, W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 = 6731/Mechanical 2 = 2063/0-8-0 (min.0-1-8) Max Horz 2 = 442(LC 27) Max Uplift 11 = -1985(LC 5) 2 = -782(LC 4) Max Grav 11 = 6731(LC 1) 2 = 2063(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOR CHORD 2-3=-4969/1617, 3-4=-4869/1565, 4-5=-4468/1397, 7-23=-13467/3882, 23-24=-13467/3882, 8-24=-13467/3882, 8-9=-13467/3882, 9-25=-8928/2532, 10-25=-8928/2532,10-11=-6113/1828 BOT CHORD 2-18=1772/4654, 17-18=-1772/4654, 16-17=-1646/4600, 15-16=-3977/13299, 14-15=-3941/13184, 13-14=-4121/13828, 12-13=-2532/8928, 11-12=-353/1224 WEBS 3-17=-295/349, 4-16=-497/356, 5-16=-1565/5219, 5-7=-5762/1832, 7-16=-10054/2936, 7-13=-561/462, 9-12=-4610/1336, 10-12=-2463/8709, 8-13=-2155/639,9-13=-1571/5216 Continued on paqe 2 WEBS 3-17=-295/349, 4-16=-497/356, 5-16=-1565/5219, 5-7=-5762/1832, 7-16=-10054/2936, 7-13=-561/462, 9-12=-4610/1336, 10-12=-2463/8709, 8-13=-2155/639, 9-13=-1571/5216 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F), or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) Refer to girders) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)11=1985, 2=782. 12) Load case(s) 2, 14, 15, 16, 17, 18, 21, 22, 33, 34, 35, 36 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 254 lb down and 274 lb up at 14-2-14, 179 lb down and 201 lb up at 15-0-12, 1685 lb down and 806 lb up at 16-5-4, and 1600 lb down and 779 lb up at 18-5-4, and 1603 lb down and 781 lb up at 20-5-4 on top chord, and 326 lb down and 94 lb up at 14-1-9 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=1.00 Plate Increase=1.00 Uniform Loads (pig Vert: 1-5=-70, 5-6=-70, 7-10=-260, 11-20=-20 Concentrated Loads (lb) Vert: 14=-326(B) 9=-1560 8=-1645 23=-218 24=-168 25=-1575 2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pig Vert: 1-5=-60, 5-6=-60, 7-10=-280, 11-20=-20 Concentrated Loads (lb) Vert: 14=-325(B) 9=-1386 8=-1500 23=-192 24=-145 25=-1397 14) Dead + Uninhabitable Attic Storage: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pig Vert: 1-5=-30, 5-6=30, 7-10=-260, 11-20=-20 Concentrated Loads (lb) Vert: 14=-259(B) 9=-863 8=-960 23=-114 24=-78 25=-866 15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) 6'etC'.[i �feS: ANEFgpittSkw N 11 IN 1%tiSEMI(;Mysi8(ri(liri(iS(1NG;rsfglfl:']TQ(1;'rfp[(jA(r.[�6t(G:�kllr?ffe, hfq top rC3@II.4f 4s11vit at'sNikf iry!i NSi�i@!i*itt ¢at=.STS�'(9ej LTi96tlp:r.f.1Rf?IRp Sid ldite iSR �41f.+1G%�'Wkt 5lttit (O�k}1�Q, is�j wtd rtda!lintenea6 r;miftfni.ittrwvsvp:nsNattsiwtn( n!isdttt:fr6!=t*tatat;,tittnspr,RlkrUtlPftdN1.; nssdgldd0@CI6t9i'WOF11,INttly7efl i�d �dr"et, gum AnthonyT.TomboIt!,P.E. ofMdrasTons [A"Iwdq::(4t!itsovr.[ Nis.matt!rst:amdg-t!0f(-etr. ,greartatfstn6fit 11WN d ty erttl.Tltmtkoilt.:6txtpwermtD td;jSWisrNnpnOra a80083 ' au i6NtpN ml4cimN.L altstkwiv�!rJta apsh !tt ({wmid&e tgt tt:tmtsdn�,�,o��iisitt mtsssa n:: ui=t i dia�t. nits !u,i aavyr. tatn!it tr,,ta,_�s•,tnu etp rNi;mi cadre tcz:N 4451 St. Lucie Blvd. d;erf!addr!#itGt>:sit3aiigann ylrc�istes'rtihtd.iEe'�ss0:slpEaitifrisi0iruW04onirr4tsirsssii;kafgi:ef<.drnl+ttiti.41taiari:rri!na;wealetn:!titlld. Fort Pietce,FL 34946 • Upyiigh;D2016 A•1 FotlUusses-Anl6anyT.lcm6c 111, P,E• Fepredtditn olt6is demmeat, in any Iota, is pmbibiied withattthe written permission liar. A�I&oollrosses- Whey L lambo 111, P.E. Job Truss Truss Type Qty, Ply Std Pac/6511 EL D 65019 C01 ROOF SPECIAL GIRDER 1 3A01308748 Job Reference(optional) Al ROOF I KUSSLS, FOR 1 PItKCL, I-L 34946, designgaltruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:39 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91 j_rX_H4dx3A1846ath5FDbdAmT6w729CHJC_dz8_ZI LOAD CASE(S) Standard Uniform Loads (pin Vert: 1-2=-23, 2-5=-33, 5-6=-33, 7-10=-194, 11-20=-20 Horz: 1-2=-37, 2-5=-27, 6-7=49 Concentrated Loads (lb) Vert: 14=43(B) 9=503 8=519 23=193 24=146 25=504 16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-2=-35, 2-5=-45, 5-6=-33, 7-10=-177, 11-20=-20 Horz: 1-2=-25, 2-5=-15, 647 1 Concentrated Loads (lb) Vert: 14=43(B) 9=486 8=502 23=178 24=141 25=492 17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-2=23, 2-5=-33, 5-6=-50, 7-10=-194, 11-20=-20 Horz: 1-2=-37, 2-5=-27, 6-7=-18 Concentrated Loads (lb) Vert: 14=43(B) 9=503 8=519 23=202 24=146 25=504 18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-2=-40, 2-5=-50, 5-6=-50, 7-10=-177, 11-20=-20 Horz: 1-2=-20, 2-5=-10, 6-7=-1 Concentrated Loads (Ib) Vert: 14=43(B) 9=486 8=502 23=186 24=141 25=492 21) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 1-5=-60, 5-6=-60, 7-10=-250, 11-20=-20 Concentrated Loads (lb) Vert: 14=-325(B) 9=-1416 8=-1530 23=-219 24=-154 25=-1419 22) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pin Vert: 1-5=-30, 5-6=-60, 7-10=-280, 11-20=-20 Concentrated Loads (lb) Vert: 14=-325(B) 9=-1386 8=-1500 23=-192 24=-145 25=-1397 33) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-2=-23, 2-5=-33, 5-6=-33, 7-10=-194, 11-20=-20 Horz: 1-2=-37, 2-5=-27, 6-7=49 Concentrated Loads (lb) Vert: 14=-209(B) 9=1096 8=-1177 23=-143 24=-105 25=-1105 34) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-35, 2-5=-45, 5-6=-33, 7-10=-177, 11-20=-20 Horz: 1-2=-25, 2-5=-15, 6-7=-1 Concentrated Loads (lb) Vert: 14=-209(B) 9=-1113 8=-1194 23=-158 24=-110 25=-1117 35) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Standard Vert: 1-2=-23, 2-5=-33, 5-6=-50, 7-10=-194, 11-20=-20 Horz: 1-2=-37, 2-5=-27, 6-7=-18 Concentrated Loads (lb) Vert: 14=-209(B) 9=-1096 8=-1177 23=-134 24=-105 25=1105 36) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-2=40, 2-5=-50, 5-6=-50, 7-10=-177, 11-20=-20 Horz: 1-2=-20, 2-5=-10, 6-7=-1 Concentrated Loads (lb) Vert: 14=-209(B) 9=-1113 8=-1194 23=-150 24=-110 25=-1117 tatmr n«;en«trdrrtd:.;i klmDiTtlssBI'Mil"kMaltI11115a AbAdtulU,:a.IVL10tim s«W udn:ds«win;dtlnittmD,nif 4TlitttlMlr t9'RS;SdiS1U;!rt«IIt)�intl!I(ir.kit Tins Dripftpt&«1R.,Sgrany frjite�, ltlrl anyTDDninnnus llspothvbrllTrns et�*#it Ot TOD city, nits Till Skid!Sgl nsurium; i!tggwkfins, UilibiJ Anthony T. TOrnbo III, P.E. �tudnis ltrnsa!mkild�q lsHt t!sN1ntDG(dIlt OYttr,MDne�sDSltr«!dD}!d«tlt!<Di¢s Oni�«,ia!!«th«dlie lt[.�:6Cnd tlt hmibldyudeldltFl.btq;mdd@t TOD ndtnDdltstdnt Tins, taid¢Dk4ak;*.gs intuition ndlrtotgW k�ernr-ii yd r 80083 Ba l�DdtDDnigxt a9 (tnNsr. f0t«rs sdtA lafit RDaai RepalmSmlldhliteteltnddidol[talmldSddr lO!S¢dAn;!(51}rtMistelldlM nlSt(Antitinm:edkr ltnnl �ida!l.Ili-I&S�f Densrmn3Di6n WlA3sdl�Trerr DtUnn,Trouptvp6li:t«edlressna>frd«er,n:ess 4451 St. Lucie Blvd. a"�!r.ntldned hyaewtral oPtrfgnfteDaglltn ic!6es lndnd nrrn::r><;i�Slrot«ts emtktad4at lksiltrt.«r«ss sps+e«tayu«rdag lduat.mn�amdnr«nr:n ld.;:l ltnu. (opytighlt02D16A•Itoofimsses-AnthonyT.TomhoIII,P.E. Reproduction of thisdotcmenf,inanyform,isprohihBedwithouttheWrittenP!rmissionfromA-lRoofTreSSes-AfliboyLTDmhFort Pierce, FL 34946olll>P.E. Job 0, Truss Truss Type Qty Ply Std Pad 511 EL D 65019 CO3 Common 5 1 A0808749 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. Thu Jun 09 15:29:40 2016 Page I D:W?quLcr?Re?LfzLe98RjH4yHM91-BBOvCd5GhNl ulEhmRPdU14T5d9vKftkJ Rx31W3z8_Z 1 4-0 , 6-3-10 10-11-0 15-6-6 21-2-0 11-0 6-3-10 4-7-6 4-7-6 5-7-10 4x4 = Dead Load Defl. = 5116 it 4x4 = 5x8 = 3x4 = 3x8 II 10-11-0 21-2-0 10-11-0 10-3-0 Plate Offsets (X Y)-- [2:0-3-6 Edgel, [6:0-2-15,Edgel, [6:0-0-4,0-0-151, [7:0-4-0,0-3-01 LOADING (psf)- SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.15 7-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.45 7-11 >561 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 90 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 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-7-7 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 = 1067/0-8-0 (min. 0-1-8) 6 = 931/Mechanical Max Horz 2 = 114(LC 12) Max Uplift 2 ' _ -517(LC 8) 6 = -392(LC 9) Max, Grav 2 = 1067(LC 1) 6 = 931(LC 1) FORCES. (lb) Maz. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2027/1876,3-4=-1510/1341, 4-5=-1508/1338, 5-6=-1972/1810 BOT CHORD 2-7=-1679/1869, 6-7=-1601/1828 WEBS 4-7=-439/618, 5-7=-523/652, 3-7=-554/735 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-M 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 100 lb uplift at joint(s) except Qt=lb) 2=517, 6=392. 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 ww:54-rtda-Vt .YwiEW14,141GQf1 UMS1,1111EY50filt 3!!16 EDNDf(i)Ai TRDtt'tDTErI IMME66NT' NS,Vvey 10ppmINs refml tths a Ms Ettss NiT.W!ut, DtIlssEe£'R11r SIEhi EetFf16D,tlty IrileM m�lvEr{Edit sldik euekrwRuh,61. tsoi'ss56 s,�Eaysln¢e5{iote Eey..:i tie sednsedl:B,tSesedsmtntaitlndCtr�thssorrya:sr¢9se:{ e,-"Dt,(nttzdtsipd3tsa�.IrFudepiCe2rodti Dec:,+,+etvR11.1at ienp es evy es,kEway :liees,tatilit; Anthony T. Tot11bo 111, P.E. .k,d6h'srrutsrses Wyn IN esdrewal(dth C•t..tts DeadstetissrlN dvUt daDtg3sti.4xe,uutuevid6tUC lstid(EraUs tEd tq aitt o31F4l. lit sgsarildnsl Deli v{ktf.,tdM.Lns.irJdsytzr4a;<Sh ntlEtieted cKysu4etbr tesyni8i 7a K 80083 ' rad66dcd D:sidavmsiedrMv LUm'ss sei sd'a'.4eluDnl t�{rzfele sedpree<'aud@slaliag isastaEtl sdEnds:ad akv'j{sx§i!H?71edA1s ulvtasvdagelxd Eadan.l?41 d8aesasxesatav4DCet arldrhxdMEnsstcsz3v,inssistigsarvtd tms 4:alteetetie lss 44515t, Lucie Blvd. e "t,�.rr;edaSvdEre (sms7 e}rted t{;aie r,3sp kya: iatils areEr!d. lES IrAs DnSd! FIEiEt81s eDl It! dtilliy DlSiE?G; K ff81s S(dtm by He d tx+Ed:md. d1(tjihfidlnw5 P! ti itivet II iPil, � Fort Pierce, FL 34946 Copyright 0 20Ib Ad Roof bosses -Anthony Momhe Iti, P,E, Reprodotlion of ibis daument, in nnyfeem,fs prohibited withoutfhe wemen permission iron Ad Roof bosses -Anthony. T. Tombo 111, P.T. Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0808750 65019 C04 Common 7 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. Thu Jun 09 15:29:41 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-fNyHPz6uShQINOGz?68j I IOGDZEKO9?SfboJ2Vz8_ZI 6-3-10 10-11-0 15-6-0 21-10-0 23-2-0 1 4-0 6-3-10 4-7-6 4-7-6 6-3-10 1-4-0 4x4 = Dead Load Defl. = 1/4 it 40T4 = 5x8 = 4x4 = , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. -in - (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.15 8-16 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.45 8-16 >585 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-8-0 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 = 1076/0-8-0 (min.0-1-8) 6 = 1076/0-8-0 (min.0-1-8) Max Horz 2 = 93(LC 16) Max Uplift 2 = -523(LC 8) 6 = -523(LC 9) Max Grav 2 = 1076(LC 1) 6 = 1076(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2056/1910, 3-4=-1539/1373, 4-5=-1539/1373, 5-6=-2056/1910 BOT CHORD 2-8=-1646/1896, 6-8=-1650/1896 WEBS 4-8=-472/630, 5-8=-553/737, 3-8=-553/738 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 100 lb uplift at joint(s) except Qt=lb) 2=523, 6=523. 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 5x4 11 PLATES GRIP MT20 244/190 Weight: 95 lb FT = 0% cEiy-HmtF N;uelHyredxv dt'I I IOCFrrGSf:S �HtER'ifiFXllt IaW A CC94RCISCUSTOM IYwiliClmmarfpar hm @P AOWI LT.t4Ii1,P.E leluu e$h°tr Ddm Psi. 4elaseUnxise filtt n IN 100, Wt 10TeeteuzmrpresshplsenEltnkPlODWssttOd.11ITn550;tiTrrtf.E:FQ.t.Sr:ltliJFE§IEN'1yr1tSN1911EPTPPItrIFSFIHmtlF!)kHFPtriEFr(dtSSIttFINQtSdIFrFPSr4iFlFOi¢firRPh;g;�fhraSisT�sseegnNnit, TOO nly.ah,rHa. MthonyT.TomboIII, P.E. ud.ttd8itlust ktmlFiHiFs it tle rslu:dddrdt+FOner,Onaiot4FL•Flv3alallFlnleiry Oulnu,h�uFiutdISF HGIfeRindHFIFmIEvJdFguh FdTHI. iCegomdPrde T00uirFfti;fdra et lSF Tuts, abtrtgE.d!a0t'mne,u:hlWm oAMoEg sSFN tt4emSaramJryFf 4 80083 i R26N!dcg OPs ge(udlu'ixF:tF. pluhi Atoill, ]C0ml IG I'M'S at lddtinudfa 106111.1"el S4191lCaEttip lUP}yFlIn�011Hu1Strlmtirl.."ArgltftPlpdaft. IH�I di¢RS!(tetF4leeii'A'Ififf wamt;mn�r�t o-FATrn, russOsga6giFeFr x9lntsHa>fetxrytaus 4451 St. Ludt Blvd. F�?rairzkM1Eel 1partdmtF;?FP4�niP waMliy tg lFu'n inalsEl. T1ETnssC+4�hpaFn it tlOT�+tavSal CnsignF,nTn;t Slsho ralueerdwr3ri!d®}. 10 o1v7atWRnsmmlt1dr11, n11. Fort Pierce, FL 34946 Copyiigbt02016A-1toolhasses-AnthoayT.Tomb 1111P.E.Reptodurtion of This datument, in any Form, is probibiTed withool thewitten permission from A-1 Rooffrcsses -Anliony 1. Iamb III, P.f. Job 1,1 Truss Truss Type City Ply Std Pac/6511 EL D 65019 CO5 Common 1 1 A0808751 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. Thu Jun 09 15:29:41 2016 Page ID: W?q uLcr?Re?LfzLe98RjH4yHM91-fNyHPz6uShQINOGz?68jf lOG3ZELO91SfboJ2Vz8_ZI -1 4-0 6-3-10 10-11-0 15-6-6 , 21-10-0 23-2-0 , 11 00 6-3-10 4-7-6 4-7-6 6-3-10 1 4-0 4x4 = 3x4 = 3x6 I 13x4 = c 6 5x8 = LOADING.(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.15 10-18 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.45 10-18 >577 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-8-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1076/0-8-0 (min. 0-1-8) 8 = 1076/0-8-0 (min. 0-1-8) Max Horz 2 = -88(LC 17) Max Uplift 2 = -529(LC 8) 8 = -529(LC 9) Max Grav 2 = 1076(LC 1) 8 = 1076(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2036/1872, 3-4=-1554/1374, 6-7=-1554/1374, 7-8=-2036/1871, 4-5=-1427/1357, 5-6=-1427/1357 BOT CHORD 2-10=-1607/1876, 8-10=-1612/1876 WEBS 7-10=-516/682, 3-10=-516/683, 5-10=-430/602 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) 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 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 100 lb uplift at joint(s) except (jt=lb) 2=529, 8=529. 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. = 5116 it 4x4 = PLATES GRIP MT20 2441190 Weight: 94 lb FT = 0% 6'arsiq f(nse 1krlulFdy reei!r lie A1CF12DSSfSj SEE(ft}6Edflstl[IrsSa(Ok1'd00eS NSInyCrDitl^t7pDii:(BUlflrt'lrm.frrf(E!siSe laaaeteamd,eNneles a!liK tress Dsslg7 Lhaaig(IDDjvABeA!i q I.Tesienl,riretttneShPl *,iar.. Uelnsalke!vife stetrd ss LLe IDD,mlr P,Trh seuennlires den nil In ReTDOW-Ul.As. I'm Onip Erlua'Le.,tllaetryleia.,'ln min eeyTDD?gs?seilmttalln:edralsehstlenl e!Tlreeri!q rcryve!daa/hr ne Wsseffiss#!T1nstglud 1!111 TOD WT. all, IN. TN anip essesimn ktaquNaim, u!eliar Anthony T. Tombo III', P.E. �eN dgiSlrtS!(P'RrrililiEl if tlF?!SI?F;iliiiY(d11!OYI!(,1NO!titl tOAiuL•N agvlactier+ildlel DetlitU.O?De QF1lIId OtIU.f1lR(uaBelaluddaq U{IuJT%I. Ileel!fd d@e IDD PI tillvil!SFIIIIII!iS1,d'I�l:!y�C'eh'q!,l!:hlltlbl LTCT(iOq vMD It :t ilSraS5S4YE( 80083 �- If2rM`S'P;ve1 TCt asl lao3?ax. L'IEEt!i1?1 etl ie0l lDD nl Rlpe4iet1wl reil?Iut1d1u1iillulOaFsmol Sel!tl ldxs!tlik! ilEllillaafr iflcadlionelllerw:N Drjlmelreilnf?. III.-Weesl4?tetlun3'tDlitl¢a aAssol aS IRSS C?YGEr,I!i11 DEti§15�1!fel ¢Alni3 u1af13!tpe!'FQ435 4451 St. Wefe Blvd. a�s?lYl!f atM1FNeya(nI!Ulq!fNDlit ie Mnliil{tIDlclaeslRSif?L II3IIOSS DlSI'�aEq'R!n Yect !D+a5a3(r4p?I,er Tnif S(S1e3 Eglleetdmyielldal. All fo!n indaenl [Cml:ta?Ihe lr(I. Fort Pierce, FL 34946 (opyrii;4102016A-1Roof Trusses -Antbonyl.Tomb 111,R.E. Reproduction alibis thrunser.1, in any form, is prohibited without The trivial permission from A-1 Roof Tresses -Austhorly T. Tornbo 111, P.E. Job Truss Truss Type city Ply Std Pac/6511 EL D A0808752 65019 C06 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. Thu Jun 09 15:29:42 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-7ZWfdJ7WD_Yc?Xr9ZgfyrVZMmzan7fEbuFYsbyzB Z 8-2-0 13-8-0 21-10-0 23-2-0 1 4 0 8-2-0 5-6-0 8-2-0 1-4-0 4x6 = 4.00 12 4x8 = 4x4 = 3x4 = 3x4 = 1.5x4 11 4x4 = 8-2-0 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 FBC2014ITP12007 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 5-1-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation vide. REACTIONS. (lb/size) 2 = 1076/0-8-0 (min. 0-1-8) 5 = 1076/0-8-0 (min. 0-1-8) Max Horz 2 = 72(LC 12) Max Uplift 2 = -547(LC 8) 5 = -547(LC 9) Max Grav 2 = 1076(LC 1) 5 = 1076(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1853/1482, 3-4=-1680/1501, 4-5=-1853/1483 BOT CHORD 2-9=-1193/1673,8-9=-119611680, 7-8=-1196/1680, 5-7=-1198/1673 WEBS 3-9=0/253, 4-7=0/252 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 Be MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 CSI. DEFL. in (loc) I/deft L/d TC 1.00 Vert(LL) 0.14 9-14 >999 360 BC 0.64 Vert(TL) -0.31 7-17 >836 240 WB 0.10 Horz(TL) 0.07 5 n/a nea (Matrix-M) 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 100 lb uplift at joint(s) except at --lb) 2=547, 5=547. 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. = 114 it PLATES GRIP MT20 244/190 Weight: 90 lb FT = 0% izwxity nn non ayrzd.fit 'dliaCiidGSS i[SEtIB' 6Egi1Ft SEWSd EOkidOCIS [gSiCW(67f f?At mQ6iS£M1XI Ene Snrfr desi5!t endnsat reo'mhs oe lus im susq!Crorint�U^indfte ke Fent i.lo�a 7,P.E Itln e:e56n Jtn!ast CemArviseddtdaENEDD.Wt WTei ssmmrpmes skdi x'rstllntkeTCDaltnlid. dseirns Dttip[epuxis,S}!oelry Fvn!ntp ix salunrTDD:ryrzseeh enwrrWredose jees4esinp!e"re 1mblayfat. Mlpofft 00371ass 4*d teat TODrdr,nlerlgd. 14 MV es -thus; IwAtgnetans, 5n1eti6ty Anthony T. Tombo III, P.E. e>antdWslreseMNopp # 80083 BttA'da?C!sgesad(m9eJar.IslMust! 01,attCDcdMtrxtlttsalIsittiitnelhetdldu;T!apsualthft�n>xEin,l6¢p!6etrilttflatSt(ientel—AINgatNpiet¢ Ri�EAtS[tfidett5l4eA'AIIltlti9dll�e>dl:XEre15DWnf1,TnSSDf9p.113p13nICidE1KSRA�I➢IMn,mns 4451 St. Lucie Blvd. o"WtnhelttiedltaGdrnruprttd tgseavnntpirrDpsrDn indr!d. Tlt insspestppepeenhDOidrttt3Ay Ce9petcuinsf styes Esutltdmtkdm®t. mopsrrtdrtms er. os tdatti!npi. Fort Pierce, FL 34946 Copyright02016AdRooflrusses•AnthonyT.TamboM,P.E. ReproduCidnofthisdournont,insayform,ispsahibiledwishoulthe»riffenpermission from A4 Roof Tmsses- Anthony LTomboIII, P.E. Job I!, Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 C07G Hip Girder 1 1 A0808753 Job Reference o tional Al RUUt- I RUS5t5, FUR I PIERCt, I-L 3494b, deslgn(aal truss.com Run: 1.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:43 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-cm42gf78_IgTdhPL6XABNj5afNups1K17vHQ7Oz8 Zf -1-4-0 , 6-2-0 10-11-0 15-8-0 21-10-0 23-2-0 6-2-0 4-9-0 4-9-0 6-2-0 1-4-0 AvR — Dead Load Defl. = 318 it 5x4 4x4 -Z�- GY LJ 1.5x4 11 � LO 3x8 MT20HS= L! 1.5x4 11 4x4 i 3x8 = 10-11-0 15-8-0 21-10-0 2-2-0 -2-0 4-9-0 4-9-0 6-2-0 Plate Offsets (X,Y)— [2:0-3-7,Edgej, [3:0-5-4,0-2-0), [5:0-5-4,0-2-0), [6:0-3-7,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.31 10 >833 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.58 8-10 >453 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 96 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1716/0-8-0 (min.0-2-0) 6 = 1720/0-8-0 (min.0-2-0) Max Horz 2 = 58(LC 4) Max Uplift 2 = -889(LC 4) 6 = -890(LC 5) Max Grav 2 = 1716(LC 1) 6 = 1720(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except whdn shown. TOP CHORD 2-3=-4006/1903, 3-20=-4711/2307, 20-21 =-4711/2307, 4-21 =-4711/2307, 4-22=-4711 /2307, 22-23=-4711 /2307, 5-23=-4711/2307, 5-6=-4018/1909 BOT CHORD 2-11=-1735/3733, 11-24=-1738/3760, 24-25=-1738/3760, 10-25=-1738/3760, 9-10=-1696/3771, 9-26=-1696/3771, 26-27=-1696/3771, 8-27=-1696/3771, 6-8=-1693/3744 WEBS 3-11=-41/469, 3-1 0=-552/1 119, 4-10=-631/495, 5-10=-547/1107, 5-8=40/474 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. 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 100 lb uplift at joint(s) except at --lb) 2=889, 6=890. 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) 82 Ib down and 131 lb up at 6-2-0, 105 lb down and 139 Ib up at 7-0-12, 105 lb down and 139 lb up at 9-0-12, 105 lb down and 139 lb up at 11-0-12, 105 Ib down and 139 lb up at 13-0-12, and 105 lb down and 139 lb up at 14-9-4, and 82 lb down and 131 lb up at 15-8-0 on top chord, and 272 lb down and 136 lb up at 6-2-0, 55 lb down at 7-0-12, 55 lb down at 9-0-12, 55 lb down at 11-0-12, 55 lb down at 13-0-12, and 55 lb down at 14-9-4, and 272 lb down and 136 lb up at 15-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7=-70, 14-17=-20 Concentrated Loads (Ib) Vert: 3=-53(F) 5=-53(F) 11=-272(F) 10=-38(F) 4=-88(F) 8=-272(F) 20=-88(F) 21=-88(F) 22=-88(F) 23=-88(F) 24=-38(F) 25=-38(F) 26=-38(F) 27=-38(F) td'Emieg-tdese draEeS41y!eri!rfi!'klgCrTBCSSES('SEItFY'k 6fp8lLlEtEJ56(OIW00§S(t15i0a(liR:l'}4E9tm,SE3fNFMl'dra.SY:rf(desiP reacefn!mdrealmf!!n(tis imss L'!sg�"�rEr�sr(I[aicA de AeIEEEi i.Tos'.vli,i.E.rdn!a:e�d>el5�irt!me 9ele!>ednvisE stnElndE ID6,�eft : WTFYarzed"9!!ei ti!III<rv.1li!de1CUdS!nid.f!ETrns O!sgE Esaaer1.e.,Sp?uelh, fEgEEcj, dESNI91IEf iePlpl!SFrkmmlytn;PEydQrfC!!sunllFpnudrreftEtrBlliryktdr 7nipuilk rE�!Lm fe7Welude ibo!ilr,EEln lflT. lEe des:rEnsErztrius,lad!y u:iuins; urddd7 Anthony T. Tornbo III, P.E. 6>i SE!EdISTfJSS{BrEeitElltuslSdFi}SrEFi:End(1INNOvEtE,d!OeEu'sadm:eW!}!e:ocdelEde:HU!s'me,outles2ddeltt,delKafdelE,rlu4irquievll!II.hzeQpndE(dETCbciurEun sEElder,ns,eniFEgkmd!m}4arn•,IsshNnEevdbru!gsi!Jkdar!srmsdafiEl 80083 Rs ra:ksdesinrs1(onlu7r.4IEE!eii4/AdderC'U!iel4Erfnitt%ffit�E�I!II!t1EEdllidllt!(IRip1YIS!E:I(�36EIEI�ELEIIri;AI1ESIerI%Wi)<IAII!1lIRM:!AEEitE1f1!I�E/II[L ICIkS6153!ff5ite�i'.C:16!IBLEA:tSCIIF{I.TS!CESI!iN,irnsCrgeSyxErcAlressRm:tulner,Eien 4451 St. Lucie Blvd. E3erri!efA"Ei6ra(neplTl:Ee7Ep!Ei!mtiq lr EO rErErs dEdrlTl!tnnCeYp 6y EeuiseCTd!rE!!e>3Crtlpn.uinstSprtem(EEiEe!!Etss(ialda}NmP:airElrerus!r!as d>I4a(oOFI. Fort Pierce, FL 34946 topyright02016A4RoofTrusses-AnthanyLTomhoIII,P.f. Reproduoinnofthisdocument,inanyform,isprohibited»ithoutthewidenpermissionfromA-IRoolTresses-AnthonyT.lomboIII,P.f. Job Truss Truss Type Qty Ply Std Pac/6511 EL D AM08754 65019 CA Corner Jack 28 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. Thu Jun 09 15:29:44 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-4yeQ2?8mIwKEr_YgEhQwweuTnOjbZDuMZI zfgz8_2 -1-4-0 0-11-11 1-4-0 0-11-11 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 6 >999 360 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/TPI, (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc 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) 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=S.Opsf; BCDL=S.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 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=197. 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: 7 lb FT = 0% ficriy-Ilnse lino;`.Arresie.6s';,180frTEI;55fE(SFE(NC}6ENfl1t1EIEISE(Okitl1198S(USW!4rEU(Ei'jA,�P1EiCfPfM1'Imn. Ye�B(tesip Euac+rtosaltEdmesnfiis(m:suaig7 �fioviy;<GO}¢a@eRrJhR(.TasaII;F.E lelan:e(htts5tart mt UAnsNk,vite sMdnlir IDD, a� meats.*mry!md9ibeMin 00GDdhnli7ksrTrnsD:sireEraxtrie.SyUtlgEcgtu,.t�ssde�yTEDrryes«nmweymeNtttr;dnd;nleepeee;ieFrt;EvssildurbrRehsyaalCxsa7sTnssupkNarteT¢Dn7,sslnl7n.Ttrdesyo�:uayu;,IrcuynNnius,snhdJdy Anthony T. Tombo III, P.E. aN eu e(Iffilrsss!xm4il(rtq is M1e nsposilildr elhe0ner,;Es Orsn's x6xn.deysnm M1e htlfiq gstinn,utM ntivteltlel[f.tlelC est flelem!Fr:Iny uGW171d. RegpnfdRelggmi rtT hellned0erms,csl.iugyxsd�ro}sh•ye,ushl4riw ¢dlre�p;ie>!leM1enspaubzlpr{ #80083 4 t C:yd'dsrxs};¢E(oalnts.:.7 eaR, x9 eAmtte lGUdlu pati,es �l yrilermseyhe lNfuy(e�yaxelSshJy ldxegnl�}p�Ana7l71PI Bey Sr(i neiefnezN hr yiee;d�i(aa. RFl u5asl5!ns}sentities¢d dnes et l:a(ms Ue9ees4 Ertss ce,:gs6ginx edire;skmt:Awoysa'xss e'u+r iseieFaN lro(etlrtA ryredynla emtiyhe0 yvfies lnalnl.11srrvn[estgs 6rbents MGiM1s dgliry fx4pa. er Ensstrs�9Eryieen Macy bildoy. 111 m>To7irfrtmsmndstb>I is IEN. Fort Fort Pierce451 , Lucie Blvd. ce, FL 34946 CopyrigMfl2g16A-llaofirusses-AmhontT.Tom6oAl,P.f. ReproEuRianatthisdowmeer,inony(usm,isp;ahibiledrithanr@enritlenpsrmis:ionhomd-1RaofLossas-AmFanyT.Tom6o01,P.E. Job r Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 CJ 1 P Corner Jack 4 1 A0808755 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. Thu Jun 09 15:29:45 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-YBCoFL9OWvwBs?ZkEyCfS8B3DAkwKOT2aDmWBHzB Z -1-4-0 0-11-11 1-4-0 0-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 6 >999 360 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/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = -13/Mechanical 2 = 188/0-4-12 (min. 0-1-8) Max Horz 2 = 60(LC 8) Max Uplift 4 = -13(LC 1) 2 = -185(LC 8) Max Grav 4 = 38(LC 8) 2 = 188(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 2=185. 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: 7 lb FT = 0% 0renp• (hese d±¢teeMy eeri±wtir'Qd mR(189SfB('i(t(B'j:6Eg7S(1HNS E (Frt Ye:Itt Etsipe (trecxlnFml ttulm!et tF rvs in±F:t.igTgoviapPU!'jaAtlz lnfiq i.TOO, .11 WTet±FerxNr p'¢es ShAkndI. WrIlhi-K Asinss U±sipnpa!rp.e,Spxieln E±(nte!;15esnlat±jTfiDlgrstels eeAnthony T. Tombo lII, P.E. ed to d9(slre;,'e; Fn kilt¢pntlt t±tpriFild(dU±Ond,rt±dMner'svF'a•ntav}a¢a8!la lirtp 6Fnpg,p!feuFiai tl lStlK.rit(A(nl BF ltoilaa8!gult uil?I1. N9p aldtle IDD W irq fidl,oi lne0'rete, nshlltlrt u0-9 No Aenertspmildlyd » 80083 ¢,eaaaa±y±r¢1(taU.Ql¢d sleAleRtlWnititpxlmsm0pnlelwrttheldltut(tRpM fdilpPomenet{ILlipolisttdNlN�fiIXApt¢ded:M(rt1eFt¢il}lnscRiaastsQnrtFareuanaaan:amrrar,Fsutuon,(rnF:tspSpmn¢4l s!.ainaereoes 4451it. WeieBlvd. P.�?!YlL•!`1Rta E(eCnhdnaiFed sp»nYnYxp AflO pFrliet&¢il±d.li!IRIS NFIpEI,�tFN Ii A�CT'�±damptrap!cu in;, Spun(±pu—fty hu,". All Fort Pierce, FL 34946 Ulsyriyh7,D2616MRoof Tmsses- Anthony LTombo111,P.E. Reproduttion of this datemeni, in any form, is prohibited without the w4flen permission Imm A-1 Roof busses - Anthony L hurbor [if, P.L Job Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 CJ3 Corner Jack 23 1 A0$08756 Job Reference footional 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. Thu Jun 09 15:29:46 2016 Page ID:W?quLcl?Re?LfzLe98RjH4yHM91-OLmAShAOHD21U98wofku?LjEza3y3TjBptW4kjz8 Z -1-4-0 2-11-11 1-4-0 2-11-11 io LX4 = 2-11-11 2-11-11 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.01 4-8 >999 360 MT20 244/190 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 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 2-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 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 (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; 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 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=222. 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 3'eaiel-Fleetlkra¢lOTetin t!'d-IrJ[FId45SSj SEltrf'j Hpi1Sl IDAEcedAt ilehl.h SvIle P.LIllnee;eS6?ttt�.�',cema 9dlr G:xvise sfdHn lh NQ,utlr naletattean r!ces xpFn henel lntl¢iCOghldlA lsEiressPesge[era?F,Fe.51?:ILIIJ FFriNt}CitSellee lFYtpGtllr!!Fill®¢t11jlH�EtfnerRftlStitil N�Ite11F;RSFte!IFIIArFBfRed!!:geldlkSfG�!:T;F::[eplmdel ae To-oe>Ir.➢➢dutna.tf;azsgoau➢lnel;,IF�;�gFmnuFs,,unFlry Anthony T. Tombo III, P.E. d➢edtlislmih!mkp6Fr is fleietelFiitpprdt➢One, kaOnn's atSxL•bepa¢IwtlelsBdrtgUes'ryse,hdaavtetltflle liF,tlelFi sllBlbm!la:1tag nk r�l%I. i4syNttddpel00devsddl ese ei Be Gats,it4tu;F¢d4e}s3e:h:rtOdirt adhrtrirga7le5ensrsysA:lrcd 180083 Zt 11 esttsW.Atte[to"ne pmrisvatIfWts ON1.11rne F➢zls_>f SINTldaesfit. spyi4lisFi7ST Inar SMAoetehrseed la lee➢I vww. IN I&ftst-gsowNtits ad Mir¢ite WsMsieseyTtos Dnpbpi➢texi!➢de6¢tdhyar➢9elgW rye 4nlpel bA Jun. hailed. T1➢Tesslisp bdbie lS Ki:h! *q rndpes.orNis SFstea Fghee dmy bilbi. No?msed!ems e!➢i dd"aed hIFF[. 4451 St. Little Blvd. Fort Pierce, FL 34946 Copyright 0lgl6d-Itoolimsses- Anthony T.TnmboIII, P.E. Reprodumanotthis datemenUinDay form, isprohibited xithoetlhenripenpermission from dlRoof Tmssds— Anthony T.ThmboIll;P.E. Job ,,. Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 CAB Corner Jack 1 1 A0808757 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. Thu Jun 09 15:29:46 2016 Page ID:W?quLe?Re?LfzLe98RjH4yHM91-OLmAShAOHD21 U98wofku?LjGga303TjBp1W4kjz8_Z 2-3-11 2-3-11 2x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 6 >999 360 MT20 2441190 TCDL' 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 3-6 >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/TP12007 (Matrix-M) Weight: 7 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 2-3-11 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 = 103/Mechanical 2 = 70/Mechanical 3 = 30/Mechanical Max Horz 2 = 47(LC 8) Max Uplift 1 = -56(LC 8) 2 = -39(LC 8) Max Grav 1 = 103(LC 1) 2 = 70(LC 1) 3 = 43(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=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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 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 tt»t iSactaunT$yterily 14e*P 100110fitil"510Rs,GE=F10!4f6(6TP;G6F5 EtiT'Jfh"ttllH'}ar596tEG2 1'hrts, T:;dy lt!iTap.va lrs eedIV; r.FJgvs*5:,1b!vmA'Miss Viaatst slr@ita N PAt* wrtm yksebegEees!arn >amt!!ma.a:ers,a:ri�E m(ce.ftur'a r3ne:eMee�yl6rar �r�my n�mep�=i e3 ata: nrttz�s�,M saetruapera�.cares,naves{.rxaeMyer.�a{m Ee m ins, vary Anthony T. Tombo 111, P.E. set rrdttEsl!esslnay ts'.ahl4: mstxsi.`:thetdegrerv.tisgYe!fsrd5er.;elegedniEt GeSeg3esige!,ba3;eceMMtiep4tn sE(aa Ge teWEmifrl:oa:adtr4L 1'seam+ilrK!fC6eMatfrANs!rt(uLns,(nlsrykils"nysMsgra>xkfm edsbdl ietnsespssdifi{M #80083 fxteilaat CvnperesattanMtt lged!s sdxb0iaf✓'esiCutmthes rd�ieNin;dCel7.mr,(asnMfde!!Eiaazsoksr{p8;ss117'M eaa Stti m:eh!xedtxtlrs!Mtdauae. tAd d�`ars ra slussu�L,escl t9icssi�sE st.:sigmr,irrs[ip'sga:!r marrxr kaae.^xec!a,se - 4451 St- Lucie Blvd. eliurs•_adaxlKe(edrxl errrea q:xia.r^utlTa?tarss s+nhet. Tlsir+tsD!sigs EsTisee islJT liet#.�tg!sibt!!,xisMsinkn tgetf+elaxs4a16+T. ;d >t1tnmaeeste[ie!t ie [f4t. Fort Pietee, Ft 34946 (opyrighl 01616 Ad Root Losses-AnlhonyT.lomho 111, F.E. Repredusfion of ft demmam, Ee nnylo m, if probibifed rribbootsheWritten permission ham A -I Roollmsses-An{hony L hmho 111, R.t, Job Truss Truss Type Qty Ply Std Pac/6511 EL D AU808758 65019 CJ3P 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. Thu Jun 09 15:29:47 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-UXKYg 1 Bf2XAu5Jj7LNF7XZGPj_OcowzL2XFdG9z8_: 1-4-0 t 2-11-11 r 1-4-0 2-11-11 V o s7 0 axv = 2-10-1 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0- Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.01 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 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 FBC2014fTP12007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc 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) 3 = 71/Mechanical 4 = 31/Mechanical 2 = 254/0-4-12 (min. 0-1-8) Max Horz 2 = 101(LC 8) Max Uplift 3 = -62(LC 8) 4 = -41(LC 9) 2 = -253(LC 8) Max Grav 3 = 71(LC 1) 4 = 46(LC 3) 2 = 254(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces 23 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 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=253. 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 BamiFy-fkna DFFuitdyuHswfit'S-I lOCF1d4SSiS('SEt[G}6EpflllIN1SE(Dk?i11C:iSO15fD!1E'17tiYj6:tlIQSE€fViMl'hrse YerB(desiS iFFaaFlFssmdrsolm"!sus§isTra:s CFs�rFrviei PCtiol rteAFl¢wryf.Tnalell;PitFlnn;F<.6eet k!atas±_Ihln:erfernise shndnlM t0D,m1r WTek:Ferxnnp'Ces tE9l Sevstl lmDFlGDglF nlll.ise Tress Dtsl(t[goen;IR,5'Klenf rmintrrTDDFeinws ine/ltriDFeflDJfine151te1I vrommq resiufDDrryWNiopsdit t.0aTvssd"dmDeTOD.*,BCit,T91It. duptSF.11mF, IFtiltjadffita,; S%idtr Anthony T. Tombo III, P. E. ae9eseditislrtnsfi:mkiltut is Dr rsrusitilDrdslv0n", Da DxmseaferUFA atseer8elaD&Ei Oulpu,pme uEwsel DelDL�e D(ulDFlem tu9acy ufe adlltl.@tgaerdADe TDDni urtitUest eltie imss, aKlnvgtmal'a}t4rns, trshDeDU E[AietuFg slog DeDertgxmddtj F{ :800B3 ' Der N. ,mrprv!(WW.. S 10.srlulI'D#IDDul nEcramesm!(rieernese(Metrittut(rrTue,I Wr In WSill mtelnn:NMgF:Fnl�ifute. IPId Fe5ms.6erFslean"�iHn ttA iAesotBalnss Dlsittn, TFmsOFsg+6TiEexr cmTrEss l:mFfnkmeF�Yn 4451 St. Lucie Blvd. eSFr.iuiFDeFdlyofuCFFsorul�u isniDq iTeO rFrties lmaiFEl llETnss[>esip 6;"eern0C15tt>.T9�DetigtemTn;t5Ts8aEtrueeFd,.arieif!®g. lD oDna:inite;ns nen r:Im:iuttff. Fort Pierce, FL 34946 Copyright 02016AdioolTrnsses-Anthony 1.TomboIII, P.E. Reproduttictr of this docomert, in any form, is probibilet! withoatthe written permission from A-] Roof Trusses -Arthny T. Tombo, III, P.E. Job Truss Truss Type city Ply Std Pac/6511 EL D 65019 CJ5 Corner Jack 17 1 A0808759 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. Thu Jun 09 15:29:48 2016 Page ID:W?quLcl?Re?LfzLe98RjH4yHM91-yjb(tMBHpglljTIJv4mM4moXkOjOXNDUGB?BobzB Z 4-11-11 LX4 = 4-11-11 4-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.03 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 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 No2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 127/Mechanical 2 = 360/0-8-0 (min. 0-1-8) 4 = 49/Mechanical Max Horz 2 = 142(LC 8) Max Uplift 3 = -102(LC 12) 2 = -222(LC 8) Max Grav 3 = 127(LC 1) 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; 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 100 lb uplift at joint(s) except (jt=lb) 3=102, 2=222. 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 6eaiq-chest duee6:,lfit'll.6e'AIB1Cr1iGSSES(SEIIEE'i; fEtlHl(1EWSEihimstil istsundu lh lUUaelr WTekona,m,l.ns Sig] It a4atlsrdeTG11101 ltgl. hI a lLKS PEsip(t uuzr�l.e, Speritly(EfiFttir l'Y. SNIntEY TOh(fr(ESEM®mlrlDrtdrd pah4411tii,.p.AEsIK1di11Jfor she dtlpddA SAIIeT(K4 de71ad to dr leo ally,�dOM I.Tfed!SEpsg3(dItEiltt6n(ltdnios,.1,.Nliiq Anthony T. Tornbo III, P.E. aobieddul.s 1. TWIi.l is dE rtyunlddy lICu Own, dednuia�Atshdalsetade raniiq Wiper,Who .9t4fldr llCdelK Will lut!tElBrquff WIN. lODnt ur lietlKE dtSe?rats, ial�dirgtmdlsd Sine, hshllelln Erdl'tury Sill led'naltKully,f 180083 d: taLdsd ezrer aed(ati!eJar. 11tuEs W.Ahde lerind de rlanal®dpidelurs elik lnffif limismA Sd94t'd 1(uan �gplbgedl 41H at StGne(elttd dhrguEull:�E/te. lrlde5�situsltm3liiaK WdA:nddslrns Cesian,imseeS.gaS}iaru ablreis!aaahnnty[tieK 4451 i Lucie Blvd. whiswiitOtto hr."Wel eiolob?tIt nh.lI!ITT putts Wild.Tl:lnn(mslpuluetr:sliCiSaGJti4C>esilCen?n;s SyS(ea Egheu dmriiPod). Illupde!ited!E:us lundAaEImRFI. Fort Pierce, FL 34946 (opyrijbiO2D16A-IRoof Trusses -Anthrly1.Tombs III, P,E. Repradufrionofthisdoamert,inanyform,ispiehibiledwilhoutfhenTitlenpermissionfromA-IknfTiosses-Anlhony.T.Tmnholll,P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D AM08760 65019 CJSB 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. Thu Jun 09 15:29:48 2016 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-yjixtMBHpq IIjTIJv4mM4moYUOhTXNDUGB?BobzB_Z 4-3-11 3x6 11 3x4 = 4-3-11 4-3-11 Plate Offsets (X,Y)— [1:0-0-0,0-1-3],[1:0-1-7,0-7-4] LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.04 3-6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.05 3-6 >996 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 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 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-11 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) 2 = 126/Mechanical 3 = 66/Mechanical 1 = 191/1VIechanical Max Horz 2 = 88(LC 8) Max Uplift 2 = -65(LC 8) 3 = -10(LC 8) 1 = -104(LC 8) Max Grav 2 = 126(LC 1) 3 = 81(LC 3) 1 = 191(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except Qt=lb) 1=104. 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 Zt17404. r111oR .#?,4das!V1 Nof 4i a: ndfolwito still loss t:sip ae pins, lr.W50-Mist sladch70801 WTetrsreeutttklsts6eliHneaTeriiaSCIH!seW.keirnssdesi¢6ghsa(n,Steo7yEcrzs{,tietnlnnerTCGtegefisasmwL+sredtEtyrdtssi!ndecgamerseyees§'drfa ksipd3ss{4arsssd!pioedratl.TJ6nh,nN.rRFLF�sllst€!nsEspS:us,tea�.eimsd:nnt,sca fm- Anthony T.TonsboIII, P.E.. nlTi!fIHIST�Ue{A6{I3'dLtU2!espe;ihdd:6a!�,i!O.edsttisr'dgldul4 rr.:Lq Jaw;nD!;ezetdge 0(Ua IEt!ail:c lsM5i;3y:a±wl RFLT^rt§tpswdddtlE6md ny F.<HKrd1U1!ns,blq SixjsH,yt,Y,ar1C'rts ndkuskRknrnstrnd!t_=7d 4. 80083 r3!rusrsrnv �.d n.w ssdvd� r�adrtetc!esmpnms?drt t. ni �mtna�o t ssd mmsu+u:!d,!!uasxj—din.i—R1d eri3:evm a_scmas nd±�tr,e:3�,Tr!»p.rorN ds!ara�!carr.�tscr 44515t.WcieBlvd. d:nei:eddasiere6grxl!gnfrt><I!rr•�g kr�irli!s aeheR'NS!us 6nip 6ginress r6Td:Cullmi6:di.eyx`nisSTshaFgiur. el ss+}ysdti. E milli+pnitnmol"14nd'n TIR Fort Pierce, FL 34946 copy!ight1'2g16kltodlsusses -Anthony LlonboIII, P.t, Bepredudionolthis demmentinanyfetmAspmbibledxitboufihexrinenpermissionban, A-{foaifmsses-Anthony 1.fombe111,P.c. Job 1-1 Truss Truss Type Qty Ply Std Pac/6511 EL D A0808761 65019 D01 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.wm Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:49 2016 I D: W?qu LcrdRe?LfzLe98RjH4yHM91-QwRJ5iCva8QcLctVToHbd_LdYoz3GkFdVrkkL , -1-4-0 , 7-1-14 13-11-8 20-8-0 21-3-10 4.00 12 5x6 = 4x6 = 4x4 = Dead Load Defl. = 118 it 3x4 = 1.5x4 II 3x4 = 3x8 = 5x8 = 7-1-14 7-1-14 13-11-8 LOADING(psf) -SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.11 9-11 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.21 9-11 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.40 Horz(TL) 0.05 8 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* B1: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W5: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. WEBS 1 Row at midpt 3-9, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 960/0-7-4 (min, 0-1-8) 2 = 1035/0-8-0 (min. 0-1-8) Max Horz 2 = 330(LC 8) Max Uplift 8 -467(LC 8) 2 = -517(LC 8) Max Grav 8 = 960(LC 1) 2 = 1035(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1975/1515, 3-4=-1015/740, 4-5=-935/759, 5-6=-881/803, 8-13=-838/823, 6-13=-838/823 BOT CHORD 2-11 =-1 764/1813, 10-11=-1764/1813, 9-10=-176411813 WEBS 3-11=0/270, 3-9=-981/1007, 5-9=-163/319, 6-9=-968/1046 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) at joint(s) 4, 5, 8, 2, 3, 11, 9, 6, 1 and 13 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 100 lb uplift at joint(s) except (jt=1b) 8=467, 2=517. 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: 110 Ib FT = O% Wo7v!r•rlase rtssep!dysederfie'AI PJDEItIiSSEr{'Sf[LEE'j;fEX7RtlErllSE(7R?d11D91NSifINrrCPi1R 67fgpS3flsLli'hra rritrlesige paoottess�adr!olmees et Gisim:sYsgs CnwiasilDbi¢l8e ddksor i.lesMlq;p.El!Iem;ek!:ilefr.!at Odessaek![vise shteesetfe lUgal{ GTei[seresrn pCes siili 5eos!Itrrss lCDgla nDl.Eselnss Dxipe Eaaren(in,sp_,ieln fgrteel, the sell n yTDD cq,!ssenmmeparexiCeprhssienlnpercngrspunt'laffirae i!s!gaAnthony T. Tornbo IlI, P.E. eal.trd5is irets hrmreildiirls@srqushildrotpe Dyae, Ns DMaeis oalia!iaedo(aCaderaVertp Oesyex,o4uElsVei Ne lt(.rieni6elus!laitngokerdlCl. teegpn,e�ifke lOD ndrgheUese el he lrrs,aidngtmd!m}hrn!: usMEenreedkroy skDle Sere;poueJdpif 480083 ' Dzrn�d9t DP!!E3!16d(aeh[!1a1.LTe[fei 19 on W9f EDnM. Paver ad rnlelhndtie Wine rexp-A50-11M.WsietiN jr(4Spssllf!ad" InaaimiM.W.M:ed Fer; illpfilllm.lri-1 Mips iEe!Kpt9S1'R. BfiniddAtioi Pd TRSS DlSInff,T,eSi Dfi�ga s;iazu aAlrt;s E!arfeD:rn iins 44515t. Lucie Blvd. odt!rnisedehiedh aGaharigesdge,holi.1 ly ell peaties imilsel. Ihlrass [nvm67iarerts XCi adDdDsp['esipe:,uTmsSystem.'opiseerdmq lalNup, dll seaiaTaedtems trees d!la=.l'u R41. Fort Pierce, FL 34946 (opyrighl102016A•IPool husses-Anthony I.Tomholll,1`1 Reproduction of this doamen, in any farm, is prohibited wilhoutibe written permission from A-1 Roof Tiosses-Andony I Tomho 111, 1`1 Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0$08762 65019 D02 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designQal truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:49 2016 Page I D:W?quLcr?Re?LfzLe98RIH4yHM91-QwRJ5iCvaSQcLctVToHbd_LatoyjGibdVrkkL2z8_ZI 6-1-2 11-11-8 20-8-0 2a-3-10 1 4 0 6-1-2 5-10-6 8-8-8 -7-1 4x6 = 4x6 = Dead Load Dell. = 1/8 it 3x6 = 3x4 = 1.5x4 II 5x8 = 5x8 = -11-8 20-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.95 Vert(LL) 0.13 8-9 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.28 7-8 >874 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC20141rP12007 (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: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-2 or purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. WEBS 1 Row at midpt 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 961/0-7-4 (min. 0-1-8) 2 = 1033/0-8-0 (min. 0-1-8) Max Horz 2 = 289(LC 8) Max Uplift 7 = -459(LC 8) 2 = -525(LC 8) Max Grav 7 = 961(LC 1) 2 = 1033(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2032/1601,3-4=-1302/1015, 4-5=-1175/1048, 7-11=-812/815, 5-11=-812/815 BOT CHORD 2-9=-1793/1873, 8-9=-1793/1873 WEBS 3-8=-744/786, 4-8=-125/300, 5-8=-1108/1205 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 7=459, 2=525. 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 1E Is? 0 PLATES GRIP MT20 244/190 Weight: 108 lb FT = 0% Zta¢,!!r-n«se dnuytdy «ntrrrle'1-I Nai 7daSSES('iFtFfA'} 6fpFISt 1ftlsS E (Dktiflo95 NSIDN('rJtEl'IdoDIOA({61fX1' lore TlydydetigsrrrnsneesminMneles n!AdI«« Desgs 4hamie!(IfiD}ndfit delfeni Llecf¢ II; PE 1tl«!e«56 .t lc'rttase. -0eletsu4!tvise fi!t! «!Fe iDD,u.ir 4iTek!rsuNt n"IsitSen!Ih[n!iCDAlrni!d.d;rinssDtnpF.p«:r7.e.,f7:JelryEtli«rx!xs!du«riCD:ryr:t««mme7ln!eddtpdest!«st«prenild« fr«eikiAgfi?&des!¢sdG fhPaLt;tkpMtdntltTDDufi,alnlNl.TMdeslyirtma{tins,t«argudanls,«,nru¢r Anthony T. Tomba III, P.E. drtrdllitlscesie mrtilits;1,h«sjus,4lttdrlfi!on.,C!OeatisrdattlKa}msr6,Fr&IMR., WL. webt dike ltt. Me WWII, lso! tatpi. d1?II.180083 telA"dAlu it6dlA FGN. 11 idn WeA BOe 1DDP.dilly,dg!;.i pimattirr«Idling t3(fm]EWdy16.01. i 134)pblyd by III udW1ine!eIOmMlisV,ntFlrUm11II&.5MItF tAA Mt16dAA'tiOF DlI«ISD!«fl,irn:D c��p,tftwdi«nw.tafi«men 44515t. Lucie Blvd. rSwhl{eFaMby¢Crseat¢I?FMB«upnarr ltrO rnaH in¢IsM. II37«ISI+l51]e Eflf«n:SdTiT7E'-rx�Cktif.NT«Se Spite:l firil«t II6!j 1pfd®} iII OjC{11MR!«; IfetS d:I9ed hlRl. Fort Pierce, FL 34946 Coppight 0 2R16 A.1 teal Trusses - Anthony T. Tombs III, P.E. Reprodudion of this dowera, in say form, is ptobibiled without the written punilision from A -I Root Trusses-Ambony L Tombs III M. Job . Truss Truss Type Oty Ply Std Pac/6511 EL D A0808763 65019 D03 Common 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. Thu Jun 09 15:29:50 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-u6?hl2DXLSYTymShlVog9BupNSC6?DBnkUUHtUZ8 Z -14-0 6-0-4 10-M 15-3-12 21-3-10 -4- 10 6-04 4-7-12 4-7-12 5-11-14 1.5: 0 4x4 = Dead Load Defl. = 5/16 it 3x4 = 5x8 = 4x4 = 10-8-0 LOADING(psf) SP-ACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.16 7-11 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.49 7-11 >523 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.07 6 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 3-10-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 956/0-7-4 (min. 0-1-8) 2 = 1055/0-8-0 (min. 0-1-8) Max Horz 2 = 103(LC 12) Max Uplift 6 = -402(LC 9) 2 = -514(LC 8) Max Grav 6 = 956(LC 1) 2 = 1055(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2022/1887, 3-4=-1511/1349, 4-5=-1511/1350, 5-6=2029/1893 BOT CHORD 2-7=-1673/1866, 6-7=-1680/1875 WEBS 4-7=-445/602, 5-7=-557/734, 3-7=-548/727 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. Il; 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 100 lb uplift at joint(s) except at --lb) 6=402, 2=514. 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: 89 lb FT = 0% 1� 0 arnui-Ilase 6urgElyserler!ie'.I PCCF7iCSSES{iEltB'}6EgEIlE1FWSE(CkYYIICASNS7CYi7a'iEt}aCIHCiTvfksF,Yl'lumr 5r:t(desiru lvm!h±sairredm!esnias ins2 Ces�g+Vtewror{IOAis�tleret!!ryE.lez4o li, P.E i!Irsss:el5?:t�rere 9!I!sseRervisr s1de22r I.e FDO, mir @siek!smeaapres sk>tl Se x!rMeelCaglf unl.l;einss o!ule [rafrx u.,57lnolry Ecpere±,to sn(ee urIDD!ry!nan aecueltnesiRe trhssupl ep tci resFn!Ail%fi±tFx les'p,slcz sa�!inns(elieel rr mei¢Push,ealermI. rtxdesits ess,oHixs; lvsmrdnetiturs, suni'la( Anthony T. Tombo III, P.E. wl rudtfislrsssh±rgkileir9 is dxs!tprsnCrtydty Cnu, McOnu's rdvi:!de3!tlwnr Riinry Ousiper, kr�uaea ul ne llLtks of uetlrlrWlaYtvgofsvd7pd. iErgsrrrdrfkelDa rsi rn N!U.0 ei tklrrss,edti:rgtmd!at,sxn!, IrsrtOnire n6kneq sA bs�err7adat2{ 80083 ' RaIn6gCefips:ru!(aYnnsar. Nwrrs9aAi¢ne7Cor:EmP±:mr:sadyru!rrnrEtsrrfrldasn�a!msd�lrtuaQe.;rt<I}Prn�rrdartnwasmrnnl!!a:d�±lrumdrrn. nrlYfAf'E!tt5r[ASI}IIIefO�OAA�4rdlrAlrOSSUISIEtN,110SS�ti99rJ�11t!r6A7rBISt:9�IlIhiR,W�ISf 4451 St. Lucie Blvd. o"�srusr t±M1eed kya Getrulalurr uFa it wnarElral iaaief incised.fr:frsss[top Eslmreris FE194..IA") 1est;. u Ni S7sten hp. dent Wheg.Nm dire7:etnnr!md!lo!I Iv IPFL Fort Pierce, FL 34946 (opynright0l, 2016A-IRoofTrusses-Anthany1.TeetheIII,P.L Reproduaianofihisdosameat,inanyform,isprobi6Bedxithootthex�rineopermissionfromA-1RoofTrusses-Anihany1.TombirIII,P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D AM08764 65019 D04 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. Thu Jun 09 15:29:51 2016 Page , ID:W?quLcr?Re?LfzLe98RjH4yHM91-NIZ3WOE96lgKawluaDJ3iPQ?ebeKkhEwz8DrpwZ8 Z -1-4-0 , 5-10-12 10-8-0 15-5-4 21-3-10 1-4 0 5-10-12 4-9-4 4-94 5-10-6 17 N 1.51 1 0 2x4 Xi 3x4 3x4 = 3x4 II Dead Load Deft. = 1/4 it 3x4 = 3x4 = 3x8 MT20HS= 3x4 = 4x4 = 6-10-13 14-5-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.16 10-12 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.34 10-12 >743 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.06 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 *Except* B1: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-7-15 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 = 956/0-7-4 (min. 0-1-8) 2 = 1055/0-8-0 (min. 0-1-8) Max Horz 2 = 98(LC 12) Max Uplift 9 = -408(LC 9) 2 = -521(LC 8) Max Grav 9 = 956(LC 1) 2 = 1055(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2086/1790,3-4=-1923/1723, 7-8=-1930/1735, 8-9=-2094/1801, 4-5=-1780/1690, 5-6=-1343/1344, 6-7=-1787/1700 BOT CHORD 2-12=-1579/1922,11-12=-1021/1343, 10-11=-1021/1343,9-10=-1591/1931 WEBS 6-10=-482/625, 8-10=-315/447, 5-12=-467/616, 3-12=-312/444 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 100 lb uplift at joint(s) except at --lb) 9=408, 2=521. 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 6-1 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 89 lb FT = 0% - inirr-11(e<6(Ititstdrrzeiersi('b1306rItGSSES{"SEr(F?"}6Ftl7lrl(IrISEWASH-ise smIduIts TNrelf WTek!e(ttmrp:¢etsldl7e sel In R(ICDpHngd. Is truss erslphpceti{i.e,5yrndlf F¢pew;,hssul a nyTo"Jusem owp ledItt lrefessteod"imemet rupsnillysr me MIF offs vgc.AsGpnedall. tee oilf,udnIPl 1. rtedstpe w4v.sl(sArfserdntss, snmuuf Anthony T. Tombo 111, P.E. aad¢udtiitlmssh;m, miei¢t is 8e rsµtultlilfdtk(t)ner,C:Oraeis¢ v(de}�m6e mile,(; Uslax,u!k uAuf eSnelr(,7S(Rini tlebNlcidcgute.0.41. RegFsidBeTBO niselield.t(el lSe lrats, c�Lti(gknlay si�ne;hcMleM1(e udtnuq si¢A leSrre;hasd9Afd »80083 Iarfl!d9rCeSire(u!(ao9edu:.L1,06LMryn( ICU ndPtp�r1rressdpidelmdrx161hi(e'IjvedSi(IBiell111q(�JINrle(!1I�M9(R.IPi•IdESEttIE?eetfttn`j„IM(SRSdA:etB1IdIMtOlfl[efe,IWSSC(Cgl:linWPIIfBSiRf¢fIAI:TtI,i¢lri 44515t.LucieBNd. oSv.ise dtreed6yabu!plut!(ed(tsn.0,1 it 0 rerfiet ne9rel.TlrTnss[x9t EryfnnSs FCr 3r md9arte9prr, rrTnss Strtem F¢iis((etufh>ild"ag. fllr¢ari(MmmswesdrfezinTIR. Fort Pierce, FL 34946 (opyrighl02g16A•1toof%sses-Anthony T.TemboIll, P.E. Reprodurrianofibisdotoment,inonyform,isprehibifedwithoutThewrittenpermissionfromA-1RoofTrusts-AndonyT.bmhalll,P.f. I Job �. Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 D05 Hip 1 1 A0808765 Job Reference (optional) Al RULW I KUSSLS, 1-OK I NILKGL, I•L 34946, deslgn(o7altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:61 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91 -N IZ3WOE96lgKawl uaDJ3iPQy_beVkjDwz8DrPwz8_Z 7-10-8 13-5-8 20-8-0 7-10-8 5-7-0 7-2-8 4x8 = ATrro7111 4x6 = Dead Load Defl. = 3116 i1 4x4 = 1.5x4 II 3x4 = 3x4 = 4x4 = 3x8 !I 7-10-8 13-5-8 20-8-0 7-10-8 5-7-0 7-2-8 Plate Offsets (X,Y)— [2:0-2-10,Edge], [3:0-5-4,0-2-01, [4:0-3-4,0-2-01, [5:0-0-0,0-1-111, [5:0-2-15,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.14 6-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.26 8-12 >957 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 83 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 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-7-7 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 = 1050/0-8-0 (min. 0-1-8) 5 = 903/Mechanical Max Horz 2 = 93(LC 8) Max Uplift 2 = -536(LC 8) 5 = -399(LC 9) Max Grav 2 = 1050(LC 1) 5 = 903(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1820/1467, 3-4=-1650/1503, 4-5=-1801/1491 BOT CHORD 2-8=-1249/1646,7-8=-1246/1653, 6-7=-1246/1653, 5-6=-1266/1642 WEBS 3-8=0/251 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except et=lb) 2=536, 5=399. 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 5'nua(•Ptm: vsenpxy te+ie+riht'L!Ptu€11USSESj'SEt SEefiltlFF,YSRECNC;fi9kS:CSiCEI'V111,00"Evy'- -lu..1xC}(e!i}opm tnerdtad erhi"oil +ts Pstp [:r*hp CD}crd'»}e oyT,DmSt td;I?.d!E9:1gS};d Sd6tt+S0. ldfisrs!Rite!ifiiaNaT00.aniy dlitelS6:eW(f(TI97fS5MlidfellCL`!3tr:i/i!tEI11. 1f9EFs!SULSiS3EPj:3tG�l,SIt4C3VFEj;:.I d!{4il Ff Elji.O!fsryertsmx dcndf:zk7ifsier%ea}%!uiegre:gfs:t hr�f&sty:ft say4:1�!!dryitlflwRr tiCedt,rtdn Rdl.Tislesiy oss4 '"_4GLItWSJitJ.ilRt, itfiEtlfi Anthony T. T ombo 111, P.C. ndrfdi�s hsss ftrt:rts`dvdES C.t,esrtesJhdds C.e�.i3!Cndsmka:��siw@ft:Gtpd!san,be�szaEddf li(,Ge6Ged tifhd iut.>gai>wittFL Ttssp!etddCf PCnd�fifSl rsfdtszTm!<IrJsts;�n*Iinsrmge,u.thtirc udE!hp4tt»!fstmda�gd #80083 ' hrrulEqDetipmmdruhoea.tgas?tstelutr3:5rf7aeeu{frEiesMpiefaft.+.@ftalerte,.frzeacg5dx!�amesnkT:Jr+B.=.cld,+rflodSrGne:ehteud'xd!cnd;fid:rn.irEdz;`eft!is:ns:asibL.fcmldAixa3eafn:sCn�au,insst:u�oTs=.eailGxsusamnrr.,aeu. 4451 St. Lucie Blvd. slb.!asf ddazd 6rsGttrrJ sdrnr ry¢ab.f ylydipaG!sh+eked. Is Ims Nip ErsnrisQl. N Ntfq b t'v:r.:`ms Srftfm bitm llfr, cq i7tgitS=rtdfnttsnendaised isTFid. Fort Pierce, FL 34946 -UpytighV2016A-IRod Times-AnhonyT.Tomboldl,P.I. Reprodudionof this dotnment,inaeytonnhprobibitedwitboofthe writtenpermiWoehomAlRoof Ttnsses-Anthony Lromho111,IRA, Job Truss Truss Type City Ply Std Pac/6511 EL D A01308766 65019 D06G Hip 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 2-8-2 4-6-0 6-2-0 4-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.31 9 >791 360 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.55 7-9 >450 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except' B2:2x4SPM31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-9 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 = 1565/Mechanical 2 = 1674/0-;M (min. 0-2-0) Max Horz 2 = 83(LC 23) Max Uplift 6 = -789(LC 5) 2 = -904(LC 4) Max Grav 6 = 1565(LC 1) 2 = 1674(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3877/1945, 3-18=-4469/2300, 18-19=-4469/2300, 19-20=-4469/2300, 4-20=-4469/2300, 4-21=-4469/2300, 21-22=-4469/2300, 5-22=-4469/2300, 5-6=-3708/1878 BOT CHORD 2-1 0=- 1800/3611, 10-23=-1805/3637, 23-24=-1805/3637, 24-25=-1805/3637, 9-25=-1805/3637, 8-9=-1704/3458, 8-26=1704/3458, 7-26=-1704/3458, 6-7=-1701/3437 WEBS '_ in— _7at.saa c o— A07/CIOa WEBS 3-10=-73/465,3-9=-497/996, 4-9=-632/494, 5-9=-589/1196, 5-7=-45/393 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) 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=789, 2=904. 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)105 lb down and 132 lb up at 6-2-0, 105 lb down and 139 lb up at 7-0-12, 105 lb down and 139 lb up at 9-0-12, 105 lb down and 139 lb up at 10-3-4, 105 lb down and 139 lb up at 12-3-4, and 105 lb down and 139 lb up at 14-3-4, and 105 lb down and 132 lb up at 15-2-0 on top chord, and 272 lb down and 172 lb up at 6-2-0, 55 lb down at 7-0-12, 55 lb down at 9-0-12, 55 lb down at 10-3-4, 55 lb down at 12-3-4, and 55 lb down at 14-3-4, and 272 lb down and 172 lb up at 15-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Inc. Thu Jun 09 15:29:52 2016 Page 5-6-0 Dead Load DeB. = 3/8 it PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 89 lb FT = 0% 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-6=-70, 12-15=-20 Concentrated Loads (lb) Vert: 3=-53(B) 5=-53(B) 8=-38(B) 10=-272(B) 7=-272(B)'18=-88(B)19=-88(B) 20=88(B) 21=-88(B)'22=-88(B)23=-38(B) 24=-38(B) 25=-38(B)!,26=-38(B) I P/nn'+y•f!ws: ryyheiaw tas'k': IC&{DpiSES SEGEi'j.G[aBREliikiRtdNGT9MY(GSTDd'PP(fCAf O'fTEG �#rxTMm. Tadsfa:ipfmstas¢elr:ri nin eedis itr;sf siyaT:[•ia;"W}wltselrt{aryLlsa»i:�: P.i.lehrtur5i elddue ase, 7elEsse#wise slrtei talkaldU,salt wlammrP ssvnlen<drr rmE:,md.ls�[�soe,ron :�aives+Pnys�;oesedees:rlshs ess®a ala�rp•des,i�ae�pxc�gngrtarray:dsir,efaaa:[mreftm�er,¢w[,.edrnt.[ssa�essP u �ena:s nr AnthonyT.Tomi:o11!,P.E. nl ese sdHis[rn MavCrrEs7ts lEties[rt,::irnllb Cre�.As Orursada,ra�in,dmlEt rs tgDes¢me,gtii acy'.df4e lPGrae gte,dlM lanl6='$siswl1P41.1'st>?pra+ddMr.g ed ¢T,5e19ntdMTrn:<irhtxp tisP. shtt5'rz'.YMtterdI ieagieru"4MUye, "S0083 ' Iieteitdix¢hs�emdtecsmu, lAez�xsetawn�a&Sesidrrr¢Stxaed;:ieKesdCe kle¢gisswedSdeh Etux?=setrk PrsidSP R/etA R(luazfssaudix¢yuei¢Nsm. lAd de{xssaeestati:dma ed#tiasrd [srtd,syxr,irnsutcp6}beK�l hxfkashecaer utiest 44515LLude Blvd. di:rw;s:dite6rtrl a¢r,ed apc is rirorkrr:':prn aheL 9e 1nssD:dy:6;ixer is l:7T tie G«tV�¢geeipn;K[rssSptem {rues=.drn, luliuP. Rlnpfi>ittdteosweul�i®ed iv 06l, Fort Pierce, FL 34946- Copytightr,2016A•1Roof Times -Aothonyl'TemboIII, P.E. Reproduction olthisdornmenttiannylotm,isprohNedaAbotihewrittenpermission homAd Roof rmsses-AnthoeyLlamhoIII, P.E. Job e, Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 DO7 Roof Special 5 1 AO8O8767 Job Reference (optional) Al KUvr i KUasts, t-UK ( V1t:KL t, ru s4a41o, aesign(a—mitruss.com Hun: f.b4U s Uct f ZU15 NnnC /.b4U s Uct t 2U15 MI Iek Industries, Inc. Thu Jun 09 15:29:53 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-Jhhgw4FPeNw2pEAGidMXngWJFPNfCUYDQSiyUpz8 Z -1-4-0 7-3-13 13-4-0 1 -11-10 1-4-0 7-3-13 6-0-3 -7-1 94x6 = 1.5) 3x4 = 1.Sx4 11 5x10 = 7-3-13 13-4-0 1 -11-10 7-3-13 6-0-3 7-1 Plate Offsets (X,Y)— 16:0-2-12,0-3-01 m I� a Dead Load Defl. =1/8 it LOADING (psf) SPACING-- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0..07 7-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.15 7-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 68 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W4: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-10-9 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 = 716/0-8-0 (min. 0-1-8) 6 = 580/0-7-4 (min. 0-1-8) Max Horz 2 = 314(LC 8) Max Uplift 2 = -357(LC 8) 6 = -300(LC 12) Max Grav 2 = 716(LC 1) 6 = 580(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except whdn shown. TOP CHORD 2-3=-962/655, 6-9=-165/255, 4-9=-165/255 BOT CHORD 2-7=-942/873, 6-7=-942/873 WEBS 3-7=0/264, 3-6=-919/999 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) 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 100 lb uplift at joint(s) except Qt=1b) 2=357, 6=300. 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 warahl - foam, llaglyEe[IevlWk-1 toe; RMISfs(a(t'}strut t(wsa(otrtnass 111STOVIVE'n aMOVEW+trrfm Ir.(yMitt )m romosi dmtts atW:t[a3e OV areal,) pr(+I[dfie f her, I.W.ij: et ldar,a skrd �qs,ea,[. WTeh rsaaMrrpaces s4sltkrs[f1ar delC-0Alardil ls[Les aasge Eepxx{Le.,Spvklg &toast fs serlue[etoo:e)[[snn[nmeywa:eat�e)rv4[mni e[g mil rntusis�uy(nr[a[swarssio�:In:s re nd[rmTooadr.[afntna. trefesga[ss[�na[s, iaeeiatua(nn[s; s[irtsmry Anthony T. Tombo llI, P.E. B�RI a{+,a'n IR1[Iat [eJl[IlliEt (i H[IFS)[[idilt{dYu Una[, Ik±O�Ed't adLNti ulsd artl[Fadua)Uripa,hoofrsidfae lfLlfelt(n(tleI[Ntaltuy teh[rL1Pll. iteq)rerda(Q[100 �i usti[Idan atrial[ns,in7.l:yt�da}s'xne,uMOdia¢a[d![enay sell le�[[[s{au[t'','1(af 180083 UeGll Uas: [ed (aa7edu. d[a[; sd eAb@a 1CU[al lie ira7ttesmf tailetieesdr[e rntlu[[[at✓af5[hJt ldauetue{t(9)tailiskl s(IH aef S(inei[Mersdlsiteaeult.iinte. ❑11 ua[as tei[st[eu3i itlet ulfA�esdit lms Uesluu,I[ass Ue>:p6paee[�I[ess 4aatasMrt,[ae[s 4451 St. Lucie Blvd. o"Wn.+i[ek5[tdMo(eem[(g[e7 a7a[i[Mrid[tla[0)[rG[t imd[zl ree t[ast[xtifa 6,Torots 6C16.�Wdffiy[ntiF.ur.ninx Sps(e�Eoiu[arda>tlalfa7. All OPWIdwnsrt: or Mad itIM. Fort Pierce, FL 34946 (opyrigh101g16AdRoolTrosses-Anthony I.Tombolll,1`1 Reptodudianofthisdo[ament,inanyform,isptobibitedwithootlhewrittenpermissionfromAdRoofT[vises-AnthonyT.Tomhol(I,1`1 Job Truss Truss Type Qty Ply Std Pac/6511 EL D AO'808768 65019 D07A Roof Special 2 1 Job Reference (optional) Al rcuur r rcuaarw, rum i PIERCE, rL 34946, oesign@aiiruss.com Run: e.640 s Oci 7 20i5 Print: 7.640 s uct 7 zuib mi I eK industries, Inc. I nu .lun ua ib:z9:b4 zu16 rage I D: W?quLcr?Re?LfzLe98RjH4yHM91-ntFCBQG2Og2vROITGLtmKl2WypglxsENf6SVOFzB_Z 1 4-0 2-10-7 6-0-0 9-0-0 13-4-0 i 1 -11-10 1-4-0 2-10-7 3-1-9 3-0-0 4 4-0 i -7-1 I !6 Dead Load Dell. = 3116 it 4.00 12 1.5x4 II 5 4x4 4 W5 3x4 \\ 3 75 4x6 = 11 10 10 1.5x4 11 2 8 = 6x8 m a 1 ' Io 13 12 9 8 7 3x4 = 3x4 = 1.5x4 11 1.5x4 11 5 I10 — 2-10-7 , 4-11-4 6-0-0 , 9-0-0 13.4-0 13-11-10 Plate Offsets (X,Y)— [3:0-2-0,0-1-01, [8:0-2-12,0-3-0], [10:0-2-8,Edge] [11:0-5-8 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 0.60 Vert(LL) 0.23 11 >716 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.32 11 >510 240 j BCLL 0.0 * Rep Stress Incr YES WB 0.99 Horz(TL) 0.16 8 n/a n/a i BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 90 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 NOTES- BOTCHORD 2x4 SP No.2 WEBS 2x4*Except 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) : W2x8 S No.2 Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; OTHERS 2x44 SP No.3 Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) I BRACING- and C-C Exterior(2) zone; cantilever left and right O TOP CHORD exposed ;C-C for members and forces & MWFRS for Structural wood sheathing directly applied or 3-6-1 oc reactions shown; Lumber DOL=1.60 plate grip purlins, except end verticals. DOL=1.60 BOT CHORD 2) Plates checked for a plus or minus 0 degree Rigid ceiling directly applied or 3-5-4 oc bracing. rotation about its center. 3) This truss has been designed for a 10.0 psf bottom MiTek recommends that Stabilizers and required chord live load nonconcurrent with any other live cross bracing be installed during truss erection, in loads. accordance with Stabilizer Installation guide. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a REACTIONS. (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the { 8 = 565/0-74 (min. 0-1-8) bottom chord and any other members. 2 = 725/0-M (min. 0-1-8) 5) Provide mechanical connection (by others) of truss Max Horz to bearing plate capable of withstanding 100 lb uplift at 2 = 314(LC 8) joint(s) except Gt=lb) 8=296, 2=364. Max Uplift 6) "Semi -rigid pitchbreaks with fixed heels" Member 8 =-296(LC 12) end fixity model was used in the analysis and design 2 =-364(LC 8) of this truss. Max Grav 8 = 565(LC 1) 2 = 725(LC 1) LOADCASE(S) Standard FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1 , TOP CHORD 2-3=-1177/888, 3-4=-2376/2349, 4-5=-1150/1063, 5-6=-1181/1234, 8-15=-519/633, 6-15=-519/636 BOT CHORD 2-13=-1239/1151, 10-11=-2987/2738 WEBS 5-10=-328/490, 3-13=440/572, 4-11 =-674/700, 3-11 =1 352/1189, 11-13=-1123/1046, 6-10=-1451/1291, 4-10=-1664/1798 I < wt l Itntllttfte�]rni:rbt bl iOt 1dGSSESEStIFFf yEEXi1lIlNAfb(DNE/I1045 NS1941'tGicr Jl�m.R..PflJfdl'Ina ttrdr dEtile rcfeetusmdrfo�Jefiesnlfis Press Cf>i,�Ct¢riq P0.laAtlz klfeei T.tox>tl�;r.L iflewa.4>.et5:�f ea !FE Nq wir Wlft ntRQtr �:Pti Slill Pit n?11nt1¢1CDtalfrill!.lillfni efilr: Etan9{rL.S]:'hit!hruee�TYx snlenflIDPreryfsrenmcaepmeettEerfdess!¢nlefQ�enersesrfrniiliryfirtte ies!g7sf&sib+Tnssfellmf er sk iDU ulr,nln TPI1. TM desgv rssfurtiefs, lffdrg nelnises, snhMlup An T. Tombo III, P.E. ml,st dtiis tmut¢r mkilearts 3, rtsplAlit,dtuOnn,fit 0n,seftNeyfttwar ldbq O10pa. Will afraid rnl Ht In. at 0e lnd W164Do Vill.]. OegNnd dl,TO0td tflhfldnt d at hns,2lfi¢;lul;s}s'ant, usstildmi Iitwq tiro het,Esi-flakrd 80063 ltermlyOtsixrfr�(ot3nla.F:l nai S9 to letle lCD iil nt110mRSiAlltllttdltillLlplGltlfA(M:nStI'.II�J:HCIn'�Kf.II1fHliijlrl9lSK%fltldO°A(tl lH jltatl9lt. II1IlSSftf'EilfSlFtSPAAlIt1 W+lI'Bt�IdlR1t U1GFi41, Tfns efs�a hpmftcmlrnsusmtalnR,f�:ess 4451 St. Lurie Blvd. ,— t�.vnHe tehtNlpc6tmnalstedgnir trtietrlrt01tr8:s ieraial itsrnisttilp, 6fnrnxr0i �fkH4.>3 Gesip�x. tr rnis Srm�Farittadmr lONel. Wmaafelte;nnr. es i:fuslhR41. FortPlerte,FL 34946 Copyrighl02016A-1ROollrosses-Anthony I.Tombo111,P.E. Reprodudionofthis dercma ent,inonyform,isprohibiledxithontthewrittenpermissionfromURoofTresses-AnthonyLTomblll,P.l. Job It Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 D08 Half Hip 1 .1 A0808769 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. Thu Jun 09 15:29:64 2016 Page I D: W?q u LcO Re? LfzLe98 Rj H4yHM91-n tFC8QG2Og2vROITG Ltm K 12TDp h VxObNf6 SVOFz8_Z -1-0-0 6-1-10 12-2-0 134-01 -11- 0 1 4 0 6-1-10 6-0-6 1-2-0 7-1 3x4 = 4x4 11 3x4 = 1.5x4 11 5x10 = LOADING (psf) -SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.07 8-13 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.14 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 7 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 WEBS 2x4 SP No.3 *Except` W4: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-2 oc bracing. WEBS 1 Row at midpt 3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 705/0-8-0 (min. 0-1-8) 7 = 630/0-7-4 (min. 0-1-8) Max Horz 2 = 293(LC 8) Max Uplift 2 = -358(LC 8) 7 _ -319(LC 8) Max Grav 2 = 705(LC 1) 7 = 630(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1115/842, 7-10=-212/322, 5-10=-212/322 BOT CHORD 2-8=-1117/1044, 7-8=-1117/1044 WEBS 3-8=0/254, 3-7=-1015/1099 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) 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 100 lb uplift at joint(s) except at --lb) 2=358, 7=319. 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 Dell. =1/16 it PLATES GRIP MT20 244/190 Weight: 69 lb FT = 0% iga'aiei •Tlmst dni.itJ5 sedes?i?'„I LOOT ROSf:S(itttEi } 6ftlTI5l1EW18 (ONMOD4591SIDN�'85rEr') A(671;'At34RFp1' hru Yahf drsiet rvaotlerswd ttalno!es?t fsis ants Dts!ga Ora rinrliD^.jvlflz l�ftrg L7osit lD; P.F.Itlun:e56=e15e!raw,e Deltssttktrise shied n lte TOD., � it Milkmrsedtr ftw skill hmlfar lh CO21?flut dsainss D?:irr[ogxfip.e.,sg?nelry hiueesj, tie setlntnIDDtryrntnt eeaneytn[tdlEe gmtnsimletgx2erkrmru<i(inhh[s&tet!gnotCzsed:Inst Ctp'atln lhlDDnll.nin IPM The desgrnusrtias, lotGrg neinites, stilaidy Anthony T. Tornbcs III, P.E. Pd.51.1 Ikf Tmisfin"? hd!¢g It fit msgtsn 1istjdNN.";tL Oeaer'S0";udopen Va,WinkD?SIRn,I?IMnlfW ii fie lKA,6(nl lit lidMikai; Uis ardill�i. 4tepprue': ddt TOD ud ery lietd.se dri, ttns, odd gWIL.gCane, Ieshmtia oitunq ski hthnryeartiOTT f , 80083 Dxhz�EagtS:ge.t[9(at9[aar.:ii Enfii'IMmDe@Dead dei[r]rt<S iad indtlntsdMrHid"ui hRpaed Sdd(�'ane4at161spNidfdglMaad StlS neldneaetdlIX iftffdg.idn[S. IP;-I IPSCSttf5r4ttA'IIItI nAdA�e2dI Plasf Dldpn, TlnI DtCgahjl3tn¢d imis 'tatdinan,eSS 44515t. Lucie Blvd. aunts, ddutd Ilaradndai�nd 4. himlitr 1r to rstdts iaasl d. h?inls(anphibtnis Eel dt Gddlsireup•.f.trTrtsfSiih9 hrllnt emy ledd®j. [Il nina'itedn!ns It?a5Id9?dhTrFl. � Fort Pierce, FL 34946 (opyrigM,Z)2016A-ItoDiTrusses-AnthonyLTamholll,P.I. lepiodudiess of this doccroeml, in ony form, is prohibited wilhoistilre writien permission from A-] Roof Trusts - Amilonyl. Tombir III, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D AO`808770 65019 D09 Half Hip 1 1 Job Reference (optional) Al KUUt- I KUSStJ, rvK I VItKGt, r-L J4940, aeslgnLaltruss.com Kun: i.b4U s Uct i ZU10 rnne i.64U s Uct / ZUIb MI I eK mtlUStnes, Inc. I nU Jun U9 15:29:55 ZU16 Page I D:W?qu Lcr?Re?LfzLe98RjH4yHM91-F3oaLmHg9_Bm3XKfp2O?sFbifC3agUKWtmB2Yiz8_Z 4. 1 4-0 5-7-9 10-2-0 13_0 1 -11- 0 1 4 0 5-7-9 4-6-7 3-2-0 7-1 Sx6 = I 3x4 = Dead Load Defl. =1/4 it 4 5 4.00 12 4x4 = 1.5x4 3 1,44 1 8 7 3x8 = 5x6 = LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.13 8-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.36 8-13 >443 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 7 n/a n/a 0 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 72 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W4: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 624/0-7-4 (min. 0-1-8) 2 = 711/0-8-0 (min. 0-1-8) Max Horz 2 = 252(LC 8) Max Uplift 7 = -311(LC 8) 2 = -365(LC 8) Max Grav 7 = 624(LC 1) 2 = 711(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1041/978, 3-4=-499/349, 4-5=-412/389, 7-10=-587/570, 5-10=-587/570 BOT CHORD 2-8=-11761968 WEBS 3-8=-588/828, 4-8=-126/263, 5-8=-591 /647 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 100 lb uplift at joint(s) except (jt=lb) 7=311, 2=365. 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 Somie;-rlau Bcngldp asurtle'bl LOOntUSS:i('iEltft"x SEp[III SFLUS E (QRMrIQ9S[USIQ!1[ iUf9 I:IAQ3i3'rNFtll' Iaret YeAfdesir;emndns mdseattMes aeftistmssCtrigsCnvi��GQSvE fttAdket; l.7txStt7, P.[.IelasxeS6=esidtre cse Uelus it"u shnd n lh tQU, u;7 Iete�me:ntspldes§>sse stfineerzowhnua.istrresso ye teas pe.,iptatry[tp�er;nsduttploot4,:stento�t;t(nt;etnssit,irt4ses;vt..nuutasntuswdnT:m�:ttssegadttntlQQtttr.trantau.Tttaesgtes,etntts,neaqudmtes,uasniq gethonyT.TomboI1I,P.E. tad Full nis lmsM �e7 Wire; is tit u;µtslUCrdlSt On%th6—'sea!`WLJe;sdaOtltO&s; 0tdnw,o!k utsatellte llLtlt H(alHe brilaUfs4ufe tdl7tl. fteepgnddtttTCO ni apbtN rudlSenm,iaiFlitgladl:oQ:t'uns; asMlssimaElrtsieysbQbe�t rnpran:�fjd 380083 ' IternfyCeS rtrA(ua9Wsr.11tdts At9 ie9,ICCW l4tpornstsmeaileluefdtxieilPo;(tnwed Sal Vot-fin Ippt isW4111 alSilk emulnu:MCr;umd µVase.R'd ttuas'Eauflcev3sXef aldA:tse11ia1msCtsimmImsCt.^:gs'ypixts adlms Raalstlwtr eitm 4451 St. Lde 13hd. tlsnife kfitdlpaittuwr aµtedapstit+not; OptQ;aoesindtel. T<s inssC>esiµ6retalsAOfS[arS�r<4µ!cnlnssfpsnaEyiteadnq idNa} Nsap�'e'.itdsemsmes ddaelit RSl. Fort Pierce, FL 34946 topyrighl0 2016 A•1 Roof Trusses -Anthony T. Tombo III, P.E.. AepsoduRion of this dasumert, inzny form, is prohibited without Ike wriOen permission from AA roof Losses - Anthony L Tombe III, P.E. Job ,. Truss Truss Type Qty Ply Std Pac/6511 EL D A0808771 65019 D10 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. Thu Jun 09 15:29:55 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-F3oaLmHg9_Bm3XKfp2O?sFbixC2tgSQWtmB2Yiz8 Z -14-0 , 4-6-13 8-2-0 13-4-0 1,3-11-10 1 4-0 4-6-13 3-7-3 5-2-0 -7-1 5x6 = 4x6 = Dead Load Dell. = 1/8 it 3x4 = 3x4 = Sxu = oxo = LOADING (psf) SPACING- 2-0-0 CSI. DEFL_ in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1,25 TC 0.46 Vert(LL) -0.07 8-13 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.20 8-13 >803 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 7 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 *Except* W4: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 630/0-7-4 (min. 0-1-8) 2 = 705/0-8-0 (min. 0-1-8) Max Horz 2 = 21O(LC 8) Max Uplift 7 =-313(LC 9) 2 =-375(LC 8) Max Grav 7 * = 630(LC 1) 2 = 705(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1139/1085, 3-4=-747/636, 4-5=-664/654, 7-10=-531/582, 5-10=-531/582 BOT CHORD 2-8=-1222/1054 WEBS 3-8=-432/593, 5-8=-719/724 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; Enci., 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 100 lb uplift at joint(s) except Qt=1b) 7=313, 2=375. 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 10 to Is? 0 PLATES GRIP MT20 244/190 Weight: 71 lb FT = 0% 3asit9-ntt�en�nt.dPrzritr lie':IpCr7PliSSFSFSEI(EE'j:6NflAlEWSEoft) W sk. khRLM6.lit P.F.ielnnashol:!neast, Del"I's "ise st"doA, Titkartr 151rN[saxJu pipes slillkanllnM1elTDphnlil. Is, Toss hope [t ce u, Spaillhpsf; N solo myTDDopsam omrptsucdIhIrAssnod opuig ngosildilytrit its olfisstll=. Tnn 6ydd n tte TOD oft. nin W. lodesga aststyer,; lulgAnthony T. Tombo lII, P.E. wl.udnk lmssv;.n kdeupbfkt rtptoikildpdiv0•etn,d.Dneises'aitdq�wtlel+Oicp Desgsn.hkutlntduelP(.1fen:al tlt lasi'wJhcgote�l%I.Tuq?,,e.do, 16D nd nt M.odIII r,ns,odd.11WL.1wl±, it:hDtlne odtnogsaDk"�esnpoo�i tid ,`; 80053 RP p9�iSj Dei.� sN(e.anlx. ID edK of eA le tte lDDad he pplrcesos+gtikluesdhe leilfne(t¢pe�s>IS,hlp Cae�n(Ef<.I)pd7istrd aTlFlatl St(1ne,elnn:H ltt poenIrlistn. IPl lic5c.s5e!egon3i:ifin nddAesdNslms Otsion,imsCtrgs 67notr mdimss!,adnPmr,wiss 4451 St. Lucie Blvd. tMNise dehoed tya(Ismayod.pn larnNtp It III routs l ool. TielnisC2sipb1hou li NOT".k Brd7iy&sipsf,trinSNSisitn Etpllor Cl dlJ Nn iO} Ili n)Ite lied R!ns nedS lsmAkI ❑(I. Fort Pierce, FL 34946 Copyright 0 7016 A -I Roof Trusses -Anthony L Jumbo lll, P.f. Repradudion of this document, in ony form, is prohibited without the written permission from A-1 Roof Trusses- Anthony 1. basho lll, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D AO$08772 65019 D11G Half Hip 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. Thu Jun 09 15:29:56 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-jGMyZ6H IwlJdghvrNmvEPS8tccNcPsAf6Qxc48z8_Z 1 4-0 6-2-0 9-9-0 13-4-0 13-11-1A 1 4-0 6-2-0 3-7-0 3-7-0 0-7-10 3x4 = Dead Load Defl. = 1/16 i1 50 1.5x4 11 3x8 = o 9-9-0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Led TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.07 9 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.13 9-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 Horz(TL) 0.04 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 *Except* W3: 2x8 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 1192/0-7-4 (min.0-1-8) 2 = 1002/0-8-0 (min.0-1-8) Max Horz 2 = 169(LC 4) Max Uplift 7 = -637(LC 5) 2 = -561(LC 4) Max Grav 7 = 1192(LC 1) 2 = 1002(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1893/935,3-15=-1338/697, 15-16=-1338/697, 4-16=-1338/697, 4-17=-1338/697, 5-17=-1338/697, 7-11 =-1 039/612, 5-11 =-1 0391612 BOT CHORD 2-9=-930/1734, 9-18=-937/1762, 18-19=-937/1762, 8-19=-937/1762 WEBS 3-9=-1051473,3-8=-491/306, 4-8=-432/352, 5-8=-797/1515 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) 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 100 lb uplift at joint(s) except at --lb) 7=637, 2=561. 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) 105 lb down and 132 lb up at 6-2-0, 105 Ib down and 139 lb up at 7-0-12, 105 lb down and 139 lb up at 9-0-12, and 105 lb down and 139 lb up at 11-0-12, and 121 lb down and 139 lb up at 13-2-4 on top chord, and 272 lb down and 172 lb up at 6-2-0, 55 lb down at 7-0-12, 55 lb down at 9-0-12, and 55 lb down at 11-0-12, and 66 lb down at 13-0-12 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, 3-5=-70, 7-12=-20, 6-7=-70 Concentrated Loads (lb) 5x6 = 13-" 13-11-1 3-7-0 0-7-10 PLATES GRIP MT20 244/190 Weight: 68 lb FT = 0% Standard Vert: 3=-53(F) 7=-33(F) 9=-272(F) 5=-121(F) 15=-88(F) 16=-88(F) 17=-88(F) 18=-38(F) 19=-38(F) 20=-38(F) xe�m-nee,edaanheAI3DDEli9iSEiriElAEr6Etl9At1(WSd(OkC11DAS(ustoAleertsTmsCestl ruin]P6D1W@eAeitryClea'mII,P.Cleleve6 umeeerl¢Iessdk!visehlodselkTDD,dT Wte}reerMeernhs sSeD'm'nslin deTC-0tahnlil. Are Trees40y, Eeva?r(1.e.,SrdeD!Enieeet ese seeln e[y IDDreryeseetsmtmpYmsetfste ltefessunl eeyereaic(rnrwetknATfmtle tes.,pot1h ssju T!essitimld a tte In ealr,WnT.M. Tteftyl es"niilsilieng(Waals; snhiddy Anthony T. Tornb0 III, P.E. a9eseelnis Tms!vivy Ming Is 6easpuNdt etts,0nn, fl: d!aei .",rs4,gmtv3, hiling DniTea,hde aneetei he ln,aen("401le 11,16ng ute WIN. Resr)na!Atke TDD nlesplidl.se else lrm,isddagts,lty Rrm,hsh;leebeaAlm¢g fm9Aethesnreasu0gd 80083 ' dmrd:dg;e#grrad(enedx.111,MS4.4maelCDulMprtisesmlreilelimeFtulsilPog6zy1_vfishJr�'s!estielr[91pUis'sSlJl%smASt(Asrzeetnexellergseadl+idua.11FEih!s'6s![sran3iY6n¢ddA":esolNdlmsDeSiaN,TtnsDe,:gn5pinen¢llmsUm,lnhaer,�:fn 4451 St. Lurie Blvd. olr im(efired 6yaCearula3!eed rPas la MnAq AreD rsrees imdred lVeTnssC'tAy uliaeerls dDTfle bdSar [Ksi�er, erTnssSrshm 6Euarrfap Aei(dug. All mpfimtzms news leread h Rrl. 441St. Pierce, Blvd, (oppighAAD2016A-1too] Trusses -Anthony I.Tom34946 ho111,P.E. Repmdunionofthisdotemert,inAnyform, isprohibited without thewrinenpermission from A -] Roof Trusses -Anlhooy.T.Tombo111,P.t. Fort Job d, Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 D12 Jack -Partial 3 1 A0808773 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. Thu Jun 09 15:29:57 2016 Page ID:W?quLcr?Re?LfzLe9BRjH4yHM91-BSwKmRlwhbRUlrU2xTQTxgg2K01NBLwpL4g9daz8 Z 1 4-0 3-9-7 B-1-0 1-0 3-9-7 4-3-9 2x4 = S.Sx4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.07 5-6 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(TL) 0.06 5-6 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.48 Horz(TL) -0.01 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 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 4-2-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 467/0-8-0 (min. 0-1-8) 5 = 341/Mechanical Max Horz 2 = 205(LC 8) Max Uplift 2 = -433(LC 8) 5 = -347(LC 8) Max Grav 2 = 467(LC 1) 5 = 341(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-637/1375 BOT CHORD 2-6=-1544/581, 5-6=-1544/581 WEBS 3-5=-608/1617, 3-6=-457/168 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 ; porch left 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 100 lb uplift at joint(s) except (jt=lb) 2=433, 5=347. 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 1.5x4 11 PLATES -GRIP MT20 244/190 Weight: 40 lb FT = 0% atatvrp£itovaasea3+;rtttie+sGt'A': tC6F1PUSSES;'SEtii4;.6Ea0At?IMItoMGRB9,'LST4.k!"£U!E£�A(AOFEK44E.r!vn.Tsitp£e?i�ps:!�Fhrs talt�£sntini4%s?n s[�si}t [axis; DDjt d!iete�EttArT.Ta'aalU;P.E£etsmscrSS!dk`:ttl ere udirs4in,ns s� e"llrT:)€s,"It sdtekrwxF.r pi ssddEde rstaMa+i' tek edA. Asa Tfk.;adnignEsTt!n1st,3p:ieYprera. tie Sid«lepi:Dweseesanwfinadtirprahsueeder¢setvgrecpta:4'ttp rttReles,pz dm s4tI.St 4,0dotm& I Dtdt,.1.1 1. Trl �ipe,ssxp^.xes.(setagmcltialS, sta:biiit; Anthony T. Tombo 111, P.E, ndredtkn?asstht ext£.`cEis&stlsptz,3hdlSeCats.pe0ndsm7slnti apzdnlM Er_Cvpktdsnrelst:taer3cT6t IkGr!IE(ets Rslecd'srky;ititmi(iFL Txs;p�atafa3t icC e¢de78dlnet}t4t itnt�(atlxa�s9ap,sixq�al�tt erlkncy iugitfxttytan!u7a 80083 I 4451 St. Lucie Blvd. Port Pierce, FL 34946 CepydghlS2QlbAdtoofTiusses4oihonyMcmboIII, P.t, Repredurtionolthisderumat,innnrlotm,ispaohibiiedrrlhootihewrittonperraissiunitomAIRoofltnssts- Anthony LromSoIII, P.L Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0808774 65019 D13 Half Hip 1 1 Job Reference (optional) Al KUUr I KUSStS, I- -UK I MENGE, t-L 3484b, design(fDal[nlss.com Nun: /.b4U s Uct / zwo rnn1: /.b4U S Uct P ZUIb MI I ex Inausines, Inc. I nu Jun uu l,:zU:ffi7 Bulb ID:W?quLcr?Re?LfzLe98RjH4yHM91-feUj_nJYSvZLw?3EVBxiUtD6uQ?BtpLyakQil -1-4-0 7-0-0 , 8-1-0 , 4x6 = 1.5x4 11 Dead Load Deft. = 1/16 it 3 4 3x4 11 5x6 = 8-1-0 7-M 1-1-0 Plate Offsets_(X,Y)— [3:0-1-4,0-1-12),[5:0-3-0,0-3-0) LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.22 6-10 >433 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) 0.18 6-10 >523 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) -0.01 2 Wa n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 38 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, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 2 = 505/0-8-0 (min. 0-1-8) 5 = 303/Mechanical Max Horz 2 = 186(LC 8) Max Uplift 2 = -476(LC 8) 5 = -303(LC 8) Max Grav 2 = 505(LC 1) 5 = 303(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-235/355 BOT CHORD 2-6=-439/146, 5-6=-502/161 WEBS 3-6=-1030/355, 3-5=-439/1366 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; porch left 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-M 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 100 lb uplift at joint(s) except (jt=lb) 2=476, 5=303. 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 Sim�p.Fisart�aury-'�Pmitn lie'l3 HORMIS"RU1„5111U TEtstSEEQApTD%S'iFAO�"iii!EP}AR17�EGG#RbTttau. Taitr(c;tpeparrc[drsaal est pta to lSN Tt+ss [sib C<eeut 6jecdtSetakrgT,Taa41E:P.LkkeeaceSrrtPefwr ett 8elrtse isr>teNlsatkt t9P,raiT WidrtrtsetlnpYlsssSaiknrdhra�Rvir6a61. lsoTas6nilSFn ru ie,ignan Eepa:Yp bt ad to sell gses'rae2smnz�feeszF6eprdrssiad ecy;eaie�n:Peutrtp hs6cdssipdhxs lelats dgintlwtie l;GedP, cetsr l!ELT>a iady rsnxPpas.IrwMPari:Une,um4leT!'- Anthony T, Talnbo 111, P.E, nissrd6h'srnshray6cdgakcrespa+'ih el LeCms,mO.eesntxazH.-s, dx IN V3 i;DW?", shaoxvf.dotil(,6e Itc1du ISM bginaitai MI. T6eoptoedd6e TBQ.1 mylkiimd6e Tins,bd,*qS:�tirpd�s.iF'�3cPnstdk�sSsASctirersgmJ�GTd �80083 ' 4htdiiapenirmad.uSba,LHm2sututn§a�lad�prfsnWrattnssd6etate¢rtrawtlSda;kS:rtnksijhYsiiiP'fintSttlur:dua¢l4rI—difilvaiPN44515t,L.1k611d. dSarbed+xiirr6msl rgeei q eia ar4y kte:+. PaT.s Mdse! i!e has hsipEgitea h1,3; iteteiiloj 6:si}:a: K fats Snka 6pl:ea d¢nidiruP. k3 ssp�7rl;dlaat nea detast it 111, � Fort Pierce, FL 34446 Upyrigbt W 2016 Ad toot Times -Anthony T.Tembo 111, P.E. Reprododion of this demment, in onyfmm, is prohibited xithoollhe written permission homA-1 roof Tsosses-Anthony LTomho III, U. Job Truss Truss Type city Ply Std Pae/6511 EL D 65019 D14G Half Hip Girder 1 1 A0808775 Job Reference (optional) Al ROUE i RUSStS, FUR I PltKUL, FL 34946, design(Na1 truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:29:59 2016 Page I D: W?quLcr?Re?LfzLe98RjH4yHM91-8r25B7KADDhBX9eQ2uSx15mQngSYcIZ6oO9GhTz8—Z 4-4-0 5-0-0 8-1-0 1-4-0 5-0-0 3-1-0 li& 5-0-0 3-1-0 Plate Offsets (X,Y)— [3:0-1-4,0-1-121, [5:0-3-0,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.05 6-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.05 6-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 37 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-5-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 568/0-8-0 (min.0-1-8) 5 = 545/Mechanical Max Horz 2 = 145(LC 4) Max Uplift 2 = -614(LC 4) 5 = -690(LC 4) Max Grav 2 = 568(LC 1) 5 = 545(LC 1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-697/801 BOT CHORD 2-6=-793/610, 6-12=-815/626, 5-12=-815/626 WEBS 3-6=-269/277,3-5=-723/943 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 ; porch left 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=614, 5=690. 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) 329 lb down and 394 lb up at 5-0-0, and 138 lb down and 170 lb up at 7-0-12 on top chord, and 109 lb down and 236 lb up at 5-0-0, and 42 lb down and 96 lb up at 7-0-12 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: 1-3=-70, 3-4=-70, 5-8=-20 Concentrated Loads (lb) Vert: 6=-74(B) 3=-138(B) 11=-62(B) 12=-30(B) WmasgElto»�t�.ytefiexiYt'klrDOf IUSSEf,lli>1';.iE#ill iB4S3;0#pOOKfUSiOk"dUEEr;Iir.YO#M1fA�kaT"ftsm.Ymilfdri�rmnsiittsWiadwtnatbs':rocs t�sip{��uf�;ppjoel�fi�tLTlmiil,P.E.Irttmu5nu13da<l ass, 9eftssabrvnu sifntfa541U0.�¢ Wllllt6mld4ffY3L+l sYdlkaed Tet 3?�y1/1l1d11.6eTnfi6t:qof:3?Nflf,fjKT:iYFC�'a2iT;fi�StSPLIlItfTTPtMt:if1Wffi[tjii{:f$I1t P!thffiib9 FLf3.'mRg(tyte:_8itf(m"fi2d.'fY3d3I:Tlfll dtpdtdt8t{4l:ped!,WEr RII. Tk Idly fifryawf.Ey�rtnfef, satim, Anthony T. Tombo 111, P.E. airs sflfisisnl Pafnr 2iep lot usrfe; iSL sI tSaOam,al Oseds Mifrlj3jU)llpR}o,Cifip9fl,YRlitEUidiha;r(, sidEE lsi lsa lsol5aijait dal. i aitzy4d ik ypsasdd2t lsu dot fie n ims,isd cyfa4(sysMf ,¢,'il0ne mdhKm7i,epxyma-lf: « 80083 ' trz Aitdcr psv�.ermidaftrNse, 2Uei;ls set setoff148 ua Lferrzrkes of t#sets@kt k;lnydsxv tlfdet+,Lin:amF{-s.�Pi s4ll2[?tl of flSl atutuf:s7dx fard draf. MI df`stf uyasiYl.tt rldAiesda?L15spe¢e,CnlsCHup ogatlr u3Tusl k�dicaff,sa fss. 44515t.lutleBlvd, sl3tssrsed•�sedit/(1driifrrld yfai:.t'iry EfeEfmfinrseshei, Ike less Nip Itiiutt is€OT tae rut'.mPD:sifals,a lrasssteffet hiizet: e1MWrq, sl uYiisErrifnmsmanii"med is lid. Fort Pierce, FL 34946 UppightW2016AdRoofbusses-AnthonyT.Temho111,U. Reproduction of INS document,inmrcimue,isprohiYlad:vithuutfhewriteenpermisaionhox.A.IRoof tosses-AnihoeyI.FOAD ill,1`1 Job Truss Truss Type Qty Ply Std Pac/6511 EL D A01808776 65019 EG6 Jack -Open Girder 1 1 Job Reference (optional) Al KUUI- I KUJStJ, I -UK I PItKUL, I-L 34tl4b, aesign(agal truss.com Kun: /.b4U s Uct / ZU15 Print: 1AALl s Uct / 201b MI I eK Industries, Inc. I hu Jun U9 15:29:59 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-8r25B7KADDhBX9eQ2uSx15mPegPAcBw6oO9GhTz8 2 3-2-2 5-10-0 3-2-2 2-7-14 1.5x4 11 5x6 = 5-10-0 2-7-14 LOADING(psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.05 5-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.09 5-7 >759 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 30 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 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 8-10-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1908/0-7-4 (min.0-1-9) 4 = 2085/Mechanical Max Horz 1 = 118(LC 19) Max Uplift 1 = -835(LC 4) 4 = -932(LC 4) Max Grav 1 = 1908(LC 1) 4 = 2085(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2978/1271 BOT CHORD 1-8=-1291/2839, 1-5=-1286/2826, 5-9=-1286/2826,4-9=1286/2826 WEBS 2-4=-3044/1385, 2-5=-768/1852 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 metal plate or equivalent at bearing(s) 4 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 1=835, 4=932. 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) 1160 lb down and 533 lb up at 0-10-12, and 1164 lb down and 520 lb up at 2-10-12, and 1157 lb down and 503 lb up at 4-10-12 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: 1-3=-70, 1-4=-20 Concentrated Loads (lb) Vert: 5=-1164(F) 8=-1160(F) 9=-1157(F) pe ar ntau e� ima+ fM'Ai WOOEIll5Yft^iEIiT ,CeHfliBM CO UP,%(.mori0!tl?f(CiOKIKwMnJ�itrtasippnaaEMs¢dtxl eatest¢da inns FssTa [tt iEr"60j¢al:aetE�myT.tens' IG,LE. tshrepiied)dut ese. kltssatia�ssasfeklaaftet00satr sutctnmwl¢rttnss sldtknethreNfrOhk+elil. f;¢T �sOri�E ru he, it Tr Er a, 6e sedna7l;bte,rereErmm-ytxndvsepdesacss eat erirgrcrynismeCrr;`ztsipd^eAsp4elnss deµlelteffie t.¢uf•,o,cNtna. tol3d,¢¢m2ts¢s,x¢ aavn¢,s�dca,.: Ahthony T. Tombo Rf, P.E. R!¢iettlUsllt3¢1N¢¢%G.er'el(S tEStni��t¢¢IIV¢b E9 oED.EdsEtr¢�i Ej=.dwDt td=ftg3Es:¢r.,nt5s ncu:dAt n(, lix t4(EF1 tt¢INa1ixlalsd:wdRFt.t'sen¢ddOs(EDWerAdlnEdde L¢sc ixhteySa4R7stns'elm¢tMbtcat dsp'sthets�ssdaai' ' a80083 rEt tailaj ani,NS¢llnnam. fOmvssN»I'v"ar:mhtr¢�Ye:anit<ws�aeF ti�(o:,�edsdN.s�nsr ek>ans_ts>ir;mossrf a:tdneNdtrte¢Nd r�a�tE.r?wta€m,�,e+u�rwa�;tsdlHhe;ra,?t61v i@fSYi�Ot11eN5dl �filfNMItFRE(.WI35t 4ASi St,LucieBlvd. da�aa ssd$n>!i(E(Ertx3¢snei Etah,N;ar�ITd4ywrns nnhed. tleitns Deii4Etliefui,N)Trieteingt D¢NleniNiNissl,t,.Egi-if.?t ilN. Al ntibinlfnns wets iond 1,50, Port 1 St, L ci Blvd. Ccpyti08t W 70Ib Ad P,o7lLnsses-Ambony Month [it, P.t. Reprcdudien of this dc¢um at, in onylmm,ls ptohNied xitbounhe written permission ham A4 Roo{Fusses-Anthony L rombo III, P.f. Job ;*. Truss Truss Type city Ply Std Pae/6511 EL D 65019 FG1 FLOOR 1 3 A0808777 Job Reference (optional) Al KUUr- I KUaJCJ, VUK I YltKla, r-L .S4U4b, aeslgnLaitruss.com Kun: 1.64U S Uct i ZU15 Vnnt: /.64U s Uct 1 21-115 MI I eK Industries, Inc. I hu Jun 09 15:30:01 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-4DArcpLRlgxvnSopAJVP6Wrhbd?G42KOGieNmLzB Z 1-9-13 3-2-2 4-6-6 , 5-10-11 7 4 12 9-3-0 10-9-13 12-2-14 , 13-7-14 15-0-15 16-11-8 1-9-13 1�3-5 1�-5 1� 5 1-6-1 1-10� 1-6-13 1-5-1 1-5-1 1-5-1 1-10-9 4x10 = 3x8 = 1 7x10 = Dead Load Defl. =1/4 it 7x8 = 3x12 = 7x10 = 8 9 10 11 12 m Z6 I f Rp AA PON ■ ■ ■ ■ 1� M - ►� 5x8 = 7x10 MT20HS= 4x8 = -12,0-1 LOADING SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1,W3: 2x4 SP M 30 OTHERS 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24 = 10429/0-9-0 (min. 0-1-14) 13 = 11933/0-4-8 (min.0-1-15) Max Grav 24 = 10429(LC 1) 13 = 11933(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-8701/0, 1-2=11188/0, 2-3d-11188/0, 3-4=-25934/0, 4-5=-25934/0, 5-6=-34110/0, 6-7=-34110/0, 7-8=-34110/0, 8-9=-29118/0, 9-10=-29118/0, 10-4 1 =-1 3613/0, 11-12=-13613/0, 12-13=-10300/0 BOT CHORD 24-25=0/1519, 23-25=0/1519, 23-26=0/19495, 22-26=0/19495, 21-22=0/19495, 21-27=0/30428, 27-28=0/30428, 20-28=0/30428, 20-29=0/30428, 19-29=0/30428, 19-30=0/34110, 18-30=0/34110, 17-18=0/32795, 17-31=0/32795, 16-31=0/32795, 16-32=0/22548, 15-32=0/22548, 14-15=0/22548, 14-33=0/1750, 13-33=0/1750 WEBS 6-19=-675/0, 7-18=0/461, 1-23=0/12368, 2-23=0/722, 3-23=-11119/0, 3-22=0/1406, 3-21=0/8618, 8-18=0/1983, 8-17=0/1569, 4x4 = 3x4 = 4x8 = 8x14 = 5x8 = [12:0-4-12,0-4-0], [13:0-2-12,0-2-8], [14:0-7-0,0-4-8], [16:0-1-8,0-1-12], [21:0-3-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.64 Vert(LL) -0.2818-19 >703 480 MT20 244/190 BC 0.89 Vert(TL) -0.5418-19 >361 360 MT20HS 187/143 WB 0.90 Horz(TL) 0.11 13 n/a n/a (Matrix-M) Weight: 344 lb FT = 0% WEBS 6-19=-675/0, 7-18=0/461, 1-23=0/12368, 2-23=0/722, 3-23=-11119/0, 3-22=011406, 3-21=0/8618, 8-18=0/1983, 8-17=0/1569, 8-16=-4826/0, 10-16=0/8626, 10-15=0/1577, 5-19=0/5160, 5-20=0/756, 5-21=-6014/0, 12-14=0/14945, 11 -1 4=0/1 056, 10-14=-11729/0 NOTES- 1) 3-ply truss to be connected together as follows: Top chords connected with 10d (0.131"xW) nails as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected with 10d (0.131"x3") nails as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Web connected with 10d (0.148"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) Bearing at joint(s) 24, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1175 lb down at 1-3-0, 958 lb down at l-5-12, 958 lb down at 2-10-8, 1175 lb down at 3-3-0, 958 lb down at 4-10-8, 1175 lb down at 5-3-0, 958 lb down at 6-10-8, 1175 lb down at 7-3-0, 958 lb down at 8-10-8, 1175 lb down at 9-3-0, 958 lb down at 10-10-8, 1175 lb down at 11-3-0, 958 lb down at 12-1-4, 958 lb down at 13-1-4, 1175 lb down at 13-3-0, 2731 lb down at 14-11-7, and 1175 lb down at 15-3-0, and 446 lb down at 15-11-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-12=-120, 13-24=-10 Concentrated Loads (lb) Vert: 19=-1175(F) 18=-1175(F) 22=-1175(F) 17=-958(B)16=-958(B)14=-3906(F=-1175, B=-2731) 25=-2132(F=-1175, B=-958) 26=-958(B) 27=-958(B) 28=-1 175(F) 29=-958(B) 30=-958(B) 31=-1175(F) 32=-2132(F=-1175, B=-958) 33=-446(B) 3¢mi�g-rllt3t nla�(Eay rttil.,s! •z I taDElnsssi sEEEEt j, 6EgEi.If�IEWS E {DRCd11D4S O1SID.4i'rYrcr� 6001Df'Y'EIJENI• E{iGC Ytti(flSiSl fit9.R!!S 4nf YEaIOpL•S II ItiS rN13 u4i�¢l "umYlsIff1`?¢d Dl FliEl6T tlPfiW i7; P.t iEEnwce<,hwl8dro-asc Velns¢ti"'stdet tl lkl iDG;un4f D1TlI!3l8RtI pC'ti s4rllkn!/tmlFllCD1¢IluDl. L.Tnls DWI, ls�l% It. Sp[illy![1 Oi k. t#3!!I l...y TDDIIp..Is tts=,P 1 nl trl!tsi WtsottmEt Rsts,14agf., 1 imlPofineSO1bos it�ddatkIUDmlr.Wo IN 1. Rt dnip essultw, 1.69 llNM4 019m,lAr Anthony T. Tombo IIT, P.E. mi me dflis lmsk-lq Wind is Uernr!lnlildf d Cu a.., th 0..'s.4z.4 :>tw6, Wig DOI.,InfW aded d Ih IMth lt: ad tit 1AM6¢goh¢/1%d. Itcipt eldfit To and mI'd mdik,Ins...rwgW.J.,dan1h t, kv;"adhim:4 sul Witt [IsgasW1ff � 80083 ' 445 etrA09yDxssv¢d(Wt&.13,0.o Ain0sIDDm111epoftsm1pddandb,Md.,tupwSO:IrW's.d.1,L4)pth,hdVINad510,-el-Aft,p-1gmd..INAittw1, tstneff,saddaa,ofetImssDniya,TmsCffpEsp., JIm,sDrlehd-,&,ss TSt.uei2 Blvd. riil.la dehedIr"faaw q,esl mda 1-MI lyln telies tndal. Tit I.S,kup hyitea is liCl6=.4R&athslplr. er lm3s Syskrufgile3rdany itiMter. sllmx�e i3elxnsm¢s dd®:l is T14I. .`ort 17 St. L EL Blvd. (opyrightm2P16A-ltoolhusses-Anthony 1.Tombo111,P.E, Reproduction of this dovement, in gnoorm, is plohiblied Without the wFitin permission from A-1 Rool fressts- Anihny L Who III, P.E. Job Truss Truss Type city Ply Std Pac/6511 EL D A0808778 65019 FG3 GABLE 1 2 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. Thu Jun 09 15:30:01 2016 Paps; ID: W?quLcr?Re?LfzLe98RjH4yHM91-4DArcpLRlgxvnSopAJVP6Wrf?d?E42FOGieNmLz8_Z 3-1-5 6-0-14 9-0-6 11-11-15 15-0-14 3-1-5 2-11-9 2-11-9 2-11-9 3-0-15 3x8 = 1 4x8 = 3x10 = Dead Load Dell. = 1/4 h 4x4 11 400 = 3x6 11 300 = 20 11 4x6 = 1-11-15 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.15 9-10 >999 480 TCDL 20.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.41 9-10 >433 360 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.05 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.2 *Except* W1: 2x6 SP No.2, W3: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 3463/0-7-4 (min.0-1-8) 7 = 2741/Mechanical Max Grav 12 = 3463(LC 1) 7 = 2741(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-2885/0,1-2=-6341/0, 2-3=-6341/0, 3-4=-10234/0, 4-5=-10234/0 BOT CHORD 12-21=0/468, 11-21=0/468, 11-22=0/11212, 10-22=0/1 1212,10-23=0/11212, 9-23=0/11212, 8-9=0/5658, 7-8=0/5658 WEBS 1-11=0/6437, 2-11=-309/0, 3-11=-5314/0, 3-10=012101, 3-9=-1067/0, 4-9=-286/0, 5-9=0/4992, 5-7=-5987/0 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable studs spaced at 2-0-0 oc. 6) Refer to girder(s) for truss to truss connections. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 534 lb down at 1-9-14, 534 lb down at 3-9-14, and 534 lb down at 5-9-14, and 2516 lb down at 7-9-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Studding applied to ply: 1(Front) LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-6=-132(F=-12), 7-12=-10 Concentrated Loads (lb) Vert: 10=-534(B) 21=534(B) 22=-534(B) 23=-2516(B) 15-0-14 3-0-15 PLATES GRIP MT20 2441190 Weight: 178 lb FT = 0% q'a!rsD� 11"" seawytYteieriit'ATrCDtlltlisFs "SE[td'=,'wea7lT Taos&tozves r[90(tPTY}SfC50'OMADVO.. YU4 k9pepu�Nm"I!rrtnhendisinss D:Gp4f.svrnr;^:Wj�lCn:tatia4T,Ta�Ta1; r.Ershrena5e:O&I ss�Ddasse"rNntu tdtalktP6 zsip -41 WTet mrtsaCsr pl ssla!l be nedhsa T' to It'dd. III NIS Dnip h'-N're spw:"bot4fi. vdar�T;D,r serkrmurapku!aCtpru4sei.er rg.!e!¢rre;pea::b'rtphsSzdzsip;dw!scNizlnssd±pla:FrslksTW ndr,cedr Rtd. Us d!sl,y vnexp�nc,re� n�r,r�rr:E,ury Anthony T. Tornbo III, P.E. PidaH Ftiifl hnrhif6t GG�ij^.Ii�,npk �.:itp Of �e CieY.AeCntrs i!htI9NP.1}n tliri_E:S�DetipM,DAattS!] Fs eitir(,l'cI.NCI63 CI E4DI3a!;ibSRd E}1T, TN 95pIPRi R".kk TAD fld¢7(3eNradge Tirss,irkdiatT'aq,sM.Ya.utleUttzdkm7 zWi»tir Nsamdn7d ;' 80083 tie tdNisrfwgeu redfe�.rir. IUanin sdvdh�Pwutustrys6rn se(p.iec�end!k pal�gfaz-medsdmhhtaa�n(k'6�pq;;eSelli!Rpndsrfd vt:de,sue!!asa;rdpl4me.F?F!dfxrat!tuasi5,iwna,i�asrtae rnnk!i�r Tr�sr»irpapmrer�dTr>sr ka.;,chee,�anr- 44515t, Lucie Blvd. dEu:;raddaal ipaftM.ty.elr ia•rdeT 6peipulks[anhst 5e Tress D-ripe Cgiaee is lot hf tgtlij Dnipu,ai!ns stile.Tsyi.er:ela+ 1.147i1npfili.dh!m.endarnedn7tT, Fort Pierce, FL 34846 {cpyaig!1 W 30!6AitocTbusses-Aei6anpi.lam6c!II,P.F. ptpsednriicoellCisdcrvmeM,ioonTfameispmdi6itedxisheossdewriftenpermissitlnbemAltoe{Lnsses-Ant6ocyLiemSolU!P.F, Job ,, Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 FG4 FLOOR 1 1 A0808779 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.cwm Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:02 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-YQkDp9M3W83mOcM?k00eejOoclKipWKYUMOwiozB Z 2-11-15 5-8-6 6-10-2,7-11-14 10-7-1 14-5-13 111-4-11 22 0 5 , 25-8-2 2-11-15 2-8-7 1-1-12 1-1-12 2-7-3 3-10-11 3-10-11 3-7-13 3-7-13 2x4 II 3x6 = 1.5x4 11 3x4 = 1.5x4 11 3x8 = 3x4 = 402 = Dead Load DeB. = 1/4 h 4x4 = 1.5x4 II 9 10 19 18 17 16 15 14 13 12 11 3x4 = 4x4 = 3x8 MT20HS= 1.5x4 II 4x10 = 3x8 = 2x4 II 4x4 = 5x6 5-8-6 7-11-14 10-7-1 14-5-13 18�3-8 21-10-9 25-8-2 5-8-6 2-3 8 2-7-3 3-10-11 3-10-11 3 6-1 3-9-9 Plate Offsets (X,Y)-- [6:0-3-4,0-1-81,[8:04-0,0-1-81,[9:0-1-12,0-2-01,[11:0-3-0,0-2-121[12:0-1-12,0-1-81,[14:0-2-0,0-1-81,fl5:0-2-12,0-2-01 LOADING(psf) SPACING- 2-0-0 CS]. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.26 15-17 >836 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.94 Vert(TL) -0.49 15-17 >443 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix-M) Weight: 124 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W5,W8: 2x4 SP No.2, W6: 2x4 SP M 30 W7: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 19 = 1129/0-5-8 (min. 0-1-8) 11 = -188/Mechanical 13 = 2828/0-5-8 (min. 0-3-5) Max Uplift 11 = -460(LC 3) Max Grav 19 = 1135(LC 3) 11 = 101(LC 4) 13. = 2828(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3315/0, 3-4=-3315/0, 4-5=-3486/0, 5-6=-3486/0, 6-7=-869/0, 7-8=-869/0, 8-9=0/1372 BOT CHORD 18-1 9=0/1 993, 17-18=0/3315, 16-17=0/3315, 15-16=0/3315, 14-15=0/869, 13-14=-3119/0, 12-13=-3119/0, 11-12=-1372/0 WEBS 2-19=-2162/0, 2-18=0/1512, 3-18=-49010, 4-15=-155/451, 5-15=-483/0, 6-15=0/2806, 6-14=-1394/0, 8-14=0/4194, 8-13=-2703/0, 8-12=0/2282, 9-12=-818/0, 9-11=0/1472 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plate(s) atjoint(s)19, 1, 7, 10, 11, 2, 18, 3, 4, 17, 15, 5, 6, 14, 13, 12, 8 and 9 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 16 checked for a plus or minus 5 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 11=460. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 469 lb down at 10-7-0 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-10=-120, 11-19=-10 Concentrated Loads (lb) Vert: 15=-469(F) ZtWntinDPb,uavtq�.gFauw tSt'k'JCOp DDi4F5iEt€]'j,fiEKitt?EtNSGECtID;ti)Fi dFSIDi!"ECIEt�A(R'S9kiED�'#k"�EP';lta. Ystityfc+ire Pxsn!hssedtadahsutGs?un lssiyrD�v+i,;(?P6jwd!sslr.�afi,!>a4s1e P.E.WsuuS?:et3d:rt tst 9dttsa�s�ttn shttlsatiel7@,aaty Wt:II�:d4f ilID:SSkilEl{Sflttl!}P4"bJ!\tDI.IS,T:'tit DlSIyAEID)S?di4l.II!G4?i Ft3AMi•,A?t!llrtEejlD(NthtCS&iCtlPl.".,CeYI:2�4'liti[5FPI1'3?411flfft;iEtf�E�iFjlttStlttl;iilc�ttity:itfiS d'.P�tliC�s F:o,;,w,PN.1.iitl�d�,stlrachce��:t:na:t,ta:laai Anthony T. Totnbo ill, P.E. ,{!{;edtlit'stsssfz sn Ecd�:; lks r{sPa':]hhAda C,rs.ik On,lsase,C Jru1n LL,lsiT3siaa,uti{scn:'s!R,p(,lie liC,alMbdiu.§alaerxllF4l, rxtsryaslatN,F:Oeriarfr:Nr,,kMiuss,inkteltsflis;s!:q>a-lChs{rd 6',[sJsk!Ikrar,sgt�s+wY:Pa ,^�80083 r;vlo9D:r uaa�m�r.ln�rr>ulw;,s:rs�+,�,ca:.d� 1 iL!!Rl �142kil1iVh #SHl)�jN':NIIT:PIItISIU�3L Ift�FLl9t;Ql }.TkI MI3?fC31 lf2!!£!S{MFRiiDt:9,iRilDilfOj6lNTlTAIWiiCFt( 3f1 4451St.Lucie Blvd. {tktci:a d'!s k{6,hxt,gnl ryx ta.r;tspkF a:PaD>s ienbel.lks 7rsss DnlgaFs;iasa is{D1tN pith+; D:9tau:,: F,astiptm Fegi{et=.da+b lie;, J:1r@ihfradfemswer10,0011. Fort Pierce, FL 34946 (apysight V 20I6A•1 Roalbnssas-Anihnny T. Tamho III, H. Repredortion althis dernmant, in onyla:m, is pmhihited withoof Iha writun permission homA-) Roolhasses-Antbony L Tombo NE, P1 Job Truss Truss Type Qty Ply Std Pac/6511 EL D AO't308780 65019 FG5 FLOOR 1 2 Job Reference (optional) h i rcuur i muaxa, rum i rtcm,c, rc a4a40, oesignLa-itruss.com Kun: d.o4u s uct t zw o rnnr. t.u4u s uct / 2015 MI I ex Industnes, Inc. Thu Jun 09 15:30:02 2016 Page I D: W?quLcr?Re?LfzLe98RjH4yHM91-YQkDp9M3W83mOcM?k00eejOvh 1 JHpUeYUMOwloz8_Z 2-3-9 4-3-10 6-4-15 8-6-10 2 2-3-9 2-0-1 2-1-5 -1-11 1.5x4 II LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x8 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No-3 *Except* W1: 2x6 SP No.2, W5: 2x8 SP No.2 W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 10 = 3556/0-7-4 (min. 0-2-2) 6 = 2526/Mechanical Max Grav 10 = 3556(LC 1) 6 = 2526(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 0=-1 907/0, 1-2=-4373/0, 2-3=-5070/0, 3-4=-3414/0, 4-5=-3397/0, 3-8=-347f74, 5-6=-2286/0 BOT CHORD 8-9=0/4373, 8-11=0/5014, 7-11=0/5014 WEBS 1-9=0/4622, 2-9=-1607/0, 2-8=-15/670, 4-7=-387/0, 5-7=0/3777, 3-7=-1813/0 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords -connected as follows: 2x4 -1 row at 0-7-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. 6x12 = 43x6 II CSI. DEFL. in (loc) I/defl L/d TC 0.49 Vert(LL) -0.03 8 >999 480 BC 0.97 Vert(TL) -0.13 8-9 >762 360 WB 0.90 Horz(TL) 0.02 6 n/a n/a (Matrix-M) 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1556 lb down at 0-2-12, 91 lb down and 470 lb up at 4-4-6, and 471 lb down at 5-7-14, and 447 lb down at 7-7-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-420, 3-5=-420, 6-10=-10 Concentrated Loads (lb) Vert: 10=-1556(B) 8=-91(B) 11=-471(B) 12=-447(B) 5x8 Head Load Deft. = 1/8 ii 1.5x4 11 PLATES GRIP MT20 2441190 Weight: 95 lb FT = 0% 4'aroxq•Finuss:�re�yrvit+h!'F;;Gb(1�SES;4Eli7"l SE9EittTR'tSEEUNGTFi:@ST4@{EJSEI';tQ?i8�ftt':Y.if'Mn.l:titsde:i�patrtttts mmlrvl tttelutUl Tnss l':dpt.l+iv;t":06jak'PNxtsrctT,IDab:It;P.E.1ehrltt5:endortose, de(ttsaise s�dlicadtTg6,aafP :. Wiitt�lllfFf;�tS4El�ElIStQEtf:PT:vh6l td11, DS9TStSi�!!IgUTG'ittll!$jtl3:Tf EB{L'Eta ffiP Sfd tl4lTT"uPtiS'tSNEt�Ytlri5SE3@IM{!d[fF�E t&fAllt�t§R�i61:. 1tjM dtSl;ld^.t tE9�lTtGSS d!;I311;W 4�E F.`OHf!,aNIII}iI.TS!d;fitllfFF3; SELIfN. Rtr R' tfi Anthony T. Tombo III P.E. !!;lit dbls im tow VdSg::lk4115gRr3_lllElgt Gl ,Bt 0!6ntndr,,dv9ltS.4:Ea�lk�Tlo"e-N:01 UGfltISElrll:t ladurg;��EiFE,Tk�Tflldd`�S{''"�Sdlfg�(tidlildQlTit}L(T.t�A�tII47,SINLQe, lltl��f{B� SKk3t r1}It4rAt�jG �80083 ' tse Tdd:bgeelyltr m3:!ltrWae.AglCtslduty+lFltdlfe;tmsceseetg•.ietetliPu lF7flxae6 Sdtt!k6issveelSisi=si�irTgtved sr!aulretueevl:t gtcedgddml.t?4t dc°aes5ttesassiht*ls r�t�tsd:+lTt:slhsu,Enss i>ts:�ogbeer!!t'tau4mLe�rte a':lu 44515t. Lucie Blvd. d#xsisld7tdi;lttaF.rt epndalum.ryn tTci gmtits ilarhel. n:TmtD:siglEe;iater is tgTpetdilitg0ldTtr,vilns S;dea6�x-.etldm, tsi�ruj, at clpedingtnms t,eadnrote i!?Eat, Fort Pierce, FL 34946 �Cepyrigll�lglbd�ltooSltestes-dmdanyT.Tcm6oilE,P.F.Reprednaioaatl«isdcmmleitinenrEQttn,.itpm6i6Aas(xBdeufl6ewrittenpefmitsgonbomA4Hoafimsses•Ant6ueyLiomSoIII,P.f, Job ,« Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 FG6 FLOOR 1 2A0808781 Job Reference(optional) All 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. Thu Jun 09 15:30:03 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-OcHcl VNhHRBdOmxBHkXtBww2SRgEY?AhjO7TgEz8_Z 2-5-6 3-7-2 , 4-8-14 , 1 4-0 12-3-2 17-2-4 22-5-2 2-5-6 1-1-12 1-1-12 2-7-2 4-11-2 4-11-2 5-2-14 1.5x4 11 1.5x4 11 3x8 = 13x6 = 1.5x4 11 3x4 = 3x8 = Dead Load Defl. = 5/16 ii 3x4 II 2x4 11 4x4 = 3x4 = 3x8 MT20HS= 3x8 = 1.5x4 11 3x8 "- 1.5x4 II 2-5-6 4-8-14 LOADING(psf) SPACING- 2-0-0 CSI.- DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.32 11-13 >822 480 TCDL 20.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.62 11-13 >426 360 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.08 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B1: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* Wl: 2x6 SP No.2, W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. REACTIONS. (lb/size) 16 = 1710/0-5-8 (min.0-1-8) 9 = 1563/Mechanical Max Grav 16 = 1710(LC 1) 9 = 1563(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOW CHORD 1-16=-2086/0, 1-2=-3595/0, 2-3=-3595/0, 3-4=-3595/0, 4-5=-6653/0, 5-6=-6653/0, 6-7=-6653/0, 8-9=-297/0 BOT CHORD 14-15=0/3595, 13-14=0/6641, 12-13=0/6641, 11-12=0/6641, 10-11=0/4611, 9-10=014611 WEBS 1-15=0/4395, 2-15=-1238/0, 3-14=0/653, 4-14=-3480/0, 4-13=0/808, 4-11=-448/43, 5-11=-560/0, 7-11=0/2120, 7-9=-4572/0 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Refer to girder(s) for truss to truss connections. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)-417 lb down at 7-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-8=-120, 9-16=-10 Concentrated Loads (lb) Vert: 13=-417(B) PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 216 lb FT = 0% May fl!auaxegSi/trail,;tit1 1IG6rrrlK;ES;'iE€f 5'.3EESEiFE4St:UMpT9a'Wftrlunn tokoimarhis, Pua,iniregcwasWad Rtls"%I ism Niirmilg6Gj¢�..lt'�f WhtfUnh ip,P.i hkars4s MEe a St,gel?ssehseise stehtmtFai O, ulp l flitlgfemlllFf qhs?15g3tt fl111eret :Y.3[:llflllitr. ISO I temp E.O..u,3gtiah Fegs!5{,liesltlR¢720,geatmaa yhsf!$tiiq!!{MtlEt:.lLlkflif�RSg4EF Sillfq!!Mu!!51{11{:�'39y.1R3f f1gwdraji,NDRlr, RiJr{fE.TY�?f�gB ISSCtr'RBi.1R�3]9t1:6dlf. ii��lfr �Enth�ny T. Tombo 111, P.E. Rf essdRis iinlFKlag ra2aq;FttltesgR.3+7rct1#lSals,tie0eefsaa'afu-dy:d eiM�lieg3estzll, iata!asiw"se'heli(:re p(eu ikllualDu%gxi!�fr41. t§taplsild3s rE6�(R7fieidls!lfHlLnl,trldkugtrysttR5�a7c5R E�655ottia rxteEga x 80083 ' rle G�duq 6:m;vermlCu5a:l„„u.....I9I1a.Stlule:S:r?ut�tplMfn Rl gcieE`urti<hlla;liigilsasevl5d hklnxCea rSElrtSal4vli;'Flat tl cR.el<,Re�?agm!d geifull. Rqi d€:alae:!splvsiStl.^..!]mli#tti'.ti{!lT3Eile^.:'�K.iRiSYiiigt[8g0fK5SI rtYlIURtIeC°fEf.Y0f311 4451 St. Lucie Blvd. msaRS!O?RfHe IWiJly P}6IilF." {FreSraFl!1ERiteL fli Sle qlE MKI11er IrHSGgD gY;K'eRlf3rlMEl MAR1I URj flRgfl iltgTP !!lIIPIRI Iirli, fork Pierce, FL 34946 (epytighlS2016AARooiL¢sses-AnlhonyMemhoIII, P.F. Fepscliodiao¢fikisdemmenyianny}¢lm,Esplo6i6�sedxisbountlexrttenpelmissoc6omAIHoufL¢sses-Autb¢crLt¢mEoi1LP.E, Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0808782 65019 FG7 FLOOR 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. Thu Jun 09 15:30:04 2016 Page ID:W?quLct?Re?LfzLe98RjH4yHM91-Uor ErOJ21JUewWOrR26k8TEIr30HcArygt1Mgz8_2 3-8-0 3-8-0 1.5x4 II 1 3x4 = 2 T1 W1 VV2 W1 B1 1.5x4 II 3x4 = 3-8-0 3-8-0 LOADING.(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.04 3-4 >923 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0.09 3-4 >462 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 479/Mechanical 3 = 427/Mechanical Max Grav 4 = 479(LC 1) 3 = 427(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to supporft concentrated load(s) 467 lb down at 1-7-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Standard Uniform Loads (plf) Vert: 1-2=-120, 3-4=-10 Concentrated Loads (lb) Vert: 5=-467(F) EgryNy. risass?'tn�-�'.y'ni9w N'k' 100101tiiE4 �i'1 SIS[SAl1EE}tS 6 TOSGT?k5 iF51¢R"r'J+i!^; f.(SSOgiEGi�J�iP Bas, ts:rfr 6a!1¢�vrrhss pd rw98vletrc tfis inss F:sipT:seM; 66jrt?k4.+TwyT,isaia IC; 1.ES$srscv SLeEklwe atr, Uols:se'b;*rkte:Ide2nlEet3¢,ttt; wraem�n„,an:re;ear�[ea�t:arm.,a[=Jror.[aurae.T,Ealr�r.uedR�[Tanrn,®neace�desi�aa;=str[�aas�d�:eT�nalua�n»[¢,=,ar[tta:TNsrder•m;ncnsma,,ex Anthony T.Tombo111,P.E. tdvse sfRis Lvs+kar Ls'da;". tla ies;n,3.ihvl dx C.ar.i+sQ+urs saGmzlr=ater U+E+:Leg3fsua,hrnaen;dl'tt tIG6e14f e�4Nlwliaii;Naeaiir4l.ixrrprtrdrke[7¢:dayfiaElrvs{tleirn;,bMeplsirk'ast:;q2�v;xel�evadhrc'srls5dtis5rns�r4LL7s! ,^: 80083 he16116;NnpttWfainN101A g(.mwTdehh4.io+kbek'S;}irr;W94111.1A(Aat:ef wi!xpmd[alace.4451Sk-Lucie Blvd, skerxsd'.^sad vfv xl vgrelrpak+r 5r{l;di;aliesixavhel, Th Trass¢aA;eEa;isttrfsS¢itSeedn"Mh; 6:sipa,r inssp;sha Eoyiser. dcvl ilrm;. k¢rx; knitrns trees detieelbi;bl' Fort Pierce, FL 34946 Upyright07016A-ltaolhasses-Anlhoayl.lombc111,P'LlIeprododionoltbisdornment,inanyfarm, isprobibisedwitbaa[ The wrifteupermisfnfromA-Ilooffeusses- Anthony LlomboIII, P.1, Job „ Truss Truss Type Oty Ply Std Pac/6511 EL D 65019 FL01 Floor 1 1 A0808783 Job Reference (optional) A r rcuur f rcuaara, run i VILKUc, rt_ a4a4o, oesignLa i iruss.com Kun: i.b4u s uct d zu to rnni: d,b4u s uci i zuib mi i ex mausmes, mc. i nu ,tun uu lb:3u:04 zulb rage ID:W?quLcr?Re?LfzLe98RjH4yHM91-Uor ErOJ21JUewWOrR26k8TE_r2rHSwrygtlMgz8 Z 0-4-8 I —II 1-3-0 2-6-0 1.5x4 11 4x6 11 3x3 = 3x4 = 1 2 3 4 of 1 2-0-0�' 1i 1.5x4 II 1.5x4 11 30 = 3x3 = 3x6 FP= 5 6 7 89 Dead Load Defl. = 1/8 it 3x6 = 1.5x4 II 10 11 SIX 19 18 1.5x4 II 4x6 = 17 16 15 14 13 3x6 FP= 3x6 = 1.5x4 II 1.5x4 II 3x6 = 12 3x4 0-4-8 6-10-8 -17-4-0O0@s88i 6-6-0 81--0 9-0-0 1--0-0 i 7-4-0 0-2-0 LOADING(psf) SPACING- 2-M CS1- DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.15 15-16 >999 480 TCDL 20.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.27 15-16 >751 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) -0.02 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* 62: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 12 = 1096/Mechanical 1 = 1095/0-4-0 (min.0-1-8) Max Grav 12 = 1096(LC 1) 1 = 1095(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-942/0, 2-3=-939/0, 3-4=-939/0, 4-5=-2869/0, 5-6=-2869/0, 6-7=-2961/0, 7-8=-2573/0, 8-9=-2573/0, 9-10=-2573/0 BOTCHORD 17-18=0/2178, 16-17=0/2178, 15-16=0/2961, 14-15=0/2961, 13-14=0/2961, 12-13=0/1583 WEBS 1-18=0/1379, 10-12=-1847/0, 10-1 3=0/1 156, 9-13=-302/0, 7-13=-686/0, 5-16=-301/35, 4-18=-1446/0, 4-16=0/806, 6-16=-524/179 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 94 lb FT = 0%F, 0%E tNnr.'t1 of's1IMF DOSSES"SftFEt"-„GFefttt DiitSG.OhNT:OASaANgD!"itJ!El,j inswifmsPk+e.ons.1141 tuts PspC�r�F'ut�',tGQjttA'isluhrtPT,FlpttlP:;P.E.lshrluSS:et t&t mt, odissat-Asa sldtdtnktT66,n1( wtdmmslLrP19=sl1lQ FF KFFfFFF;lrQmllant. srlixKQKiscF u;Fs,Ft:�:gin Er, mesFlt FFLFTT;atruhFelmm.�als�nrxFn,Lk�!Fyn:FFkpLnrF.m imFLr ms;�ot s t'.ItfiSm RL Ln7Fl F4QFit,M1RtC TY. itt1�15![3;xLnl,tfF >i�:r.FFl, sLa�mr Anthony T. Tombo lit, P.E. ar iifFPNFTIlss rxlitEa:Ea:g;:D}IF@Lei: iTrdlSl C'lts,t!lCarfsiFtia s: kjEd lF Df Fr' Qss xs!,a13l RrEtidgt DGYlt DC lEt WA lfoI XY :jaISF¢ITiFF,TkliflASlj¢,I}hFcO Kd Gt BAI SSRiCITFKSrDi?i3�J31J6J, 31XL�F, @ih:Imef Kl hsc rssq»Qe us;as T7i w 80083 IletnDa;Qen Km3:eskdK.iilmksutatrt5lrQLFififpefk:sad;skeuerdP.F P+la�fseene95dshlftx? solo§Psi'r.15!'ttrNStrinerckFsa»dfmretrdP+ilsssl.DNdlae:kl:FsawsiliL^.K�+!#tiK^sI!ast0!?5s=•,FLassQripottiFesls'msu;arFe Fewdass 44515L,LudeBlyd. intrss k644F(KIrrJ F}rul oPw ig.nq lye; pfiKanhtt Df boss[�syl EgieeFrasDibebO:a;Qlsior.L,a lass irstF■fl±kLK dretnlfu;. i1 FLTIfY:id fn.sweelleraei if Pii' Fort Pierce, FL 34946 {oppighr S 701b A-1 R:oot busses -Anthony L I mbe 01, PI 9epredodion ofthis derument, in am lom, is ptobiWad withonf the written permission homA-i Pool basses-Anthoey r. Tombo 111, P.E, Job Truss Truss Type Qty Ply Std Pac/6511 EL D AO$08784 65019 FL02 Floor 8 1 Job Reference (optional) Al rcuur I nuaats, rued rtrKL r_, rL .svago, aesignLa-Iiruss.com rcun: i.ogu s uci i zu-Io rnnc: d.ovu s uct d zu-til not 1 ex mausines, inc. i nu .dun ua-Io:.su:uo zu-to rage ID:W?quLcr?Re?LfzLe98RjH4yHM91-y?PMSAOxp3RLF45aP9ZLGLOMkEMZOvB_BKcav6z8_Z 0-4-8 1-3-0 ni i 2-6-0 1-7-0 2-M 0 03� 1-3-0 i i� r� r� Dead Load Defl. = 1/8 it 1.5x4 II 1.5x4 If 4x6 11 3x3 = 3x4 = 1.5x4 11 3x3 = 1.5x4 11 3x6 FP= 3x4 = 3x3 = 4x6 11 1 2 3 4 5 6 7 8 9 10 11 12 0 o op 20 19 18 17 16 15 14 13 1.5x4 11 4x6 = 3x6 FP= 3x6 = 1.5x4 11 3x4 = 4x6 = 1.5x4 11 LOADING (psi) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1094/04-0 (min. 0-1-8) 12 = 109410-2-12 (min. 0-1-8) Max Grav 1 = 1094(LC 1) 12 = 1094(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-940/0, 2-3=-937/0, 3-4=-937/0, 4-5=-2878/0, 5-6=-2878/0, 6-7=-2926/0, 7-8=-2926/0, 8-9=-2926/0, 9-10=-935/0, 10-11=-935/0, 11-12=-937/0 BOT CHORD 18-19=0/2175, 17-18=0/2175, 16-17=0/2926, 15-16=0/2926, 14-15=0/2172 WEBS 1-19=0/1377, 12-14=0/1374, 7-15=-355/0, 4-19=-1444/0, 4-17=0/821, 5-17=-343/0, 6-17=426/220, 9-14=-1443/0, 9-15=0/977 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CSI. DEFL. in (loc) I/defl L/d TC 0.76 Vert(LL) -0.2216-17 >922 480 BC 0.87 Vert(TL) -0.3716-17 >548 360 WB 0.66 Horz(TL) -0.06 12 n/a n/a (Matrix) 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 17-4-0 1 PLATES GRIP MT20 244/190 Weight: 96 lb FT = 0%F, 0%E a r- FiaNeq•tlasF @mF.¢d! thin @r'!t IEIW d (DkTY11DlSNSIDHE'eDf:B? 6,7DiQd::ikftlr Inn Yr.@(desiyF ynFwieFsxd FeWa!Fs eFliisTms Des3ge GeviryQM}uA@e FFte<ry i.Trx m, P.L Ieln+aShxtSe;eF sx gFlns FFheFvise file! n @F tDD,alp WTeiaFuc@rp'ats shFllunel ln@Fl[9uIF Nil. 6rsinss DFsiSelerioxer;I.e,Spud&quex;�nesnl FF FFF TDD;epnnrn Fawepn;eFltN yrtnsirnl eeylnNFynryFnildaTGFEe IeFq.F,APs saTFaskpaed eF@eiDDeAp,adnl%1. Tke dFsgF uneptiul,lutignelNFFs; snFtildp'' Anthony T. Tornbo III, P.E. .dFuel@isT"fs FnGD!¢yIF@FnFpFF{@ildlFl@FOnn,@eDnu'sediuve/FyntntlFGiltFsOFsinn.udnaNenFlriellLrieriin!@FIFNtrrlfrtyulFFalT.^.d.itegpndcfi@FIDDnlrFrfiFllnFel@e1Fxs,ecl.lnykmdlep,s!urn,ri;earmrFFdGFo�;"Dte@enlprsasa;F! ; 80083 ' hW...;'PH. Fnd(NIVIcd:i Fun xleAU@t iDDulh,poh-mdpFild-111e Mllul fF.apsealSFh¢k.Fane445I St. Lucle BIVd. alanifelthFtlha(nFhAayrttdiFlFvmiFy 6e FD yFlaFs ialAFld. rlFims hsip 6;ieFnnfiDT@eGd&pCesiyaF. FFimeSrshm (ayienr stag lsiN�p. ql nyt!a9ndG!ms neu lFfarlPoR(I. Fort Pierce, FL 34946 TopyriRbID2016A-IRooflrusses-AnthonyT.Tambolll,P.E. Repiodattian of this datcatert, in any form.. is probiblited without the o7illen permission from A-1 Roof Tresses - Anthony T. Tombo Ill, P.E. Job ,,, Truss Truss Type city Ply Std Pad 511 EL D A0808785 65019 FL03 Floor 2 1 Job Reference (optional) ° Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 04-8 1-3-0 m i 2-6-0 1.5x4 11 46 11 3x3 = 3x4 = 1 9 9 4 Stun: r.b4u s Uci i Zui o rnnr: 1.134U s Ucr r Zu lb Ml I eK Inousmes, Inc. I nu ,Iun ua lo:su:uo Zu1b rage I D: W?quLcr?Re?LfzLe98RjH4yHM91-y?PMSAOxp3RLF45aP9ZLGLONEEOROvf_BKcav6z8_Z i 1-1-12 ii 2-0-0 1.5x4 11 3x3 = 3x3 = 3x6 FP=1.5x4 11 5 6 7 8 9 Dead Load Defl. = 118 h 3x6 = 1.5x4 11 10 11 1.5x4 11 4x6 = 3x6 FP= 1.5x4 11 1.5x4 11 3x6 = 3x4 = 3x6 = 6 4-8 7-10-12 1-0-0 ' 1-0-0 ' Plate Offsets (X Y)— [1:0-3-0 Edge] [13:0-1-12,Edge], [18:0-2-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.19 13-14 >999 480 TCDL 20.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.33 13-14 >643 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 12 n/a n/a BCDL 5.0 Code FBC2014fTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 1147/0-5-8 (min.0-1-8) 1 = 1147/0-4-0 (min.0-1-8) Max Grav 12 = 1147(LC 1) 1 = 1147(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-988/0, 2-3=-986/0, 3-4=-986/0, 4-5=-3085/0, 5-6=-3085/0, 6-7=-3257/0, 7-8=-2756/0, 8-9=-2756/0, 9-10=-2756/0 BOY CHORD 17-18=0/2310, 16-17=0/2310, 15-16=0/3257, 14-15=0/3257, 13-14=0/3257, 12-13=0/1666 WEBS 1-18=0/1448, 4-18=-1546/0, 4-16=0/904, 5-16=-298/24, 6-16=-601/105, 10-12=-1944/0,10-13=0/1273, 9-13=-343/0, 7-13=-785/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 97 lb FT = 0%F, 0%E s�;ej-rla:F n�rrF�al F:n:.eF �A I NCi 1�;iS5siEtIEE`7, 6fgfiAt lEiblS B fOrEirIf9SNSfOtl(l6ifi? 40ggh:yfa+E+trfF�. stray an;n Emrinus�anoaea�s tF lmst�sF ee;igSGYt91ir�IhLSU±IIIt tllfl6f r.1PE%IA.FE rAU3:ESEeet s.+re as 9elus etEfrviseshni a lkF ND,af1 Wirksurxmr r�F'es sidlEe ntIM6EIDD§ls n6a. ai 11riF1 U:SilL(<_2Merat„pentiJ EFpree='plaeSN lr lE1lED:tE1?StttfineEpF9.EtrlEf lr4�tSYFCEItEpMNIFSfES!"nEild/fitRt dlt'p1:fCSt dzlmFfepinedreP.e TlDrir. uln iqd. l4 aev a"eptuss,nre nNmFn,sr�rFEa�q Anthony T. Tombo lII, P.E. ed Fud�itlrats?erFrylF;lertl is 6F rasausRilnrdt bnx, ke gezre'so:6iccEAop!v1w8F G71eiFr btsagev, d!k udutdtlelir.YFE lirnitlt le�nteidryuae ud l?Id.1legpemtdtkE lOg ua eEftidaEtrdlEeltns, odFBFrfmd!a; ib�aE, IFshlidue udEnAsgsYFS EE�erEs<auA:?rd :80083 ' axrd:aAfCPSrFEfaalEo^Uwt. QIEdKSEIEnICIffleQeianllt9m[PiwaylflEllltsinEEldlairlffreFA'Q9ISn9rldauetitF(lCrlffENnie39r1rlsElit(lereitlnn;edkr3¢Frafpilun. Ifi1l�2:IFRSiE!FESIFBFW''i1EFQdEA:IIOiM2fRSFUEfISrU,tFwseEr.9,:.lixna,alm;s!:�Er;m:,Er,�:ess 4451 St. Lucie Blvd. e� dEtEhFdyaru mayFEe p rl,knnFgermr meslnnlrt inrnsstn pEFlieterlseete Gangue yrcwinssSrnE,rafiFEFFd.1hi il. All mNa ufre:msunnkbaiienfl. Fort Pierce, FL 34946 TopyrighlO2016A-ItoofTmsses-AAthonyT.Tomboill,P.T. Reprodo6ionofthisdotnment, ill Any form,isprohibitedwiJhootAewrittenpermissionhomA-IRoof Tresses- Way T.TomboIII, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0908786 65019 FL04 Floor 1 1 Job Reference (optional) Al KUUF I KU55tS, rUK I NItKGt, I-L ;1494b, tlesignCapaltruss.com 0-4-8 1-3-0 2-6-0 1.5x4 II 4x6 11 3x3 = 3x6 = 1.5x4 11 1 2 3 4 5 Kun: /.b4U s uct s, ZUl b runt: /.b4U s uct r zwo mi i eK mOUsines, Inc. I nu Jun uu 1,:3U:Ub zulo rage I D: W?q u Lcr?Re?LfzLe98 RjH4yH M 91-QBzkf W PZaMZCtEg mzs4a pZYXJeiZI KF8 P_M8 RZz8_2 2-0-0 „ 1-2-14 , Dead Load Defl. = 1/4 it 1.5x4 II 3x3 = 3x6 FP-- 3x3 = 1.5x4 11 4x6 = 1.5x4 II 6 7 8 9 10 11 12 1.5x4 11 5x6 = 3x6 = 3x8 MT20HS FP-- 3x3 = 4x6 = 3x6 = 1.5x4 11 20-8-14 Plate Offsets (X,Y)— [1:0-3-0,Edgel, [14:0-1-8,Edge], [18:0-2-12,Edgel, r19:0-2-8,Edgel, [20:Edge,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud- PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.27 14-15 >898 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.49 16-18 >500 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 109 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13 = 131610-6-0 (min.0-1-8) 1 = 1316/0-4-0 (min. 0-1-8) Max Grav 13 = 1316(LC 1) 1 = 1316(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1140/0, 2-3=-1138/0, 3-4=-1138/0, 4-5=-3815/0, 5-6=-3815/0, 6-7=-4290/0, 7-8=-4290/0, 8-9=-4290/0, 9-10=-3314/0, 10-11=3314/0 BOT CHORD 18-19=0/2735, 17-18=0/4290, 16-17=014290, 15-16=014290, 14-15=0/4091, 13-14=0/1945 WEBS 1-19=0/1671, 7-15=-361/0, 4-19=-1865/0, 4-18=0/1260, 5-18=-375/0, 6-18=-858/0, 11 -1 3=-2269/0, 11-14=0/1598, 10-14=-307/0, 9-14=-906/0, 9-15=-71/641 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used. in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Tfomdt�dhett ldwtsr`dd«n:rtie'Lld¢¢F1dCSSES; iftta j,H¢ELdF1EWS8(Ottdll¢3S(Usi9!1('67r3'6�Iq¢rr3fUUfbi'hsm.trittdesisstamefnsmd rzalo4ksalils tnss:es��ruvi>IPC�¢}aAhelelNrt t.Lmiv l¢;P.Elefaaea56nl8:hreose. 0elosdlErcise s6,doske tD¢, ae;r ¢�Te'e:urxsbrt!xe; sitllSe ndlfd,RelC¢nhn¢d. Rselnss¢tsip Es iserli.e,Sinatht 6tmtoanssnleeatmutimsetsmmepa+:erYrterse'sssiral npadigserin<.ilu,¢tu�iespsfG 00STasshNand e:Re10¢olt, ufn T?I1. IN dnpascrimm; lSdgMoms; suRl4dl Anthony T. TORIbO III, P.-E. ati—IrASIMs fornhiltS;i591rt;psn10dtslk;¢n.,IFa¢razis dAlsri:tdotvlw8e 10imt¢esiwo,setlaritsid lit MGM Xof 41leNhftii odecll?"I. Retgptrei sd1i'Masd.Nit .sedlae irns,¢1duyMd6sy 4trnt, ixsh¢eese sedlntly sx¢kyensjes559Sjtfi 80083 ' dxta dnyhrsi :ssd(ao)Na.l:i sites aleAietkel¢¢rl lSepxaasmdyultlats stlA leillut&mToulSsh¢ICn&Cio ll6rtpNisttd9t lfl�l St(i ne,eioesMNr desEitl idesre.111desi.sa;usttesk`hu erg&trolINintss¢esitso; I= ump EeO." aATressusodnlcrn,mtn 4451 $t. Lucie Blvd. e'h'.141t! dthltd6yatnlaMadiEld'rjsl ld radlet se 1¢ twits dmd5td. I!: Test hsi�utiaetr is F¢I dt:694y Crsdtet,, nTnss StDes Cotisxr d mq still®t. d¢ mtt!eiirtdte:ns e,sas d44.-i id Its1. Fort Pierce, FL 34946 - Copyright02816A-1bolTresses-Anthon 1.TdmhoIII, P.E. Re todustiess of this dotemert, in any form, is PmhihBedwithout The wriitea permissionfromAlRoolTrusses- Anthoo ttomholll,P.E. Job „ Truss Truss Type Qty Ply Std Pac/6511 EL D A0808787 65019 FL05 Floor 5 1 Job Reference (optional) A Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 0-4-8 1-3-0�"r i 2-6-0 3x3 = 5x6 11 1.5x4 11 3x6 = 1.5x4 II rcun: f.b4U s Uct i ZUib runt: r.b4U s Uct i ZUiq nnl I eK Inoustnes, Inc. I nu ,tun ua 1ssU:ub ZUib rage ID: W?quLcr?Re?LfzLe98RjH4yHM91-QBzkfWPZaMZCtEgmzs4apZYaQeh91Kg8P_MBRZz8_Z 2-0-0 „ 1-10-12 Dead Load Defl. = 1/4 it 3x3 = 3x3 = 1.5x4 11 3x6 FP= 1.5x4 11 4x6 = 1.5x4 11 1.5x4 11 5x6 = 302 MT20HS FP-- 1.5x4 II 3x3 = 4x6 = 3x6 = 3x6 = 4 214-12 V- 21-0-4 Plate Offsets (X,Y)- [1:0-3-0,Edge), [14:0-1-8,Edge), [19:0-2-8,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in- (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.34 14-15 >738 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.61 14-15 >412 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 112 Ib FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) "Except' T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13 = 1358/0-5-8 (min. 0-1-8) 1 = 1358/0-4-0 (min. 0-1-8) Max Grav 13 = 1358(LC 1) 1 = 1358(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1179/0, 2-3=-1176/0, 3-4=-1176/0, 4-5=-3986/0, 5-6=-3986/0, 6-7=-4575/0, 7-8=4575/0, 8-9=-3457/0, 9-10=-3457/0, 1011=-3457/0 BOT CHORD 18-19=0/2844, 17-18=0/4575, 16-17=0/4575, 15-16=0/4575, 14 15=0/4303, 13-14=0/2018 WEBS 1-19=0/1728, 7-15=-304/0, 4-19=-1946/0, 4-18=0/1333, 5-18=-368/0, 6-18=-981/0, 11 -1 3=-2355/0, 11-14=0/1679, 10-14=298/0, 8-14=-988/0, 8-15=47/683 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plate(s) at joint(s) 20, 13, 12, 1, 9, 2, 3, 19, 16, 6, 15, 7, 4, 18, 5, 11, 14, 10 and 8 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 17 checked for a plus or minus 5 degree rotation about its center. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other, means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard t3wsie4•rinsE �kentgfJdrzris"8e'd-I dDEi ldoSi`i;'irtFFk'}6Ed8dElFii3d(OkS1DoeSNSIONs"Br(Il?60pod:3fAFMrlSrx red(desip rwnd«sxdrtadoahs nfsisinss o6gsDrrvigQoDl«dtlz klteog Llr alW,Di teln?e;efhtet k`cema Delnsetlslvise file!«@r IDD,enlr WilYmn_;hrg'aei stillStusslhrneIDDAte nDl As a rr«s Dsige Ee .ea:1t.,Spe:IeDr Esjm« Nsul slat, Too rgnwts mmegtnetl bits I's itat V.�!Tmsdepiokda N 100 .*. uftr in 1. Th davns4rn«i, Iragnmmus,swmuus Anthony T. Tombo 111, P.E. m;d.«dtlisl«ss hsmkild«g lstl!«syustildrdtalDner,tf~Dnn'sad5ci.tdogsssrtle!llld¢g Dedgen,hAt udedel«elt(.1fe Ji «d Be nrLtaIdvg«le srdl?II. Ite ggl5d sftftlGD «I en fidlnvel «elms,isl:BsglxL!sg sl.est, IsshDUue udlxlocdsiag bt�!«:lwmdfijsf 380083 dzra!dygesi{sterA(oulerla.:A[d65!40oft TGDwdnetrrJi[esoelplftlit«ttr."1,11igtans.lMyW.rsss.(IaQjtAis1tyIII ASHAM«Inemdlarg«e«l�lidn[t(ri.),PiCsh.",.IteSlNYheswdt,3Ol:4T."DISIt«I,1,05NfgiSCI«trWdTaiSt.«AIIdlu"teess ' 4451St.Lucie Blvd. .:h,r,f«ft6«Itr.(6tl.. elq,etdq.i, ifi.lb51ggnDlsR«ISt1. T931nSSDe9pJgn[NIfXD1deS60ag[xsiper,nTnSsfpdea(agitn5dmgtadfm}. dll«peakelummosdd.1i.1111. Fort Pierce, FL 34946 CopyrightO2016A-1RoofTrusses -Anthony LTomboIII, P.E. ReproduRinnofthisdommea,inanyform,isInobibitedniibuilhenlitlenpermissionfromA-IRoofTrusses-Anthony1.TombIII,P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0808788 65019 FL06 Floor 1 1 Job Reference (optional) Al Kuvr I KusStS, t-UK I rltKla, t-L J4U4b, Oesign(mallnlss.com Kun: /.b4U S uct / zulb runt: f.b4U s uci f zulb mi 1 eK 1n0usines, Inc. I nu Jun uu ln:Ju:ui zulb rage ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-vNX6ssQBLgh3VN FzWacpLm5kT232Ur3Hee5hz?z8_Z 0-4-8 2-6-0 2� 2-2 12 -3-0 I Dead Load Defl. = 1/4 it 4x6 = 1.5x4 11 3x6 11 1.5x4 11 3x6 = 1.5x4 11 3x3 = 1.5x4 11 1.5x4 11 3x6 FP= 1.5x4 I I 3x3 = 3x3 = 4x6 11 5x6 = 3x6 FP= 3x6 11 4x6 11 5x6 = 3x6 = 1.5x4 11 3x6 FP= LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.24 18-21 >817 480 TCDL 20.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.46 18-21 >414 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.03 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* Ti: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) *Except* B4,B3: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals:' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 22 = 1016/0-7-4 (min.0-1-8) 13 = 346/0-4-0 (min.0-1-8) 16 = 1537/0-8-0 (min.0-1-8) Max Grav 22 = 1021(LC 3) 13 = 386(LC 7) 16 = 1537(LC.1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2467/0, 3-4=-2467/0, 4-5=-2181 /0, 5-6=-2181/0, 6-7=-2181/0, 7-8=0/337, 8-9=0/337, 9-10=0/324, 10-11=-314/0, 11 -1 2=-314/0, 12-13=-316/0 BOT CHORD 21-22=0/1541,20-21=0/2667, 19-20=0/2667, 18-19=0/2667, 17-18=0/2181, 16-17=0/1482, 15-16=0/366 WEBS 11 -1 5=-262/0, 13-15=01461, 6-17=462/0, 9-16=-320/0, 2-22=-1780/0, 2-21=0/1068, 3-21=-270/0, 4-18=-616/0, 7-16=-1939/0, 7-17=0/1193, 10-16=-607/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 10 PLATES GRIP MT20 244/190 Weight: 141 lb FT = 0%F, O%E t Sc1iq-FIle16 Ds.,wy:dplee{!f734�1-I iDen84SS1SrSEFf6 6Fps7st1l1atpdIDKCn11D7S NSIONrIDRI'j AODiDYlii{J<'idt'Isne ittdp lHlge pitemeMiaal,fad Ml19e Ins TresSCeiiym Drevig(IDDjeA@eA,lhap r.le eID,P.0 IAersa;eS6leth!r.1ae Ilaln[disM, shlelulie ND,uelp WTeissmna p11,e1 dot Mr. OfTreoi 1-11i. lsaiAnthony T. Tornbcs III, P.E. all.usnlis ykdeup is 0,11sprildep9si,Mr: tte0rnf'tvAisA:Wap?v1aH/bit&; Doper, Wh.&sJneltLge3lnl0,haokiltuyuh.41t;p.480083 ' R21A�ngD gr,�eaoDew.11tog soeAmhX-110114eprfielraltofoans16e16114gl"FsnsalStir Caemle(lLlprU hllpIN%$siume4451 St. Lucie Blvd. ak>ruiu iehsed lgareehalagiselapaa is xdliq 1p lD punts ktalud. Tie Trn%Nslp6gFort Pierce, FL 34946 Eopyfighl02016A-I=oafTrusses -AnthonyT.Tombolii;P.E. Reprodnrtiaoofthisdocument,inanyfaim,isprobihBedwilheotlbew7iflenpermissionfromA4RoolTresses-AnftonyT.Tombo111,P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0808789 65019 FL07 Floor 2 1 Job Reference (optional) ' Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 2-6-0 1.5x4 11 4x8 = 1.5x4 11 3x4 = 1 2 3 Tj 4 (tun: 1.u4U s (3ct d zU15 runt: 1.o4U s uct i zuio Mi I eK Inaustnes, Inc. I nu Jun Utd 1b:sU:UtS zulb rage ID:W?quLcr'?Re?LfzLe98RjH4yHM91-Na5V4CRg5_pw6Xg94H72u_dsnSN_DDNQtlrEVRz8 V 0-4-8 2-0-0 s-l4 a �-3-0 Dead Load Defl. = 318 it 3x3 11 1.5x4 11 5x6 11 1.5x4 11 1.5x4 11 3x6 FP-- 1.5x4 11 4x6 = 3x3 = 5 6 7 8 9 10 1112 13 -?jig1 e e e !1 20 19 18 17 16 15 14 3x6 = 4x8 = 3xl2 MT20HS FP-- 3x4 = 3x3 II 4x6 = 10-4-8 Al LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud- TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.38 18-20 >702 480 TCDL 20.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.73 18-20 >365 360 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except` T1: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 13 = 145010-4-0 (min. 0-1-8) 21 = 145010-7-4 (min. 0-1-8) Max Grav 13 = 1450(LC 1) 21 = 1450(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3761/0, 3-4=-3761/0, 4-5=-5218/0, 5-6=-5218/0, 6-7=-5218/0, 7-8=-4373/0, 8-9=-4373/0, 9-10=4373/0, 10-11=-1258/0, 11-12=-1258/0, 12-13=-1261 /0 BOT CHORD 20-21=0/2171, 19-20=0/4763, 18-4 9=0/4763, 17-18=0/5218, 16-17=0/5083, 15-16=0/3077 WEBS 13-15=0/1848, 5-18=-338/0, 6-17=-510/117, 2-21=-2533/0, 2-20=0/1855, 3-20=-290/0, 4-20=-1170/0, 4-18=0/862, 10-15=-2123/0, 10-16=0/1512, 9-16=-315/0, 7-16=-876/0, 7-17=-203/728 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plate(s) at joint(s) 19 checked for a plus or minus 5 degree rotation about its center. 4) Plate(s) atjoint(s) 1, 14, 8, 12, 13, 11, 15, 18, 5, 17, 6, 21, 2, 20, 3, 4, 10, 16, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 5x8 = 1.5x4 II 0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 119 Ib FT = 0%F, 0%E W.ieq- Ilene dasegsdq,ederfull IogntCsS:srslita'j; GIM luzA(0011111S015104JlCr3"!AM0Ai3&Brft. Telly hnip f-ftsI d ns.Wiims,WgDrruin(lVjandatbits'l I. I.A. MeP.I. Win ssa Misstavvise sMreo It. lDD, Wr - I,- s9sl{Se istlMRel60hlt niil dselrns Dttip Er-,scenrlt,Spelr1 fspsea'ylasalutsglDDsryessm tetmpnsdMphnuni es}teeMeq resrye!i6lArhs2t iesgsefCs sny:t,ssc<gadnlrR laoodq,usi,t?Il. ite aesq: esu,gmes,b�rcgneiniees, eemtanr.. Anthony T. Tombo lll, P.E. ml.0 dlsislressrw rrykiliiyLdt,tysrnidd(dAtOner, ds0misoAhrael cgaty H, Gilduq Oetigev,w�uAuisl HelK,SeIE(ntdslsmlhx88yute udl?td. 4erygrrtd tdikt lOD nlrtr0e0rse si ne&ns,ixlrBtgPr�zy s3sngirAriletise ssdersoty issg se;6erttgea08ir t{ n 80083 . ' tEern!deq Ces!geet¢d(mnnWr. 20 ester sd ed lafte lCO ruA les grxthssoelgsildim stfie lsillrtg6rsgavd Sddr Aemesnes(!(sljgeAistassq ffl aeMRne,elner.M.M geunIpmni 1114 "In ofRaIn. ftiess,,tin, Uvsln Engine, cA lressxmdssitttr adess 4451 St. Lucie Blvd. inbusise ltfteihro(eNedugta7tya n wimp It ell relies lak-A. Tit grvst (ksiq.67iwxftF0g9: S.dtiaq PoY r.er inns System figirzst etaglaiRaq. Ul orro'ltedsems ntar d:latq se R(I. Fort Pierce, FL 34946 Coppigh102016A-fRoollriisses-Anthony LTomboIll, P.E. Reinoifussin of this do(amerl, in any form is inobibited withmia the written permission from A -I Roof Tresses- Andony L Tombo 111, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0808790 65019 FL08 Floor 4 1 Job Reference (optional) Al KUUt- I KUSSLS, I -UK I NILKGL, VL 34946, aesign(daltruss.com 2� 6-0 1.5x4 11 4x8 = 1.5x4 11 3x4 = 1 2 3 4 Hun: /.64U s Uct / zU1 b Vnnt: /.64U s Uct / zU1b MI I eK Industries, Inc. I nu Jun U9 15:3U:UU zU16 Vage I D: W?qu Lcr?Re?LfzLe98 RjH4yHM 91-Na5 V4CRg5-pw6Xg94H 72 u_dtoS NID CpQtl rEV Rz8_'t opj 2-0-0�„ 2-4-10 rtr,� 1.5x4 II 1.5x4 II 3x6 11 3x6 FP= 3x4 = 5 6 7 8 9 Dead Load Defl. = 5116 i1 1.5x4 11 4x8 = 1.5x4 11 10 11 12 1 1 e r e � 3x6 = 4x8 = 3x12 MT20HS FP-- 3x4 = 4x8 = 3x6 = 1.5x4 11 5x6 11 12-10-12 10-9-4 11-9-4 , 12-9-4 ,, 23-0-6 10-9-4 1-M I 1-M 11 10-1-10 n_1_t Plate Offsets (X,Y)- [1:Edge,0-0-121, 114:0-3-0,Edgel, [15:0-1-8,Edgel, [19:0-3-8,Edgel LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.36 16 >756 480 MT20 2441190 TCDL 20.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.70 15-16 >392 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.13 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 119 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) 'Except' 62: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13 = 1489/0-5-8 (min.0-1-8) 20 = 1489/0-7-4 (min.0-1-8) Max Grav 13 = 1489(LC 1) 20 = 1489(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3889/0, 3-4=-3889/0, 4-5=-5500/0, 5-6=-5500/0, 6-7=-5497/0, 7-8=-5497/0, 8-9=-5497/0, 9-10=-3889/0, 10-11=-3889/0 BOT CHORD 19-20=0/2234, 18-19=0/4961, 17-18=0/4961, 16-17=0/5497, 15-16=0/5497, 14-15=0/4958, 13-14=012234 WEBS 6-16=-488/340, 7-15=-339/0, 2-20=-2608/0, 2-19=0/1931, 3-19=-293/0, 4-19=-1251/0, 4-17=0/761, 5-17=-544/302, 6-17=-949/846, 11-13=-2607/0, 11-14=0/1931, 10-14=-296/0, 9-14=-1248/0,9-15=0/926 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plate(s) at joint(s) 18 checked for a plus or minus 5 degree rotation about its center. 4) Plate(s) atjoint(s) 1, 13, 12, 8, 16, 6, 15, 7, 20, 2, 19, 3, 4, 17, 5, 11, 14, 10 and 9 checked for a plus or minus 0 degree rotation about its center. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard I, t3wsrtt-rltestllutryEDy rele+•6±'1-I EDGETEDSStJ"SFE(Et}6EpBe't1E141f8[ORCVIIQES(US10N('E7fi1'}A(ImDiS3�iiMI'hm.Pt:B(de!Igt EvontlersmirtadaNes etrai!Trvss D!�lovfeE;fEnjad @t A01Et±7 T.Ter.'a.II;P.E.E±Efltn:t5h!el5e(vtr.E. pflnirakke!mSt filtd tt lkt TDD,anp 6'JTeI!mit2tntt!aRr tiiltbt ms!11±, Rt1CDgh n616tkus D±tip Eedren{(e.;Sp±tldlf FFtitN!p rR±t11%IFf TD(l;trl±Nfl1@ffi! ID!PLEnI EfO(l±Sltttll± SPA±frl1ERSIE�,If}If llf 4lSim'II JEn15 I�±IR±t fP MEE<TDD!e((.lOt±f TE�I.TIR Itilg'J BfSI6;fim radq etin n'stabday Anthony T. Tombo TIT, P.E. ®/mudriitlrmsshr M 41eq Ir lletestttnlDDt slMt(1nK.&0.eisor,Wktd,Vft rh E!lig(hupe,Whoridd 11, MGM 111.0, 1ssd Wkq rthstll1711. Ih etpn,ddfrt TDD nl to Dtdrtd tk Stmss,m1�L±grmi�m}ckme, ilmoduudttwrg M WbertstmutrJYd ^ 80083 tteez!dyCespere9(reSn4r. f7edts sdmAia Dt lCe nl he pEdises al gtilelietsdhe rdElutfestawlSddttdaemem;lf5¢EulisFs7f(IPI aIiE(A srz,e(needErt tundg+ila![s. IIE 2t5ees:h>!tsttasiY'ities uAdA:tsd MxlmsPes7nq,i,mss et,�gaE.pWer edTrt;s E:,nEwaer,ssas 4451 St. L(lda Blvd. o�=n!iul±hted btotmtRtdagrtwimp±!EnwnligEttll psdieslmdrtl. lgtTress[>esiy±ututeris rOT"w±9dxzg GeslteEeaTnss StIIen Smgimeadmp EnN®r. III M>M!drems Ann dda±l hRK Fort Pierce, FL 34946 (o bt02016A4toolTrusses-Anthon T.Tombo111,P.T. P.e rodudionofthisdocnmeet,ioen form, is Iohibil!dw•ithoutthe%linen emission fromUgoofTmsses-Anthoo T.TomboIII,P.L Pni9 Y P Y P P Y Job . Truss Truss Type City Ply Std Pac/6511 EL D A0808791 65019 FL09 Floor 8 1 Job Reference (optional) -y' Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 'd W8 0-3-0 H 1 2-6-0 1.5x4 II 3x6 = 3x6 = 1.5x4 11 1 2 3 Kun: r.b4u s Uct r zuio runt: /.b4u s Uct r zuio mi i eK mausines, inc. i nu .dun ua ib:su:ua zu1b rage I D:W?quLcr?Re?LfzLe98RjH4yHM91-rmftHYSSsHxnkh PLe_eHRBA?DshMykRaSyaol uz8 l' 9-5-12 2-0-0 a� r——I 3x4 11 Dead Load Deft. = 3116 it 1.5x4 11 3x3 = 3x6 FP= 1.5x4 11 3x6 = 1.5x4 11 4 5 6 7 8 9 10 3x8 = 3x8 MT20HS FP-- 3x4 11 1.5x4 11 3x6 = 3x4 3x6 = 1.5x4 SP-- 9-7-4 , 10-7-4 1-0-0 11-0-0 0 00 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.23 14-16 >952 480 TCDL 20.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.40 14-16 >552 360 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code FBC20141TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: 1-4-12 oc bracing: 14-16. REACTIONS. (lb/size) 11 = 1185/Mechanical 17 = 1170/0-5-8 (min. 0-1-8) Max Grav 11 = 1185(LC 1) 17 = 1170(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2923/0, 3-4=-2923/0, 4-5=-347010, 5-6!t-3470/0, 6-7=-2877/0, 7-8=-2877/0, 8-9=-2877/0 BOT CHORD 16-17=0/1796, 15-16=0/3453, 14-15=0/3453, 13-14=0/3470, 12-13=0/3470, 11-12=0/1728 WEBS 5-14=-397/214, 2-17=-2059/0, 2-16=0/1316, 3-16=-303/0, 4-16=-675/0, 4-14=-315/524, 9-11=-2017/0, 9-12=0/1341, 8-12=-342/0, 6-12=-886/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 18-5-12 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 99 lb FT = O%F, O%E Vunxg Y:ws:r':gasiew Mt'.Lt IC8(DUSSFii'iBF.R'j.+FETEIf iEiY3E'SIh91G9rti f STQid "EUvEi'}!(dlBFieke7"srn. Yaih da<ipdaarsfiss nd s>ml sabt u t6s `rsss Cssip C:rxtsEliGQj W tit dc�laayLTra4aIC,P.E tehi:au5axtkfam ssr, 8dtssea�rrise.Mtlw saglAtw'dtt)fisats4etkie esedrr§tIC'uhks+dd. dsaL ssC`s9iTEg site, Snec7s ieg~udltle stslna:TT@Qrtga=[&tmstroptttdlStg:des!itns aromassnprz;ges z�jsfit2rL'sipolAe srr3lelrtuM.pi3:eta�s T:Qeah,nlsrfr'N. ti±d>.d,,as. gnea.gavaraa:rn,, tanE;un Anthony ndredki;irnsMng Bx'CeT;s T. Tombo lII, P.E lie 80083 ' fled+ildagUnyaermdCadis9cr.litm:atsdadfia!�CesiLeyrttEnsnddad,4'ttsddstaldrzirzmavedidry@Esisa`.ans'tLSijg rat6g?Pleadsplar:ttf:auedtrgurdgeidazty.i3Ftddattpesesssasiid^asc.ldalissdaaTrtstCesi�s:,?nts[Hsyocgiceeradgrr,tfiaacxttesatu 4451 St. Lucie Blvd. en.a.ad�^"dSg e(eshxt egged egad vraepd7�das✓s!. ehel, tle ims D.�iya Fe;gsezrH EQteuMtWgQadgax,x tress SEsara byi er. eCnt gai4i"aT. Al sapEx�td/rm ae n dlieed'e;EEt. Fort Pierce, FL 34946 (epyri0NC7016AdRoofTtnnas-Ang6onyLlam6n111,P.f. ieprcdudioaeElhisdemmtnLisaayfns�,itpm6g6itedxit6unfth:wsittenpeamistionhomA-IdeotLusses-AnMonyLinmEoI1LP.F. Job Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 FL10 Floor 1 1 A0808792 Job Reference (optional) .. 1 rt 1 1 MU-0, rUM I rICRe. 1=, rL J VV 0, ueslynLa rlruss.cOm mun: r.owu s ucE i zwo rnnr. r.ovu s ucc I Zulo mi I eK lnousines, Inc. I nu Jun U`J I0:3u:u9 ZU16 rage ID:W?quLcr?Re?LfzLe98RjH4yHM91-rmftHYSSsHxnkhPLe_eHRBA1 hsn?yjBa5yaol uz8_Y 2-6-0 f�1�5 2-0-0 P4 1� Dead Load DeB. = 3/16 it 3x4 11 3x4 11 1.5x4 11 3x6 = 1.5x4 11 1.5x4 11 1.5x4 11 3x6 FP= 1.5x4 11 3x6 = 1.5x4 11 1 2 3 4 5 6 7 8 9 10 11 Ti 3x6 = 19 17 1s 15 gn 1A 91 13 3x8 = 3x8 MT20HS FP-- 3x4 II 9-3-10 3x4 11 3x8 = 10-5-2 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TIC 0.83 Vert(LL) -0.34 17-18 >660 480 TCDL 20.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.48 17-18 >466 360 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2014/rP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 1201/0-5-8 (min.0-1-8) 18 = 1201/0-5-8 (min.0-1-8) Max Grav 12 = 1201(LC 1) 18 = 1201(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2933/0, 3-4=-2933/0, 4-5=-3567/0, 5-6=-3567/0, 6-7=-3567/0, 7-8=-2933/0, 8-9=-2933/0, 9-1 0=-2933/0 BOT CHORD 18-19=0/1755,17-19=0/1755, 16-17=0/3524, 15-16=0/3524, 15-20=0/3567, 14-20=0/3567, 14-21=0/3524, 13-21=0/3524, 13-22=0/1755, 12-22=0/1755 WEBS 5-15=-481/188, 6-14=-481/188, 2-18=-2049/0, 2-17=0/1374,3-17=-302/0, 4-17=-733/0, 4-15=-254/601, 10-12=-2049/0, 10-13=0/1374, 9-13=-302/0, 7-13=-733/0, 7-14=-254/601 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed -for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 3x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 98 lb FT = 0%F, O%E �emier these Muultdjretlew Ilt'j-I IBCi 1lBSSESS SE[tErk HXil:ll[VISE(DXCd11DXS{USlltyf'l6iE!^XC�O�itEC�DFMI'lem SHif(9esijeEHenelns�d«o3¢ahsut'vsimsCr!g1 Clcvnr QDir}HAfle Xeth�i.lo>:5e II;P.Eitr«u«S6ut3treme. DelessWlH>tisefineullt IDq safe Ylle!«arxln r:resdill le nel la9¢ILUplenlil. Is. fleet Beetle I;Stw 1.e,S,mchD(Earieeeljta selfless! lBDagle«mmmeptmitaft rtahS511«I tep—oftnrFHiiXa(pt@aeespa bV40nssdeprIe to Dt IUD my, sef"M-1- its eesip esstalens, I mRsaftes" suh6hlg Anthony T. Tombo I1I, P.E. mMe«dpit lta«p;m4de"«r is 6-ijusdRdre1li Dnv,R!DnutaArrhtde7eHH lie rrilY¢l Desgeu.ntM udedafne 11C.Aflifue At leselld6gult.11Il-I. RegEtatdd@e 10D ml Hrfieldneel pe hats, ahtn;ksd! ,CamgiaspDtlire aedded�imB le;le«srwsdttar #80083 ' Df lRd':aj DH gkt H�IM3Hpf. SX eHK SH PM®De IC'BOI nlpmD[«a9d piftEll«aEnt EoillhXnR(a.P.al Sahl(Ida6fn«iXLtl�rtn�lsd}�IPI p9l SI(i Ht1AFeA:Mlta3taa«1 r4one. RICSM.sllat«riasUnlike ell AC<e Alt. We DOet4, 1.."t hole fgmss WIrliS ltilllN' Cis431 4451 St. WCte Blvd. O'R'1YIse EtiFNlydf/dtHlal=te!>i»4rntlg 1p all iatXet iuuhzl.lhr«Ss CY51}a EejRIHh XOl A3 G�Sir C�t1¢'l.Hl«Sf St'Itt9 Ealil«t al6'Q iflfEIDg All ses 5zedt «sules West I, Off. Fort Pierce, FL 34946 Copyrfight(01gIfiA-IYoolitosses-Antfianyf.Tom6oIEI,P.F. Reptodoeioreofthis dommenl,inanrform, ispsabi6ledrithoorIlse n'ritlenpermissionfrom MRoof Nests -AnAtenyLlembolll,l'.E. Job -ay, Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 FL11 Floor 1 1 A0808793 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. Thu Jun 09 15:30:10 2016 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-JyCFVuS4db4eMr_XCi9 WzPjGfFA7h IijKcKLZKz8_Y 2-6-7 2-0-0 i i 2-5-2 1.5x4 11 3x3 = 1.5x4 11 1 2 3 3x3 = 4 3x3 = 2-9-7 1 3-9-7 4-9-7 7-5-10 2-9-7 1-0-0 1-0-0 2-8-2 Plate Offsets (X,Y)— j1:Edge,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.05 7-8 >999 480 TCDL 20.0 Lumber DOL 1.00 BC 0.39 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 477/0-4-8 (min. 0-1-8) 5 = 477/Mechanical Max Grav 8 = 477(LC 1) 5 = 477(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-567/0 BOT CHORD 7-8=0/567, 6-7=0/567, 5-6=0/567 WEBS 2-8=-656/0, 3-5=-663/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 3x3 = PLATES GRIP MT20 244/190 Weight: 39 lb FT = 0%F, 0%E CaMEqFirose;axae^eaymiswi'�'k`1t0E ttUSStS;SIG�nC{a€EkITEkJSdtOdp[T:BAS(€ftDttyRNdM k0T7!ftIPSYtiT hsEl. YsrO2telroptsrm3itts Eritra3aexnt 0is rrocs[�yot+Eru;?p6}ss4'lttc�s^lT.1Ea3t1�P.E kthrzuaSr'LikiE[:asE. dtlrsr'�. yst stertl E*ft�TiO atf wrtk�a t�tt;mnentamt rstn:Ena.ktar,ttgt:fit Ett,spEunfrr� aEEdtEt:rTo-lM=.vsaEa �t r(dtt3l Et a.rasarr"cis€(trf�u STELsaf au�r.m�t.,oaunt.rxatyrtE(a hm muant, jury A(thortyT.TomboIII,P.E. tak/iltINSMItAatk>E`.fPjiS l(11Etriti�'�itli�l�fi['.iSSgY[!({YG'6Tv'S�ay'+1lp IfS E��:%ti¢P., 1E a1SRt tli[{15t 1k(,1.ti1(Rd iri€>t>{Mt�tj:[tl WarEFr, TN DrtWt(Plktr gflitt7htllEiit(flt r1A1,LT,l�EE aA�IJE,>tE3iTS,R:'k IESk Ka�}jtliif llflll�IdiF.7k �. 80083 't3rrEdlay6wrtrad:Es�06",11a,.ultMn'ar.atlMpttinstElydu:et[dRrl�lirt�iav>;etiSv�:hidtata{lAijtai,a'Ms'SlRirdit(sutrzk3r..��a±ssEt�d�tA,t.r>4ratPm,�t::�tw��tstAsw�Ei*Qr,EttaE,��s,rEEiti»t�trn:,r"exk�tuxsatrar.atn 4451;t.LucieBlvd. rBnrsed»ea!35rebMAl eprtl rh�tE nhep(r ¢,ttxrxs aErfiel, tterms 0.,ilEFtlfieais rBT dE dif6eE Otsiaa4trTrsss Srtha EEaOm ettE,Yrdd(Eg. kii ta(iNd!td lrmstteEt h0lel it rt4r, Fortt.34946 (opytighl02016A-1bat liams- Anthony l.lembo111,P.E. Reprodadionatthisdarament,iaanyfatm,isplahiWedwifbooitbewrittenpermissiaoho-Ad Hoof Gasses_ Anthony F.ramboIII, P1, Pierce, Job Truss Truss Type Qty Ply Std Pac/6511 EL D AO$08794 65019 FL12 Floor 1 1 Job Reference (optional) ra I muur I muaoao, rum I r1Cml4C, rL J4`J40, ueslgn%pa Itruss.cOm mun: i.o4u s uct / zu to rnni: t A4u s Lim i zu-w ml I ex mousmes, Inc. I nu Jun u`J-in:Ju: lu zu"Ib rags ID:W?quLcr?Re?LfzLe98RjH4yHM91-JyCFVuS4db4eMr XCi9WzPjE2F5RhDfjKcKLZKz8_Y I 2-6-0 i ! 2-0-0 ,OH5 1.5x4 II 3x3 11 3x4 = 1.5x4 11 3x3 = 3x6 11 1 2 3 4 5 6 T1 Dead Load Defl. = 1/16 it 3x4 = 1.5x4 11 7 8 - VI W RI � A• 6 15 13 16 12 17 11 10 18 9 3x6 = 3x6 = 1.5x4 11 1.5x4 11 5x6 = 5-3-0 6-1 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.35 13-14 >501 480 MT20 2441190 TCDL 20.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.46 13-14 >375 360 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC20141TPI2007 (Matrix) Weight: 81 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14 = 939/0-7-4 (min. 0-1-8) 9 = 939/Mechanical Max Grav 14 = 939(LC 1) 9 = 939(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2068/0, 3-4=-2068/0, 4-5=-2163/0, 5-6=-2052/0, 6-7=-2052/0 BOT CHORD 14-15=0/1351, 13-15=0/1351, 13-16=0/2163, 12-16=0/2163, 12-17=0/2163, 11-17=0/2163, 10-1 1=0/2163,10-18=0/1326, 9-18=0/1326 WEBS 5-11=-462/266, 7-9=-1547/0, 7-10=0/848, 5-10=-765/419, 3-13=-288/0, 2-14=-1567/0, 2-13=0/836, 4-13=-374/196 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard F q'erta§•ttsatsbxe�a'Snris*1§t'k?tGGTDWttf1'$H!it'}.GFaEiItiFEYSdfAtpT06514T4f1g"iU!EI'jt;t59NiEE�#f}T kra.tfifc h:ipfmteastNt ne11v1 pief endis irist[•!siytlhrpd;FpDjarl�t AtattryT,t}a§tlC,tf.ldtrtroSaletldw:mtt. 0dttst�icatse skhltada t)Aaztt WletrcwNhr}!d!s!5dlHn!tfuR:bh,tGf AteT¢xQe?ids;3!Nlte,$}e[.¢Tt Fc§a.tt he ad tt uTT;Qtt}2?tEtmmaixa2dRt§re(essisa^.':ttyawne§leyeosiS;rtTtrtt[zsipd3tsiyltlhu dgldelsaifttW!, uL•r lf4l. Tx ksiy rtn}'tat,teedxstiectsa7thktf } atlrtdtlhhnthtct6z; s1tf'o a'„Trdtls0M.61atmestMaraH- WVIh ,t AnthonyT.Tom6oIi_, P.E. f �- t'3cN,tdt;cetxatuF,ataT�lltted5bn�tl:rmftBl.Tst}mddretlaretll+,de:Tr�z�kt�fnxkcutafinegsASertrt�d�iv #80083 rhtlYvR§Gilit}Nr>31:tLY0dPr. indtri}N rxlo53t 7t}1d1§RPd(kf 41t rf1ltONLFFtSitF§16}f6II)X!6$dth S2C1Bitt$><§tl1_S!}$5!!tl ffl$f1l VS'dtNi4'1 §ttYd§11tMt.t§rtl Ail rY:titNfii�F�IGVd13}fi$^9TAii'L}?!¢Y.,E13StV}fi§f G§b}NCxf ifTflf3a!fCRV, }fS 4451 St. Lucie Blvd. nzfax&�oi'rytitrtn�tpteiryuua7§f1s:§cl tthtl LTesDt }ffrieerts59,artNla§Dal�e?a mtiTdtnf,S M tfrnbllnq hltgTd+e�aeeler�tiit Tff, Fort Pierce, FL 34946 Ceppigh02016AdRootl!asses-Aal4uapLJumbo III,RL Reproduction ofIhisdomment,inany fam,isplobibiledwilboutthewritten permission homA4Roollmsses-AnthoeyLlmboill,1`1 Job a Truss Truss Type Qty Ply Std Pac/6511 EL D A0808795 65019 FL13 Floor 8 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. Thu Jun 09 15:30:11 2016 Page 2-6-0 , 3x4 = 2 I D: W?quLct?Re?LfzLe98RjH4yHM91-nBmdiETiOvCU_?YklPgl WcFOrfNBQgftZG3u5mz8_Y 1� 5-3I 200 0-9-3 Dead Load Defl. = 1/8 it 1.5x4 11 3x3 = 3x3 = 1.5x4 11 3x4 = 1.5x4 11 3 4 5 6 7 8 V 6' 6' s' 13 12 11 10 9 3x6 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x4 = 6-11-3 1-0-0 1 1-0-0 1 6-1-11 LOADING(psf) SPACING- 2-0-0 CSI- DEFL. in (loc) I/deft Ud PLATES GRIP TCLL_ 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.13 1213 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.22 12-13 >817 360 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 82 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 14 = 96810-7-4 (min. 0-1-8) 9 = 968/Mechanical Max Grav 14 = 968(LC 1) 9 = 968(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2162/0, 3-4=-2162/0, 4-5=-2302/0, 5-6=-2141 /0, 6-7=-2141 /0 BOT CHORD 13-14=0/1399, 12-13=0/2302, 11 -1 2=0/2302, 10-11=0/2302, 9-10=0/1373 WEBS 2-14=-1622/0, 2-13=0/890, 3-13=-291 /0, 4-13=-434/42, 7-9=-1602/0, 7-10=0/897, 5-10=-584/20 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Ruevp•�aes!axwokyrerinflt'ditCOf tltliiff;it![Ft;.=EBEf1E it�E'SE�NU:t7z1(STDiI"fU9Er; LtF59k'iEpg€>at'?Em.YP?i!s Gtlgnq#Er.{INtMtetj 6ilti BE i4ii Tress f:sya t:Eruq �p[}EeE!>e:t&uryT.isysiE:F.F, leitretuSi:elhtit'lIt, �EIB:Si=�'Tl'IIIt IINfd EadA I3P, d11 W1:irzuxurr gEdEs slaOke nfeh0'eII hlB re6l. AsuFtn tlesi;eTEliuRe,Ss:fr,7y Ftgatet7, 6P ud ee¢ql.tlfavflf5sraacHtsa<Pa'@apd!In�tey Er¢gre;gN;airtgfm5aksipd5:s :llsss dPq'n�kcaCs l.6W!,B¢tfriFFL liP 3EsigPPSIB�gsr�,tf mEtrfEec,u�a�im Anthony T. Tombo 111r P.E. t01 GI tit1i T135i {StRq T> 'ej' ftNgte'rT: ihdltetl�tFYr AetlW[trS eC'9N P�y^.d It lqi r#�ZGj.fflC+e!r41S3;<EII'ti�t n(IBE If(eAlillt6{3a'F3j:iFPQghr}{, TN I�gIdtd BEIF!T gpd �'fKlq i'rSdflf iltiS,IFis'Z'["�}A�DI,E$'6q� lt£IIE[td [!i�q}RQiP f3ttESYAti{il7ti 80083 ' iiO gOt$Lq tlNlq"NB (tC10:CU. %tl1WSi 3dAlfd Eis�9E2110jfR5t3f iBlgFilBINS&611f illEj g0;I9}Mt ibt••M., Mldf#8YU(Icirfjcl-iY11<iFt Eie tt{I0t3 t°EFIEEfIq q:FNd get}ffiP. rni dPFptltN:l4�fi5tllh'_till"-f!34451 St, Lucie Blvd, dSEffsaddad iqE ftBRr9 Pgtrtdrytei: yraEgirdiqu�l:s I�rehel. F1e tEBss DtsigaFerinN is e01 tE: Bdt3aq Oatgsn: a (rsEs Sgskn fa;ixf: dalrlBiBiEq. Sri agihfrdiwes pees ft16Ei n;Fl&, � Fort Pierce, FL 34846 [npysigbi02016AdRoolisusses-Anthony Limbo 111,P.E, Reprodudionellhisdetoment,inany I"Aispmb(6Aedaiibootbewrittenpermissino-ttomA-IRnofhases-Anthony T.Tombs 111,PA. Job Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 FL14 Floor 3 1 A0808796 Job Reference (optional) Al KUUt- I Ku55t5, t-UK I NItKGt, rL J4846, oeslgn(alaltnlss.com F(un: /.64U s Uct / 2U1b runt: /-ti4U s Uct / 2U1b MI I eK IndUStneS, Inc. I hu Jun U9 15:3U:11 2U16 Nags ID: W?qu Lcr?Re?Lf7Le98RjH4yHM91-n8mdiETiOvCU_?YklPgl WcFRCfUyQiNtZG3u5mz8--Y 2-6-0 0-11-2 2-0-0 3x4 = 1.5x4 II 2 3 Dead Load Defl. = 1116 h 1.5x4 II 4 3x4 = 5 . ........................... �111 I J Q. 4• 8 7 6 '4v'7 — 1 rvd 11 3x6 = 3x4 3-9-10 1-0-0 1-0-0 2-9-0 Plate Offsets (X,Y)— [2:0-1-8,Edgel, [4:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI: DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.09 8-9 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.55 Vert(TL) -0.15 8-9 >648 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014fTP12007 (Matrix) Weight: 41 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 544/0-7-4 (min. 0-1-8) 6 = 544/Mechanical Max Grav 9 = 544(LC 1) 6 = 544(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1243/0, 3-4=-1243/0 BOT CHORD 8-9=0/1179, 7-8=0/1243, 6-7=0/1243 WEBS 2-9=-1243/0, 2-8=-25/292, 4-6=-1311/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Cem4yF{wsas;t�,+ynriew Frt'kl IN IIISSFS"SFUi1 PMlk 7tkstwow Iff"IC04M, all bilekuxt�srylmss sL-2kneAfttPu:Ule trLd isel'tss Cesire(ep?nyit, syeesw&gxtr;de sednasP.9 itz'a?t5smrswisvart'@eyrctn!udaeniCpttssxs5'i7 hrtttlnipolst4slttss ez�.lKtadt l:6ad?,edett7rJ. ltt leAss ssstyat,Ita,+ard.es,sMtM? Anthony T. Toh1ho 111, P.E. tdtHtElf{f 4tt5l luep Ci:KEBIit ICSIeS(MSSand Lti O.Ex.ClIOt 3ichtf`x?dejEtltlBiL+'FyD4kIAC,i9if3tiEF}. it1Te II(, rJ IECP.IGFIitlI IA`}YjY[>CIRFI, Irct 3?yRt�tl�fdirff Cdt4TFtNtst tfht irn;irf xyssaiYay SIYPp+ie1YlElirt Etd yitflR�t!tSTAfI�C"j4 j80083 ' tirhtiagp6siss mlttaah,111M,so.1zv rul) i jae.aesMpilitso(e14464t:,ansttenma ewo, ass;; gEtW510uttt�tdivjwII4na.rKl��tatee ua .a�slmsx TF,tetti�r r,:scg�sgot tsro+ts�at :east 4451;LLueieBlvd. gaetrsad'+ diyt(sd't:l egeei qCt in wisp kstipuliy ivt4el. ?6elmshssyt 6{istxisS)1Uehitla90:styau.e: Frvts S(sltmEtgiettt elmsltA4a,.0.9 CapiYJsidfnmsweakl4etq Frl, Fort Pietce, FL 34946 Coppigh07016A-1Roof busses -AnlbonyLlambo111,P1 Riprodotaionalthisdnsoment,inanrlotm,ispmdibledxifbo"rwtinenpermisionham A-IBoofLosses-AnthoeyLTomb III, P,t, Job a Truss Truss Type Oty Ply Std Pac/6511 EL D A0808797 65019 FL15 Floor 1 1 Job Reference (optional) Al KUUI- I KUSStS, t-UK I V ILKUt, t-L 34bJ4b, aesignLal truss.com Kun: r.b4u s UCt i zul o rnnt: 1.b4u s UCE r zul b mi I eK 4nausines, Inc. I nu Jun uU l0:,1u:lz Lulb rage ID:W?quLcl?Re?LfzLe98RjH4yHM91-FLK?waUK9CKLb97wJ7B_2gobu3su9CV0owpSeCz8 Y 2-1-4 2-0-0 2-6-6 1.5x4 II 8 3x3 = 2 3 3x3 = 3x3 = 7 1.5x4 II 6 5 1.5x4 II 3x3 = ±A-4 7-1-10 1-0-0 2-9-6 Plate Offsets (X,Y)-- (1:Edge,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL_ in floc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.05 5-6 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.08 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 38 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 456/Mechanical 5 = 456/Mechanical Max Grav 8 = 456(LC 1) 5 = 456(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-512/0 BOT CHORD 7-8=0/512, 6-7=0/512, 5-6=0/512 WEBS 2-8=-623/0, 3-5=-593/0 NOTES- 1) Unbalanced floor live loads have been considered for this -design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Pte,piPPisas:^.rira*<:ayrsrire 14a'AitQ6f11UiSES"SE4'•.l";.EE9EtttiBRid EGtG.T�iiQSiQ4:,"EG!E1'jAfCiOfiE[4;4;dP'hra.4;rSt d:!iµpc7�tixs aeds>ai tsks so-sin'rnsC�:sigrE:s+hgQ6; tadst ka4eqLi>�4sIE;P.E,ida!mS4td 1e6rtssa, BeltssF"f.: ails shtsiteBzT3Q,ailP bitet¢m:mrllxlzs s4dt4enst haa!B;so6s rtu(. dsvL ss Geli,SCyru l4 t?x alsEe e!l,t¢es+J seey7;D scs:e±sc:smzuMaea!@tFdes±ius e�a:erisgrt:pee: d{ferSz zsi�d�:spy+l:ircssd!IWrice!ps1:QUE,,.eezR4l. it dsd;,essrzP xa+s.kataE ml:rn±, say dsP; Anthony T. Tornbo 111, P.E. aiese sftils P!nsstz attdda74s Urespa;iiih a114 Gaa?x, qa Gaaers ee6w!�:elnMtiEaPQs±.e,at>:arxai s±hep(;14eIEtcil:e teeliz;d�sism3lEMI,TEa,y,asalsRt iEQ sed a7fdie;edbeLrss,i�lw'epSa9aE,st:,R;x7stler�d ksraE s'scq 4c hssnpmi7w 480083 ' haGil'nP basi},erasdsCrltt.I aeiwd Wh!L rileeidape.iratad pd6tte e. dv 10q tomul SdeHkiusa'ortkiM1P:i;s't!itp fftsat54!Sma:ehreud!z gecerel Peii—T?N Mat iMErtstufirpeirss nl G,tp ugoex'rxs44515L Lucie Blvd. rlln. Redd!a!!t[efschsygrca8eg�ix.ri5eP4rdini;esisnhse. P§elmsQ>sigeEcrsceisE9itutFli:�tG:sspes:erinssSrsiemh.es*rtxn§uldi4;. tua4iukndMwseecsidisd'uSPbt. Fort Pierce, FL 34946 I:cpyrigbiW7GIAAdpoofLusses AalhaoyLTcmholitP.f. geprododionofibis detumem,ieeoyferm,isprohibited xithoutthewritten permissoofrom A.)loofimsses-AnrbuayLiomSoAl,1`1 Job Truss Truss Type Qty Ply Std Pad 511 EL D A0808798 65019 FL16 Floor 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. Thu Jun 09 15:30:12 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-FLK?waUK9CKLb97wJ7B_2gobH3to9B90owpSeCz8_Y 1.5x4 II 3x3 = 1.5x4 II 11 2 3 3x3 = 4 2 131 iN1 7 6 5 1 rvA II 1 rvA II 3x3 = 3x3 = 2-9-0 3-904 9-0 7-6-6 2-9-0 1-0-0 1-0-0 2-9-6 Plate Offsets (X,Y)— (1:Edge,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.05 5-6 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.38 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 39 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 481/0-5-8 (min. 0-1-8) 5 = 481/Mechanical Max Grav 8 = 481(LC 1) 5 = 481(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-578/0 BOT CHORD 7-8=0/578, 6-7=0/578, 5-6=0/578 WEBS 2-8=-671 /0, 3-5=-669/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �oasp�rltesitixto-p0 reirx'4d'kt ED6r1EUiSfS'SHffl",.SE9:[S€IEitRfS{OhNRi2dilTtDtlj dOfEB'7lt[SDPrf��fMTfutt.Y:;rff desi�p�tdreimdedrtsdadin ee Uh':�ss 0;ss�[�tait{�06j�A�dc7�T.ir�tw,P.E.1t0euaSud addr,.ast. 0etatsefh��ist 9dttintidt�,�tly xilekmran!a piffitsk'dle nedlu m±ik M1L•eeSA, dsaLRss Ge<i�(oprd ee Spvs7tEejrea;lees=.JntsitD6stsrt,eps attvCasa of&rpv`e:s mfmntgnyu: iTplartkd.sip tl5:s ltlrsst dtpidzdtatM i:D etiw!,.nnl�iil 1. i73lt4ptts tnt,tt acu�ut, tar um ,Anthony T. Tombo III, P.E. itd SitiEillt iftti7tt ai khditlEtlFSEn;:ahtlBl Crket.A!Cndslfitr^Nt"•rfnM{r 6ty6tsvr,m�t Berl rase e(heq(rsi 0efmi3sdgaetd ttEl.iStxpprtrtlol0t fE0 ndarfieldt;e of tst 7ntL fR6isg�dliay.slq w"C14GtFISdbIr�3etftMrn!/SpAidd76i a 8Q083 fit{nfd0{Dnlp>ttm!(tehaln.iCN>et to ifllt3'St74C t�Y p(I�AlISMjktf:INiP�.RlF1?ifl61f(fSNild Sifelf l4SNII+EFEO(EIS':)pcS!?sY.ie[!PttedSt(A«t!elertce!!a getea}Sriduat. Ii4t le:`ras!is ses siSiL�e: diiitt�vt7RitDt!.�t�r�tt Dtcp�p�r:«iutttd>a.(�;e:t,�tst :' 4451 St. Lueie Blvd. tlkeii„tddader t be2sd ryes! gssit nti{77aidolits f+rrhtC Elt inss Dell;a Faginr. is dDi tit{siifat Desires; c`tris SfslertEt;4er. eltmFuld4E. dp std0t€tdtntssata dtfiasd'u idld, � Fork Pierce, FL 34446 (opytigbtnl2016Ad tool bosses -AnihonyLlam6oIII, P.E, RepredottionofNsMoment inany lotm,isprobiWedxithoufThe wriftenpermissloahomA.Itool bosses -AalhoayrSornho111,P.t. Job Truss Truss Type Oty PIY Std Pac/6511 EL D 65019 FL17 Floor Supported Gable 1 1 A0808799 Job Reference (optional) :► Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com 0 Kun: r.o4u s uct r zu-ia rnnu r.o4u s uct i zu io mueK inausmes, inc. f nu ,iun ua -ia:,1u:1z zu1b rage ID:W?quLcr?Re?LfzLe98RjH4yHM91-FLK?waUK9CKLb97wJ7B_2goiF3y19EX0owpSeCz8 Y 2 3 4 5 6 7 T I T i l i T I T i T 33 1 I' I t 13 12 11 10 9 8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 TCDL 20.0 Lumber DOL 1.00 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 6-10-14. (lb) - Max Grav All reactions 250 lb or less at joint(s) 13, 8, 12, 11, 10,9 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) "Semi -rigid pitchbreaks with fixed heels" Member end ffxit;j model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 3x3 = PLATES GRIP MT20 244/190 Weight: 35 lb FT = 0%F, 0%!E Wem.»g�f!anss;: Y r rcrir+rl4e'bi d4Gf It0iSff;i'.(EEi;DFe1Ei1TETUS a (De(1[iR5 (litBNRU!EY; ixt)�EDDuurrn�, htity Eni�ierc!Wsttd±wd rain n iin Trsn Easip Frans; p6jici`E! Re.4wrT,IDoh�;GE i!hrue5os{Ee(imsse, Telsso'S:ritt:3�!i ce tit td8.xlp AlS°F[C4MdFt�W34FMEEt tS!d�'d?it�GE!ltGl.i!9S:t3SC!fite S�jl3gylly SFYtiTf Fej Mty63fnitt itTl D(iitt±t�tORt`}hIItidSik{tOiC±i?KPo}9;fiitr3lSj38:SiI(JRi'.)k51E1EIIeinjl:iWti d�hlt(iB�!(.CWr,tld+J irEL lii d3tiy�6S±tStnas.i! pause±,!o iu{r Anthony T. Tombo III, P.E. lom, ni Sit t{(iit i!r55 fJtS!rY e)S!CS nfriBiS+hiit{iC'�'3Y.W DNRr3 MSi!`F±iiy'miilf!EA v!kRT.r ItA!5E.t1eF!±it lEGrrEISC�I:tlt(d'}a do];{ti!COi (i1S. t3l9'a, Md�fiAirrtttArT!ns,trJ��c�Lsdlaf,s±rc�, ,r7chu ME�trsd vtlti34rnym i=Ta #80083 ' litrtSSi0yDt!ip!!miiNSIXitr.iliMln!llam3I:fEEti6ifG!'Rtfft(Q<If3lISEi4P.ldW.i6q;6,Im"lL+9hS}I$Y.M1R)i)r�iA?dNRim SKAW!fIFfl[!itdi5§nt!910i9F(1.TH�SC�AHN3t!Sd1]4tEli*itMideG!S5S'N(Riia?+�Qh!rfrfSt4�'FSSt]gjpitttsds�;istiztrtcx!r,�txs 4451 St, Lucie Blvd. ttlex;!aA,�tdir dr!ksa rgied titale natyld di rsTss E!!th!R 31 Ina NIP Etgiuu is NOT �!M�j 6eslp!f—is SPl!¢Euiu!!rSt!ibrPiitg. El nEitaliixdsre!e tas id'elU itid' Fort Pierce, FL 34946 Celpy!igh1S—t016AdQaolliusses-AnihonytlemboIII,P.E, Peprodudianofihisderomeat,inonyfatm,isprohibitedail6ouffisewrintnpermissianhamA-1looMaises-MtbanyLCombalfl,P.1. Job Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 GE1 GABLE 1 1 A0808800 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. Thu Jun 09 15:30:13 2016 Page ID:W?auLcr?Re?LfzLe98RiH4vHM91-iXuO7wVvwWSCDli6taiDblLttTGnuaD90ZY?Afz8 V a 0 0 4x4 = 3x4: 3x4 15 14 13 12 11 3x4 ,. 3x4 z�,-- 5x6 = 18-7-0 18-7-0 Plate Offsets (X,Y)— [13:0-3-0,0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 8 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.00 8 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 62 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 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. All bearings 18-7-0. (lb) - Max Horz 1=-103(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 13 except 16=-159(LC 8), 10=-170(LC 9), 14=-152(LC 8), 15=-212(LC 12), 12=-152(LC 9), 11=-212(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 16, 10, 9, 13, 14, 15, 12, 11 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-15=-182/257. 7-11 =-1 82/256 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 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 1.5x4 MT20 unless otherwise indicated. 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 100 lb uplift at joint(s)1, 9, 13 except (jt=lb) 16=159, 10=170, 14=152 , 15=212, 12=152, 11=212. 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 §'na Piaasi!Sxaa yrnisrna OWOFilbi3E4i SE[[ii'j. IFISUE!!di6E09pi004S t3�S.i.D..YM"IUEi!';!(KPDG?E IiraT?Hra.4 iftle!i,�taimtles eedi>tf»hi Fa t&tTrois(ksFp kreiv;;�06jic3'be kr„laari.TsaSi EG�P.E,letneep5lvtidatsse, irlsa? er3a.�ctiitaRtri30. h Nlidisre�erjints Rile Fsedhr�t lF UL•F�d. Ii0E3Ft3Re3tj0' k"ni4tefi'..C:�7Yq...,.poli?fI FF4tYIsO riuese�sma;L�szuFareput3s�ia sq"3mg3.:PiF:s rtt(aroe�s�gadaarq�alR3sdrp�FdFnd: r¢ (;, Foreimt. ird:a(F Fs aE-se3; ta: �d.n�.i..s..i, miry Anthony T. Tombo IL, P.E. elf 13f d131ilms1a3sy Ik53R41ESrFei.J!!i(bM gtt5.ss6tFers idWZa�IJ!dMBifiE'ri442iM,i91N:4LlLtF/RI:(,til(ICIteliO(la:;SflpolP�t,).Y�(Red O:[k41:64t}Q)ficl}rsFt(He Lrtk'F3'rsekp.itN¢',a:Y12tF0d (:gPjlllp 3t (Itilywu.P.71E 80083 '(srtius�Pro:ytirmdf3nme.mmt3sdsuu�sraaiE..lFsa3of;�a :owedliar(c,a tsdnwa: aeusq�:sdgsneuuiFrztbt,arxyEedlM�F.EPtfde°a, daatsdt"Imshsips,lost 6sipsya3,rssfarausfa r,*r. 4451iLucleBlyd. d4u�;.d>_imdifeisFhrlsprx}Fpak•r°hpti e'.'PaUn ianhef. ils lnss Oailsfrl iais 101ge1nifif D:siper,a finis SnhR Et}iast livi Fildbf. f9iF}ibEtedtnrsaenie(ieee is ifbi' Fort pierce, FL 34946 Zt fopytigltS2016A-itoo] Losses-Ant6anyi.Tnm6olif,P.E. Aepredodianalibis demment,isany lemm,isptabibiledxifbauttberrinenFesmissionfiamA-ltoaMares-Antbaayr.Tombs III, P.E. Job a Truss Truss Type city Ply Std Pae/6511 EL D 65019 GE2 GABLE 1 1 A0808801 Job Reference (optional) Al ROOF I RU55ES, FOR I PIERCE, FL 34946, designLal truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc- Thu Jun 09 15:30:14 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-BjSmLFVahga3rSHJRYES8Ft2OtcOd7YJFDIZi5z8 ` 1-10-12 2i+ 9-0-8 16-0-8 1C-2-4 18-1-0 1-10-12 0- -12 7-0-0 7-0-0 0- -12 1-10-12 4x4 = 3x4 3x4 10 r" rO r` I 3x4 3x4 5x6 = Plate Offsets (X,Y)— [13:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 8 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.00 8 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 59 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-1-0. (lb) - Max Horz 1=-99(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 13 except 16=-147(LC 8), 10=-158(LC 9), 14=-158(LC 8), 15=-197(LC 12), 12=157(LC 9), 11=-198(LC_13) Max Grav All reactions 250 lb or less at joint(s) 1, 16, 10, 9, 13, 14, 15, 12, 11 FORCES. (Ib) 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1.5x4 MT20 unless. otherwise indicated. 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 100 lb uplift at joint(s)1, 9,13 except (jt=lb) 16=147, 10=158, 14=158 , 15=197, 12=157, 11=198. 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 zt55m Flwu'ro;eapi7ndrr fit 11 M%'. "I's"lih `nts[zip 11M4t;?06 W!NAxtl2mtLT hIL,LLL°Ef4lUS�a)MEfeii6 Jflitii'�:F'�IJt SltEtt Fd1�AP0ssiy tcktamAriidtslid) ttuN4 uptru+dn.ssalnsonl��rN,rt.trw�Etaxraeesr a�trnrue;ee:�n�::�atruts;�tn�,r�ny�r�alt�ce�:�a s� �sa�aaree.clar,rea�tsa.t�a:�::�Fr�Eraj�rar,t�sam AnthonyT.Tornboll_,P.E. at et sftbshm fear wlin:i lktnsls )R,S Ito! catr.(ion"'s:fitio9r,.-d a MtriErt rlisml,biftttrie s?At 114fit lttei or lue4ivaayxBe.3 MI. Ili W" olat NO"itgblifif dle➢nsWvr1q i�slxcgt.0 tJaia tal, "sl A-Ilk6tttsrsm3+tyti a80083 rnriaaat6erlteN ma:lehalN. tlim±tssrl utn5lTr�1[a Netttt'X!SWa(;itlREiFt .'ft ialGFAt9ZYdtd S�:fi 3II$te tsSJBlJtt!rI®I SLG 6ft'tFtleNtatLittENJ1r11sNt. t�II af%N117!SIiYY}td�l^<1 Rtaf:ti3f ill.+.3IRSt S!!'.j¢3l, IIYaf S3wp R9t!!!SS'friS MWdtL^R.[(,46tf 4451 St. Lucie Blvd. siF!!x!ldd�n:airrfsma9 rirtel Rannn�tripalils ksnirzl. ?6e in:s Dugs Eexiaais.Cgigertgfeg DlsNaN.r. rats Srsltaftpae ein}lwray RlsteilNmsaenaetilabiNt' Fort Pierce, FL 34946 (epyrigbfut2016AdRoof busses-MlbooyUcmbolli,P1 11eprad.dionefllisderomenttiaoaylelm,isprembifedxifbooflbewtiiteoperm4sonfio:oA-]Boo(Tosses-Ansboey1.fombo111,PJ. Job Truss Truss Type Qty Ply Std Pac/6511 EL D AO$08802 65019 GE3 GABLE 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34945, oesignlvNaltruss.com Run: 1.164U s Oct ? ZU15 rnnt: i.b4U s Uct ? ZU1b MI I eK Inaustnes, Inc. I nu Jun U9 1b:JU:1b Zu1b rage ID:W?quLcr?Re?LfzLe98RjH4yHM91-gwO8YbWDS7iwScsV_FlhgSQCKGyl MaRSUtl6EXz8 1 1-12-12 2ffl 10-1-8 18-2-8 19 -4 20-3-0 1-10-12 0- -12 8-1-0 8-1-0 0- 112 1-10-12 4x4 = 3x4 : 3x4 15 14 13 12 11 3x4 • 3x4 Z: 5x6 = 20-3-0 20-3-0 Plate Offsets (X,Y)— [13:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP" TCLL 20.0 Plate Grip DOL 1.25 TIC 0.18 Vert(LL) -0.00 8 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.00 8 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 69 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 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. All bearings 20-3-0. (lb) - Max Horz 1= 113(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 13 except 16=-205(LC 8), 10=-217(LC 9), 14=-128(LC 8), 15=-265(LC 12), 12=-127(LC9), 11=-265(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 9, 13, 14, 12 except 16=261(LC 1), 10=261(LC 1), 15=302(LC 1), 11=302(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-15=-227/317, 7-11=-227/317 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 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 1.5x4 MT20 unless otherwise indicated. 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 100 lb uplift at joint(s)1, 9, 13 except (jt=lb) 16=205, 10=217, 14=128 , 15=265, 12=127, 11=265. 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 ZhWern .MnxIVv,#p im tio'ki IMF 111655iELSii+,2194tTBAS a CONOMMES(CS RIMir)ImattlEEd;virwm.TaCyde±iropar-offsmirwlnin to$srmsp:si3atnaivq Rpbjpdtit lsks+yT,TrhIi,LC rcaKdPd W! ere, Assefzraiu mi" 010%mIr W1etamrder;lales sidi ie as:dheesetr)w6eedd. UsTmOtii¢Ecr eer;te, S; iy Far�ars)Qe seelnse7T:D resre±etsma;zxtan dP.rprdesdss eq ±eseyrtsperi ;M6r tKiad3es±yleLessdepgedsetEe PNt&,.dvT1rI. Tie 3:sye es±aspkres,I±�.� Iun,s aay Anthony T. Tomi;o 111, P.E. udredilh Tr35fhraTtr2dq€; Ipt respresa=e!¢f 6eCws,PaOnc?sadDaad ar:dwbe t'=tsrbeac;ntitur 'dhelr(,fic RC oei to leW isd:7ssdaai rrrl.lagpu+dd. me FG9 eal sayfid9Padue iens,�Jsday n,s4sa,:.¢:dcea: ssdMrgsm115efie±stpuuYiGydz 80083 fieisil:ap6aiysym{•seha;ter,tCrostsdrAp isaeikepvFi±rsudidi<!ieest(Psera:tia;(ezauedSdehL-Ex:sxsak?paf;tf9!tPIWSitinerdaearl! yattrd;a�dme.T?FI!€aeseiscespasilJ:!sstal3e'td±Saks;Ce<_ga5ir.,sivwpo;btersilSxslLodeexetmsts 4451iLudeBltd. eivnrse Mv-411e(eeho egad "ail w�Eyo-1 iat;ts hahet le runs 0'" hjt,a is l:JTpr�e in basyur;cs rrns SydcwEs:i.mcr.dnyleilCep. A�m9iM mdinaswees ldiaet ivirld, Fort Pierce, FL 34946 (opyriyhl 010ib Ad Roofhasses-Anlhonyllomba llf, P.f. Repredudion eflhis defument, in onyfaem, is psobfbifed withowhe written permissionIsom Ad Raafhasses-Anlbony L fombo 111, P.f, Job 11 Truss Truss Type Qty Ply Std Pac/6511 EL D A0808803 65019 GE4 GABLE 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. Thu Jun 09 15:30:16 2016 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-86aW IxXrDRgn4mRhYzGwDgzNkgHT51lciXnfn_z8_ 1-10-12 2s0r8 7-6-8 13-0-8 1$-2-4 15-1-0 1-10-12 0- -12 5-6-0 5-6-0 O- - 2 1-10-12 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 4x4 = 3x4 s• 3x4 � 11 10 9 3x4 3x4 = 1.5x4 11 1.Sx4 11 1.5x4 11 15-1-0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP Plate Grip-DOL 1.25 TC 0.13 Vert(LL) -0.00 6 n/r 120 MT20 2441190 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.00 6 n/r 120 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 7 n/a n/a Code FBC2014ITP12007 (Matrix) Weight: 46 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 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. All bearings 15-1-0. (lb) - Max Horz 1= -80(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 10 except 12=-179(LC 8), 8=-187(LC 9), 11=-240(LC 12), 9=-240(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 12, 8, 7, 10 except 11=271(LC 23), 9=271(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-11=-207/300, 5-9=-207/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l70mph (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 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-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 10 except Qt=lb) 12=179, 8=187, 11=240, 9=240. 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 AnKtp • tifne?4at'glpteds+f liL "kl tCSrTItliSE4i"SBs.O PtlE9EESE IFFYS b tOkG6iidS EFSiDk'PJ!E1')A(N50fiiEQCL{i'?ke. T:;dfSe:itsp;fsradLrs trl fnf earn n H,7 irtn Ns�a C�twur�'66jwd'sttc�aayt.Etmla lk: P.Ei:hrzxtS'aLl Oelo-r:nn, 3elLss e"a»nL ffadw tttl:6ssfC Pokteae?slrrJIMAA It nilf,r Mtthuu.IiI Ims tlHjPb;.t,"Ats:J trn/1,DupSL6s In V4nr?0fbtF,6.s rgasnajrz.ynss5=itffirsk tsip 06t1*Ia,S1 dgid,iuf ro t!!,atuihL biftsil Anthony T. Tombo III, P.E. i11 t'ifL!(�51i6ifxtSf Cx�1q F!(G;IISttei$_hLiP.iCau.rr.0tit?S idWM3ytdGRf CR'i SEs. ,i�aL: «dntite;r�erEtr t:nfwE>;t :eitdrrEE.ti rota u'o�a�aLdunln,tfnci�;tnm.ai s+r:L �imLtni E�ns�s�eseExrL;rmdcrra ;; 80083 ' rrctaidbg6mpu mi@thMa, Aaailtssuvna,Et tStlmil¢f{+t�ins ntFetrttsentk:leasiaaxixLtl SrfrfrE!mxfi �tLSr in isftiNRledS[Slwt:LtueuLlta,}ttJyAdm.F?Fl dean deu?LsfSA^t;tddEaLspaslrc,sln.;zu,,rass.tsp@yisnnl tfass ldm+tec Lr,wSxss' 44515t, LtElic E31,td. elhmxli4 III WwrgeddphnrLglreiiasi•sitaki,toeirnP.siytEritta8BtlfnLrail#atfsLsipas;a:`r®ssSr:lewEyittr.eltrMilY.al.k1atibE?tilrasffenlelue!iLtEl.t' Fort Pierce, F134946 (apyripliC2016A1foolbusses-Anlhonyl.TomhoIII, P1 Peprodortionnlihisdorumentda any Win, kprobibitedwlthoutthervritteapermissonbomA-Idooffsusses-AnthoayLtombe111,P.t. Job Truss Truss Type City Ply Std Pac/6511 EL D 65019 GE5 GABLE 1 1 A0808804 Job Reference (optional) A] KUUr I KUJStJ, t-UK I PItKL;t, t-L 34U4b, aesignLai truss.com Hun: /.b4u s Uct / ZU15 Print: t.MLI s Uct / ZU15 MI I eK Industnes, Inc. I hu Jun 09 15:30:16 2016 Page ID:W?quLer?Re?LfzLe98RjH4yHM91-86aWlxXrDRgn4mRhYzGwDgzMUgHA51 nciXnfn_z8_` 1-10-12 2rOr8 6-0-8 10-0-8 10-2-4 12-1-0 1-10-12 .0-i-h2 4-0-0 4-0-0 0- - 2 1-10-12 4x4 = 7 3x4 3x4 1.5x4 11 3x4 3x4 0-0r12 12-1-0 0 -12 12-0-4 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 0.21 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.00 4 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 34 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 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. All bearings 11-11-8. (lb) - Max Horz 1= 61(LC 12) Max Uplift All uplift 100 lb or less atjoint(s)1, 5 except 8=-238(LC 8), 6=-245(LC 9), 7=-170(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=268(LC 23), 6=268(LC 24), 7=329(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-233/294 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) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=238, 6=245, 7=170. 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 ttlunblTEtox^rxxce�jzniw fn'EilQUf DN4E4;iEG�'j,SE�EEt(iaYSd(Qt�D;fl)FSi[SiDkltU!El^,-S(T�B'dtEPENc. 4�itr tri}o�u:etns¢rlrmE aura ratFh':rns Nsi�CnrwiviiQ6}t�3tieRr�.iTT,Tra'm lto P.E tehrtopSi4tktxa vit Qe[rit4anhe tkhirnlF+TTP sslr wrelte�acryrmessT,nEeueamtrc;nPerene aca ImnDrip b*u'l:,3y:cmfi Tct`uvyueuelnr1I2'We,ed1 mr.*M vt'erfesstm�� 4n;rau: atnanzes�,�drr.,�.4rsssdQ toe.-100so:�m-t. iares�pec,oxP_arcn smzumt,,emsiim Anthony T. Tombo Ill, P.E. alrse stNs?nss brspkidzgis Qs mslu;9:�hvllLs C+e�,i3e Qrsdsvr>Bsrudr�dxllr lr'{rg;�t ,r.,ptftsra:v'ga UGYae iE("IN red Wf;",itww'l.ixe}parildtdt:Qadarfietlnv vtlkbakf diaP aP.rt a,a:elwea*�6:us3 sEaU>srisnsPnib.l7d x 80083 hrlriLag6asgxrad(ugvla. Gim7s setnlvrilr7 rs psficesoi racQeadBeP leuyD lSdetr tatsa:en;h'SQTsxl:alhtPl niSKluershsseuEttt tsurfEeitan.RNe.�Pixsse:eswnuiii:-rs ei3ldix al:nrnss Qse ax,.rxse[*x}rrz�en raltms Waatrzam.m:`sss U!.ui<`sad4a:dirnGs6ml admdrr�reievrieplt ei ia0es arebed tit tan Q.sile(gi¢w1i NOT deleanowpe6xiv:ss SrYemPeyi:st<.dmldidiq, kTcgik!hd tnosaenkPaediaTPN, 4451 St. Lucie Blvd. (cpyvig6l d 1016 A-1 RuolLosses-Aathong i.icm6slE! P.F. 9epr'7dndien an§is dutomem, in aor Imen,is pm6i6ited x;1GD011iFE WriRl4 p£r0i1SS'.00 NO; A�l t00EL015M-A111AOOY L TOOd10III. P.P. Fort Pierce, FL 34946 Job rst Truss Truss Type Qty Ply Std Pac/6511 EL D A0808805 65019 H C4 RAFTER 31 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. Thu Jun 09 15:30:17 2016 Page I D:YwMtazYTmRGkHb8J_pTy?Kyn003-cl8uzHYT_lyeiw0u6gn9ltW P4fugVOIxBWDJQz8 1 2-9-5 2-9-5 0 m 0 2-9-5 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1..25 TC 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/TP12007 (Matrix-M) Weight: 4 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5 oc Standard purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 93/Mechanical 2 = 93/Mechanical Max Horz 1 = 39(LC 8) Max Uplift 1 = -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 whgn 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) . 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 100 lb uplift at joint(s) 1, 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5arshq rltest liwaes3gseidr tit 11 WC,FRUSSTS(7EIIFYTAR..""ll ASDkT.TOQSS NSf091't,t:t5:Ok0i4 �EWfMr lom. rriFq deti5tqummrs�ad ncdnaL•snius insiGes�gs taviaq;IgO}vAfitW I l.I.kti;P.Lld..Shxtbdvt LUelnstr!ttviufin2nl:t iPU,ad7 MilehtsuMnpmes sbsllks!1hr Ct)CDpla ntid. Aso Ross sqe TrintrQ.e.; Sgeiebq Erq¢to; rnsulnesglDDrryastenmmegla:edge gnMsisnlnQrxpisq nsgse<iiildr'as lEe des¢s sthsrgl!Lss&glclednrn IM1.4t eslu1.14. idednigs esu¢gaeu,lsai>eg neianrs, ui2ld,ry Anthony T. Tornbo III, P.E. udestdndlcssdc!mGild�'q is tle asgrsshildddti gnes,B:Oenisefitn:!Ao;+atadt4iHiy besivea,6�uriestel lSe nT.rie lrC of Belammlafdr�uh sdTM4.11egprnddlkelObdm6di ese tine T,ss,a*h;l,.ky: xrom!, kAll in odWargi 7be;Een.soxi yd 88083 ' d¢bA:daq gesg7lrerA(sennla.2l er4ts sd eA iaftt lCO wl lt!prmrzsad pilehns etlhe Feild'nq6¢qea!sl Sel!¢'alawstin;�l}qulis!�}b)1flwdStQen ulntaed lx gtnnl gsidna. Ril ee5rcs �e utgcnsfASHn a9dAxs of@t lrnsDNuet, inss Cts:gshgmsti o:A lrf;s Rmdsdner,m'ess 44515t. Lucie Blvd. s�u�rNedthsedhy aLalradsgrtrdogn is xnesgbr r0 gtsaeslnalud.TS!Tnst Posse ieginerh figl"�.+Ssdiuiq&slge!r.arinss Sgsse¢Bghetrdas}bsf'4®g. Allnpnlredwais war ddaed ss 1161. Fort Pierce, FL 34946 (upyrighi02016A-IhalTroses-AnthonyLIamlmIII,P.E. Reptodufflon of this ftcmerf, in any form, is prohibited willmul The wrifien perminion from AA Rool Trams- Anthony I. lombo III, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D AOz308806 65019 HJ2 Diagonal Hip 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. Thu Jun 09 15:30:17 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-cl8uzHYT_IyeiwOu6gn9ltVWx4emgVOIxBWDJQz8 Y 2-0-12 3-3-9 LX4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.00 8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 4-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (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 3-3-9 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 = 74/Mechanical 2 = 317/0-7-6 (min. 0-1-8) 4 = 33/Mechanical Max Horz 2 = 88(LC 4) Max Uplift 3 = -53(LC 8) 2 = -251(LC 4) Max Grav 3 = 74(LC 1) 2 = 317(LC 1) 4 = 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); 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) Concentrated loads from layout are not present in Load Case(s): #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #12 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; #18 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right); #20 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int)1st Parallel); 421 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at --lb) 2=251. 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) at 1-4-9, and at 1-4-9 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: 1-3=-70, 4-6=-20 PLATES GRIP MT20 2441190 Weight: 16 lb FT = 0% W.fil-rlase Iksacptlp!nitvhr'A-I ADfiI SS(S"SEfIG'�6EXl5iTFISISA(Bk?IIIBASCUSpOMI'BUtii';A',Ap98't.."EAtfXI'ttrs. lxitrdttlP paetxdntm8ttadwhswliisimsCts� wnp;tUCi tdtltAtlhrp(.leafsl:l;p.E.ltl!srs;e55!tne!rte rt OnlntUflsriu filtt vt lle tUp,aoVt A'alekarseCnp:mess4ilthentltmlkRDpksnlii. AstlntsD:sirt(t err;Le,Sg=.atApEeptarl.rasalaappDDrryauetrom!epealespnepre!etsunletgaanpttga!Aihryhrfttksp�tln:s palttssk;aNtettelDDtul.nlalnd.ltxdesgaatmgiea;ItttagnNitias,tnrtlu,q Anthony T. Tombo III, P.E. a4 to d1islress!a:m48enp It Be rtpssJildpoli Ona:MOrnitoA'ansd opatmdekAekrempttr,hMoxIWAOt U[:gt13Ca18t luo'�Jirtg ate mll?II.@e!ppno'dRe lUDdrtefieUrts ellie firsts, cdetiyeetdfsbre4!,Isthltetirsst6trtocy tie8ktieat{msdntpsf 4 80083 IEz k4A:a}Ctsiprlerd(woeJsr. tO tUe. sd edmRe lCUwl pt pxtiatml ptileliradtix leiNur 6!xputd Sehlp ldamCut([Cliptklitt.Mlp lH alSA(AneleMn:NMptesnl p+idam. IPFl h5as5t!tgatdNititt uldA�etdl't lmtfisslpe, llsst cte�ga'spae�wal�;surt>rt�r.,taa:as 4451 St. Lucie Blvd. e�:: nite{eheti 6tofid^Ma�erd ryal la trriliq Er to pertiet lnst!s1..To ian rvAp I"" is NOTt?b�ltpNslg?!.a last Sptlt.,Inf,fal deq hildal.)9 uIiMid-m-lis ilia 1?S34 h RN. Fort Pierce, FL 34946 siCopyrighp!02016A-ItoofTrusses-AnthonyI.TombeIII,P.E. Reptodurfien of this domment; in ony foint, is piobibiied without the written permission from A4 Roof Tresses -Anthony I. Toreho III, P.L Job .� Truss Truss Type city Ply Std Pae/6511 EL D A0808807 65019 HJ3 Diagonal Hip 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. Thu Jun 09 15:30:18 2016 Page ID:W?quLcrlRe?LfzLe98RjH4yHM91-4VhGAdZ5124VJ4b4gN IO152hhUz5ZyevArGmrsz8_Y 4-2-3 4-2-3 ZX4 11 4-2-3 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.01 4-8 >999 360 MT20 244/190 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 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 18 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 4-2-3 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) 3 = 101/Mechanical 2 = 359/0-10-15 (min. 0-1-8) 4 = 43/Mechanical Max Horz 2 = 101(LC 4) Max Uplift 3 = -76(LC 8) 2 = -281(LC 4) 4 = -1 (LC 8) 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 wht!n 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 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=281. 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) 55 lb down and 16 lb up at 1-4-9, and 55 lb down and 16 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: 1-3=-70, 4-6=20 terthg tlness Mt>na!dT re.isv he'bl dOCFld4s58"SEl(Ei'A 6Et9g!IEWsd(Og!df10flSO1S[0!1r[Or3';d(�083E[lFMI'hm inrfd desiga gu.udasrdtedm!esr. tan cress uesige(1a>iiagPOC}sr4tleddlecT[.les4+rd, P.E Inlnsse�htetDe!mtme. 9ehsseli VS.shhdnle[OD,oair GLaRmau g;nrsoml�.redhrnelCohls nrgd. dsnlr«t oeuge&auer{u: s�rm[,pm.% ne url a mmu:rgr,srru.—It eetragr wn[rr emsrr:[Fr�ndarI. at dern�[wv*T;r:sh�rdn rW roo ulr,adrrtna. N desq. Melon." I'" na,h:u,,"nsdl Anthony T. Tombo III, P.E. md.uapislrvss!am[,a&rgisnruspmkda(dtuonu,[t:ondses�ui:rdng.,raran[,�iengoe;mu,e�noneae[nel[Lnea,ntm[eu;[eldvqutenrat?t-[.I1.q.,rdd1hluo on[ur[iru.ceel[xrucs,e��i:ngtmd!sy True,ismw�uodGnnrgs�aate�erer�.ua<rd T 80083 nzradaggnpven(uNerhr. YIeHe;s9oAie1[eiCUnlnepa�stsmdpllelim.F[xlsi!dhgfemTx.nSehlrls'a¢rus.(lNjf.'disEtf3Jiflw[S[(ipere[nn;Micr;eornlgaUnn IY;ride:uzs'herrsgran3i:iAes¢ddausdlhehessUesieetn,Trans:esga5ghrr�maTre;su,or(unnr,u:ess 4451 St. Lucie Blvd. n".rise dehsed tra(ntrcnagru7rpn is wntlq[!nllgsr0esinalrzl.lk[nost Oesipn[.giaexis eClS.ddiag ksigur. nr lnssfgres[sghnrdaq [ni9og. Nmjre'iI¢dhensmss d>lhef iefFFl. Fort Pierce, FL 34946 ropyrighlV2016A-1toolTrusses-AnthonyLTomboIII,P.E. Repleduaiononhisdoromeel,inanyloan,isprohibhedwithouthewiOdnpermissionfromAARoolhasses-AnthonyT.Tombo111,P.I. Job Truss Truss Type Qty Ply Std Pac/6511 EL D AO$08808 65019 HJ5 Diagonal Hip Girder 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. Thu Jun 09 15:30:19 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-YhFfOzZjWMCMxDAGD5pdglbmsuFplPu2PV?KNIz8 Y 3-11-0 7-0-2 3-11-0 3-1-2 1.5x4 II 2x4 II 2.83 12 10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0:65 Vert(LL) 0.22 4-8 >382 360 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.19 4-8 >445 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/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 4-10-15 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 = 180/Mechanical 2 = 515/0-10-15 (min. 0-1-8) 4 = 74/Mechanical Max Horz 2 = 186(LC 22) Max Uplift 3 = -214(LC 4) 2 = -524(LC 4) 4 = -109(LC 4) Max Grav 3 = 185(LC 35) 2 = 516(LC 35) 4 = 109(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 ; porch left 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 100 lb uplift at joint(s) except Gt=lb) 3=214, 2=524, 4=109. 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, and 120 lb down and 116 lb up at 4-2-8 on top chord, and 114 lb down and 16 lb up at 1-4-9, 114 lb down and 16 lb up at 1-4-9, and 21 lb down and 19 lb up at 4-2-8, and 21 lb down and 19 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 10=-12(F=-6, B=-6) Load DeB. = 1 /8 it N co PLATES GRIP MT20 2441190 Weight: 27 lb FT = 0% ' 1!iieq-Tite!e IeulgNy rz!inrtit'!-I mgElnSCij SFIla}; 6FNOdT 1E111S d (Ok'YI103SNSTOHf'6,i'd^ A:tpOiS•.EC£YfXP 1im. TfnT(EfflSi E000f11t39PC i!YEGI!tS ftrYS T@SS Lf Q'I 4YIflr PU.')REiEe IIII!i) I. TAmE o II; P1ISI! ., 5h?f L1 6:L VtI!SSt!Eftf`Is!!hI!2 iS III TIC, If kiTfY!FeeMl/f!ress59lr4e usll lm Ro-TCDr.I!Itai,d3lTnSS a!!yt[r�ire!rQA.,Sf!oll¢EgiENfy l]t INI i11[YICCnfnSEtll tBlElPIAitAftl fllrtSSIRSItE�4NIIE itfrit!IIIItlEfSf Ce fN��st sm. Ti.sseeputaef aetauf>Ir.IttPla. Treafsgf!sstapinfs,li:agillMau, widday Anthony T. Tombo lII, P.E. aalmdgislms mkildFdhBEi!iprJRatfltuOnd,It:OneiieAa;!r!log:eutlfaIII ltE,S!IEEoitltllieit;idE;utradl?II.ntyptidifhflOD.Jln,ddimdlit Tms,W-6,;Efa3!apsurne,haftufudWogva3ltth-srwi601If �80083 ZtIL2EN�-11 tSirC:iMEJ9CClidf. Clerks SAM.11I TCCRE ne prdoresualI lda's If it WAN Urrim--MIT Idnatnit M1L�If1Ehkdrr III ort SKI lit llMpTd lGi jlLfi!1 piAtt. IPi-ILA`S!eSet!!t5fttn'Ai1HtSWAA�fSA RQ ISSS Cf5lltff�T!CSSCtr^dS EBTi]eN Cd ItESi i.'rulNhda,+n�ei5� 4451 St. LUcle Blvd. otti!nhelrheed byaCl!t!edaf!eed�>in iE tmoq if la fnfin im!laed. IsaTn s Nop E p,ff h 601 kr°adl; Dtup!i. er Wi SpI m Egiieii Ornp i blq. 10 raphil dxm nsu d:fa! M111. Fort Pierce, FL 34946 (opyrightV2016A-Ifoal Trusses - Anthony T.Tembolilt P.E. Reptoduuionofibis document, inany farm, is prohibited nirboulfbenrinenpermission fmmA-1Roof Tresses -AulbonyT.Tombolll;P.T. - Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0808809 65019 HJ5P Diagonal Hip Girder 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1.5x4 11 2x4 Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:19 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-YhFfOzZjWMCMxDAGD5pdglbmsuFplPu2PV?KNIzB Y 3-11-0 7-0-2 , d Load De 1/8 i1 2.83 12 0 9 T1 B1 10 4 7-0-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.17 4-8 >503 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.19 4-8 >445 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 27 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 5-5-11 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 = 180/Mechanical 4 = 74/Mechanical 2 = 51510-6-8 (min. 0-1-8) Max Horz 2 = 142(LC 22) Max Uplift 3 = -142(LC 8) 4 = -93(LC 4) 2 = -380(LC 4) Max Grav 3 = 180(LC 1) 4 = 109(LC 3) 2 = 515(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh8n 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 ; porch left 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 100 lb uplift at joint(s) 4 except (jt=lb) 3=142, 2=380. 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) 52 lb down and 58 lb up at 4-2-8, and 52 lb down and 58 lb up at 4-2-8 on top chord, and 104 lb down and 16 lb up at 1-4-9, 104 lb down and 16 lb up at 1-4-9, and 14 lb down and 56 lb up at 4-2-8, and 14 Ito down and 56 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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=-12(F=-6, B=-6) W.q- Him A."eJT«ti:rne'1-I IN At Felhq I.T.m II, K6lneea %«t & me gel«selhtvi«fitre «Iks IDD,mlr Bllek«rrMnreRs vaiVSeasel hrUel[Uple nil lssTnst Oetiie Eea«et1e,5y d7Egpett;he udune iDD:gse«mmra«pla;esfhrsdessis«I eeQ«Mq«sn«ifAUT!s en rsipoFRese�nT«sseey.ntanue Tno olr,tvs«Tna, Tee aenp u«nTmtt, t."adanet, wkidj Anthony T. Tombo III, P.E. ed.,td Ais Tessbs eq kileiq is 5engnvrilBr d he 60 Cast, ,eftiiil:nwdtWe.set:pg,1.6-«umdn;uI,At3f«In;1t«I��off tmTm 1. Betopeed14TOO ed.1 Big.,, As r«et.m.myt�,r�: sl:q."�nArn«s inning tea wAtrist�realy if 80083 ' Czrri:d:y.esiQt:,ad(eo1Nn.tle«,ts:teAicRelC6eoepeim9ires:•dpsilelise,eFhekil(isglt"Txa-vISsl9rlCwsri«iELI)poli,teS�IiteeeSt(Aue«Inp;edhage«nlTeiBnce.I1;-I teSresl6e,ez1.0.ifiescrI0.3eAtPus Uesignt,i"iDogsi pith i;,um,fula«'Wess ' 4451St.WeieBlvd. s3inin(d"ed6Tv(nae«Ia3,geA qae is xntiq kr dErsNnimlr.(. Tie last&9;s iyisettls XOT3g 4+tlLxl rRd;."t.trinst STstea Eoliens dm>TNep. All "�(mli«!M"saas l:(ual islr4l. Fort Pierce, FL 34946 S (npyrigM©26i66-Itoolimsst:,-AotholryLlbmbolll,P.E. Reprocudiena} this do,emenl,incoy form ispeahi6iLdxilM1onilhexrinenpnmissionlromA-18aolimssas-AmtonyT.Torch 111,P.L Job Truss Truss Type Oty Ply Std Pac/6511 EL D AOzi08810 65019 FIR Diagonal Hip Girder 9 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. Thu Jun 09 15:30:20 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-Otp1bJaLHgKDZNkSnoLsNW7xmHbBlr8Bd91twlz8 Y 8-7-14 8-7-14 1.5x4 11 3x4 = LOADING(psf) SPACING- 2-0-0_ CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 TCDL 15.0 Lumber DOL 1.25 BC 0.41 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-5 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 = 267/Mechanical 4 = 119/Mechanical 2 = 628/0-5-9 (min. 0-1-8) Max Horz 2 = 166(LC 22) Max Uplift 3 = -230(LC 8) 2 = -452(LC 4) Max Grav 3 = 267(LC 1) 4 = 166(LC 3) 2 = 628(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); 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. 2.83 12 IE 8-7-14 12 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.22 4-8 >463 360 MT20 244/190 Vert(TL) -0.41 4-8 >252 240 Horz(TL) 0.01 2 n/a n/a 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=230, 2=452. 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 86 lb down and 102 lb up at 7-0-7, and 86 lb down and 102 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 26 lb down at 7-0-7, and 26 lb down 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=-55(F=-28, B=-28) 1 1=-12(F=-6, B=-6) 12=-41(F=-21, B=-21) Deft. = 5/16 it Weight: 32 lb FT = 0% 5rriq�nfeie Rnnittyrfff:.Nr•b��PrllDssnfaushslDnsuuwalopt»nessmsroaflrrr;alenDmrl�s+EMrtErr�.lsrara:islnEanE,s„lrEoa�ESEEms rms:eEr�ar�mlpDr} aDelE�lrr�T.Tp:sEm,F.F.i!InnceSE!el5nenaa DelneElknviu fileinke IDD,mY} I�ITflnintlll!'0'ei 56rsl14e stel lrl RflCDWk111D1lSITIffi Dlillt FtJE.ti!IIR..SI."iIAlFElIEtPip 1]t!<IIOI IFi TDPfq!tnt4 tBWl,M9(Pfll'd �f0!HSiEgIn PJIFlfnl4e<IIiI:IJB!tehrlll-I. ite Ats4a r!unllins,ludgnddlEes, uinlry Anthony T. Tombo TIT, P.E. asl.s!JSislress!aullEileulls Rein7fiiJD3rdld!Dnn, Re DrurietifruA c}•mwflediltu-1 DesiSen,bR!aNertdGf lt(,ReRF nl Rf lfm' fLrgnhiEtlrld.11egpeid rfRelPPnlrrrhetd ne Ellh?—,mM.;knln *rf!, h;RlfAirt m'lrfmy {nRkm!nslwsn.'ryd n 80083 ' RelAidP!"vef!'}'1!fHS6A1ipIN.ialesiq0inafEDniIke lrnR[439t1¢Eiltlnfft!(NIEDInlh!il&T!EISEI:IIICr¢slim![SrjlfElntse>rIN%Iltue!ttoxedh!gewdemila211"It!firesIt' �f,lwnr�!innwaae:saralm:Dfsinn,nnsDss�,hPnermlIwR.Oermrorers 4451St. Lucie Blvd. e",++r. ain lehrt11pa6fhAulnel,?mMw!iUil6rfltivrttetinfli:✓. Ih Tnn[ssl}sulia!nit liDlRi°�lfnl Drsi�!r.Er inst Syste!aEelueerdatJ laildal. fll nlP.a'irWnmsfn of d?fa?l initid. Fort Pierce, FL 34946 lopyrijbI D 2016 A-1 Ron! Tmsses - Anthrryl. Tombo III: P.L Reptodunion of this do umert, in onr form, is pmhilihed without the written permission from A-1 Roof Tresses -Anthony T. Tomb 111, P.I. Job -t Truss Truss Type Qty Ply Std Pac/6511 EL D A0808811 65019 J3 Jack -Open 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. Thu Jun 09 15:30:21 2016 Page ID:W?qu Lcr'?Re?LtLe98RjH4yHM91-U4N Ppfbz2zS4AXJfLWsSwjg D7hOVmIOLspUQSBz8_YI 1 4-0 3-0-0 1 4-0 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate-Grip-DOL 1.25 TC 0.22 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 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 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 = 72/Mechanical 2 = 255/0-8-0 (min. 0-1-8) 4 = 31/Mechanical Max Horz 2 = 102(LC 8) Max Uplift 3 = -57(LC 12) 2 = -183(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. A, 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 100 lb uplift at joint(s) 3 except at --lb) 2=183. 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 triurtrsy-rteesf IkaPy!!y feti:rrzP'dI3ACr1PL'$S:S� illt0'} GEXOAt iiW1 A (9krlliCrSNS10'A(B7Ci'; A(niPfl_:):'riifRr 1{m. reritddtfip yaOmRlii vd tfd Miff MrSyf rRSi'4'ESI�:(i91fyPOCiQdif2Atlla>J 1.IPxro il; R.i:yflPffxe<.hfd adalf PIG 1)dllSdyftVlf! NIld a QI Na. M7 4'ititftrxan y!aes sidtyenellntlelCbn St nhl. AstynM Ossip Gams:l.t, Syf5e1¢@petdsiesnluny lDD;eystsftpmmeytm:ed«t ysahstimletyictahynlynnlddytnRe ies!pdCP styPhtss kylntinrte lUD adr,nln yPN. IRedKiyamnrtpfieK,Irsb�nNAins, seinlduy Anthony T. Torotfo III, P.E. mdlntfin,I,fPrlmlfalinyIsflrrsynlilJdddMt6ua,If�OsfatitoASul:do3atwtlPlflleuyOKma,© ud!dd❑elrr,5:Irrnd ,lfm!h,*uh.01.1.F gpilda,TI)DWay6ddKldlSehrs,ixi.dsfgFsd!a}tY�fye,li:nllernPsdlnoysn9k7errpmS lyd 3 80083 @2 {A:diOy "uPit-^.J".i Ud14ii1[UN. ulliAK S'�P-016 Rt 1�{P+d ill rlp01Ri 98i 8tidtllltl iflit{YIIdIPy IfRIP'Bil$ilth ldaaPliK;l61)rfMis^.dBt Ifl MI SllA nPldermrlfayertN ylidnm. R116fies S?Itsjun3i:ifitf or9 dries al lta tress UPsieea,IfasS Lffp14yl11n c11msf NMtlallarySartsf 4451 St. Ludo Blvd. 6nist dehid h aiPnlfsalayadarni, ahl If ill flNes imil'stIll imss tesip Elyilals Kul M Min fnsipM,a Nis Systabsi ldoay A,ftj. All tifthe!'ems teas Ifto 1041. Fort Pierce, FL 34946 (opyright(tDtg16A-1Rooffmsses-AnlhcnyLlomboIll,P:E. Reproduction of thisdoamerl,inonyform,ispfohibisedwhhootshewtiti npermissionfromAdRooflresses-Aellony1.comboill,P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D AOB08812 65019 J4 Jack -Closed 7 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:21 2016 Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-U4NPpfbz2zS4AXJfLWs5wjgD7h?SmIOLspUQSBzB_YI 1 4-0 4-0-0 1 ,-0 4-0-0 ZX4 = l.bX4 11 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.02 4-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 138/Mechanical 2 = 303/0-8-0 (min. 0-1-8) Max Horz 2 = 120(LC 8) Max Uplift 4 = -76(LC 12) 2 = -200(LC 8) Max Grav 4 = 138(LC 1) 2 = 303(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=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 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 100 lb uplift at joint(s) 4 except (jt=lb) 2=200. 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 .It, I,mzl•rrios:?xo ydptvriar IWA-i IOf ppiifS;'fft:i9"#RsiDI 1ECUSdCowrtS umu"roirjim.9<'imittirhr. n. Tvih fiiipwImttet,AdI dsrtnn Ais T:nn Cwtp 111..ri:6P)!I'At kaka¢T,Il;,h1a,P.Lr fvlsoeSi:d)dmlgt, UeIV, S,!W*jitde":I'NIa04T10, off wttm it lit e.y c r �t�alce<t!!s¢Tsa¢'.it�fOS Aisatp/Fi65tS}94IH]tt:¢662S.RrIfStd �15 5 '.IOSGI 48MI.O/IN,3fJTFIlitfisISISS631vRGiw,3EtlIRC,SIN4 ra Anthony T. 80083 Il<, P.E. vlr,!lfdis irnSlma}ra'.�¢isft!!!s¢ee;3drll daoax.�,Asoa*dsaldlrJrffillMEs_'La¢PaSar.,utas;le�efdketlGhelr(usl�Imlin':¢ag�elcalirFl.latr7¢re SlmSll:CaleTRlllnldlSa TSnS,uJctil73t�isg,shiganttansvA&ma7ScpSltttn r ; 80083 ' rX r11V4rlktfpv�3#du, lon", almlb: rvo stirit!ews Rl rFlid",Rd1 r@J1149I6ki%IOSSC[FI<�.l3ZibLrJ1 :"sYI ar INd SM asnitlMdi,,.¢l4NlS¢91EII Tki dtldkl M:!?,eNISIML'Fikti¢Ati34 iT'S3TttSii�l:'�', 113if fi34¢t it¢U}lt NJ itn]¢dSd16Ftt,Wlltt 4451 St, Lurie Blvd, 6--*464 Ito 6snml!¢aelops, I m'ilr kyCipfis hul,R is:Inns onslp 4.e is Not 14wil'e¢ ontpm,w inu$ilem(gW.. tl.!Wwq= 41(ti oUuaxms ml n fihd io 710, Fort Pierce, FL 34946 Cnpylighl ").P016 A-1 Roc)1lusxm-Ambooyf.iombolll, P.E, gepsodudion olthis dommo, imcnirion is Fohibiled uitbnunbe Wrlrlen Perel-s ion bom A.) IOolbasses-Anlhooy I. rombo Ill, P,F, Job .; Truss Truss Type Oty Ply Std Pac/6511 EL D A0808813 65019 J5 Jack -Open 8 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com -1-4-0 LX4 Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:22 2016 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-yGxnO_ccoHaxohurvDNKSxDID5FpVldU5TE_dz8 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0. Plate.Grip DOL 1.25 TC 0.58 TCDL 15.0 Lumber DOL 1.25 BC 0.46 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014frPI2007 (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 5-0-0 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) 3 = 127/Mechanical 2 = 361/0-8-0 (min. 0-1-8) 4 = 49/Mechanical Max Horz 2 = 186(LC 8) Max Uplift 3 = -163(LC 8) 2 = -418(LC 8) 4 = -76(LC 8) Max Grav 3 = 130(LC 22) 2 = 361(LC 1) 4 = 77(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh0n shown. NOTES- 1) Wind: ASCE 7-10; Vuft=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; porch left 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. DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.10 4-8 >606 360 MT20 244/190 Vert(TL) 0.08 4-8 >713 240 Horz(TL) -0.01 2 n/a n/a Weight: 19 lb FT = 0% 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=163, 2=418. 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 5amrcf dleele dumfnyeriertie'ld iOGF121iSSSj ifttff'j, 6EXHAl IFWSE(Ok?{fIC3St9S(OU lluf l'}7(Nq(<,SiifAlLMI'INa Yefd(desigt faomhrsmdfnlmksnfils ifoss6fspi Creviar;(Ufi¢dfte6flkfr,,I.toz"akt;P.E lel—t9i>.etborem!Mf k!Tea!Fsxx6!f'tRssfdl9easll IN delGOtthnal. dstTnllAmpEr.+a•.r1.e.,SyEadlyfffiFeNh tB zednnriPDN(dusts tnweyta;ef7tterrr<e!dfnl Npunfirzgeuiilldt'�!Ittits!pate^ssp:ln:s hgf!eiuQe lD6 nIT. n9erT?II. TtedWpssualnus,k,;,gn ideas, umbily Anthony T. Tombo 1II, P.E. dmtdllis lmssh•.gtedeq is de nspestildfdbe0.",deO..'sAr,4Ft. it161iNf6mpetide ufkd , d let of, riER6m fmdflt6elduuk66 m1 f.911-1.R,gpd0!7FeyN9,, t1th Tr>ss,od,igtsafhog.sWge, hstsdehnssdln.1 sW lout uspuddtycf 480083 ' CeGd:dmfCeAxeteid(EMte!N. F:InffssEtedlentlCUandRepm7ifmmlpiltiiFmdlitleillbflfofaedfd!lyldrE:EM1FeiIL<Ijffni1 9f1noElSKAnetelnn;edlrfFaenlf*ilmn. IliddESEEP!tteF5pa9'Anlleltfat)rhdllSltElldFSllefl,TIV1Sef9fayfliefld!ATmssfnadallier,sn4sf 4451 St. Lud.131A. F'b!Pntle ddNPtlyafFrefllafiFlitd!th Milhif to Fd fFfllmlmdlll. nFTlaif fYfip fl]INNTs R0d9: uFddnffeslfE•.f. er Tnss Spde�(afheudwy ieiHls} Alln7�tiitef eras teem d4e,dfe TIN. Fort Pierce, FL 34946 (opyrighl02016A-0RoalTosses-AnthonyLTomboIII,P.E. RepmdldiOUO(thisdofemeal,inanyfoo.isplobibiledwithoolIkenrifftnpermissionfromA-I Roof Tosses -AndanyLTomb 111,P.t. Job Truss Truss Type Qty Ply Std Pac/6511 EL D AO$08814 65019 J5P Jack -Open 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. Thu Jun 09 15:30:22 2016 Page I D: W?q u Lcr? Re?LfzLe98 RjH4yHM91-yGxnO_ccoH axo h urvD N KSxDJJSGD V Id USTE_dz8 5-0-0 - 5-0-0 ig LX'e — LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 4-8 >654 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(TL) 0.08 4-8 >781 240 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) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 127/Mechanical 4 = 49/Mechanical 2 = 361/0-4-12 (min. 0-1-8) Max Horz 2 = 143(LC 8) Max Uplift 3 = -110(LC 8) 4 = -69(LC 8) 2 = -347(LC 8) Max Grav 3 = 127(LC 1) 4 = 77(LC 3) 2 = 361(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) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 3=110, 2=347. 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 tW,.iei- Meese tlengtdssnievlit 'b1 HIDi1H'Srs4 SFEIEd'¢ GROW IRMS d(DkLtiDDs ctsiors ArdoracRSDP it.-Yrdfiopr..,hit.1 iso3alescards rotor DtsipOstrom QD[)"datMint Lhiso11,H.1eln.:tihniWas VL Od"sdiavise mitt to tit TDD,sol INtei aerzctni`der shill he ;;I In ruEllubulik ktinssOnip EesMix";I.e., Saxtlelnretaea;,la red et en iDD:e{u"mmmtffete rt6eire'.essunl ngcealt;noinsillDgIs, tkdnpAbotltlossdepMNndtlDD td;.So*In). i4 snip uuopwr;tawq ue{duts; mnlddr Anthony T. Tombo III, P.E. elut.1this lnssso. our Wool Is tit nsrusAilot or1.0.", or 0nvs eAAui:edat.trt6, ildarkipir,uue adwef No ltt,orX rodtit luoll hIER is.4111.1 raijFt (tide IDD nd al Not est el tie ina,adoda;Ittuoa}M-cf0sh1uhn udWonj Sh8leuens;m6flj of =80083 Dtdd!d..+OtsfPr. d(aeft0". Lie"cord aA ie ae@D rd rupatiasad pildnndhe deil{iq frxiaed Sdel;Ida¢ttin;[Lljptiis!edylfl nlsK: at nhrncNkrpe"Optm[ 6iIdtfittsSetespetlH'idn es4d esdttr rrtn Oesipty iiossrxrp 9tnen nr1T.SRndanra,deSS 4451 St. Lucie Blvd. f':fti1r!{trl[HE(tinlfrfl0tffed'JAi1n MllUri hrdl i[III14161JIilI. To,firms DtiipEfuer is hDlw:s.adtirdp_r."Toss sine. foram daq emuai. cal ntro°iredmnstnndetntdianil. Fort Pierce, FL 34946 (appighr72016A-Ifool Tresses -Anthony E.inmbdlll.P.E. geprodudiandithis ddccmerr,indoyfam,ispruhi6Uedwilhoutt6ewritlenpumissidniromA,lRo-dtBdssas-AmlonyT.lom6olil,P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0808815 65019 J6 Jack -Open 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. Thu Jun 09 15:30:23 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-RSV9DKcEZbinQrTlSxuZ?81U5VeUECteJ7zXW4z8 Y -14-0 5-10-0 IN JX4 = LOADING (psf SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.57 Vert(LL) 0.06 4-8 >999 360 -MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.09 4-8 >802 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 22 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 5-9-8 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 = 149/Mechanical 2 = 40710-74 (min. 0-1-8) 4 = 56/Mechanical Max Horz 2 = 160(LC 8) Max Uplift 3 = -121(LC 12) 2 = -241(LC 8) Max Grav 3 = 149(LC 1) 2 = 407(LC 1) 4 _ = 90(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 100 lb uplift at joint(s) except at --lb) 3=121, 2=241. 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 '4eEie9'Ntes!AtneSJy!e!i!wfit'bl NArli9SSES{fEltO.}:6EpEldElOYSd(OET.IIIf9SWS1O.9iRVfPjd7J1OiYEK4NiiIr lEm Yrty desige paontler!�ad nelw!tsnlvtrresa�uig72aniapOU[}ExAtltltlker7 LTen�ll,P.0 idnm:e$6!90.�!ntu!e rkltasuL!rise shl!lnlh IDO, ae:3 WleY nusEUr p:cea t4dt5e'+s!llEr M1tICDnAs ulil.Estirtss N!sip bartal.e.,s��A!Iq EESuret,lasedn npIDDrryr!sms ncaept>Ked6e pdenimlttpuwiEirniutilllAyMB:its:�rer!rssap±L ss tepietrnM1!IDD tilr.tElni?Id. ikedn:panurtpnna, lEaer9 nefAins, nirtl:Wr Anthony T. Tombo-1II, P.E. tadsst ltm lrot16Ettr Idling is SSE rEsp16sOildydam.On", lA c—'s 9AAi:A4rpev 6r b" ed"". IA. UEleddtSe 110, OfnEAtlfl0.DP:IZ1gut, liJln I-Ngpn\TARt IDD.i to Ntlici Ilhhiss.auNhigE.,14EY'LS!. IEmlle!in Ee0-9 M khraImiiitrcd 3 80083 ZtV.Wh;S,l � d(.oldss.11'as,sa'A@IIt ILU Wlhr knfi"E.6161,1iEPSON10lrnrll.W.4 searI9—ft. �CI�rtSNSRSDj In AI Sri.," oo'd IH P-1 pedI .IPi�IftSI@354E!SpF81lh`.IMti R4 Dl1�lS OI Iht In1f O151ttf!,r!RS.fS�ja:tplltti 6tl lfPSf HliflillCEtf, fti435 4451 St. Lucie Blvd. .!N r0.lhsedAya(aotmtaped4nisw b,jiseilje itsiurdst1. TW.%ENPEdisrerisNOT6sralIMftsip!r,erInsssydelEapwdolliulibp. dllopi!e'iariz�msnsa:ldaEEis1lEl. Fort Pierce, FL 34946 (epyrig" 20166-I loot Trusses -Anthony T.Iambo III, P.E: Heprodudiaa of this do(emeet, in any form, is prnhihBed without the written permission from Ad Root Times -Antony T.lomho III, P.E. Job Truss Truss Type City Ply Std Pac/6511 EL D AM08816 65019 J6G Half Hip Girder 2 i 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. Thu Jun 09 15:30:24 2016 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-vf3YRgdsKugel?2EOePoXM Ijxv?JzdnnYrij53Wz8 1 -1-4-0 5-0-0 , 6-6 4 , 1-0 5-0-0 1-6-4 0-1-12 - 0- 2 5-0-0 4-104 6-64 1-6-4 Plate Offsets (X,Y)— [3:0-1-4,0-1-121, [5:0-2-0,0-2-81 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.04 6-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.04 6-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix-M) 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 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 quide. REACTIONS. (lb/size) 5 = 399/0-7-4 (min.0-1-8) 2 = 454/0-4-12 (min.0-1-8) Max Horz 2 = 145(LC 19) Max Uplift 5 = -399(LC 4) 2 = -439(LC 4) Max Grav 5 = 399(LC 1) 2 = 454(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-360/281 BOT CHORD 2-6=-300/291, 5-6=-319/305 WEBS 3-5=-486/507 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); cantilever left and right exposed ; porch left 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.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 100 lb uplift at joint(s) except (jt=lb) 5=399, 2=439. 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 loads) 204 lb down and 275 lb up at 5-0-0 on top chord, and 53 lb down and 128 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 5-8=-20 Concentrated Loads (lb) Vert: 6=-46(F) 3=-140(F) i5e:sie;- lhese&mgEd; Jeett.he'1-I IOU T1 KS(3ESLEIp OE011IIMS A(Ol nels(USSDN(V0jAMOW.Kaur hest yettdesip lanatle5m9 nal"nsu rsis lms Cs porviy(IDP).40,k Eee) T.balm ll, P.E ld"t e Slite Wreak Uelns[l nose shed a tie 09, a ly L� 1JTlYffeLhle/T.CPi 599II Se YS3IIa RETCDee I311DS. 1311reee D!SIPe Ee5iR!fp.e,SP!.1'LUJ EETIFlN1�1Y Ee1(Be 1E11DDfl;llSftflm WePLR(C EIne Pfl(lleliRllly�t0H11{Re;ieflLllll/MIIliE5;00EC4 tAS1!(IISSLePMedNne lDD4fIJ, ndel li I.11e dPS�i e1Nle;llteir litl-R; ndililESr udEL ldJ ,Anthony T. Tombo III, P.E. Wmdtl6lswsh: Yuldrt; is BE m;suddlIA lu OR%th jmts,Ahrads;sau An 6ildu; Dniva,iaita*dd fie llLtle R(ndfleWe hi¢guilesill%d.10'r?ns'd@eTDDuluykdl... I neTmS,i>.idtr;hadLey{em!, hsMlenn udlEsm;,�!H le�en:SuuSB?;E} � 80083 Zt nl;.ilnv.. RISeeSttsh!nncnn3i'itin�d natMatnnoedlen,tresse!>g�6;i!!nsalmssMa�arm,�en 4451 St. Lud.,Bhd. Tit TanfnsL;Oa7ieeah UOTta 941.;L4 pvx Nis Systea E44"i stag Iml1q. ill m?m!fted%!ns neat AdmISe IIH' Fort Pierce, FL 34946 (oppighs0201bAdtoolTlssses -Anthony T.TDmhDIII, P.E. Reptodurtion of lhis doccal in any form, is prohibited without the written permission from A-1 Reef, Trents - kall.ony L TDmbo III, H. Job , Truss Truss Type Qty Ply Std Pac/6511 EL D A0808817 65019 J6P Jack -Open 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 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:24 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-vf3YRgdsKugel?2EOePoXMlfTvyGzeanYnj53Wz8 ` 1 4-0 6-6-4 1 4-0 6-6-4 6-6-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.20 4-8 >383 360 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) 0.17 4-8 >460 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 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 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 22910-7-4 (min. 0-1-8) 2 = 438/0-4-12 (min. 0-1-8) Max Horz 2 = 173(LC 8) Max Uplift 4 = -233(LC 8) 2 = -415(LC 8) Max Grav 4 = 229(LC 1) 2 = 438(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-4'=-191/335 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; porch left 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 100 lb uplift at joint(s) except Qt=1b) 4=233, 2=415. 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 1.5x4 II 3 Dead Load Defl. = 1/16 it 1.5x4 II PLATES GRIP MT20 244/190 Weight: 27 lb FT = 0% IWesier.{irneltu¢ellittitr tit lIYIOfld„3S3(SEItEP'j; 6tpilgt IFRtSE(Otig➢Cry[USICN(S l'jdapCiS! ULN^Itret rritjdesiy gatuete,smdrtaim!es eti'Ns finisuss,ga Crtviq{IOcJ u-0fix Sut+rg 1.1tsrolI, P.E islnn:e t!!trt tie. UAastdttrvise sletrdo@e taq alg kiiriesrteN,gse; stilt t<�i�t hrReTC-0btt n0l. II;e List rtsigt {t; e:rpx,sy>7tm{tgneer; liesniterg100:ryestttt temeyta:es{Gegrfetsimleequniry resgvesdAiryS, bt ZpofCxsritt{nsshgidtdn fit TOO nlg.uf, MT. Ife M nwrejtuu, Istig(vidas'.%iddy Anthony T. Tombo III, P.E. rdta+itlis lrnsfa re, hiking h At lislinailat Ar"Ond. feOnu'seahamedermafir hileng Pesai"ivAe uttttld lie lr(AtR(p{fitl+sazte3Sryote srdlP.P. Regx+re'sffirIDO ndetgiielltu el lie{rxss,ui.ligtadle7.s+ans,¢shiWue ssAlrt�g ia06e�tsrgetsb:'tga( y 80033 exrri:d g;es}stsa�(taltUx. i!letress=deAhltelCOnlnepottiasmlgtiklirtteFhtltillitgOagaunSeL•Igb'antaet(tl5ligttlistest{I%�eISGAereieleree;edlcag+ttndgtNme. IWdee5rxslt.... 1 0,ifinu?i.-fhI.sssOeAgtu,ImssCtsgr6gifi,uM ressaatl+A:m,w!ets 4451 St. L.ude Blvd. ads in{ehtedtra(cshma,^.Ftlin�te ie Nelltg gi ell tf¢1ltelmti(tL: It! Tresi Inip hp, H NOT dn1..fitgCtfpnx Tins Sisfiv .heir itmyi aj. dll sylt9±elternsntos dtiatl tttt4l. Fort Pierce, FL 34946 Upyrigh172016A-1PoofTmsses-Anthonr1.Tomim111,P.E. Reprodurtionofthisduumem,inanyform,ispiohihBedwithoutThewrittenpermissionfromA-I Roof Trusses-AndonyLTomhoIII, P.E. Job Truss Truss Type Qty PIY Std Pac/6511 EL D A0808818 65019 R Jack -Open 32 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. Thu Jun 09 15:30:25 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-Nrewe0eU5CyVfBdQaMwl42roM IJXi6NxnRSebyz8_ 6-2-0 6-2-0 Dead Load Defl. = 1116 it 1 12 O A A 6-2-0 6-2-0 7 Plate Offsets (X,Y)— [2:0-1-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 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 FBC20141TP12007 (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 guide. 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; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Dpsf; 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 100 lb uplift at joint(s) except (jt=lb) 3=128, 2=249. 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 C3aRieq-Flare lluulNrsnierfit'!-I ptlrllGSkSj iFltF!'k EFgiilt l[WS B FOA'�i111015[CSWNj'IPfil^d'.111r1i,1FC£IkNi' Ino. YttiFr desi,P lenntlenvd,eedwf:s trlusTm:sCesigl CravisrPCC} W ht lelktrj i.Itx7v I I,P.E itlan;tArtF'z'mtne tkitis as ,vise fihl n a, ma, Wt wlel:etnwrr:resshauuvicellglleRC>vhntiilstirns6asip[ricer{u.SNdrGJFytre%,,CusMnecrIDPrryretrmeattrePFaedRtltehsNtedn¢'sdsilnrstsrtitiryhrrteu: atrces1.0!Tn6setTitdteRtiBody. tlnFPtl.tkdes:ranu¢llnes,treegnttnues,mnitlry Anthony T.TorniwIII, P.E. Wmdtlislnsshx.- ltCt yul isfitteyet-,Iiildt dtrdvte,lt:dsnamml 'smhope.0t lstligoniax. hl, adwd he lla"1.1hdhtttaboluy Ub Odill.rd 480083 xr :dq sgxe ¢1(w edx. LisafS SOtAhht Mut nt irxtnel mi ptitihel dfie ltiilh1 Unrpad Sddr daeCet(lISI}ltklh:ed ltln of SM medaa;edhr raadrd"te. RddcSas Mltgwn3 iih s ddn,esd is 1.+uM uu, GmtCtrg £e;nm ¢Al xskmduMe sen 4451 St. Lt1Cie Blvd, 6"belbla IeIvN Irerarat e3ffN'ida It Mflhil FY [g iE,tlN Imdl!! Th IaSSLmup Fldlttakf POT Ih3>addis! r<tyttr, tf Tnis SFstt� Filhta dory ldfd. s1I aii7itWhlns t,e a ld'aN iPREI. (upyrigbi t0 2016 AARoolLosses-Anthony L lombo III, PJ. Repiodutficn of this document, in any form, is prohibiledssilhom the rriinto permission from A -I Roof Trussts-Andony T. Tornio;111, PJ. Fort Pierce, FL 34946 Job a Truss Truss Type Qty Ply Std Pac/6511 EL D A0808819 65019 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. Thu Jun 09 15:30:26 2016 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-rl AlsMf6sW5MHICc83RGdnNyuifARZd405CB7PzB_Y 6-2-0 6-2-0 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.07 3-6 >983 360 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 FBC2014/TPI2007 (Matrix-M) 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 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) 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=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 100 lb uplift at joint(s) except Qt=1b) 1=136, 2=130. 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 Dell. = 1/16 it PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% Wrsuj -rfass 6nae4aciwfit'.W tOO6INi55Sf iBlEf'j: 6EMi111HNEfOACi00CS(11510416i3^; A'"OKEC4AW Icm. Ynti Mit, re dus a9me Oms a fvsTms Ctsiys"1—hlf106)adlit Whsl Clem+11,UId—ebseFSameo, IJ,4,stl4hs stled, N IDg.4 Wlet uras4+r's'es si¢IlMnel In ttelpinls n5l.L'alass Osst)c FrAre:;x;Spncln, hpsallfasalnn(IDDrry+ssemomepn:esfGe rsCessisnlapaal:rseyus3dayyrMlCz4 isug egelassesNa u,711D.rf,aanlata.lfRa>.n�as<3flms,hrrgasRenn,mntiury Anthony T. Tofnbo lII, P.E. eal.sedoislassfor al�cile.;is6e".paebildtdhe Orre6 lit 0iaels 1"114 a;amn@e rsilea; Drip la IS udatd lielof,tee llfatA,bakMng uW srdl%-I. iteggem!d@e 16D ai ssrliddne el Yoe trns,udc!•Is;tsdla}Oxrye, i:;hlltlin udlsemgi aA beCens;a. 60gsf w 80083 t ttz lalidn;Ces g�!md(on!eda+.:nedss00let, IBC lei lee Invesaad plieliaf oflhe 1011IU.,40at Silly ldausossfl[SI);cdistzde;lfl.1st(A.,and to coat PRUE1. IriI 65.5te'sS1. 11h,adU'sd Ile 1-6u11a+,Irms:es:gab;Iau.4 lress!,.adadwer,aless'- 44515t. Lucie Blvd. a5anisefefrcel6pa(sxBut a;+ud ryala Mnnq{1 rC re+Oa inatrl llsTnss Ce;ip!6;ueuisliCl"�a8:3twry Ctsl}+!e.ulnn S;stev'¢Iisev dory bci0ul. /Il mN:e9tdkmsneas Isla=.1 isfFN. Fort Pierce, FL 34946 - Copyright02016A-1RoofTrusses-Anthony1.Tombo0l,PJ, Reprodudlonofibisdosemecl,incoyTotm,isptohibitedwithoutthewrittenpe:rmissionfromA-1RoofTicsses-AnthonyLTombo111,P.T. Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0808820 65019 K01 G Half Hip 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. Thu Jun 09 15:30:27 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-JDkg3igkdpDDuSnphmzV9_wFp6lfAOTDElxifrz8 V �x4 — i .ax4 11 3-0-0 11-0-0 LOADING(psf) SPACING- 2-0-0 CSI. _DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.02 6-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.03 6-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 5 = 221/Mechanical 2 = 313/0-8-0 (min. 0-1-8) Max Horz 2 = 103(LC 4) Max Uplift 5 = -133(LC 8) 2 = -212(LC 4) Max Grav 5 = 221(LC 1) 2 = 313(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=S.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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=133, 2=212. 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) 71 lb down and 83 lb up at 3-10-4, and 51 lb down and 56 lb up at 3-0-0 on top chord, and 49 lb down and 29 lb up at 3-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the fare 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 (pig Vert: 1-3=-70, 3-4=-70, 5-8=-20 Concentrated Loads (lb) Vert: 3=-9(F) 4=-51(F) 6=-34(F) 4'Pmr'3 F;aat3art3 Yrnkvfit*k11DuF11WiEf;iP.CtB"r iFsfittINi&tDDDiC6ksfEYTD6l,`tUfEtltfZlDCEDWWkm. Tidedasip3f amutc,nif.,ti4j s¢a iUs `:mss[slip C:e.7tg DU}u. ¢Ro-!taaYT.i¢ 47&,P.E.L.ine3se Fa¢dDci�tata MitseivwIt 9a32salEti ,Nit wTafm�afatsr�ait"abafr:nr."U. ISO fstsD¢sj8Enjlftlt, E¢myID3Ee'3nV0.1t0,e&k[a It t t Sf"rtLL ll3rt¢faPlEld( AnthonyT.Totnbo111,P.E. al KE EEmsir¢ssfiPss 6z'.ispsMmfm3'.it+dlS3Uak,AaQredssd'zm➢gcq¢r HP R�Eet9sSart:,aa¢aeaE t{Miif;aeR(¢sltP tsa!}uial�iaral1f41.luaTfrad SUsf:De¢d aryfixldrPdk¢trn4bftsg*,aeTicpssr¢53.irtl:fi¢ttr3ktta)tz:D'seM:¢srmtbwja R ' 80083 h¢lNt�133DilIfLN31SCt¢:ICII3,.NU1SIlISKI}`.�Ir.'Dltl'3EtftFtAt3tPtir4ilPXtlfP�G"P±RJIRp(/2/5¢liiit3h�I4F#'3¢,rIS:)r9ifS3SMiftMiV.S¢IEItrf213Mtdf�r3EY.¢ip S.tIFIdS.mtM:EWNfallmElm�lclissEla3E'ess03,;s"33rat:�t� p.¢PP¢ttafr>st,a;,a¢ Et: 445t5t.LudeBlvd, 3Mxai:3da"w.difibEtte7 epmd ryxi¢rr igkreifeG3s e3nEnl, ib Ims D:sy¢t¢irer.¢Em1n4cp.l=T mpistiteifnmso3¢s td'ud'a sfai. Fort Pietce, FL 34946 Coppsiybi079MAdRoolLosses-AnibonyLiomboIII, V. AepredneionONES document,inany Imm,EspmbibitedwDboutthewrittenpermbsmnfiomAIRoofLusses-AniboeyLTombo111,P.E. Job a Truss Truss Type Qty Ply Std Pac/6511 EL D A0808821 65019 L01G Hip 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 12015 Mi l ek Industries, Inc. Thu Jun 09 15:30:28 2016 Page ID:W?quLct?Re?LfzLe98RjH4yHM91-nQ12H2gMO7L4WcM?FUUkiCSHsWCivK5NTPhICHzB 1 1 4-0 , 5-0-0 9-8-0 14�-0 19-4-0 20-8-0 1-0 5-0-0 4-8-0 4-8-0 5-0-0 1 4-0 3x6 = 5x10 MT20HS= 1.5x4 11 Z3 Z4 Zb Zb 5x8 = G.nn nAT71"114C= 1.5x4 11 3x6 = 5-0-0 9-8-0 14-4-0 194-0 5-0-0 4-8-0 4-8-0 5-0-0 Dead Load Defl. = 5/16 it 5x4 Plate Offsets (X,Y)— [2:0-1-11,Edgel, [3:0-7-0,0-2-81, [5:0-7-0,0-2-81, [6:0-1-11,Edge], [9:0-4-0,0-3-0) _LOADING(psf) -SPACING- 2-0-0 CSI. DEFLL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.49 8-9 >477 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.44 9-10 >532 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.58 Horz(TL) -0.11 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 86 lb FT = 0% LUMBER - TOP CHORD 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 3-4-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-0-3 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 = 1349/0-8-0 (min.0-1-9) 6 = 1349/0-8-0 (min.0-1-9) Max Horz 2 = -52(LC 5) Max Uplift 2 = -1512(LC 4) 6 = -1512(LC 5) Max Grav 2 = 1349(LC 1) 6 = 1349(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2994/3557, 3-19=-3792/4640, 19-20=-3792/4640, 4-20=-3792/4640, 4-21=-3792/4640, 21-22=-3792/4640, 5-22=-3792/4640, 5-6=-2994/3558 BOT CHORD 2-10=-3277/2818, 10-23=-3292/2831, 23-24=-3292/2831, 9-24=-3292/2831, 9-25=-3267/2797, 25-26=-3267/2797, 8-26=-3267/2797, 6-8=-3252/2784 WEBS 3-1 0=-1 78/264, 3-9=-1315/1105, 4-9=-544/665, 5-9=A316/1105, 5-8=-178/264 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) 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 100 lb uplift at joint(s) except (jt=lb) 2=1512, 6=1512. 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) 393 lb down and 457 lb up at 5-0-0, 164 lb down and 195 lb up at 7-0-12, 164 lb down and 195 Ib up at 9-0-12, 164 lb down and 195 lb up at 10-3-4, and 164 lb down and 195 lb up at 12-3-4, and 393 lb down and 457 lb up at 14-4-0 on top chord, and 99 lb down and 236 lb up at 5-0-0, 37 lb down and 97 lb up at 7-0-12, 37 lb down and 97 lb up at 9-0-12, 37 lb down and 97 lb up at 10-3-4, and 37 lb down and 97 lb up at 12-3-4, and 99 lb down and 236 lb up at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7=-70, 13-16=-20 Concentrated Loads (lb) Vert: 3=-138(F) 5=-138(F) 10=-74(F) 8=-74(F) 19=-57(F) 20=-57(F)-21=-57(F) 22=-57(F) 23=-29(F) 24=-29(F) 25=-29(F) 26=-29(F) Qnliq-Musefiso.Jul AtAdhq Llaimtl: rf fdem:e55ed 5e`re as. Delessdi!rvisa mlee ttth (DgWt Ir7eR!seteDuya'essWli5enel hrfitlCDmre nDl.4stirns Desip Feln>r1.e,Syeoehg@ptea;,l esnlau,IINuetum vmey(m:s sine yrde,simietyieemgresise!dumitt Re inpdCx sfigitlnssGynfid.At TODady,sole, TPlr.lte desgatsaegtnar,Istrgn:imtts,!nnniur Anthony T. Tombo III, P.E. mi.snlflis(mss%ruq hiltisy is As aijvuliidf if61 Met, she 0a ,s.,4%m ogontrfi,hdeq Dttlgesr,iathsoulest 1111,It(.fisir(nl fie lsn W1619nse edin 1. tteeymnl stfie 16D nitq Ddl."eIA, Tmmq sk e,izi•enyfm+lky:Csrus.ItsoUltut ssebaD iefitsts(99sfiD:ly sf ,`,'80083 ZtIle WegO kpivAMaur.1.1 des inoAitthe Ica a,llaeptTiresIli gsiNessrrareillise(crt"l W-ItIdererm,(I4lretlutdSlnine St( atultrmMkrgntnig.iltsu. IlFrfe5,es5aisslso!Pd'ntinesAdArtsdlkxFnsOe!Inss,1,ns5t.:gasg�enceh9;sM9oaulatr,�:tss 4451 St. Lucie Blvd. e ?!lelelflttei rgn(a9Dpl q!fei iat if Mngng rstliytmesinel!I. ittinssCKsi�Ctyuter:sRClStt.M.ry Cxsigt. tfTns4 Sputa (agllNldmyi 1fisj.lii nai'aJIeiTn!((t9S l:li?i lslrrl. Fort Pierce, FL 34946 Cupyright02016A-1RoofTrusses-AnthonyI.TomboIII!P.I. Repteduttion of this doamen.l. in say form, is probibiled without The writien permission from A-1 Roof Trusses -Amboy T. TombD III, P.I. Job Truss Truss Type Qty Ply Std Paid 511 EL D AOa08822 65019 L02 Hip 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. Thu Jun 09 15:30:29 2016 Pagri ID:W?quLcr?Re?LfzLe98RjH4yHM91-FcsRUOh?9RTx8mxBpB?zEP?Prwepev? Wi3QrkjzB_Y 7-0-0 12-4-0 19-4-0 7-0-0 5-4-0 7-M 4x8 = 4.00 F12 C7:tB Dead Load Deft. = 1 /8 it 4x4 = 1.5x4 II 3x4 = 3x4 = 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.13 5-13 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.21 7-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.06 4 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 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-6-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 870/0-8-0 (min. 0-1-8) 4 = 870/0-8-0 (min. 0-1-8) Max Horz 1 = 53(LC 12) Max Uplift 1 =-643(LC 8) 4 =-643(LC 9) Max Grav 1 = 870(LC 1) 4 = 870(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1951/1824,2-3=-1886/1836, 3-4=-1951/1823 BOT CHORD 1-7=-1547/1737,6-7=-1545/1744, 5-6=-1545/1744, 4-5=-1546/1736 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; 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 100 lb uplift at joint(s) except at --lb) 1=643, 4=643. 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: 73 lb FT = 0% atnig-neert nanl Jt aaer,Ft :a toes lF YS S(SFF[Ei'i 6FD ilF 1[la S b (gk3DD9SNSIDN(7D El?d �0A 3EPfM1 Ma re:H! lesige Fwant eu�d nedohs uNs lms Cti'p kr�iarODD)cd@eAelteet T.lt tho l F: P.0 ie!nn a <.5 t 5?nt cn. U les>e ktrise fil<d tt ke Ica, all VITA areNrPlot; Ot)k%A In lit W, hnDl Aso east Dials ltaaer le,SlsAdlr fssame In sal n tse10alteura mpre tntpasseaat itAsvenl«aiyresrneililaT!o no krpatt&srglelnss kstodan, ]AD My, .,I.T9d.Relestra nsmllint, Inugatifts, senraq -, Anthony T. Tombo 111, P.E. aM.0 tinislross hrrn, hgtrzP is de retlnstldldMa Ovra; Da Dnei tsdnrke9 o}+tlwtlslsOlisP Detgea,tote atlwtdIke Ill'th III.? lit tm!ttlsiq aksdlndursalsfRsT00 .@tqni tsliulF nett ne irnL rmit!¢gFsdlay tbnse,icnMin sed&rug deg bentte:lwdD;lrtF n 80083 ' BsrA!4sgeesgxtaA(athata. Al thssA*AtonfWas[ lherrmtitesalgtilelisntilit WNW snP aisehll19M.0nl€uIifftsts09rIII a8StGmteloonulIargnsnIrlate. FPFliefiesRettgrnlTi!itlesaAdAte,alltxirnsgnina,lmsctcgs6gtotesalln.s!faahtl:m,w!en 4451 St. Lucie Blvd. t5ania{eluel6ra(snatagteLaPahnilvPtesgPstAesinalal.IN? lnss k0p uyaeah NOT9s C+d3aq[>cil7nt,n lms Slska rajuat dcq hill®}. Qop!e MI.a.ssrm Ida4is TFN. Fort Pierce, FL 34946 Copyright 02016Ad Roof Trusses - Anthony T.TomboIII, P.E. Replodur!isnofthisdaromert,inanyfasm,isptohihitedwithoutthewrittenpermissionfromA-I RootTiusses- Anthony LTomheIII, P.E. Job f; Truss Truss Type Qty Ply Std Pac/6511 EL D A0808823 65019 L03 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. Thu Jun 09 15:30:29 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-FcsRUOh?9RTx8mxBpB?zEP?TNwZyerEWi3QrkjzB Y 4-11-2 9-0-0 ,9-8-010 4-0 14 3-14 19-4-0 4-11-2 4-0-14 0-8-0 0 8-0 4-0-14 4-11-2 3x4 = 3x6 11 3x4 = Dead Load Defl. = 3116 it 3x4 = 5x8 = 3x4 = 9-8-0 LOADING(psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.15 8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.34 8-14 >678 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.06 7 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-11-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 870/0-8-0 (min. 0-1-8) 7 = 87010-8-0 (min. 0-1-8) Max Horz 1 = 69(LC 12) Max Uplift 1 = -626(LC 8) 7 = -626(LC 9) Max Grav 1 = 870(LC 1) 7 = 870(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2284/2320, 2-3=-1718/1653, 3-4=-1652/1649,4-5=-1652/1649, 5-6=-1718/1653,6-7=-2284/2320 BOT CHORD 1-8=-2077/2095,7-8=-2077/2095 WEBS 2-8=-657/844, 4-8=-419/583, 6-8=-657/844 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; 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 100 lb uplift at joint(s) except (jt=1b) 1=626, 7=626. 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: 78 lb FT = 0% iSeiier-Plfto @rnr+y llb,b.fie'kl toe It:55tS{'SEtFEE'i:6fd7Af IE14S 8 (Otx1IICIS P1Sfi4i1U(H" It7gPdtftEpiNr Itmc 5erfi desin IaitMe,tmf rerf ales trlvs ins PtfyaL§esierQOijfed 6e kel{tap I.1fx5t I7, P.E. ithaa es" 5?trnrf. gelnsft4yvlst shn! n Ikt IDg,a;r H1Teh:teulrr Pores dtn ore ntlh, delCCpHtiad. IsrTrtss Dttip FrdrfvQ.e, Sgtaelq Eryrcte�, IitsnsntfrTDD:ryrtfinee ateylaftfl.eprh,siminQscnif; rztinsditmrfirMlerladrsf,�e less dfimefude lDa mlr,nittTMd. Re Ifth9 riatw, satddal Anthony T. Tombo Ill, P.E. Mrs, dtSrIms Potrer hilemr Is Of res;lAilerdttt a...,th(fiiNsaLliimida;tdMdfW&IDO..,65t Udelldth In, Atfif.d6fI'A'3164of, 'aIn1. R4Ynd dirt IgorWt;Ii,11[r,dntTats, edf6t;ktgsmolt, mMildin odttiUf90.11 et tatRgoni,111d 380083 n¢I*h;'Wsptad(w%lsr. Unto AM mkt ICDni Is. pxtife i161,1uesdfe Idlltri remitaed MIrldw du1,161)ptlaw By In oral SKr uttdnnad lx iftftdpidntt. 4451 St. Lucie Blvd. !Svelte Etfiftd Ela(renmlaisfel ainf7 im6q tr rg iffrtindtel itti,els Cnda �IuevttFW Sebd6ti Gtdper. erTmts fystea(iihvt dap ld'!u} In mitaifed:emsntas lda=.IW911. Fort Pierce, FL 34946 CopyrighlV2016A-1Real Trusses - Anthony I.TamboIII, P.E. Repiodurtian of this donmeni, in any form: is piobibried withal The writito permission from A-1 Roof Trusses - Amboy T. Tomb IIIP.F. Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0908825 65019 MV2 Valley 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. Thu Jun 09 15:30:30 2016 PagR ID:W?quLcr?Re?LfzLe98RjH4yHM91-koQphkidwkbolwVNNvWCndYorJ5mNNcgwjAPGAzB Y 2-0-0 2-0-0 0 2x4 4.00 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 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 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) 1 = 48/1-11-4 (min. 0-1-8) 2 = 37/1-11-4 (min. 0-1-8) 3 = 11/1-11-4 (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 100 lb uplift at joint(s) 1, 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 M tVttD!g PiREY.!ARteiL�j Std!nRR �k!, 1Du'DDfiC$ '�cfBflLfT(LI4$6C66Dii1)M1)C4ii �t!J;CiL(CS]YAC`Dc�R`_[fj�(lip,7!!TfW?ir-0Q&12(iIRSSI�!W1 tQEplAliif':tit4635ij1 D!YllBf j{DD�[aV=ALt7F�4e]T.Wm "It piIlLM1RY.>�ij{iISSStAd Y!IS!Cbt`Y.IDDbYl irlil.LreG it Dtllpr:e]!'.tlill.)i!(.t:TYF2j:Yly, QtsniRRsyTOD iRprzte�tmmxt kmaRMpdntie�!:.�.ultma Rsyuss:iry hrxt&sipdatsaytlinulgitldtelb isAtlft!., nuktlA•I. Tdtltfy, riTF!`iti, IEit9ji3�nRt.f4i2I Id( - Anthony T. Tombo 111, P.E. rtitR iftllt?rtssht�;ta.:ls7tstt!rls;tevS:d!tFla Ctts.ktC.+etsr+!srR:di t;ldn IN lAq D.4� ,utit Raet!dthlrC;ri! IIC wlk, ItWwli gg{3WI MI, IAtPjjiPtnld�tF DulttfAfid i!t ElblTint, IBI�:Yw«.,wt,!i%ty�ilEYi'h(ItF flAfsQ9j tkbII34 CVififNllS!L)N K80083 G#rriid4j G'Slf".Mm}(tOJRitl, LDpMt5t1 i91 t]"Wt TJD m[Itf (fl('At5 d1I r51iPitti F.@t 4;!8cg(fitlltk!5R!1!!Iiiif3?:Yl i3i)TSi iiStTNTPI FtS MSfl3:llF(4IItid)<S;!RNtit9tEffif. RN SIT M!!ltltigmUS1I:"til l?Si{!�TiNif}?�CDi'�TR3543G$f D96tN mI GT!I MitdtCt(tl,WEiit 4451 St. Lucie Blvd. t4Rr!ldda!lkt6tCd s3redetttit.tgl76E{RGaetshel. ikt irss Dasytft}iRter6sg; detrvYis}D3s[pu,triRtsSttit¢iEe;¢m$mY+itrsr;.3.9 ta;ils!ti MRtatnitlieetuiH;. Fort Pierce, FL 34946 (6pyRigb1Z)2016Adtonflmsses-Anihony1,Tom6oIII,P1 Reproduction isdotnment,inomytolm;ispmhibitedwdouftbewrittenpermissionhomA-IRodTresses-AmboBeLTomb 111,P.f. Job ,,, Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 MV4 Valley 4 1 A0808826 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. Thu Jun 09 15:30:30 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-koQphkidwkbolwVNNvWCndYIKJ4RNNcgwjAPGAzB Y V Q tJ 2x4 n — r--07 1.5x4 II LOADING (psf) SPACING- 2-0-0 CS'_ 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/TPI2007 (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 pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 131/3-11-4 (min. 0-1-8) 3 = 131/3-11-4 (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. 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 100 lb uplift at joint(s) 1, 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% tltm's,t�r'ksttkdrnitrt l!{'k'tCdT DUiSEi,SttiB"h.L'itldl iFE'ISRtCYCCC6STEiiC@:,"EC!Et 7fi4.5C67EPK!i�Thra Ys•CT de!iyedcvr.4rs ndt�dsain et l6;s `r:ts isip{:sxinq CCj�d�ticaxgT.isaSa lB,F.F.itfr�tsEeSud Ee':r esrt 3elrcsc'lsriu stab to da l3D, mid Witt resr-atr tsle9le n:7tna R nitsetN. lsvTnss6!ti�Eoprui<e 5s..tNhsa±iytie s!el estsii"Cttae�s&smexsilseta!4"etrc`as�isae'tedaeriegtetpa:itEirt tnrpaSs's>dL•in±ten tea, t.aet:;,�s:tml.T�a:a, t,±r p nle adnnt,am .tat Anthony T. Tombo 111, P.E. Tad Y,e ttN.is itassfrrtspW:Ls7;slbtstsdto:5atraf CaCaes.tiaCtrsdsaiaYdgttlplk t"Ldrtipm;uMttra;d0t 11(<)Sttd(tl`,t tttiliz'Stg:tt*milrFl. rasimaldCr7�eti adfi:flrttifie irns,irJ?fsy,sh,ir,tdts esi Margin114chsrtymsdit?id .„80083 ' etdeildad(ksixaetmdteaaMa.Alwauintis�+aamtd5sFirbtusao;brsljpx;"»ll;snaefSULmreftrsesixtet01iiun.nli3e°x:t5ssnaatsidilmttozidrlits.ItatL:sOe±ivr.,inssr»sip;apietsradrtauar-.tocxtet�st 44535t.LudeBlvd. tiixxsadd::-iiie(tttrai tpted rdaix•tt4die'.da7itstttbd. i4t inns O=ilp EyivaisliCine ttdfiAd 6tst}ttt:xE±ass Si:ltafeSirndmietltq. L9tgiWi[risnatpenl�stia'il;, Fort Pierce, FL 34946 rcppighlwtglBAdtoolLasses-Amhcnyi.Tnmbnlil,P.E. gepmMionofibis dernment,ioonyfem,isptohibledwithout thewrittenpermissionhem, AAR041[hosses-Anthony LTomboIII, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0808827 65019 MV6 Valley 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. Thu Jun 09 15:30:31 2016 Pag* ID:W?quLcORe?LfzLe98RjH4yHM91-C?_Bv3jFh2jfN34awc1 RKg4nzjNV6gsp9Nvypcz8_Y 6-0-0 6-0-0 a a 0 1.5x4 11 2 3 2x4 1.5x4 II LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d 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 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 6-0-0 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) 1 = 221/5-11-4 (min. 0-1-8) 3 = 221/5-11-4 (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 100 lb uplift at joint(s) 1 except (jtAb) 3=121. 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% rn�».g Fiwsga5a, #gmyr tk'b': W6TitU5Ai(KEIEd',, fiEafERUaags (Ow6 )r5 .579@"EU!n 10.(A1)t1Et 'tPtra,i itl tn�yr&twtltts udr:ad aainnAis itrs psig3 tsssvgl'661erdtielrataapT,tanSa lP�,tkllshiteu5•,Std ldxe+s!, kttcsc t+riA ddsiUtM136.anfp kit;gr�adxi/MFs gtinEl KKMmslt�ll t!tdls. EtaTms kip Eaj u at 5VXMEer:,r4N Sid. MIN rti vetsmaudau!dCapdessiasd a!en:prtyne#mlwt.ebsigd'r: s4etnu ftiidwd! In td+,al. MI. Tvi!sy�essrryms,�a+..�a�.mea, sca3daf Anthony T. Tombo 111, P.E. ttt„ttt8!Tnsahmt�t�:;nat:gw>b_ldtltCm,AaQn Stdtrt�3^tltaMtrfapM?<,a awudfieq(I4tIECetiEthd5d2�pmaJR41.Te0gatddaro-taEatT6dtt!drtttan,orca�s,5 a.a.a�tateEban�e�ett� d „80083 ' 6tEe4liagbuig¢nwd(akvtotHemsit Wit isludlktpvt':itvswfpietutsd&to!"(aavned5dehbt:mdasidGi}{w;iiafat9lNStUan;eltnsad?sin" Itf—.RFld€ntta5!rz±aaasitdmtsaniita!sd!'.-t(ustRertwTansiaigaogotnaalA!uNada^fFtr,a!vn 44515t_1.Ud.Blvd. I$V-*rsa43adigs(Iola Spedgxh.'ir{ttetnixsian6eR ?b Im o�eboutr1,111 rn tril in;40pu,rc(ass Stdt�wSm.dI,kiilrsg. z9 cgaz�itd(nuswe!s lduelis En a. Fork Pierce, FL 34446 toppight 40 2016 A-E Root busses-Aal6ony 1. Tambo III, n. lepredadion ulthis detsmeat, in any Imm, is probibited x9haaflbe w[itten permusianhom A-1 Aodlimses-Anihony L famho 111, P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0808828 65019 MV8 GABLE 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. Thu Jun 09 15:30:31 2016 Page ID:W?quLcr?Re?Lf7Le98RjH4yHM91-C?_Bv3jFh2jfN34awc1 RKg4vVjQF6olp9Nvypcz8_Y 8-0-0 8-0-0 a 0 0 2x4 5 1.5x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 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 pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. 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; 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 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=214. 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 1.5x4 II 3 4 1.5x4 II PLATES GRIP MT20 244/190 Weight: 27 lb FT = 0% pnoyCkas¢!z:�t'rre.isxtlk'Lt IGOffltliSESj'tRL9'�.SESTSdt IFE!tiL:OSOEfiiNi�iTDi!y{NtTlIXS7�Yt{pSYc"at`hrw, P�if7k:i�p«u;tWs¢dFEm}s¢hs¢et4is`t+sst_i�yi FEtup nPP}t^d:`aFla�rryi,TEaS¢Ie:f.Ei.hreu Seelklu!rsF, 3eh;sa: .�tisi aettd�rfalBR,� kltetremam&sMit mdlw+ to h 1¢ eer4. lsnPFss 6en,p Ea ase-!aafi EE ile Q6. tk7T0t¢vnew1 mr4wq 91*1e isti ,FCF tFiegrt:Ew lfi hrtt&sipdNsa;I:ItasS dnlY34Fa!i!Mtt!!,FF19MI. IV 120JF¢smrswcfeW gU1$hae,sF"' Anthony T. Tontho fft, P.E. ¢¢dradn{silt3EfACiJrsd4Jis iEfEFC]-hdlf9�YEf1,C%�kttrSii4:fi{EjEdFIINrsid¢EZ45Z+Mr41fE/FEPd':Pif¢¢Ir(,haPlf(iri'liili[d9>✓,�Ajttt8ta{Tf)•E.TESn:Et¢f31RIfeT:fJmdtfr6elfi5ldf(tTIiS:<h'a'Pk¢3T�R;,51i'E§!T'EaCRFkid�lf'djH¢lit[rN!kSritf4�_]p y.80083 ' ne reiltrsy 6e¢i;¢!Fm{@n4^AEr. Allax:asd¢dw!T. tr„u{t Es¢€res udEFneiwsFfdF sutnv;tes¢metl Sdeq Liva:Enk»lEei;ie{p.(ri¢el SIXdm;E(uesFEllxI—I ptim.n{Ida`vEs 6a:euaasd�LuF�daiss sf*altess Ces:psr,;rsssrrsip�gaixssd i,xs Rsdac,.iamtss 4451 St. L.ie Md. dS!rr,:e ddmdYE t ftFtwt tykd E{sad nxy kreiEnGEs tarh!d. 1e 7rsss ieilp EriiaEs isS)i 11E SfifNsE @sipa,x fms Srd¢nFSda!! ti rn Salral, b1 cFpaalzedNm ne Fs delh!4dlid. � Fort Pierce, FL 34946 Cepinil;NIZ2016A-1Rodfbnsses-Anlhol, emboIll,P.t. ReprcdonionofthisdoremeM;inemFfoFm,ispmhi6'ledwitboathewritten permistinnham A-IRoo€Losses-AntboorLfnmboIll, 1`1 Job Truss Truss Type c1ty PIY Std PaC/6511 EL D 65019 MV10 Valley 2 1 A0808824 Job Reference (optional) Al KOOF I KUSSES, FOR] PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:32 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-gBYZ6PjtSMrW?DfmUKYgs2d_g7jtrEnyOl fWL2z8_Y 10-0-0 10-0-0 2x4 5 1.5x4 II 1.5x4 II 3 4 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI._ DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 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 0.21 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix) Weight: 34 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 = 43/9-11-4 (min. 0-1-8) 4 = 21419-11-4 (min. 0-1-8) 5 = 545/9-11-4 (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. 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-M 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 100 lb uplift at joint(s) except (jt=lb) 4=116, 5=297. 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 etayPttu w y?t+itrrht'kf Kof TIKS5;'PUEq5l19dLMA OWNS iGST; ilmfljh?l7FIEVAINIrfrr. ls4irta;i�aasa4lNs stl t9EstM iv lUs it§st@aip[wisp �rB6jeet�tls6>trcfl,TS�St ip;r.E.lantnp5xtetkfxt§se, 7eltsst�'pisa Aehlsa Cati&sai/ 6tiltk�tJsr tlgts sldilenetht�aaCn,hh+tlA. !sat ss}evi¢Ea} tree. STtechfq r.YgHe scet+e csl:n ttpe=.eai �ta:�yws:;�e tntssita tafaat nsta k hr>+etspearU,�anssatrhraon ttsntxr,w, m-t. la ttsy, anr�} note q :ants m Anthony T. Tombo Ht, P.E. arl sst athn Lnstxtn c;:};: Otte:t+a„ara�.,ear.ntunda=m:Fa:drtenuse<tea,,.e,u»,:a��:dnegCr�+noe,�tatsaemmt. t�ttsrstd��t r.6tsrtvhtantottat ttn:,+,awsate.m>xttoi<tuat<.i�»,px�tesp+iatr_7a »80083 ' th MotE�t5gn'.11:ttAG'hf. iit6N3SW.1k61iva"16pftn thiddim0.tFo10vsgiar}saenFSdehhtmai'tn�,&'S:)tea'titdl;':n9tti!}idf!fttiitt[ttr�)tfNti}ittlKt.l�tt+.�fliSD?SSi}t'!St§I}^'ti41}fiIRSSE"DtltYti}t!:}RFy;tmiWs;t,E=E;:truilr�iso�.rte,H Wt,: 4453 5t. t.ucle Blvd. vE.arsed:atriiTv6mstle'pted ttsan•r'ietEyEialiniatahel. tle toss 6niiafstieeais tJttietta3'nt6ttitxd;airvss Srt&mFalitte tlxsyEtiUit. slcara+ltdhas neat dttntl is 3n' Fort Pierce, FL 34946 copytigh102016Adtoot Lasses-AnlhonyLlomboIII, P.I. Repicdatlionalthisdorumentinoayfotm,isprebibitedaishoutibessrinenyetmissionfrom A-IRoa!Losses- Whey LlomboIII, U. Job ,, Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 RG01 Flat Girder 1 3A0808829 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. Thu Jun 09 15:30:33 2016 Page I D: W?q u Lcr? Re?LfzLe98 Rj H4yHM91-SN 5xKIkV Df7 NcN Ey213vP FAFfX6oahn6 dhO3tV z8_Y 4-2-3 7-9 0 11 6-0 15-3-0 18-9-13 22-6-8 2,3-OG 4-2-3 3-6-13 3-9-0 3-9-0 3-fi-13 3-8-11 -5 4x6 = 4x6 = 0 v m 3 I� a 5x6 = 3x8 = 2x4 11 3x4 = 3x8 = 2x4 11 3x8 = 5x6 = 23-0-0 044 4-2-3 7-9-0 11-6-0 15-3-0 18-9-13 22-6-8 22 1 2 0- 4 4-0-15 3-0-13 3-9-0 3-9-0 3-6-13 3-8-11 0-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.03 12 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.03 12 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.23 Horz(TL) -0.01 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 *Except* W4: 2x8 SP No.2, W1: 2x6 SP No.2 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-3-8. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 16=-1856(LC 4), 14=-1941(LC 4), 11=-1941(LC 4), 9=-1856(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 16=1948(LC 1), 14=2225(LC 1), 11=2225(LC 1), 9=1948(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1881/1844, 1-17=-946/850, 17-18=-946/850, 2-18=-946/850, 2-19=-946/850, 19-20=-946/850, 3-20=-946/850, 3-21 =-1 001 /864, 21-22=-1001/864, 4-22=-1001/864, 4-23=-1001/864,5-23=-1001/864, 5-24=-1001/864, 6-24=-1001/864, 6-25=-946/850, 25-26=-946/850, 7-26=-946/850, 7-27=-946/850, 27-28=-946/850, 8-28=-946/850, 8-9=-1881 /1844 BOT CHORD 14-15=-744/654, 13-14=-744/654, 12-13=-744/654, 11-12=-744/654, 10-11=-744/654 WEBS 1-15=-735/821, 2-15=-726/755, 3-15=-1567/1761, 3-14=-2036/1873, 3-12=-1576/1811,4-12=-1016/990, 6-12=-1576/1811, 6-11=-2036/1873, WEBS 1-15=-735/821, 2-15=-726/755, 3-15=-1567/1761, 3-14=-2036/1873, 3-12=-1576/1811, 4-12=-1016/990, 6-12=-1576/1811, 6-11=-2036/1873, 6-10=-1567/1761, 7-10=-726/755, 8-10=-735/821 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1856 lb uplift at joint 16, 1941 lb uplift at joint 14, 1941 lb uplift at joint 11 and 1856 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. PLATES GRIP MT20 244/190 Weight: 334 lb FT = 0% 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1373 lb down and 1426 lb up at 0-5-8, 135 lb down and 200 lb up at 0-11-12, 184 lb down and 273 lb up at 2-11-12, 384 lb down and 458 lb up at 4-11-12, 368 lb down and 435 lb up at 6-11-12, 368 lb down and 435 lb up at 8-11-12, 368 lb down and 435 lb up at 10-11-12, 368 lb down and 435 lb up at 12-0-4, 368 lb down and 435 lb up at 14-0-4, 368 lb down and 435 lb up at 16-0-4, 384 lb down and 458 lb up at 18-0-4, 184 lb down and 273 lb up at 20-0-4, and 135 lb down and 200 lb up at 22-0-4, and 1373 lb down and 1426 lb up at 22-6-8 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: 1-8=-70, 9-16=-20 Concentrated Loads (lb) Vert: 1=-1373 8=-1373 17=-135(F) 18=-184(F) 19=-384(F)20=-368(F) 21=-368(F) 22=-368(F) 23=368(F) 24=-368(F)25=-368(F) 26=-384(F) 27=-1 84(F) 28=-1 35(F) 8cnilj•finest ouuelywiw tif 1-1 NU 6111311. TIM a AnOtAdUNPar Intel, Sk4h.k ,D4tsiuiklYN!fills ie 6, TOD,"ry Y,1eku—bilil delibixrlalh TDmB"s 01. IssTrnsD!ap Fs hce?:1.e..Sa+llln, EtQtwptu sM n sty TDDsrysewlen..lpcw dbiK;,ese',*.T,u apnea:. it Too nlf.uk, 1111. Tf<fesgn.5p S! Anthony T. Tombo Ill, P.E. enl stndtjitlrets k;tgWSJ is tlF rsflss rildfdnlOnns; tteDmis rtzlar.Nry;etaBelaleng ukiest el Its lif.ls!8(alilk, Hsaloldyudt idl%I. tkgpin!d1EelDD nl rs{field.se tl he snots, iuid.lgtad.e}uergt, ismlluin udGsw�skA CtSerksraudi(td r $0083 ' d*lkh)Despnerend(""ula.6nsinnSSW 1u@sTOD.0,intshm.1jsdd,tndit,WI&lump.!a15d4?W.snenu;T(51}rkH,skf41IM.65M1.11llrzadIts gecua4lt�ate.0;de5ros'te,ezlwsir'iDesc�AninoiDsFnseenesks,truss¢eg�STiaek, eoairoisusaifincrn,m:sss 44515t.Lue'r281vd. i4vtl!!rz"ifd rT!(it"ulojlFtd'dpA leMMitj "iiV jutlls llfYf!1. Tie T,Bit Tt4p EgW.1s NOT tbabil tj bsip .«Trtis Sj4na Ee1im.1 tir"dfI4 tII "4R'.k!!d'RIOSM.es Id9?jgiirl. fort Pierce, Lucie 34946 (oppighliD2R16A-Itoollrusses-Anthony I.TomboIII, P.E. ReprodurtionofThis do(nmeni,inonyform,isprohibited without the xrinenPermission from AtlRoof Times -Anjhony1.Tnmho116P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 RG02 Flat Girder 2 3A0908830 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. Thu Jun 09 15:30:34 2016 Page ID:W?quLcl?Re?LfzLe98RjH4yHM91-cafKX517 z5EEXp9cibBxTiRpxSZJB4FrL8cPxz8 Y -0-6-4 , 5-3-0 0-6-4 ' 5-3-0 1 x6 — 2 6 T1 W1 W3 W2_._.._ 81 EHE.....__ 52x4 II 5-3-0 LOADING (psf) SPACING- 2-M CSI. DEFL. in- (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-5 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 *Except* W3: 2x8 SP No.2, W2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 927/0-4-12 (min. 0-1-8) 4 = 616/Mechanical Max Uplift 1 = -903(LC 4) 4 = -590(LC 4) Max Grav 1 = 927(LC 1) 4 = 616(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-500/538 BOT CHORD 4-5=-540/519 WEBS 2-4=-308/343 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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) gable end zone; 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 903 lb uplift at joint 1 and 590 lb uplift at joint 4. 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) 465 lb down and 498 lb up at-0-3-14, 128 lb down and 179 lb up at 0-4-12, and 184 lb down and 245 Ib up at 2-4-12, and 303 lb down and 346 lb up at 44-12 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: 1-2=-70, 2-3=-70, 4-5=-20 Concentrated Loads (lb) Vert: 2=-128(B) 1=-465 6=-184(B) 7=-303(B) 48 = PLATES GRIP MT20 244/190 Weight: 80 lb FT = 0% •ffsan�xsta ymuv At'AE IC0r IltlfiE4fY.lt�` oEr0AE I01l'lr0n4iF0Fi(l'470,Eq"EU!EY}i(E7g01EM"'Th;n. sings f0tot otti vi'm ohs. stir it>n W io rnmjji uO" Adm T•Trn.4ll rrO'caaSWInfinast. WassiWAse stepdaaMMoolt YittAlOSA!nHItdSSStiit itiStl ht!N. iG�il t!!dd. AseT+;S Duolgvu fit, fYw.#tej'a4fit ndR arl al e'011 assa4toots EGTMwlgr:pls* Rhhrb611F ON i4tirvi!deusada.rt«i,cedr,m.na. 14, dt!ounT;-a*!'Imhot ad:nnt,u�c lm Anthony _ Aaredu!y Wsigermd r!drsdst. AR!tsyauS3hdde st.ex.AaO.ads3!timi>ix;!anstt taaspJ!siar.,nn3uxn;t?ritU(4s!tt(udste dnlAvi,+g:!iamdRE•E. Ta! sard dlk tda`a!saz:e:aassitd:^_aserfdtits�.2^(nts tk±< 6issts i=ts�e 6pbm!s/Ursskadacsrer,se?au' TK Tombo lit, P.E. artaAa;ans lam? Wrli, mWrlis ;D ni toyheilts! dAt Tins0083 44515t.81-tscle Blvd. crsaddud'gaLahcitEresdwtahnArnipsinu!tfid. i!!inss DeApE,k!er fstJ?si!taii(i,;-0asyeu;rinss i;dea E!px!=drnxntdBu}. i3care>;sdteas t+endd'ae(ia ls;. Fort Pierce, FL 34946 +(opyrighteT-201AAdtoolbusso-Aalhenyi.tonsheill, P.E.Aeprodudionofthis dorement,inonylotm,isprohihifedaithuuttherrittenpessuissionham A-l&oofhwes-Anthony I,TasohoIll, P.F. Job Truss Truss Type Qty Ply Std Paid 511 EL D A0808834 65019 V4 Valley 6 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s @d :Z 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:35 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-4mDilRmIIHD5shOL9S6NUgFf4KoD2erP4?uAyNZB Y 2-0-0 4-0-0 2-0-0 2-0-0 4.00 12 C a a 2x4 2x4 LOADING.(psf) SPACING-2-0-0 CSI_ DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.06 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 FBC2014frP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and require7in cross bracing be installed during truss erection, accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 95/4-0-0 (min. 0-1-8) 3 = 95/4-0-0 (min. 0-1-8) Max Horz 1 = 8(LC 16) Max Uplift 1 = -40(LC 8) 3 = -40(LC 9) Max Grav- 1 = 95(LC 1) 3 = 95(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 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) 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 40 lb uplift at joint 1 and 40 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 CASES) Standard PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% Zt8aaarqFhoss�rxp;.prt.irr tit'b'.lQ01 DUS31S;i8kfi";51eEriE trf.'s363Q§QTgK i65iJN"!U?EP"r=(Ll7WiTG:1Ei�T'!¢sn. Taa�ruiropetrtkas etd t:truttJntHS rrns[wip CsEaivrQ6j¢��tixd�T,h�MIQ,P.E1:hrecE Lte4Sdt¢au. 9ehssc'Es'vim sktttEatkt li0, nt( WldttmsrtrpSmvt sld: Sv ntehr3sr'Ia 6E+tEl.laoTTst QtsigoTa,7a:tr as Luz75rsg>r bet:J vs urlUD tauttt6s®az.MExta'ttzg u4ut¢d eEgatnmgrt;pta:_sidrfiralttsfpd2zs ItTsosEdtpxhtws:±rQ n!•,rtrtr INL TS�4si� as?t-t¢s,let:�pa�brts, trh3ildr Anthony T. Tombo lit, P.E. nlE;ttfHisTssss firer ta:l�3b11!IEartei:`d+dde C'tEY,7itaxath vd:tcE ra;ealEsa trz`CEpDn mr.,is LSE;teea.¢'titlr„tulif vu Rt lesdb7fagi-iMI. TSt ssgotd ri d+Iwo "Iuyfidl fit rih, ds;"Wit itsri%V.Js1 x 80083 rhWas 6tsgwnnr:aaoa7,AlIvs¢d aaan6?i~Q¢E2ah p¢fins oagttxaasddaP.9nq rEs>a¢ed Sdttrfits¢aa:so;rrklp<i'.ssi4lr RladSi!Im¢:+hrnstr�grted gtitsnv. r?41 ds`�ts a7vte?¢a¢sitdRueig hL?sd^eTn,sOev¢ay !pisaakpa iaT:O?Na¢r itii¢iYBd+CRft,�;a1a 4451 St, I -We BIL"d. djttx;std><+?dgr¢GtttYd Eratr Rfxlt*1=.if{I)CerHG>-S hrietl Tl!rrrSQ:tijO tigiMKi53�Takrtd urQ?ylgatr;F rlatS ifAtQTtyti:tS?tie:>Iglrm}. ttii¢g�TiF3trkRK...I ldi'd 1011. Fort Pierce, FL 34946 UppightC2016AJRoolbasses-AmhiiyL1omho111,1`1. Hepredudionafthisdetomerd,inonylotm,ispmbibledwitbuutthewrinenpermission homAdHoofLasses-Antbaey1.lembo11L1`1, Job Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 V8 Valley 6 1 A0808835 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. Thu Jun 09 15:30:36 2016 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-4mDilRmIIH D5shOL9S6N UgFbvKne2dOP4?uAyNzB_Y 4-0-0 8-0-0 4-0-0 4-0-0 4 a 0 2x4 4.00 12 4x4 = 1.5x4 11 2x4 =d 0 8-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight: 22 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-M 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 = 134/8-0-0 (min. 0-1-8) 3 = 134/8-0-0 (min. 0-1-8) 4 = 283/8-0-0 (min. 0-1-8) Max Horz 1 = -24(LC 17) Max Uplift 1 = -72(LC 8) 3 = -75(LC 9) 4 = -86(LC 8) Max Grav 1 = 134(LC 1) 3 = 134(LC 1) 4 = 283(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-211/314 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 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) 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 72 lb uplift at joint 1, 75 lb uplift at joint 3 and 86 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 Cct:'aTFlms:?.n,�ry�'E?eitrflii',E!dQ0F1itK.E4;iElL��9EEAt sEEYidiC%GR)dS 1fT9Sd'llldEi";LtN!ilp7EGc#�PE�a.9:ri�de:i}�lrtciiets tgsxdeM eetHtlms@:sip[.wiap?QQjou#tie}rt¢a}T.isa!aI.�:P.F. ithseeuSTeetleime asa. Qedttsa�w»Ite 9eRita daTP&,rzlp ItiltEmraeshrdeet sid4ke..cu�A,fu ±![.fidattu. }svl: tQ,t4aEr ,,ti tre arE ,so,tr�a�TSQt :esee�<i ,. +:m4�rtettass a st rt:}w:.didmttz�s ads:t elnssa. eu�,laQ,rt,.,nrett!!!. t;•dt:4,ettr t, mtir,n,td ur, Anthony T. Tombo 111, P.E. ecditi tErds llastMa} ., it lG4letrtta1!el deCns. as C.crtsadies t.d a, deity rs_tgli .ta,ena aeu!�'MII(,hell(us&itmd}nn'.ti-g�eem}tral.liealpesdd.;Nf Qm}e7fiAdrsi tdtseLnt, bek tuzsl's�, tge,ieia tuQer udt }s[nQ9s;�sse;y»tb 'rd z80083 tiereilda} Qas sarr;xaslitf6dastrtrdsezten.4hpsvtd'»gtvF7hda Faaleisd®hnthpmktins adm}:ids!iutcSbi r?Ins;iirt}ezed SdagtxM. aa'i+s 4:S�}na t4h'Pl and fr(I mtrkieecd! ptxdreidase. Rltd€as!it:e!gassiSiL^.¢tcd}aCstd�c,, lntsQ!s`5am, hatpetr fteWxrm: 44515t. Lucie Blvd. Fort Pierce, Ft 34946 tepprighrw3016AIRoatLnsses-Anthony i.ica�6oI13,P.F.&tprodutdianatlEisdemmtntdcnarduea,itpwlsi5idtdxit[<oufrhearitttnptrmisrod6odaA�lAou!Trusses-nnt6oayLlnmftollLP.f. Job - Truss Truss Type Qty Ply Std Pac/6511 EL D A0808831 65019 V12 Valley 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 4.00 12 Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:36 2016 'Page ID: W?qu Lcr?Re?LfzLe98RjH4yHM91-Yyn4ynmO VaLxTrzXj9dcl uolsk3_n3_YJedjUpzB_Y 12-0-0 6-0-0 4x4 = 3x4 1.5x4 II 3x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) 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 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) 1 = 193/12-0-0 (min. 0-1-8) 3 = 193/12-0-0 (min. 0-1-8) 4 = 525/12-0-0 (min. 0-1-8) Max Horz 1 = -39(LC 17) Max Uplift 1 = -97(LC 8) 3 = -102(LC 13) 4 = -186(LC 8) Max Grav 1 = 200(LC 23) 3 = 200(LC 24) 4 = 525(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except wren shown. WEBS 2-4=-349/454 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 97 lb uplift at joint 1, 102 lb uplift at joint 3 and 186 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 -PLATES GRIP MT20 244/190 Weight: 36 lb FT = 0% Ynr.+�Yaese'axt+}Spree+i!r!I'st'!'IGGFft�iSESrSEE( 6E5EI:E TEIASSG11piFi8A5(LSRJ4:,"tU?FI'j;f159�E4G �[tT Sso, Pntlr to:i;E taNErs"IItsf tites T1.hi;RI!hnnaSi-dkeftnsst, Jrlrst*-*!e:ddtlea lktT2G,r-it Wl�s!smshrtl9ttsieGknK6r 3ti[•:bba+Etn.IsaR4L iit dau:;rnat*ssck�, 3s4:ans,sa liry Anthony T. Tombo It., P.E. ad ra tfNsrsrs ltf Mride7!s 6a llspwk4 of rid Ga<andGntisasiEmidn,r.-tlni4 l4iin Dasi;.,iatiImlofde W,6e 111aaFftt licewidisy setmf EtH. Tot oppsteti a If, RD.1 yfiedI did aftieT!ns, frJ;ir�,.AblG+I,s!xq Wft, txi"� od Ael It, is lipirrP l'irtl «80083 ' rxtaiErbpfsesiyanad(edalr.III.% Idonirf uddid;f .—Arntut,0.114 ice:cxu!ss�!n,�(s<:asets�;ws�gFPfeK51(lir eh-a?at! eledm!. 4451 t. LueieBlvd. Aieesr`:Ed>xdlre(It6Y�ipntEDKhtt54flr¢:rWG±s tlniett.Tt!TnSi Dtsitt@;uetr isf)i 6e teiliQt GEsitnf,xrssss Syshe Entire!dmlriiGl;. k9nPM Edfe!nSPEtitda!th r(r. Fort Pierce, FL 34946 « Upyrighi C 2016 Ad roof irises-Anihony Month 111, P.E. Peprodorrion of ibis demmant, in onyfatm, is pmhibiled wilbooffbe written permission from A.f hotLosses-AmAony T. rombo III, P.F. Job Truss Truss Type Qty Ply Std Pac/6511 EL D A0808832 65019 V16 Valley 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. Thu Jun 09 15:30:36 2016 Page ID: W?quLcr?Re?LfzLe98RjH4yHM91-Yyn4ynmOVaLxTrzXj9dcl uoflk_Hn3QYJedjUpz8_Y 8-0-0 16-0-0 B-0-0 8-M Y 0 0 4x6 = 4x4 7:�- 4 4x4 1.5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(fL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) 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 purlins. 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 = 269/16-0-0 (min. 0-1-8) 3 = 269/16-0-0 (min. 0-1-8) 4 = 732/16-0-0 (min. 0-1-8) Max Horz 1 = -54(LC 13) Max Uplift 1 = -136(LC 8) 3 = -143(LC 13) 4 = -260(LC 8) Max Grav 1 = 279(LC 23) 3 = 279(LC 24) 4 = 732(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-487/576 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 136 lb uplift at joint 1, 143 lb uplift at joint 3 and 260 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 PLATES GRIP MT20 244/190 Weight: 49 lb FT = 0% •o 6 4atiy•P,test fas;e ifmtiw ut'b' INF11Us5ME€140, 011.SAS&WNPirMESi;lkl:,"EUril jk(NN0gti0i�Ei1'#eea. ruin lopfdirsitaul tvA HI'S taws !we$W'Nt+rauf"dPipd!St kotEartVvaa MU rdtecnFH Wvaam. �11shooft—sr rmhoWN'"Ir 3 Witlmre. fL"tsssdtl.asevht it bEttetil.ftarzssen�f w;Ee,if:c�tsEcti�n';4esedto UTIN Ffitem= WnIN0,uA,MI. Titidx assrsf�s,le�7�i:cyer;a+x^e�Nf hnthOnyT. TOrr15011t, P.E. nlssa eti#sTenstn a74tefl:INitefss.,5tfd0eCxEuse breeds ad5urtltduM[::9taEwn,itpsaceadMltf,tStUGarSt ltol Sa:#a7at,e�EEF1.t'seecsd a?iltT'sQ u7 eerfitEintdUaLtss,Mtlsplt>:Ebgst,;ef..rcdtYm ediswfsiagnEx{esp>3sd�rrd #80083 i CaerdlE6frxspur osfseLa:Nt.k({m'es seltdude 63 ee2bfattitts asffddtGetsdfEeEaleuSia�msd SdetrMJmadae?ttfra::{5tl If IEI[dStrlut<dtlaMdrterdrwtaaf. lEN dt°OHfStetiJd3StSlTreitdldi3S d'.,a raltettlgu,Tttit usrpbfiae eilttasMadeca r.w'tu 4451 St. Lucie Blvd. dEtes;sd>afEfeLeeai agreltfu it n'i�Ere'falias etebel. Tit itrts DaAfs Egieeer is s9fne reddivf bt5i}Att;tt Ttat}Sf3.t4 EaSieetedaclaiCaf. kl af1Ti12eEtPtif atlt ddialaifld' Fort Pierce, FL 34946 !opyti0b102016A•IP.00fLnsses-Anlbony1.lombo111,P.E. Aeprododionoflbisdesement,kimsyfotm,isprobibitedailbonftbew6tenpermissionfromA-1Hooffrosses-Antbonyi.TomboIII,P.t. Job r Truss Truss Type Qty Ply Std Pac/6511 EL D A0808833 65019 V18 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. Thu Jun 09 15:30:37 2016 Page ID:W?quLcORe?LfzLe98RjH4yHM91-09LS97nOGuTo5_YkHt8rZ5KuA8QJW WjiXINHOGz8_Y% 9-6-8 19-1-0 9-6-8 9-6-8 4x4 = 3x4 9 8 7 6 3x4 ;:r 1.5x4 II 1.5x4 11 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) 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 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. All bearings 18-11-8. (lb) - Max Horz 1= 66(LC 16) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 8=-143(LC 8), 9=-285(LC 12), 6= 285(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=509(LC 1), 9=499(LC 23), 6=499(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-8=-380/406, 2-9=-410/565, 4-6=-410/565 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) 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 100 lb uplift at joint(s)1, 5 except Qt=lb) 8=143, 9=285, 6=285. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1.5x4 II PLATES GRIP MT20 244/190 Weight: 61 lb FT = 0% •O O tc±sep-Fi�OrsrilTeaie.i3d'L::IEO,'DtKSEf;'f:l:it`;.:�A9Sl iEFSt?s�1CG't7611SiD��tO!EI'JlfKi85tE�'1Etil'Ma. Ya3e k9p{ceFsiers vei rvfevinnttn itrsG:siyv t:v.ivg?06jcdt»Re�vyT.itablC:f.Et±ftiuse5axtk!mvase-9altsit�!.wisesbre vatee lO. rJJ Ylektam!uvrpimx s)dt4e rsedhr?3!1E71r 1aeeEl. lSSPne Culp Ec02"4e,bm.,yFryu±t5 tie sealoaTit-0regaaass Mr. -Pa a!tkFrues=.iu eq xerir4aax:iiin InUat.sig dote si*lwu LjWd &IN'O'.e&M. Tx lvlpnafkx,tea-I.A mn, Wddo '- Anthony T, Tombo IL, P.E. vvinr vfN.is'i!sshs mpt 3:sgEf Ge idpan>3s01 rl bk 0.v tha 0.vrrsvr7maei ratlmits GCd ep9ssecc, is dancerisih±III, Cre il(vzdtte ianiirils+p anwp IN. 1kZ Finldikr l3C asd erAeil esedtl±ttru,a ' a±r.�lir{<stxvpe: is t7�iva udka asgkrnrersp vs3ii iTe3 88Q083 ' r6ulSng6nipaermlt aslrc,lllavrssnvst�?xr::ecttkpnCu±svedp:a<;uesa6elalacyLeewu9fdentl�xdxa qF4??.;sisllrtfjWHU!:e,-W.peerA. dg,.MIidt`:15 m,.-npwbiL.esaalene,:tafins 1o"Tfut"Eap�,jwrea4451St, Lucie Blvd. veetx ±da!9>iip!Gahal eprtelepvxw+r'iap tT paG!snrehal. i6s Tres Desipv hpixar<EslJTtie(rillapf.sipM;aisassfnhmtvgw..Onpbrilrp. ;tcopn3nlinmaenlefieel lr Tp'. Fort Pierce, FL 34946 E(opytiyb1V2016A-IRoot bosses-Aalhooy1.lemboIII, P.E.Reprodudionoflhisdotoment,inanyfom,isprobihAed;vifiounhwri"enpermission bomA-IRoafhosses-AntbonyLTombo111,1`1 Job Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 WG01 Flat Girder 1 3A0808836 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. Thu Jun 09 15:30:38 2016 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-VLvgNToelCbfj87wraf46JtxBYdKFojrmy6gYiz8 Y 3-0-3 5-6-13 8-3-4 , 10-1-8 12-6-12 14-10-4 , 17-7-4 3-0-3 2 6_11 2-8-7 1-10-0 2-5 4 2-3-8 2-9-0 Dead Load Dell. = 7116 ii 3x8 II -1. - 7x10 MT20HS= y <v - 4x4 = 3x8 = sx Eu 3-0-3 5-6-13 8-3-4 10-1-8 12-6-12 14-10' 17-7-4 3-0-3 2-6-11 2-8-7 1-101 2-5-4 2-3-8 2-9-0 Plate Offsets (X,Y)- [2:0-2-0,0-1-8], [6:0-3-0,0-4-8], [7:0-3-0,0-1-8], [8:04-8,0-2-0], [9:0-5-8,Edge], (10:0-2-8,0-2-0], [11:0-3-0,0-1-8], [14:04-12,0-4-12], [15:0-3-8,0-1-8], j16:04-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.30 12-13 >678 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.62 12-13 >327 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 341 lb FT = 0% LUMBER - TOP CHORD 2x6 SP No.2 *Except* T1: 2x6 SP 2400F 2.0E BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except* Wl: 2x8 SP No.2, W2,W4: 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16 = 7523/0-7-4 (min. 0-2-1) 9 = 9106/Mechanical Max Uplift 16 =-2814(LC 4) 9 =-3194(LC 4) Max Grav 16 = 7523(LC 1) 9 = 9106(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-6977/2649, 1-17=-13540/4779, 2-17=-13540/4779, 2-18=-24427/8872, 3-18=-24427/8872, 3-19=-29410/10584, 4-19=-29410/10584, 4-5=-29410/10584, 5-6=-29410/10584, 6-20=-24018/8532, 7-20=-24018/8532, 7-21=-14792/5215, 8-21=-14792/5215, 8-9=-8222/2869 BOT CHORD 15-16=-483/1402, 15-22=-4779/13540, 14-22=-4779/13540, 14-23=-9107/25054, 13-23=-9107/25054, 13-24=-10584/29410, 12-24=-10584/29410, 12-25=-8751/24622, 11-25=-8751124622, 11-26=-5215/14792, 10-26=-5215/14792, 10-27=566/1615, 9-27=-566/1615 WEBS 4-13=-2349/847, 5-12=-2012/713, 1-15=-4704/13289, 2-15=-5553/1917, 2-14=-4579/12179, 3-14=-5231/1955, WEBS 4-13=-2349/847, 5-12=-2012/713, 1-15=-4704/13289, 2-15=-5553/1917, 2-14=-4579/12179, 3-14=-5231/1955, 3-13=-1634/4818, 8-10=-5185/14695, 7-10=-6945/2428, 7-11=-3750/10430, 6-11=-5038/1827, 6-12=-2104/5495 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide metal plate or equivalent at bearing(s) 9 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=2814, 9=3194. 12) Load case(s) 2, 14, 15, 16, 17, 18, 29, 30, 31, 32 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 577 lb down and 453 lb up at 0-3-10, 169 lb down and 196 lb up at 1-M, 184 lb down and 215 lb up at 3-0-0, 290 lb down and 216 lbup at 5-0-0, 2579 lb down and 1366 lb up at 6-2-13, 1557 lb down and 804 lb up at 8-2-0, 1558 lb down and 793 lb up at 10-2-0, 1558 lb down and 785 lb up at 12-2-0, and 1561 lb down and 772 lb up at 14-2-0, and 1658 lb down and 790 Ib up at 16-4-8 on top chord, and 201 lb down and 153 lb up at 3-0-0, 118 lb down and 96 lb up at 5-0-0, 118 lb down and 96 lb up at 7-0-0, 118 lb down and 96 lb up at 9-0-0, 118 lb down and 96 lb up at 11-0-0, 118 lb down and 96 lb up at 13-0-0, and 118 lb down and 96 lb up at 15-0-0, and 122 lb down and 92 lb up at ° 17-0-0 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=1.00 , Plate Increase=1.00 Uniform Loads (plf) Vert: 1-8=-210, 9-16=-20 Concentrated Loads (lb) Vert: 1=-577 6=-1558 4=-1557 5=-1558 15=-2t1(B) 2=-184 10=-118(B)17=-169 18=-290 19=-2579 20=-1561 21=-1658 22=-118(B) 23=-118(B) 1 24=-118(B) 25=-118(B) 26=-118(B) 27=-122(B) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-8=-230, 9-16=-20 .._ ._ . A r i6 _ t;ontinuea on Pape Ead „a„s i.) t9tiutq•fitatt?�ce�y,erhvit#t"kt1LDf1rySSES;'S:IEEt;idiELSlTEF9.S6ED�T7&Y iGft4d!"iD!p"r}.fYSI'�T6�5lEtTtt o. TaMlE:i[aq�auMsvedE:mintq wtks TeatsD!syi&wayOD}tW'»Re�t�rr T,Tsmh A":P.E.Ie@aitxSteet idx!asr. �hl!ssa4•r*tse std!iaka l7fssal[ WTttIIavdir[i9!f11d:ItH!dra33iF:H1l itDd. 1SVTTS!C!ii,'0[flj3tt11te,Sj4:6itEeER:tFots!dat!TToDtF?S!4E[I*tm3Ept34t2kBt[tEt!tSl[34 ti7(3:liIETEt,]Ei�lfjiti'J.td!StEldv:i'!T@Sfd+ri3swk!IlDu!±,Mn,7EL li?�Up tssr 'iOGhtd.9['JEtilRt,ti`3lE*.Iti[ Anthony T. TDi'bo llj, P.E. WMdols Tims tpWW1vTBit!as[a;3D!d6t C"Er,m0-?s tft,l!dTEd a if W+e'C0Wt .!'i1olttF:W dot 11(;61 iff #80083 rukUdhy6!sinErmlicCialtt,lUsfx sd ataStiTaltiiN!FEfCkts adpia':iattTNvli3e>fg Ox[ttni Sdeh ist€ixa'i¢fSiS'�F�';ied ly'finiS[fAne:ehr!!ui!a Seixd gsidEcte.E?i•id*nnYus[msiLL:.tsrl3fU!sii!Ttits 3±4yu, 8rsiwtigbgheer ul r+v sllad2mtir,dtu 4451 St, Lucie Blvd. the,r!!dda!dittLara7tdttd.iEihrr;i�El¢:iaiitshnhd. iSe tEns D!dyiE,iaEr islDi sL tdt3e;0!si[ia,a iwss Srska6diuv dasrlalda}SJ piil!i#!matndl'n!d'n iTn• Fort Pierce, FL 34946 {opyEigMW1016AiRaofTtosses-AoihnayT.Tem6a111,P.P, Repredudionelihisdemment,inonyjmm,Ispwhi6aedxiJDuuftDexrittenpermission6oxA•IRooibusses-Anthony1.lomho111,P.l: Job r Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 WG01 Flat Girder 1 3A0808836 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. Thu Jun 09 15:30:39 2016 Page ID: W?qu Lcr'?Re?LfzLe98RjH4yHM91-zXTDappGoVjWLIh6OlAJeWQ6xyzZ_Ez_?csN58z8_Y LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 1=-508 6=-1384 4=-1383 5=-1384 15=-176(B) 2=-162 10=-103(B) 17=-147 18=-257 19=-2292 20=-1387 21=-1512 22=-103(B) 23=-103(B) 24=-103(B)25=-103(B)26=-103(B)27=-107(B) 14) Dead + Uninhabitable Attic Storage: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-8=-210, 9-16=-20 Concentrated Loads (lb) Vert: 1=-303 6=-862 4=-862 5=-863 15=102(B) 2=-98 10=-57(B) 17=-78 18=-158 19=-1432 20=-864 21=-968 22=-57(8) 23=-57(B) 24=-57(B) 25=-57(B) 26=-57(B) 27=-61 (B) 15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert: 1=314 6=507 4=522 5=514 15=74(B) 2=157 10=69(B) 17=142 18=151 19=886 20=497 21=506 22=69(B)23=69(B)24=69(B)25=69(B)26=69(B) 27=65(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert: 1=314 6=507 4=522 5=514 15=74(B) 2=157 1 0=69(B) 17=1 42 18=15119=886 20=497 21=506 22=69(B)23=69(B)24=69(B)25=69(B)26=69(8) 27=65(B) 17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert: 1=314 6=507 4=522 5=514 15=74(B) 2=157 1 0=69(B) 17=142 18=1 51 19=886 20=497 21=506 22=69(B) 23=69(B) 24=69(B) 25=69(B) 26=69(B) 27=65(B) 18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert: 1=314 6=507 4=522 5=514 15=74(B) 2=157 10=69(B) 17=142 18=151 19=886 20=497 21=506 22=69(B) 23=69(B) 24=69(B) 25=69(B) 26=69(B) 27=65(B) 29-) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert: 1=-506 6=-1135 4=-1151 5=-1144 15=-155(B) 2=-165 10=-83(B)17=-110 18=-217 19=-1921 20=-1126 21=-1204 22=-83(B) 23=-83(B) 24=-83(B) 25=-83(B)26=-83(B) 27=-87(B) 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert: 1=-506 6=-1135 4=-1151 5=-1144 15=-155(B) 2=-165 10=-83(B) 17=-110 18=-217 19=-1921 20=-1126 21=-1204 22=-83(B) 23=-83(B) 24=-83(B) 25=-83(B)26=-83(B) 27=-87(B) Standard 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert: 1=-506 6=-1135 4=-1151 5=-1 144 15=-155(B) 2=-165 10=-83(B) 17=-110 18=-217 19=-1921 20=-1126 21=-1204 22=-83(B) 23=-83(B) 24=-83(B) 25=-83(B) 26=-83(B) 27=-87(B) 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-8=147, 9-16=-20 Concentrated Loads (lb) Vert: 1=506 6=-1135 4=-1151 5=-1 144 15=-155(B) 2=-165 10=-83(B)17=-110 18=-217 19=-1921 20=-1126 21=-1204 22=-83(B)23=-83(B) 24=-83(B) 25=-83(B) 26=-83(B) 27=-87(B) t3'a'tig-INese Nnu�JyrnifrNt'!-I r08F1dDSSi('SEltfi.'xEEN:Isi IE116dCD1N1101SNA0N('Brrd^t7DiDWiB s;Nr lsfa Ynd(de!in tem!tanst@dtfdreNsafvs imss Cfs!r!wevNd�DDindNe dnteeT I.W't4M.PilednmeS4n1Wnfar_DelttseNe!sise shl<iu Ito Mkwj Melei!terxanFaRs Nsn ieBsflhrNe Rlfnlf nal.RstLnsasiie Fexe?rOt, SN�dry Etliftns,Nem(anrIDD;rrytsnn eame,aa;tslNern!nutni npttlNrtegsB!trddrNr rtt d'?.fft'4:Tnsse"t'1tlt 100 Bdt,ndn 191. Re ks4f anedtier,; Ietivtg neinhs;,aiMitrt/ Anthony T. Tombo Ill, P.E. mdlst llNlS Trost tii to rEIIIIFr IS Nf rfsdiFSlElllf(11 NiDnN; Itl Detfr'f OAfuatd ad?116INi Eflid¢rDt$fsex.Nlbt UFletltl Ntlll.NtN(n(Ntiiadkidr�U(t ird11I1.Nq?..W. dNBTDD Piliyhtid In d lte T'ns, ed'i lw!!q Ovgf'h;hodw twit{Iatg s!AatNtltsrB95Ni;dJ<d ."j 80083 DR1n!dxdGsyfl¢d(BaaF4n.;JnlffS.'1BABItfIDDPJdIlIrlTJI!HOiljltdtlRlSitNtrillGltreT(MfilSdflT>dxrtenn;lBDrfHislsd!}INmdSt(antitln¢uflNr;tofuliridnn.IF;lee5ersffitrftrcnlN'ifieseeddAitsdl�IressDesiMEt,rassofcyBuquter�lrmBu,o>fmrtt,�:t,s 4451R.LucieBlvd. I�.vriu teittd lya(ncefl,yredsdseN r!iatrtetDistafsinal¢I.li:rnn(x4pupam:s FDTNe hd&y Deap:t.ninss s(stem;erltefrelmiyefius utmTrB imdxmsmesd:l9:dNtru' Fort Pierce, FL 34946 Upyrighl3l201AA-1hallrosses-AnthonyT.TomboIII,P.E. Reprodurtianofthisdocumec6inanyform,isprehbitedmuhoutlbewiisfnpermissionhomMRoofTrusts-Anthony1.TamboIII,P.E. Job Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 WG02 Flat Girder 1 3A0808837 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. Thu Jun 09 15:30:40 2016 3x8 9-0-12 10-10-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) 0.20 13 >851 360 TCDL 15.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.36 13 >472 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except` W1: 2x8 SP No.2, W2,W4: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16 = 5854/0-7-4 (min. 0-1-10) 9 = 8319/Mechanical Max Uplift 16 = -2659(LC 4) 9 = -3581(LC 4) Max Grav 16 = 5854(LC 1) 9 = 8319(LC 1) FORCES. (lb) Max. Comp./Max. Teo. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-5364/2478, 1-17=-8742/3859, 2-17=-8742/3859, 2-18=-16054/7381, 3-18=-16054/7381, 3-19=-19142/8631, 4-19=-19142/8631, 4-20=-19142/8631, 5-20=-19142/8631, 5-21=-19142/8631, 6-21=-19142/8631, 6-22=-15335/6812, 7-22=-15335/6812, 7-23=-9890/4350, 8-23=9890/4350, 8-9=-7345/3123 BOT CHORD 15-16=421/993, 14-15=-3859/8742, 13-14=-7381/16054,12-13=-8631/19142, 11-12=-6812/15335, 10-11=-4350/9890, 10-24=-650/1498, 9-24=-650/1498 WEBS 4-13=-2107/761, 5-12=-1935/697, 1-15=3880/8745, 2-15=-4361/1928, 2-14=-4039/8385,3-14=-3331/1240, 3-13=-1434/3542, 8-10=-4455/10104, 7-10=-6214/2570, 7-11=-3054/6754, 6-11=-3777/1591, 6-12=-2257/4724 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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 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 metal, plate or equivalent at bearing(s) 9 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 16=2659, 9=3581. 11) Load case(s) 2, 14, 15, 16, 17, 18, 29, 30, 31, 32 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Dead Load Dell. = 1/4 ii 12-6-0 14-7-4 PLATES GRIP MT20 244/190 Weight: 286 lb FT = 0% 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 577 lb down and 453 lb up at 0-3-10, 169 lb down and 196 lb up at 1-0-0, 184 lb down and 215 lb up at 3-0-0, 290 lb down and 216 lb up at 5-0-0, 2027 lb down and 1101 lb up at 6-2-0, 1214 lb down and 641 lb up at 8-2-0, 1209 lb down and 628 lb up at 10-2-0, and 1219 lb down and 613 lb up at 12-2-0, and 2293 lb down and 1034 lb up at 13-2-13 on top chord, and 525 lb down and 712 lb up at 5-0-0, 283 lb down and 325 lb up at 7-0-0, 321 lb down and 369 lb up at 9-0-0, and 321 lb down and 369 lb up at 11-0-0, and 321 lb down and 369 lb up at 13-0-0 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=1.00 , Plate Increase=1.00 Uniform Loads (plf) Vert: 1-8=-210, 9-16=-20 Concentrated Loads (lb) Vert: 1 =-577 13=-283(F) 12=-321(F) 14=-525(F) 3=-290 11=-321(F) 17=-169 18=-184 19=-2027" 20=-1214 21=-1209 22=-1219 23=-2293 24=-321(F) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-8=-230, 9-16=-20 Concentrated Loads (lb) Vert: 1=-508 13=-250(F) 12=-283(F) 14=-464(F) 3=-257 11=-283(F) 17=-14718=-162 19=-1801 20=-1078 21=-1073 22=-1082 23=-2036 24=-283(F) 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-8=-210, 9-16=20 Concentrated Loads (lb) Vert: 1=-303 13=-150(F) 12=-170(F) 14=-283(F) 3=-15811=-170(F) 17=-7818=-98 19=-1124 20 -671 21=-666 22=-674 23=-1265 24=-170(F) 15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 t - ---t- Gontlnuea on paqe 2 tPnJ q'etdrp•CS¢s:: n+iee ih'bi1CGF gt51ES?stEra"s. sEsElSk tEE1ES4(GxA'€dIS:C4T9P"IU!EP}7.iCeG�t{praiE:Tfena.Pul({III:i�¢p�¢REMS¢tI RtE¢tk714 iUSir+ss pssyt t:niv41?6Djte!!kt tr aa�T,tpayaLT!:P.E.Ithraw SS:dtnh,! ask illosi"arelsuteh OOOBt>dt WTrkmaax6rlldas5lit€itlstOkr 3iR)LhtlW. ISO TRlshi,p ayittr{te ti.itNtgi fttl SEelieu77:,Qr4tL't&f®&L•}194'gdlS..ip:dt:Si EC3.i,'kt2§(eSrtiF tEttS.2/231}id'L'S'.1TEiInm d44h12ltRltiTv(EIdT,¢tt9TfTi. tYdtiy^1 iSitZr F4iEE1'{t§3fP:itaLtMt4LiT Anthony T. Tombo 111, P.E. pinldNstrnshrt¢slalsgs N+nler.: Of th El. ra Gau§¢.frodMGetx'.tsg8taar.:,®1?ateza'dS9 Ri to IKWIN 1¢ol wlgsid_eafitil. it¢atpi+aidGa i:Pedarhtl14;a4td¢Tin;MJsl�Sxrdia{sMq..rcYhfni¢tlE�S.kIp S[hrtEtTnstaF'T6 �80083 i 4451 Lzt telulfnl6nit!ermltapintn. disras Sdad�daC3ne(mlSaAuEs aai gct¢'kasdRi ta36zytaziaiertSdeh!^Izsrd�e t:K4Tq's!'3lgRi¢d$rSAa¢:ekitnai+xy!cxet yaNazce. iNid ms na tetgaasiaU::,a e�fUnsat�S T+en Oet:�u,;rntiet ia}hatra¢iuxi tt¢tdee�;d,ne'¢ss Lude BI,d. dhnrse 0.41r4Gteolrtitfuia ml�livi par'.a+ahet, Tie ltu Ddya&iue!tssJT be t*iticlDest�u;rtrossSrdeafn¢m dnridi5¢g s1 tgtal timmae4t idoeipiirt. Fort pierce, FL 34946 copytighl C.2016 A.Ilootbasses -Anthony L lamb, III, P,L Repredadion of this demment. in env imm, is prohibited without the written perm`ssion ties A.I Roof tmsses-Anthony L Tombe llL P.f. Job „ Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 WG02 Flat Girder 1 3 A0808837 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 12015 Mtl ek Industries, Inc. l hu Jun 09 15:30:40 21.116 Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-RkObo8quZprNySGly?iYBkyJpLMAjgF8EGbxdbz8 Y LOAD CASE(S) Standard Uniform Loads (pig Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert:1=314 13=232(F) 12=263(F) 14=419(F) 3=151 11=263(F) 17=142 18=157 19=719 20=419 21=410 22=398 23=655 24=263(F) 16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert: 1=314 13=232(F) 12=263(F) 14=419(F) 3=1 51 1 1=263(F) 17=142 18=157 19=719 20=419 21=410 22=398 23=655 24=263(F) 17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert: 1=314 13=232(F) 12=263(F) 14=419(F) 3=1 51 1 1=263(F) 17=142 18=157 19=719 20=419-21=410 22=398 23=655 24=263(F) 18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert: 1=314 13=232(F) 12=263(F) 14=419(F) 3=1 51 11=263(F)17=142 18=157 19=719 20=419 21=410 22=398 23=655 24=263(F) 29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert: 1=-506 13=-206(F) 12=-233(F) 14=-490(F) 3=-217 11 =-233(F) 17=-1 10 18=-165 19=-1512 20=-890 21=-875 22=-872 23=-1595 24=-233(F) 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-8=147, 9-16=-20 Concentrated Loads (lb) Vert: 1=-506 13=-206(F) 12=-233(F) 14=-490(F) 3=-217 11=-233(F) 17=-110 18=-165 19=-1512 20=-890 21=-875 22=-872 23=-1595 24=-233(F) 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate = Increase=1.60 Uniform Loads (pig Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert: 1=-506 13=-206(F) 12=-233(F) 14=-490(F) 3=-217 11 =-233(F) 17=-1 10 18=-165 19=-1512 20=-890 21=-875 22=-872 23=-1595 24=-233(F) 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-8=-147, 9-16=-20 Concentrated Loads (lb) Vert: 1=-506 13=-206(F) 12=-233(F) 14=-490(F) 3=-217 11=-233(F) 17=-110 18=-165 19=-1512 20=-890 21=-875 22=-872 23=-1595 24=-233(F) aa,ni-rl±estartiorerlwi,IIWE' lA4sssrsrurc}sraasrinutamrrancasmsrnu(ear-Aliec tirr�arl¢m r±rtraniurQaon±retrmaom::ntrrter:ghros1Q60)¢ffte41t:7I.ies5±rd,PElsluaebx remz9elesseknvisetednIE±lokesir Mtkanres ernrrslaifendln0,TCDai±rsOs.As, rnssDerge reaMap.e,5phrlryIrpste",N salnuyTDOrynsfenm*aeTlnsedih phtimi ArpeirTreslwarsdskr of ietp aim s43bss&"iIttra Too nlr,udn T91. rk drsipns¢n{Iius, Isr6r5fn1dan,"orlaq Anthony T. Tombo III, P.E. .tried roislmss fir—hilfsi is flsrspeshilittdiv Met:Bt Ontes a:dnrndaiatwft kOAy Ossipn,iade terfufdne 11fth Ill' rid Oe hinwhiniq We a 1111. >80083 A! tts{A:tniDeisi±Indreaenar. i�IefAn5:163118heICDOitnliratlll±S09ti¢!tlIlan¢rl:e{¢IlPoltl'dF9t-UlydelilE9.RfIInflLlViiillSt3tBJInaOSSrntl4nMp(dr[filrelllAl�11[e. R':IIe5N1!h!!eSiEd5315fie5nddA:eShc"4rn35De51pfr,tt�ss[r,:g,rni�e±rastlnssum>truney=d<n 4451 St. Lucie Blvd. a�±rnnetdrz±i 6iarnirttfaie±rd ai±ehpfOisi Eisllis±aesin±lr±t it raisrksip uiafnishOTt4 MfgD slpnx Iasi sistete faifseef OR inval. All sephIradtuns A—drlard is UP. Fort Pierce, FL 34946 �Eopyrightt02016A-iRoof Trusser -Anthony T.Tamho111,P.E. Reprodudionofthisdammesl,inanyform,isprnhibiledwithoutthewrivenpermissionfromA-TRoofTnssas-AmhonyLTeson111,P.E. Job Truss Truss Type QtY Ply Std Pac/6511 EL D A0$08838 65019 WG03 FLAT GIRDER 1 2 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.00 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014fTP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 *Except* W2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-4 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3 = Max Uplift 4 = Max Grav 4 = 3 = REACTIONS. (lb/size) 4 = 344/Mechanical 267/0-5-0 (min.0-1-8) -76(LC 4) 344(LC 1) 276(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb).or less except when shown. TOP CHORD 1-4=-328/84, 2-3=-261/3 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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); 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. Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Thu Jun 09 15:30:40 2016 Page I D: W?qu Lct?Re?LfzLe98RjH4yHM91-RkObo8quZprNySG ly?iYBkyU6LW4ju58EGbxdbz8_Y 2-0-4 CSI. DEFL. TC 0.17 Vert(LL) BC 0.01 Vert(TL) WB 0.00 Horz(TL) (Matrix-M) in (loc) I/deft L/d PLATES GRIP -0.00 4 >999 360 MT20 244/190 -0.00 4 >999 240 -0.00 3 n/a n/a 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 100 Ib uplift at joint(s) 4. 10) Load rase(s) 2, 14, 15, 16, 17, 18, 29, 30, 31, 32 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 194 lb up at 0-8-0 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=1.00 , Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-260, 3-4=-20 Concentrated Loads (lb) Vert: 5=-173 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-280, 3-4=-20 Concentrated Loads (lb) Vert: 5=-150 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-2=-260, 3-4=-20 Concentrated Loads (lb) Vert: 5=-80 15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Continued on paqe 2 Increase=1.60, Plate Increase=1.60 Weight: 27 lb FT = 0% Standard Uniform Loads (plf) Vert: 1-2=-177, 3-4=-20 Concentrated Loads (lb) Vert: 5=139 16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-177, 3-4=20 Concentrated Loads (lb) Vert: 5=139 17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-177, 3-4=-20 Concentrated Loads (lb) Vert: 5=139 18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-177, 3-4=-20 Concentrated Loads (lb) Vert: 5=139 29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg- Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-177, 3-4=-20 Concentrated Loads (lb) Vert: 5=-114 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plfi Vert: 1-2=-177, 3-4=-20 Concentrated Loads (lb) Vert: 5=-114 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-177. 3-4=-20 Otte'oi•Mtss!'S�tcr**'yterirx[@t"kSIDQF ptliSfSq"SE118'$:EBEF¢EDY.SLEQ¢[4TJdi([SfBk!('6U¢fl1xS6a9ME6°a4E#1'ksv. PtnTp dt;"ryro{mtatias aH s3ad pbsniNl Sits [aipa[:r+'is¢"WjtalilekelfmjT,itn4tt�P.L ldemaatSSsdleitttesr, 9tJtssa�x�ist sidtltpitti7D,talr -. Wldrwartryl3ts sidikntlkr•rF tOtrdd. lsvTssDesi,�Er79xer,u_Sa:canfepaz 6t scti at as77;D rtptstCsntzcy6u�sitk¢tthssnaeo3aesegrtsiss iryhr2t dzsiyad�t si frTuua>rir:dteu-rttaH,xr>imt.Tx�:,¢tart�p3ts,tua >rttnttr,s�rsu,ry Anthony T. Tombo lII, P.E. npat ainrdgtsTtmt hrws k'eg is Ur nspte-3heltle Cre�,Atdndstthn�.#a¢eda MErCr¢Daac,utSs:tza?dQt lif,ffit Ik[ci lFtfudk treseulRid. 1kai4N T:D III arAei¢at dha Aast,irJ xpTzs tispsta2¢+enedttaft-mm$kink f. nyxis�U-161 - n 80083 ' tar ttilsdi Dtsi¢termt:earxfa. Alimtts selatlantTwDailkt¢tollttsrol{siiuicrsa`ktG:f3r; ieavrawtSdetr la!~ia`xn[Xj{ai';skI S; FPiadf¢(Arr:M¢tetsdW¢esvd;tidsat.R1deP:ets!'ts sew.asildwes�lef�rsd!aaTtrts7ni¢s:,irrss essipwg`•arvml ttoss Nadacuzr,cdtu 4451 St, Ltde BIYd. afEyrtadda�lpt6mtd t¢m!a{taarr_�ikrr{slitsanlreR Tktrns D>si{a Egiutt BtiDl tsetd�#m¢DtA¢sn:r, Enist(sltaEyi:m ttrvlutra} ttttpib5;tdtnasatn¢elusl it SFN, � Fort Pierre, FL 34946 (opytigltW 101AAJRoothusses-- Anthony 1.TmbcIII, P,F, Reprodesfionnitbisdorumen,ineaytoam,ispmbiWedttitbutibewritten Permission hem A-IRodhosses-AntboryLTrmbo111,P.L Job , Truss Truss Type Qty Ply Std Pac/6511 EL D 65019 WG03 FLAT GIRDER 1 2 A0808838 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designLW-altruss.com Run: /.f54U s Oct t ZU15 Print 1.b4U s Oct / ZU15 MI I eK Industnes, Inc. I nu Jun U9 Ib:30:40 2U1b Page ID:W?quLcr?Re?LfzLe98RjH4yHM91-RkOboBquZprNySGly?iYBkyU6LW4ju58EGbxdbz8_Y LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-114 . .32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-177, 3-4=-20 Concentrated Loads (lb) Vert: 5=-114 W-1-Fltest dt'velywhi,,*% IN* 1dC5S(i"iFl(EF}SFpilAtl[WSE(Ak1N1011ttJ51d9t3n(:i';d'tWONiB�UiMI'hm. reriff desiee l:r dososdrtal saps et his rmss CtsI§SCti'ii4tjIUG1 tad @tbli,gMei.M, PE IdermoSh-dtori Pat lJd,,s aitmistfihd Le lie RIO, all MJIeitEsuOer pats sYilirrstlMtttr[6A is nei lseLess Oeu¢Eevaa'te.,5yttlel¢FgiEtuy litsnlunp IDOrryeuets same wseefGe prdestital NQTQtl1ErrHfiltN4ry6rhin�palltl s!caeisttshnatiultt-16D Nt.nlnitfl. Tke tesile esuufnus,fcstgnttmtrs, stmfaur Anthony T. Tombo lII, P.E. asl eudriis tress k,en Gileisp is Ae retpe:diter¢I tzsOner, tfa0weerioA4r,etdogetla9tlailful Resinx,utE: uciul ei lieli(.tlelrietdtltlamta9bty uie tc4l%d. fkgptm!tfke tUR mittpfiellrte tfik(rsts,kliytcelUal, Cetgt,ia;h!!elite uEtrtosg t5tl ht'S: rts{easSd;fgtf 80083 ttx6nidnfCes. vrrA(aaJnsw.t:lcflt; sil aA leke ICU ea115e pxfi¢smtgri&Beet eftierclllieghxp�tal sdtlp la'maente(K9)itNistrl sl In ae9it(l erz uitrm:ed la geeual pe�date.IP,l2 firesmeusptasPd'ifies ecAdA:esat lia lressUWnEs, iensCt;tits ayaetr andLe;skmetalntt,w.eEs 4451 St. Lucie Blvd. oet:rwhe ttF.Eet 6ya(nu¢tl4�EM etaenwrwig I! III punts insitel Jlelnssleua EgieeerhhMA! Hq No;er loss Slsse;,Enphendxq ieiBut. III". I'dwsas weeslAwthIlil. Fort Pierce, FL 34946 zt Eepyrigh1D2016AdRon]Tmsses-Ant6oayl.TomboIII,P.E. leprosdostiou of this datumert, in any form, is probibiled without the written permission from A -I Rooi Ticsses -Anthony I. Imeho III, P.E. J �1 V � .IiYtl1i • r A-1 ROOF TRUSSES AFLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance to the following standards: ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "SCSI 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 duds, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.A1truss.com USP STRUCTURAL CONNECTOW A MlTek' Company Hangers Allowable Load (lbs) DF-L / SP LSL LVL PSL SPF I -JOIST 160% LISP Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule Tl JUS24 1881, 655 750 820 510 (4) - 10d (Header) FL821.39, (2) -10d (Joist) 11- 0510.01, RR 25779 LUS24 670 765 825 490 - - - - _ (4) - 10d (Header) (2) -10d (Joist) T2 JUS26 1881, 850 975 1060 1115 (4) - 10d (Header) FL821.42, (2) -10d (Joist) 11- 0510.01, RR 25779 LUS26 865 990 1070 1165 - - - _ _ (4) - 10d (Header) (2) -10d (Joist) T3 MSH422 1831, 2025 2025 2025 - (22) -10d (Face - Face Max Nailing) FL822.36, (6) -10d (Face -Top Max Nailing) 08- (6) -10d (Joist - Face Max Nailing) 0303.06, (6) -10d (Joist - Top Max Nailing) RR 25836 (4) -10d (Top - Top Max Nailing) 13116-R THA422 2245 2245 2245 - - - - _ _ (6) -16d (Carried Member- Face Mount) (6) -10d (Carried Member- Top Flange) (22) -16d (Face - Face Mount) (2) -16d (Face - Top Flange) (4) -16d (Top - Top Flange) THA1422 1835 1835 1835 - - - - - _ (1) -10d x 1.112 or 2 -10d x 1-112 (Carried Member) (10) -10d or (2) -10d (Face) (4) -10d (Top) T4 THD26 1781, 2485 2855 3060 2170 (18) -16d (Face) FL13285.35, (12) -10d x 1-1/2 (Joist) 06- 0921.05, RR 25843 HTU26 2940 3340 3600 1555 - - - - _ (11) -10d x 1-112 (Carried Member) (20) -10d x 1-112 (Carried Member - Max Nailing) (20) -16d x 1-112 (Carrying Member) c (10) -16d x 1-112 (Carrying Member- Max Nailing) �USP STRUCTURAL CONNECTORS* A M1Tek` Company Hangers Allowable Load (lbs) DF-L/SP LSL LVL PSL SPF I -JOIST 160% USP Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T5 THD26-2 1781, 2540 2920 3175 2285 - - - (18) - 16d (Face) FL13285.35, (12) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHUS26-2 2785 3155 3405 1550 - - - _ _ (14) - 16d (Face) (6) -16d (Joist) HTU26.2 2940 3340 3600 2175 - - - - _ (20) -10d (Carried Member- Max Nailing) (20) -16d (Carrying Member- Max Nailing) T6 THD28 1781, 3865 3965 3965 2330 (28) -16d (Face) FL13285.35, (16) -10d x 1-1/2 (Joist) 06- 0921.05, RR 25843 HTU28 3820 4340 4680 2140 - - - _ _ (26) -10d x 1-112 (Carried Member- Mox Nailing) (26) -16d (Carrying Member - Max Nailing) T7 THD28-2 1781, 3950 4540 4935 2595 (28) -16d (Face) FL13285.35, (16) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHUS28-2 4210 4770 5140 2000 - - - _ _ (22) - 16d (Face) (8) -16d (Joist) HTU28-2 3820 4340 4680 3485 - - - _ _ (26) -10d (Carried Member - Max Nailing) (26) -16d (Carrying Member- Max Nailing) T8 THD46 1781, 2540 2920 3175 2285 (18) -16d (Face) FL13285.35, (12) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHUS46 2790 3160 3410 1550 - - - - _ (14) - 16d (Face) (6) -16d (Joist) ^usP ,WWI STRUCTURAL. CONNECTORS A WOW Company Hangers Allowable Load (lbs) DF-L/SP LSL LVL PSL SPF I -JOIST 160% LISP Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T9 THD48 1781, 3950 4540 4935 2595 - - (28) -16d (Face) FL13285.35, (16) -10d (Joist) 06- 0921.05, RR 25843 13116-R HHUS48 4210 4770 5140 2000 - - - _ _ (22) - 16d (Face) (8) -16d (Joist) T10 THDH26-2 1881, 3915 4505 4795 2235 (20) -16d (Face) FL821.75, (8) -10d (Joist) 06- 0921.05, RR 25779 13116-R HGUS26-2 4355 4875 5230 2155 - - - _ _ (20) - 16d (Face) (8) -16d (Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 (20) -16d (Face) FL821.75, (8) -10d (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) FL821.77, (10) -16d (Joist) RR 25779 13116-R HGUS28-2 7460 7460 7460 3235 - - - _ _ (36) - 16d (Face) (12) -16d (Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 (36) -16d (Face) FL821.75, (10) -16d (Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 - - - _ _ (36) -16d (Face) (12) -16d (Joist) - US STRUCTURAL CONNECTORS` A MOW Company Fastener Comparison Table Connector Schedule , Group Label LISP Stock No Required Fasteners Reference No Required Fasteners (4) - lod (Header) (4) -10d (Header) - T1 JUS24 LUS24 (2) -10d (Joist) (2) - IOd (Joist) (4) - IOd (Header) (4) - lod (Header) - T2 JUS26 LUS26 - (4) - 10d (Joist) (4) - IOd (Joist) (22) -10d (Face - Face Max Nailing) (5) -16d (Carried Member- Face Mount) (6) -_Iod (Face -Top Max Nailing)_ (6) -16d (Carried Member- Top Flange) - T3 MSH422 (6) - 30d (Joist - Face Max Nailing) THA422 (22) -16d (Face - Face Mount) (6) -10d (Joist - Top Max Nailing) (2) -16d (Face - Top Flange) (4) - lod (Top - Top Max Nailing) (4) -16d (Top - Top Flange) (11) - IOd x 1-112 (Carried Member) (18) -16d (Face) (12) - 10d x 1-1/2 (Joist) (20) - lod x 1-112 (Carried Member - Max Nailing) - T4 THD26 HTU26 (20) -16d (Carrying Member) (20) -16d (Carrying Member -Max Nailing) (18) - 16d (Face) (14) -16d (Face) - T5 THD26-2 HHUS26-2 (12) - 10d (Joist) (6) -16d (Joist) (28) - 16d (Face) (26) -10d x 1-112 (Carried Member- Max Nailing) - T6 THD28 HTU28 (16) - 10d x 1-1/2 (Joist) (26) -16dx 1-1/2 (Carrying Member- Max Nailing) (28) - 16d (Face) (22) -16d (Face) - T7 THD28-2 HHUS28-2 (16) - 10d (Joist) (8) -16d (Joist) (18) - 16d (Face) (14) -16d (Face) - T8 THD46 HHUS46 (12) - lod (Joist) (6) -16d (Joist) (28) -16d (Face) (22) -16d (Face) - T9 THD48 HHUS48 (16) - 10d (Joist) (8) -16d (Joist) (20) - 16d (Face) (20) -16d (Face) - T10 THDH26-2 HGUS26-2 (8) -16d (Joist) (8) -16d (Joist) (20) -16d (Face) (20) -16d (Face) - T11 THDH26-3 HGUS26-3 (8) -16d (Joist) (8) -16d (Joist) (36) -16d (Face) (36) -16d (Face) - T12 THDH28-2 HGUS28-2 (10) - 16d (Joist) (12) -16d (Joist) (36) - 16d (Face) (36) -16d (Face) - T13 THDH28-3 HGUS28-3 (10) - 16d (Joist) (12) -16d (Joist) us P STRUCTURAL CC NNECTOW A M!Tek7 Company A 6 l't ya JUS24 JUS26 MSH422 771; -111 'Al Ig. asCN -50 rr ..... ..... ..... THD26 THD26-2 THD28 . . . . . . . . . . A g ' 5 Nn RE TH D28-2 THD46 THDH26-2 i k f: N -yy a ITHDH26-3 ITHDH28-2 ITHDH28-3 ;JANUARY 8, 2016 TYPICAL HIP / KING JACK CONNECTION LVL NAILING SCHEDULE ST-CRNRST &LVL NAILIN CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 Attach End Jack's w/ (4) 16d Toe Nails @ TIC & (3) 16d Toe Nails @ BC Attach' King Jack w/ (2) 16d Toe Nails @ TIC & 24" Strap w/ (6) 10dx1.5"ea. end @BC Attach Corner Jack's w/ (2) 16d Toe Nails @ TIC & BC (Typ) Attach Corner Jack's w/ (3) 16d Toe Nails @ TIC & (2) 16d Toe Nails @ BC (Typ) FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 I MiTek USA, Inc. Page 2 of 2 =00 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 0 0o Trusses @ 24" ox. a o0 HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48" O.C. (SEE SECTION A -A) ATTACHED TO VERTICAL WITH (4) -16d COMMON WIRE NAILS AND ATTACHED MiTek USA, Inc. Roof Sheathing TO BLOCKING WITH (5) - 10d COMMONS. V-3" Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURLIN \ TO BLOCKING W/ TWO 16d NAILS (MIN) Diag. Brace \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1 /3 points I SUPPORTING THE BRACE AND THE TWO TRUSSES if -needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: ATTACH 2X _ SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05),150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131" X 3") NAILS SPACED 6" O.C. FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131" X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTURAL BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM GABLE TRUSS / CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR " - STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / ��t1�l�iil144. STANDARD /�'��+•Mrs{�ji,1'� Ijj. GABLE TRUSS~ FEBRUARY 14, 2012 STANDARD PIGGYBACK I ST-PIGGY-PLATE TRUSS CONNECTION DETAIL �/ as 0 00 0 00 a MiTek USA, Inc. This detail is applicable for the following wind conditions: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind Standards under all enclosure and exposure conditions as long as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for uplifts. NOTE: This Detail is valid for one ply trusses spaced 24" o.c. or less. PIGGYBACK TRUSS Refer to actual truss design drawing for additional piggyback truss information. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24" O.C.). A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. MiTek USA, Inc. Page 1 of 1 Attach piggyback truss to the base truss with 3"x8" TEE -LOCK Multi -Use connection plates spaced 48" o.c. Plates shall be pressed into the piggyback truss at 48" o.c. staggered -from -each face and nailed to the base truss with four (4)- 6d (1.5"0.099") nails in each plate to achieve a maximum uplift capacity of 377 lbs. at each 3"x8" TEE -LOCK Multi -Use connection plate. (Minimum of 2 plates) Attach each purlin to the top chord of the base truss. (Purlins and connection by others) BASE TRUSS Refer to actual truss design drawing for additional base truss information. ,. 4 Is" `�`�tYS''-fit ;-.'.►.��*=o'er, ,.. p FEBRUARY 14, 2012 0 00 0 00 a MiTek USA, Inc. VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND2 MiTek USA, Inc. Page 1 of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5"WS45 USP OR EQUILIVANT 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. GABLE END, COMMON TRUSS 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. 11 w in BASE TRUSSES VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS no r-ionC0 Toi Ics WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING EXPOSURE C !x4 CONTINUOUS NO.2 SYP WIND DURATION OF LOAD INCREASE: 1.60 OOF W/ TWO USP WS45 (1/4" X 4.5") MAX TOP CHORD TOTAL LOAD = 50 PSF TREWS INTO EACH BASE TRUSS. MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF z ON THE TRUSSES 6.5" Max 7`DF _> FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 00 �1aa O 00 0 00 a MiTek USA, Inc. VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. i GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Inc. Page 1 of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASETRUSSES VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS no rlonr-o Tol too WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/ TWO USP WS3 (1 /4" X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES DETAIL A (NO SHEATHING) N.T.S. NOVEMBER 26, 2014 TRUSSED VALLEY SET DETAIL ST-VALLEY (HIGH WIND VELOCITY) FI0 a/�aa 0 00 0 00 a MiTek USA. Inc. NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C WIND DURATION -OF LOAD INCREASE: 1.6 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10" ON AFFECTED TOP CHORDS. i NOTES: - SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES - THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12. (MAXIMUM 12/12 PITCH) NON -BEVELED BOTTOM CHORD MiTek USA, Inc. Pagel of 1 '' FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH MAY 24, 2012 Standard Gable End Detail ST-GE190-SP 00 a 00 0 00 a MiTek USA, Inc. DIAGONAL BRACE 4'-0" O.C. MAX n Typical 2x4 L-Brace Nailed To 2x4 Verticals W/10d Nails, 6" o.c. Vertical Stud SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Q Varies to Common Truss Vertical Stud (4) -16d Nails (2) - 10d Nails into 2x6 SECTION A -A MiTek USA, Inc. Page 1 2X6 SP OR SPF No. 2 DIAGONAL BRACE 16d Nails Spaced 6" o.c. 2X6 SP OR SPF No. 2 !\ Typical Horizontal Brace Nailed To 2x4 Verticals w/(4)-10d Nails 4.SP OR SPF No. 2 SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES WITH (2) -10d NAILS AT EACH END. * * ATTACH DIAGONAL BRACE TO BLOCKING WITH 3x4 = (5) -10d NAILS. BR 8 B (4) - 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK * - Diagonal Bracing * * - L-Bracing Refer Refer to Section A -A to Section B-B 2a" Max Roof Sheathing—, NOTE. 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max. BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (4) 10d NAILS THROUGH 2x4. TO A Diag. Brace (REFER SECTION -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1 /3 points 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR \� TYPE TRUSSES. 10. 10d AND 16d NAILS ARE 0.131"X3.0" AND 0.131"X3.5" COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. Minimum Stud Size Species and Grade Stud Spacing Without Brace 2x4 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 SP No. 3 / Stud 12" O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2x4 SP No. 3 / Stud 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2x4 SP No. 3 / Stud 24" O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2x4 SP No. 2 12" O.C. 3-10-15 5-6-11 6-6-11 11-8-14 2x4 SP No. 2 16" O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2x4 SP No. 2 24" O.C. 3-1-4 3-11-3 1 6-2-9 1 9-3-13 Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails bin o.c., with 3in minimum end distance. Brace must cover 90% of diagonal length. T or I braces must be 2x4 SPF No. 2 or SP No. 2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B or C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND C DURATION OF LOAD INCREASE: 1.60 1 CONNECTION OF BRACING IS BASED ON MWFRS. End Wall (2) - 1 X / (2) - 10d NAILS :/JrUWs (P 24" o.c. i /2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d NAILS, AND ATTACHED TO BLOCKING WITH (5) -10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) r :;•3B�BC�A2: August 10, 2010 T-BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 MiTek USA, Inc. Page 1 of 1 Note: T-Bracing / I -Bracing to be used when continuous lateral bracing O 00 is impractical. T-Brace / I -Brace must cover 90% of web length. 0 OD - u Note: This detail NOT to be used to convert T-Brace / I -Brace MiTek USA, Inc. I webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d 6" o.c. Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) WEB Nails Nails t \\—A SPACING / Section Detail T-Brace Web Nails Web I -Brace Nails/ Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace MI -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8I-Brace T-Brace / I -Brace must be same species and grade (or better) as web member. • 3C3 Bl AT� 2f VL.LfI ViJ LIV !ti 8 .L FEBRUARY 8, 2008 �0 a�aa 0 00 0 00 Lm U a MiTek USA, Inc. LATERAL BRACING RECOMMENDATIONS ST-STRGBCK MiTek USA, Inc. Page 1 of 1 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) 10d NAILS In VERTICAL WEB IS RECOMMENDED WHILE USE ME I AL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) 10d NAILS TO BOTTOM CHORD (0.131" x 3") ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131" x 3") OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d A I I ACH TO VER I ICAL SCAB WITH (3) - 10d NAILS (0.131 " x 3") TRUSS 2x6 4-0-0 WALL r STRONGBACK (TYPICAL SPLICE) (BY O' INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0.131"x 3") HI In IV Vn%./RD WITH TWO #12 x 3" WOOD SCREWS f.216" DIAM.I INSER I SGHEW I HHUUGH UU I SIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131" x 3") EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 10d NAILS (0.131" x 3") STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) BLOCKING (BY OTHERS) JANUARY 28, 2015 LATERAL TOE -NAIL DETAIL ST-TOENAIL SP j \u/ IjuIQ 0 00 0 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 , NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. OE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SP DF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 O .135 93.5 85.6 74.2 72.6 63.4 J ;n .162 108.8 99.6 86.4 84.5 73.8 of z .128 74.2 67.9 58.9 57.6' 50.3 .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 c+i VALUES SHOWN ARE- APACfTY-PER-TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5') WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30 ° TO 60 ° 45.00 ° ANGLE MAY VARY FROM 30 *TO 60 ° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00 ° SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEARSIDE NEARSIDE ANGLE MAY" VARY FROM 30 0 TO 600 45.000 .1 March 4, 2013 UPLIFT TOE -NAIL DETAIL ST-TOENAIL_UPLIFT _ oo aa/ as O 00 a MiTek USA, Inc. SIDE VIEW NEAR FAR SIDE MiTek USA, Inc. Page 1 of 1 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOP PLATE OF WALL NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2005 (lb/nail) DIAM. I SP DF HF SPF SPF-S (7 .131 59 46 32 30 20 p .135 60 48 33 30 20 J ;q .162 72 58 39 37 25 J Cl) Z .128 54 42 28 27 19 W 131 55 43 29 28 19 J J Zr) N .148 62 48 34 31 21 Z (5 .120 51 39 27 26 17 O .128 49 38 26 25 17 o .131 51 39 27 26 17 c13 .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. END VIEW L /�X 1/� 1 3F 6" FOR 16" FOR81-155NAILIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE 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 AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 37 (lb/nail) X 1.33 (DOL for wind) = 148 lb Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 37 (lb/nail) X 1.60 (DOL for wind) = 177 lb Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 Ibs (177 Ibs) Building Designer is responsible to specifiy a different connection. "' USE (3) TOE -NAILS ON 2x4 BEARING WALL "' USE (4) TOE -NAILS ON 2x6 BEARING WALL FEBRUARY 5,2016 TYP 2x2 NAILER ATTACHMENT ST-2x2 NAILINIG A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.5 x 4 W NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 176 mph, ASCE 1 7-10, 29'-0" Mean Height, Exp. B, Q or D. 2x2 SP No. 3 46 " .'`April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL ST-FLAT GIR BRACE FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 301' (2'-6AA) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON HS far ��Q�s ART, # QO QD'.QO f10 4G 12'87 DF: xa;srue«,�b5s:xaest r.c msa.�sigtu[n.uru rus�amas�aleclt �'evr�e.�cr,�sem'r�r,�++!geeae�a+i�n��ms tsar ixs-xo[ �gSr?'+,�ear>m.r, r�a.m,rteam.ssssamr. u o�esrsHrr ua,� sar�;nh ; Yrarst<zg.;eara' +rcuasts;aiai so+sps[q ert+ I+rr:�,ey +:»+� a roi:;xr s.m, ceps:eut�r+ .ue�ie amg rpax"!amrtsas dar+ 4 m i�azswebiract + rrtr" ieks a u�ra i;awaaanws,saijlun. A�tilonY T. Tombo H P.E, .sxas,.xueeaz ,sia' r aimpa elxmtetc aaknuean'et ei Gd3ser ik�:Bern;,,;ee wiasadtnud ssiCa:ta;ep:emeen>raa.ti.=.�r w.cmkn�, n c: m.�cwq wt; sasftaas,e,r•!�?"a�sq. T6rn .arruw.t �xs»rfa,�toowr�p.e��e�arn�nsrrk�raaa.aerrn�asta near apace, tt u.c�aeaear;umgr,trss,�.+araaRe,rts. sY. ;zi r..ertre l:F et nt�n.•ry^xlr,mtr Txr6re7(mix kr ri idtt }atfisHrmvke Ihrau2q t,u4 fiA Fi7Y_ee p!¢7{+"tz4�`5!(m6rdMst 4e� daifbt.4451ii1C16' 6,k - - Ca�}�igM?Cf 2(IIdAIRaiiTnnsn AmhoiiYT>Toawsuli6Pf. 4eprade�.an afi7:ridacameri re any l&rm npraE,lbitbd'u5kuel tAe vthteapermrssmahoiulld Aoafisassaf-AnikaayTiTa;s6aU[,p, a yPle - 34946 OCTOBER 15, 2014 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS ST-REP01 Al al. AND DAMAGED OR MISSING CHORD SPLICE PLATES , - /--N MiTek I IRA. Inr._ Pane 1 Of l a/�aa 0 00 0 00 a MiTek USA, Inc. v TOTAL NUMBER O NAILS EACH SIDE OF BREAK X INCHES MAXIMUM FORCE (Ibs)15% LOAD DURATION SP DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 L DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN.(.131"dia. x 3") STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK-(C) SHALL NOT EXCEED 12". (C=PLATE LENGTH -FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: -A L=(2)X+C • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. .010 ,'4,0 'arch 4, 2013 SCAB APPLIED OVERHANGS ST-REP13A MiTek USA, Inc. Page 1 of 1 TRUSS CRITERIA: LOADING: 40-10-0-10 • �� DURATION FACTOR: 1.15 �^ SPACING: 24" O.C. II_�l TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 - 12/12 MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x 3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This. detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES REPAIR REQUESTS When sending in repair requests, please use engineering sheets to describe issue or damage, and email to design@altruss.com. NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very helpful. Engineering sheets with the damage or issue noted are required. 1. If there are any special circumstances (sheeted, trades in, etc.) please make sure you note it on the drawing or email request. 2. We cannot provide s�aled drawings for "field built" trusses. 2. See details below. f ALTI-R70yEL7 BEARING-GQNDl710N: TRU5514}f©DIFICA""N BREAKS: !!se astsrle.tfl notg Cra4u in �ert.Ici afion of.Gear�nif; area 'MISSING / DAE�tAGE[? Pt A fE5: q;�r�sS is taa lt�ncl.i Short; fry and #�¢_ ft exaef {ocafran ofthe break; I r pr©vicfprnet�slorsneeriPii e tha nees3s a� d2ra'ed as pc sih(e anti ro "d fr 'ircEe�{at f 1 tiiinensionsasneeded: .a._4x011 M.�.__ x3 I I: 3x3 Pmm 3z3 I I 3x4 1 5x4 If 1 5z4 11 5x6 .— 1 -2 3 4 ;6 7 8- 1'0 11 12 it IV VA 1 i 4R2- 22 21 20 19 10 17 16 15: 14 7 1(2,L 1;5x4 11 3x6 =" 1.5x4 11 1,5x4 .l1 fix. 3x6.= 3x6; FP = 3x4.= . 3x3: �4X6 TOO LONG MEMBER,:SP'Ltfi Deb©te exact Iacatt* of spilt, dnd g rrnKde an app-MYirraat6� length:: Wx A. V BREAKS; Ilse a {Itte tc� ►�c€e tlie:exact,facat c�n`ohhe.break, . 3X4 - RglSSING IDAMAGEDPLATE& 7 Oirclplt that r"teesls addresei 3x. 8 1f