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HomeMy WebLinkAboutTRUSS MANUALDi(0 O N E J0. 000 U WJ ULL oo W ([i J ti f` �- LXL T— LO0 ()� dam' LL- OW 0 �1 ''�I��IIIIIIIIIIIIII C } ftan"M TAKEN SUBMIT SPECIFIED ITW REMISE & RESUBMT Checking is only for general conforMaM with desiP MOW *1 project and general compliance with Contract Oo MiNIts- D- Drr#falcWf is responsibleJor confirming and correcting diweAs'taw of for information which pertains to fabrication pr-acesses xar ODrstr.uctt'ao techniques, and for coor ion of work of all ftadt. DA-1e0�igg A shop drawings shall not 91ve the contrarw.s re�biy deviation from requirementM Con VIRM amr W arl.9rs0 Z omissions ' op drawin 8y —2 "ANCED STRU%URAL ENGINEERMG 911, M, W. wW W Q W D COQ U) (0 CD ZLi z o = z U) I U W �. Lr) 'it - M W CL w W ~ (0 U) -J Q Q U C U F-- J C) 4 W CU W CO z U. �. o w o o n o ZIP Q o L.� oo 0 J . - a Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs reiy on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job 60769 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer I ifo: STANDARD PACIFIC HOMES - SE FL Project Name: RIVERBEND Lot/Block: 45 Model:6811 Address: 3009 NW RADCLIFFE WAY Subdivision: City: County: Broward State: FL Name Add ess and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Tr ss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load:.45.0 psf Floor Load: 0.0 psf This package i I eludes 87 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0482337 A01 3/2115 13 A0482379 A13 3/2/15 25 A0482391 B09 3/2/15 2 A0482368 A02 3/2/15 14 A0482380 A14 3/2115 26 A0482392 B10 3/2115 3 A0482369 A03 3/2/15 15 A0482381 A15 3/2/15 27 A0482393 611 3/2115 4 A04823 0 A04 3/2/15 1 16 1 A0482382 601 3/2/15 1 28 A0482394 B12 3/2115 5 A048231 A05 3/2/15 17 A0482383 B02 312/15 29 A0482395 B13 312115 6 A0482372 A06 3/2/15 18 A0482384 B02A 312h5 30 A0482396 C01 3/2/15 7 A0482373 A07 3/2/15 19 A0482385 B03 3/2/15 31 A0482397 CO2 3/2/15 8 A0482374 A08 3/2115 20 A0482386 B04 3/2115 32 A0482398 CO3 3/2/15 9 A04823� 5 A09 3/2/15 21 A0482387 B05 3/2/15 33 A0482399 C04 3/2/15 10 A0482376 A10 3/2/15 22 A0482388 B06 3/2/15 34 A0482400 C05 3/2/15 11 A04823 7 A11 3/2/15 23 A0482389 B07 3l2/15 35 A0482401 C06 312115 12 A04823 8 Al2 3/2/15 24 A0482390 BOB 3/2/15 36 A0482402 C07 312/15 The truss drawing() referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by AA Roof Trusses, Ltd. Truss Design Engineees Name: Julius Lee. My license renewal date forthe state of Florida is February28,2017. MOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and u�e of components for any particular building is the responsibility of the building designer, per ANStrrP1-1 Sea 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times a a 'Structural Engineering Documents') provided by the Bufding Indicating the nature and character of the work. The dealgn criteria therein have been transferred to Julius Lee PE by [Al Roof Trusses orapeclfic location]. These TDDs (also referred to at tims as 'structure) Delegated Engineering Documents') are specially structural component designs and may be part of the projects deferred orphaaad submittals. As a Truss Design Engineer (Le., Specialty Engineer), the seal, here and on the Too represents an acceptance of professional engineering responsibigty forthe design of the single Truss depleted on the Too only. The Building Designer Is responsible for and shag coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. S F �FF% Digitally signed by Julius Lee * N 9 * = DN: c=US, st=Florida,)=Boynton g3486�\ o � ,� \Beach,o=Julius Lee,cn=Julius STATE P �`_\� S�F�oR�o.�� Lee; email=leeengr@aol.com //O N AL \\\ 1109 /COASTAL BAY'�'� Date: 2015.03.02 14:27:26 -05'00 BOYNTON BEACH,FL''' 435 Page 1 of 2 cc CD N O_ N V A V W V N V V O O CO O) OD O) V O O O Cn O W m N O O O C)7 tC) CA DD Cn V Cn CA cn Cn O A Cn w Cn N Cn Cn O A co A co A V A O A Cn 1a A ? W A N A A O W CO W OD W -I z p D OO O D OD N A w CD D 0 A OD N A -W DD D 0 A OD N A -W V D 0 A OD N A W O v 0 A O N A_ W Cn D 0 A OD N A D 0 A 00 N A W W D 0 A O N A_ W N D 0 A co N W i D 0 A w N W 0 D 0 A W N N w D 0 A O N A w D pp A w N A_ N V D 0 A co N A fJ G) D 0 A OD N A N Cn D 0 A W N _A N A D 0 A w IV A_ N w D pp A W N _A N K3 D 0 A cc N _A N D 0 A OD N _A IV O D 0 A O N A i co D 0 A co N A i OD D 0 A CO N A i V 0 A 00 N w O D 0 A OD N Cn D 0 A OD N _P A D 0 A CO N _P W D 0 A OD N A i N D 0 A co N A i pp A 00 N A -� O D o A co N A O CD D 0 A OD N A_ O co D 0 A ao N _A- O V D 0 A O N -A O O D 0 A D' N _A CD Cn D 0 A Oo N O A D o A w N O W [A rn N x L W x L N x m n m V m Gi Cn m O i o O V v O O o O A 0 O W o O N o O 0 L n � Cn 0 [- w c� L -+ c� N O c� C V C) N OA c) N Cn 0 N A c) N W c) IV N 0 N c) N O 0 Cfl 0 OD 0� V O c) -� Cn � A c0 i W ��� N O c7 O CO c� Co O -i N y Z m CD CD W N Cn W W W w W Cn W Cn W Cn W Cn W O W Cn W Cn W Cn W Cn W Cn W cn W Cn W Cn W Cn W cn W Cn W cn W cn W Cn CO Cn W Cn W Cn w CJ7 W Cn CA Cn W Cn w Cn W Cn w cn w cn w cn W FS Cn C', Cn Cn Cn m m V cow CD cn A m w co N --� co al w � O Cn Z O D OA C4 N A D DD N A O A OD N A D O A 00 N A? D O A OD N D O A Co N D O A O N D O A OD N , D OA 00 N A D w N- D OA CA D OD N D 00 E C/7 CD W N cn O CD t w V O �� o. w t N —� Cn A W N V V Ci V D V W N C. L V y N Z a� N w w N w N w N w N W N w N w N w N cw w N w N w N 0 C17 Cn m Cn Cn Cn m Cn Cn Cn Cn Cn Cn m C_ 0 S C (D 3 CD CD CD CL CC/) CD W CO). a U3 ca � �'. < CD � m CD fD N O CD 7 c p� 3 0CDO CD .� N 7 CD C CD CD co (D' y S M Z ch (n CD Q d- �< i O N � O O H v y CD 0- 0 7 O) W Truss Truss Type Qty Ply Std. Pac./6811 El A A0482367 r607�69 A01 Hip 1 1 3 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:46:51 2015 Page 1 ID:cS2yUAsdrwV4V5ztDl W WpPzmH46-FzcUrfgcps_OMvDx4OrSCUwSk5TFg5kmll5n l_zeyZY 1 4 P 7-0 12 14-3-0 19-9-6 25-3-4 31-9-12 37-0-12 42-8-12 t-4 7-0-12 7-2 4 5-6-6 5-5-14 6 6 8 5 3 0 5 8-0 2-11 4 4.00 12 5x8 _ 3x4 113x8 MT20 x6 Sx6 - Dead Load Dell. = 1-1/16 in 3x4 II 7 8 9 10 11 12 2x4 II n 1 2 1 0 27 22 28 4x8 = 3x10 = 7-0-12 14-3- 7-0-12 7-2- 3x6 6 21 5x10 MT20HS= 3x4 11 4x6 = 3x6 = 7x14 MT20HS= 15 33 14 34 35 3x4 II 3x10= 36 13 5x6 = 31-9-12 1 37-0-12 42.8-12 , 45-8-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d TCLL ?0.0 Plate Grip DOL 1.25 TIC 0.93 Vert(LL) 0.93 19-20 >586 360 TCDL 5.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -1.54 19-20 >355 240 BCLL 10.0 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.59 13 n/a n/a BCDL Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHO D 2x4 SP M 30 'Except' i T6,T5: 2x4 SP No.2, T2,T1: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP M 30 'Except' 2-27=-4573/4811, 22-27=-4573/4811, B1,B3: 2x4 SP M 31, B2: 2x4 SP No.2 20-21=0/282, 4-20=-1352/1584, B5: 2x4 SP No.3 20-29=-6767/7250, 19-29=-6768/7249, WEBS 2x4 SP No.3 *Except* 18-19=4417/4827, 18-30=-4417/4827, W3: 2x4 SP M 30 17-30=-4417/4827, 17-31=-3109/3501, OTHERS 2x4 SP No.3 31-32=-3109/3501, 16-32=-3109/3501, BRACING-, 8-16=-444/506, 14-34=-545/621, TOP CHORD 34-35=-545/621, 35-36=-545/621, Structural wood sheathing directly applied or 2-2-0 oc 13-36=-545/621 purlins, except end verticals. WEBS BOT CHORD 3-22=-1378/1519, 20-22=-4712/4922, Rigid ceiling directly applied or 2-9-4 oc bracing. 3-20=-2132/2346, 4-19=-2717/2637, WEBS 1 6-19=995/1195, 6-17=-1776/1747, 1 Row at mldpt 7-17=-1066/1280, 7-16=-738/721, 20-22, 3-20, 4-19, 6-17, 7-16, 10-16, 10-14, 11-14, 12-13 14-16=-1472/1757, 10-16=-1907/2124, ,11-13 I 10-14=-2070/1959, 11-14=-1591/1913, MiTek recommends that Stabilizers and required 11-13=-1991/1769 cross bracing be installed during truss erection in d r R PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 306 lb FT = 0% 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1024 lb uplift at joint 2 and 956 lb uplift at joint 13. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered REACTIONS. (lb/size) forth is design. 2 = 2143/0-8-0 (min. 0-1-12) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) 13 = 2047/0-3-8 (min. 0-2-7) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; Max Horz h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS 2 = 521(LC 6) (envelope) and C-C Exterior(2) zone; cantilever left Max Uplift and right exposed ;C-C for members and forces & 2 = -1024(LC 6) MWFRS for reactions shown; Lumber DOL=1.25 plate 13 = -956(LC 6) grip DOL=1.25 Max Grav 3) Provide adequate drainage to prevent water 2 = 2143(LC 1) ponding. 13 = 2047(LC 1) 4) All plates are MT20 plates unless otherwise indicated. FORCES. kIb) 5) Plate(s) at joint(s) 5 checked for a plus or minus 3 Max. Comp'./Max. Ten. - All forces 250 (lb) or less except degree rotation about its center. when shown. 6) Plate(s) atjoint(s) 9, 11, 12, 2, 21, 4, 18, 8, 15, 3, TOP CHORD 22, 20, 19, 6, 17, 7, 16, 10, 14, 1 and 13 checked for a 2-3=-5163/4192, 34=-7671/6713, plus or minus 0 degree rotation about its center. 4-5=-5150/4457, 5-6=-5088/4473, 7) This truss has been designed for a 10.0 psf bottom 6-7=-3727/3271, 7-8=-2981/2689, chord live load nonconcurrent with any other live 8-9=-2964/2675, 9-10=-2964/2675, loads. 10-11=-16fi7/1511 8) ' This truss has been designed for a live load of BOT CHO D 20.Opsf on the bottom chord in all areas where a 2-27=45733/4811, 22-27=4573/4811, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 20-21=0/282, 4-20=-1352/1584, bottom chord and any other members, with BCDL = I 10.0psf. 1 WGININD-Please thoroughly urien the`A-IAOOE IAOSSES(iE11FEj, 6EHEAp(IEAIASB(ONOttIDNS(USIDMEIrBUYEA�1(ANOAIED6EBENrIprm. Yerilfdeugn punelen vnd rtod wles oo this Luss Design 0roriog(fDDj and Mehlios lee,P.E. AeferemeAM Eetore use. Dnlees phnrise slolad oe 1he 10D,anh W1ekronneaor JULIUS LEE, P.E. plolessM1ollbeoudlvrthel001eivrofid.AsoiivssDesipnEnpineer(i.e.,$period(EogmeerJ;l4asedenarylODiepieseakoenmplmneoIthe for M Building is 1.hededgeofIbesingl,%ssdephidae lb. 100orly,anEnIP11.The dnigomwmpliuu, diogiwdiYnos,ssifebifity.4 eeftMsrrvss 6 respoes0iftyofthe Ones, the 0-%whrind ogut or the MAI Designer, kthuells) of the III, A,III, the led huildiogmd-d IN1. the opproul ofthr(OD and pry field use of He Tmss. idrdiii hrndl'ng, smmpe, insishien rod heodog,shrllhe the rnpoosibilit"fA, RoMeg 00poa and #34869 (antrodar. AO potfs 1Min lhelDOwd lhepmah-d puidehm oflhehild'np(rmpounl Safety lnlamialior(BCSIJ pohhshed hylPl enlSr(A pre afnenredfor penemlppidere. Rlldef¢esthe nspoosihililies and duties r}ihe ima Desipoa, True Design Eepineermdimss Monutdera, unlessot-h, Mirdhyo 1109 Coaslol Bay 6ntmaopseede, Imi-itilbyollpoiuimelved.The (mss Design Enpimeris NOT tie hilding Oesigo-11 ss System Enpimerfaoey huildinis Allmpimfndtum ere os dermed ie 1P11. Boynton Beach, FL 33435 6pyrigh191011 AI Aool imsseslulius lee, LF. hprodoaioo alibis dmomem, in goy loan, is,mhiEOed vithoof rrilten pemisslon Iron Al loot lrmuahpos lee, tE. Ply 60769 IA02 I Hip 2x4 ut O a -) I I I Job Reference (optional) Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, I D:cS2yUAsdrwV4V5ztDIWVVpPzmH46-j9As3_rEaA6F 5x5 _ 3x4 11 4x6 = 36eald Load Defl. = 1-3/16 in 4.00 F12 3x6 = 3x8 MT20HS= 5x6 = z A 22 zts 21 ox1 u M I zurl.'S= 16 3J 15 34 35 36 14 4x8 __ 3x10 = 3x4 11 3x8 3x4 11 4x8 = 5x6 = 7x14 MT20HS= 45-8-0 t 7-0-12 1 0 t 242-0 31-0.12 37-7-11 43-10.0 R5� 7-0.12 7-2-4 9-11-0 7-7- 22 5-9-15 6.2-5 1$8 0-3-8 Plate Offsets (X,Y)--[3:0-2-8,0-1-81,[4:0-5-0,Edge],[6:0-2-8,0-1-81,[14:0-3-0 0-3-011[17:0-2-8,0-3-41[20:0-4-8,Edge],[21:0-2-0 0-0-01[22:0-3-8 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.88 18-20 >621 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.68 18-20 >324 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.53 14 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 306 lb FT = O% LUMBER - TOP CHORD 2x4 SP M 31 -Except- T3,T5: 2x4 SP No.2, T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 'Except' B2,B5: 2x4 SP No.3, B6: 2x4 SP M 30 WEBS 2x4 SP No.3 'Except` W3: 2x4 SP M 30, W4,W5: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 20-22, 3-20, 6-20, 6-18, 15-17, 11-17, 11-15, 13-14, 12-15, 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 214310-8-0 (min.0-1-12) 14 = 2047/0-3-8 (min.0-2-7) Max Horz 2 = 515(LC 6) Max Uplift 2 = -1025(LC 6) 14 = -971(LC 6) Max Grav 2 = 2143(LC 1) 14 = 2047(LC 1) FORCES. (Ib) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5169/4190, 3-4=-7338/6346, 4-5=-7262/6362, 5-6=-7356/6562, 6-7=-3983/3451, 7-8=-3741/3356, 8-9=-3131/2773,9-10=-3124/2769, 10-1 1=-3124/2769,11-12=-1657/1466 BOT CHORD 2-27=-4573/4818, 22-27=-4573/4818, 20-21=0/282, 5-20=-439/601, 20-29=-4563/4938, 19-29=-4563/4938, BOT CHORD 2-27=4573/4818, 22-27=4573/4818, 20-21=0/282, 5-20=439/601, 20-29=-4563/4938, 19-29=-456314938, 18-19=4563/4938, 18-30=-3112/3528, 30-31=-3112/3528, 31-32=-3112/3528, 17-32=-3112/3528, 9-17=325/378, 15-34=-357/406, 34-35=-357/406, 35-36=-357/406, 14-36=-357/406 WEBS 3-22=-1281/1415,20-22=-4632/4883, 3-20=-1861/2077,6-20=-2484/2674, 6-18=1640/1723, 7-18=-744/957, 8-18=-370/422, 8-17=-743/738, 15-17=-145311718, 11-17=-1939/2181, 11-15=-2081/1975, 12-15=-1754/2087, 12-14=-1995/1781 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; eui70mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable.of withstanding 1025 lb uplift at joint 2 and 971 lb uplift at joint 14. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ' 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAININ6 Plus.oseIhmvughtyrnievthe-A-1 POUF TPUSSFS hF11E11, 6fNnA1 TFOUS ACONDITIONS (NSTONIP rRYIPI ACKNOWtIO61NINr ism. YaOy design lot...o, andnadaah, .-this Trust Desiffn Om.iig 11OD1 and T deli.,Lee,P.I.PdeteaeShmlheimeuse.Oil- atbinsise staled.. The TOO, only AhlehmnnMm plies shall De dfat the TOD to be eugit. As a T Mile fngimn(.e.,SpntaNy lvgmme.. the sesI a m IDOtetaamis m amtaae of the fenaml oe.its.hpis bif la the dni.0lhn hill. Tmss dented ae the TOD o.l, miles ITT 1. The drain ossu lien Indi. raadition, suitaiif, dust of this Tmss JULIUS LEE, P.E. 1 P P pe P P P°�t° d! P P ! Y 9 aP s. 9 ty a' I., my Baildinff I,Ih-,panibihty ofth,0.er, the Ovners milmhed offset at the Ildiaff Desigmr, in the anlest of the lf4 the IP(, the laid buildmp code mdTPI L The oppmal tithe TOD and my field use ofthe huss. including hvvdlieg,statute, iosidloOan tied hissing, shall he the iespoosihiiny a the l.Mag Designer and #34869 (mbador. All min sal out in the TOO mail the peahesand pidelmn of the Whet (smpomotSolely leloroush.(1011 published by IN eatSKII mener—A tar ph phloea. 1111 derion the tespaosih5ties atJolin.1The Trm Desiva,Tma Drip Fef-, end Tmn Bmohd-, miens Avaise defined by a 1109.costa1 Bay (.nfmaidrmd.paa is veritlag by all pmtiesimolmd. the Truss Dssigv badloaat is NOT the building Onigna or lassSyaem(veis,. la my building. All mpitoNeed toms... as chimed 1.181. Boynton Beach, FL 33435 bpysight.@]O14 AT Peal h.—Jolt, In, lif. tep ilatin.1 this dmamme, is my Imes, is pmhi6Ded vhbmt nilten pnedsstov ima AI Pool Itn....kfaslm, I.E. Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482369 60769 A03 Hip d !111 1 Job Reference (optional) Al KUUt- SES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:46:53 2015 Page 1 I D:cS2yUAsdrwV4V5ztDl W WpPzmH46-CMkEGKssLTE5cDMKBQtwHv?pau4X8OD3Ccau5szeyZW 1 7-0 12 14-3 0 18-2-11 22-2-0 26 11-14 31-9-12 38-8-13 45-10-0 46 -0 7 0 12 7-2-4 3-11 8 3 11 8 4-9 14 4 9-14 6-11-1 7-1-4 0-0 4x6 = Dead Load Defl. = 1-1/16 in 5x6 = 34 - 4.00 12 3x4 11 3x8 MT20HS= 7 8 9 10 11 4x6 = 12 4x6 6 5x10 MT20HS WB% 3x4 11 yyg 5 W5 W1 0 3x6 4 3 n d 3 1 r' 2x4 11 19 16 W O o 2 17 Sx8 IN 1 28 18 29 30 31 3 26 27 7x14 MT20HS VI 32 33 13 21 2U 15 14 3x10 = 3x4 11 3x4 11 4x8 = 4x6 11 4x8 __ 7x14 MT20HS= 7 0 12 14 3 0 22-2-0 31-9 12 38-8-13 46-0-0 7-0 12 7-2-4 7-11-0 9-7-12 6 11-1 7-3-3 Plate Offsdts (X,Y)-- [3:0-2-8,0-1-8], [4:0-5-0,Edge], [6:0-2-0,0-2-0], [12:0-3-0,0-1-12], [13:Edge, 0-3-8], [14:0-2-0,0-1-12], [16:0-2-8,Edge], [18:0-6-4,Edge], [19:0-4-8,Edge], [20.0-2-0 0-0-01 [21.0-3-8 0-1-81 LOADINI36f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.85 Vert(LL) 0.90 17-19 >610 360 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -1.56 17-19 >352 240 MT20HS 187/143 BCLL 10.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.57 13 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 291 lb FT = 0% LUMBER - TOP CHO i D 2x4 SP M 31 'Except' T3,T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 131: 2x4 SP M 31, 132,135: 2x4 SP No.3 136: 2x4 SP No.2 WEBS 2x4 SP No.3 'Except' W3: 2x4 SP M 30, W13: 2x4 SP No.2 OTHERS l 2x4 SP N0.3 BRACING-' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt 19-21, 3-19, 6-19, 6-17, 14-16, 11-16, 11-14, 12-13 2 Rows at 1/3 pts 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2158/0-8-0 (min. 0-1-13) 13 = 2062/0-7-8 (min. 0-2-7) Max Horz 2 = 500(LC 6) Max Uplift 2 = 1036(LC 6) 13 =-1002(LC 6) Max Grav 2 = 2158(LC 1) 13 = 2062(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5212/4211, 3-4=-7404/6376, 4-5=-7327/6392, 5-6=-7405/6579, 6-7=4509/3882, 7-8=-4263/3761, 8-9=-3610/3101, 9-10=3597/3098, 10-1 1=-3597/3098,11-12=-1692/1433, 12-13=-1998/1758 BOT CHORD WARNING -Ple ,let., then be fit any Baildin (enhador, AO BOT CHORD 2-26=4583/4859, 21-26=4583/4859, 19-20=0/282, 5-19=417/573, 19-28=4839/5296, 18-28=4839/5296, 17-18=-4839/5296, 17-29=-3614/4095, 29-30=-3614/4095, 30-31=-3614/4095, 16-31=-3614/4095, 9-16=-394/457 WEBS 3-21 =1 290/1421, 19-21=4651/4909, 3-19=1869/2098, 6-19=-2290/2422, 6-17=1533/1588, 7-17=-879/1123, 8-17=229/312, 8-16=-730/772, 14-16=-1448/1732, 11-16=-2160/2470, 11-14=-2123/2015, 12-14=-2075/2450 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 4, 10, 2, 20, 5, 18, 9, 15, 13, 3, 21, 19, 6, 8, 16, 11, 14, 12 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 7 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1036 lb uplift 21-26=-4583/4859, at joint 2 and 1002 Ib uplift at joint 13. Se.the 'AT 19OFTRUSSIS(iIBEe1,UNFIA1 TERMS R(ONGITIGHS(MONlRrBUYEIj A(CNO'W1[GGIYFNr Lm. yeNydesign left Dad rzod Doles an Ibis buss Gnipo D,onhg(1DDj end Ilelalinslee,P.E. Pefnenu Sheetkl.eose. Wlenolbn.iu.oled ae Ibe IDD, oo¢Yilehuvnedor to be e.Nd. As a Tress Onipn Eaf-(i.,Spniaby [opmee,), the trm oa toy TOG upusevl, oe.mplo.. of the pebssimd ecgi-iap,espmtiNlily ea tM desipa ofthe shpleLoss��pin�d oe Ne IDG wly, vede, RI I. the dnipv onunpfuos, Nodieg mvPiano, wilaUty oed ose of IN, Tuns illly of the Gan, be Gvoer s oulkwhed ageal at the Buildiap U si;ano, in the come.1 of the ill, the NO, the to al hildhg (ode told EST I. The approval of fhe TOO end any Tali ose if 0e Tloss, inluding bcWhg, slo,ope, iodnllmite and b,adog, sball be the up tailiilify of the building Onill- and ibe TOO and the pmdh..d paidehnn, of the building (omp e,al Solely Ine-fte (I(SI) poblithed by In eni Sb(A ore ufn.cod fn I puidona. IN I defiees tie iesponsibiflies gad duties of No iron Desipnen into Oet'g. login., and huts Maonledour, unless ib-h, defined by. by all park, hrol.ed.The Tmss Design Fnginen it NOT the Buiidinp Gnipnel anIw System Engioeer for oq building. All copitalited It an as derned in TPI I. as -,.lies lee, B.E. Repcodedien of this d.-M, h. y In,., is pulih@ed vftb.f aide. it-4,ian Icon AT In.[T.--h r., lee, P.E. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JULIUS LEE, P.E. #34869 1109 C-f.] Bay Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 A04 Half Hip 1 1 A0482370 x Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:46:53 2015,Page 1 I D:cS2yUAsdrwV4 V5ztD IWWpPzmH46-CM kEG Kss LTE5cD MKBQtwHv?ptu 8Z8?d3Ccau5szeyZW �1 4 p 7-0-12 14-3 0 20 M 25-11-14 31-9-12 38-10-15 46 0 0 4 7 0 12 7-2-4 5-11_0 5-9-14 5-9-14 7-1-3 7-1-1 2x4 d 5x10 MT20HS= 4.00 12 2x4 II 4x6 = 5x6 WB= 4x8 = LJ 20 Lo 19 13 Ju 12 J1 JL 11 3x6 = 4x8 = 3x10 = 7-0-12 14-3-0 3x4 II 7x14 MT20HS= 3x4 11 3x6 = Dead Load Deft. = 1-1/16 in 3x4 II 10 0 0 0 N 5x6 = 7-1-11 7-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) • 0.97 17-18 >570 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(Q -1.63 17-18 >337 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(fL) 0.66 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 285 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 *Except• T3,T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 *Except* B2: 2x4 SP No.2, B5: 2x4 SP No.3 B6,B4: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP M 30, W4,W8: 2x4 SP N0.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-9-5 oc bracing. WEBS 1 Row at midpt 18-20, 3-18, 4-17, 12-14, 9-14 2 Rows at 1 /3 pts 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 2062/0-3-5 (min. 0-2-7) 2 = 2158/0-8-0 (min. 0-1-13) Max Horz 2 = 458(LC 6) Max Uplift 11 = -995(LC 6) 2 = -1042(LC 6) Max Grav 11 = 2062(LC 1) 2 = 2158(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5204/4206, 3-4=-7757/6691, 4-5=-5063/4313,5-6=-4760/4104, 6-7=4760/4104,7-8=4244/3618, 8-9=4244/3618 BOT CHORD 2-25=4510/4850, 20-25=451014850, 18-19=0/283, 4-18=-1315/1584, BOT CHORD 2-25=-4510/4850, 20-25=-4510/4850, 18-19=0/283, 4-18=-1315/1584, 18-27=-6688/7344,17-27=-6690/7343, 16-17=-4201/4768, 16-28=-4201/4768, 15-28=-4201/4768, 15-29=-3630/4262, 14-29=-3628/4264, 7-14=-846/897, 12-31=-1521/1817,31-32=-1521/1817, 11-32=-1521/1817 WEBS 3-20=1390/1498, 18-20=-4642/4961, 3-18=2101/2389, 4-17=-2879/2776, 5-17=986/1206, 5-15=-163/276, 6-15=-434/492,7-15=-617/648, 12-14=-1557/1852, 9-14=-2538/2935, 9-12=-402/559, 9-11=-2545/2131 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 995 lb uplift at joint 11 and 1042 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAININO Pease IbmouOly m,lew We'A I IDDF iBUSSFS (SEIIFI�, 6ENEPAI I[PYS B (DNOBIDXS(USIDYEt('BUYEI)A(IfNOWlFO6EYFNP iwn. Ynilydesipn p,iemetn: wd reel wales n 1hi, hun Onigs Dnviog (IDDj eed llelofm, lee, PE lelere�ee Aeet klme use. U.Iess othwvise slold m Ihe1OD, ony rlilekmnuMa In11,", eandlmmeTDDlekmhd.A,uT Mipl JULIUSLEE,P.E. p gweer (i.e., Springy Fsguen), she uol en Day IOD.pmnn n nnptvm of ter pslesimnel anpinenkp aspeeslkli¢ la the design of the single Tnss depMed on Ik IDD Daly, ender RI I. the drips osnmptoos, Yoliag roaditivns, witvhirdy ved use el thi, Luu W non, Building is thero,pumiOifry of the a.", ter Dw 6 elh,,h,degmlm the WOdiop Desipnr, is the sontesl of the 1141he[it,the fool buildup ode end TPI I. The pp 10 the TOO ned oey field u,eel the 1.11,imledinp handriep,snrepe, mslsOation Dad hnueg, shell k the op.,ribility of tire Design.end #34869 Whdm AD of,, lout in the lDO oodihepruakes end poidehnes offer, taildiaP(omporc.khl lefmonts,%SI)pobpskd bylPI owl SKA to—l.enad for keoeml guider. IPI IdeGoes the iopmdbilifies end dutiesofthe Lan Designer, Truss Desigs 6gineer and Truss Monofeaner, unless otherwise defined by o 1109 Coastal Bay (Dolma oprzed upeo ievtitinp by oO parXas imohed. Pro less,Oe,pn1,ginea is NOT the Buiidinp Dnigne, orTruss Syskm Enpioe.l. cry buOd'mr All mpilotimd l.aum. defined is IN 1. Boynton Beach, FL 33435 (eprright92011 AI In1 im,ses-hlio lee, P.f. tepradonien olMis daomem, in ovy lotm, is pmhibihd vitboet nitles pnminiun hem AI gsotlmues-hlin, lea, H. Job - Truss Truss Type Qty Ply Std. Pac./6811 El A A0482371 60769 A05 Half Hip 1 1 A y Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:46:54 2015 Page 1 I D:cS2yUAsdrwV4V5ztD11NWpPzmH46-gYldTgtU6nMyENxVNSP9p7YyylSutTFDRGKRelzeyZ\ 1 7 0 12 14 3 0 18-2-0 24-11-14 31-9-12 38-10-15 46 0-0 7-0-12 7-2-4 3-11-0 6-9-14 6 9-14 7-1-3 7-1-1 4.00 12 5x10 MT20HS--4x6 — Dead Load Defl. = 1-1/16 in 2x4 11 5x10 MT20HS= 4x10 = 3x4 11 6 7 8 9 r10 11 O LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI 5x10 MT20HS INEG 3X8 - 4 3 VU2 I I 1 2 26 21 27 4x8 = 3x10 = 7-0-12 1p 15 /X74M1LUHb= :)XIUMIGUHJ= 20 4x6 = 3x8 = 3x4 11 18-2-0 0 14 30 13 3132 12 3x4 11 3x8 = 5x6 = 7-1-3 3sf) SPACING- 2-0-0 CS'_ DEFL. in (loc) I/deft L/d PLATES GRIP 0.0 Plate Grip DOL 1.25 TIC1.00 Vert(LL) 1.00 18-19 >552 360 MT20 244/190 5.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.67 18-19 >329 240 MT20HS 187/143 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.70 12 n/a n/a 0.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 278 lb FT = 0% 2x4 SP M 31 `Except` T3,T4: 2x4 SP M 30 2x4 SP M 31 'Except' B2: 2x4 SP No.2, B5: 2x4 SP No.3 B6,B4: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' W3: 2x4 SP M 30, WEI: 2x4 SP No.2 OTHERS I 2x4 SP No.3 BRACING-, TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-10-4 oc bracing. WEBS 1 Row at midpt 19-21, 3-19, 5-18, 13-15, 10-15 2 Rows at 1,/3 pis 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 12 — 2062/0-3-8 (min. 0-2-7) 2 = 2158/0-8-0 (min. 0-1-13) Max Horz 2 = 417(LC 6) Max Uplift 12 = -989(LC 6) 2 = Max Grav l -1048(LC 6) 12 = l 2062(LC 1) 2 = 2158(LC 1) FORCES. (lb) Max. Comp,./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5214/4224, 3-4=-7742/6614, 4-5=-7664/6631, 5-6=-5644/4826, 6-7=-5587A755, 7-8=-5587/4755, 8-9=-4936/4157, 9-10=-4936/4157 BOT CHORD 2-26=4464/4860, 21-26=-4464/4860, 19-20=0/283, 5-19=-1364/1616, 19-28=-6528f7293,18-28=-6529f7292, BOT CHORD 2-26=-4464/4860, 21-26=4464/4860, 19-20=0/283, 5-19=-1364/1616, 19-28=-6528/7293, 18-28=-652917292, 17-18=-4667/5351, 16-17=-4667/5351, 16-29=-4181 /4971, 15-29=-4179/4972, 8-15=839/890, 13-31=1664/2010, 31-32=-1664/2010,12-32=-1664/2010 WEBS 3-21=1376/1471, 19-21=-4543/4909, 3-19=2080/2414, 5-18=-2407/2301, 6-18=1071 /1282, 6-16=-210/553, 7-16=519/603,8-16=-676f724, 13-15=-1694/2042, 10-15=-2888/3391, 10-13=460/601,10-12=-2682/2221 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 989 lb uplift at joint 12 and 1048 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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 A WAININO - Flom llmougblyn,ier the14100HRUSSIS(ZII((Ij, WHAT RIMSA(BNURIONS(NS10911 rRIIIj A(PNOMIDGiENr Inn.Perilyd,sgo pammeleu ad teed Bales on!his puss Otign OnniogRUPmd ik, fofms lee, F1lelereme Sleel k(omuse. thleuollprisedoled ae th, 100, only 10,167oMor JULIUS LEE P.E. phses shell be used far the TOO to be rofd. As d Loss Milo rophen ru, Spnidly leguemi, the uW on uy 100 np aood, ae—plume of the pmfessianrI mgim.iiq m,palE Wily 1. the design dl the,ioll, Lux depeled to the TOO oely,mde, ThI 1. The duige osmmpf.os, looeinp rondfines, mimidily and use of IV, loss We"Building is�, respottilility of the Oeon, the Ormrs Mborhed ogeol a, the Building Onigmr, in the noW of the III. Me Off, [be food! beilf.0 (od, .6 IN 1. The opproedl of the TOO and oayfleld ou al lie Trust, Too A,l koliiop, 0 ge, ie,leff,fte and brude A.11 be 0,00poesihilily of Me luild4l Oesigna and #34869 (oehedor. AOoItl,s,I dug in the TOO odd 4,pndk,,oed peideks of the ItAdial(o.pomef Softly lofer.dlioe(B6l)prbh,iedby TH and il(Aore¢lerenad to, Ienenl puideooe. IN defon the ,,pomibihk, ood doin of the Tnu Oaigur,TruroO,igo fefIl—r end T,m Menufnnoou, An, A.rim defined bye 1109 Coostof Boy (enfmndpreed epu ie niNng by .11 potties iorolred. The Tnss OeOge[of..,I, NOT the ldldmp Oalpnu or Brass Syt,.Iolluer 1. toy bu0dhog. All mplta0md W., on es deiced i, IN 1. Boynton Beach,ft 33431 GpydgE1*201((�I Ioel Lnsesdulat, fee, P.I. Iepedodion of Nis doourow, in toy lot., it pmhibifed rithnl nilin pnmiuion fit. Al Ieol Trusses -Elias lee, P.F. r Job Truss Truss Type Qty Ply Std. Pac./6811 El A A04$2372 60769 A06 Half Hip 1 1 IT Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:46:55 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIWWpPzmH46-8ks?hOt6t5UprWWIJrwOMK58oip3cwaMfpe/b AlzeyZU iljt p 7 0 12 14 3-0 16 2 Q 2111.1 26 9-9 31-9-12 38-10 15 46�0 7 0 12 7-2-415-0 0 5 0 3 7-1-3 7-1-1 4.00 F12 5x10 MT20HS= 4x6 5 6 2x4 II 2 3x6 = 7 3x6 = 3x4 11 Dead Load Dell. = 1-1/4 in 5x10 MT20HS= 4x10 = 3x4 11 11 e/ 22 za 21 ,, .. 15 sz 14 ss sa 13 3x6 = 4x8 —_ 3x10 = 3x4 11 3x4 11 3x8 = 5x6 = 7x14 MT20HS= 12 r 7112 1 11 11 23 11-14 31-9-12 38-10 15 46 0 0 7 0 12 7-2 4 1-11 7-9 14 7-9-14 7-1-3 7-1-1 Plate Offsets (X,Y)-- [3:0-3-8,0-1-81, [4:0-5-0,Edge], [9:0-5-0,Edge], [11:0-3-8,0-2-0], [13:0-3-0,0-3-01, [14:0-2-8,0-1-81, [20:0-8-0,Edge], [21 :0-2-0, 0-0-41, [22:0-3-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.93 Vert(LL) 1.08 17-19 >509 360 MT20 244/1.90 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -1.88 17-19 >292 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.95 HOrz(fL) 0.76 13 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 274 Ito FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 *Except' T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 'Except* 132: 2x4 SP No.2, B5: 2x4 SP No.3 Bin: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP M 30, W9: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-10-6 oc bracing. WEBS 1 Row at midpt 20-22, 3-20, 14-16, 11-16 2 Rows at 1/3 pts 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 2062/0-3-8 (min. 0-2-7) 2 = 2158/0-8-0 (min. 0-1-13) Max Horz 2 = 376(LC 6) Max Uplift 13 = -984(LC 6) 2 = -1054(LC 6) Max Grave 13 = 2062(LC 1) 2 = 2158(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5213/4223, 3-4=-7724/6545, 4-5=-7646/6565, 5-6=-6350/5430, 6-7=-6063/5221, 7-8=-6556/5466, 8-9=-5610/4653, 9-10=5610/4653, 10-11=-5573/4635 BOT CHORD 2-27=-4398/4860, 22-27=-4398/4860, 20-21=0/283, 5-20=-1498/1720, BOT CHORD 2-27=-4398/4860, 22-27=-4398/4860, 20-21=0/283, 5-20=-1498/1720, 20-29=-6391/7261, 19-29=-6392/7259, 19-30=-5605/6581,18-30=-5605/6581, 17-18=-5605/6581, 17-31=-5385/6399, 16-31=-5385/6399, 10-16=-408/475, 14-33=-1848/2251, 33-34=-1848/2251, 13-34=-1848/2251 WEBS 3-22=1370/1448, 20-22=-4462/4886, 3-20=2018/2398, 5-19=2084/2016, 6-19=1499/1797, 7-19=8311470, 8-17=132/328, 8-16=961/891, 14-16=-1857/2261,11-16=-3138/3740, 11-14=-474/607, 11-13=2864/2351 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=17omph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 984 lb uplift at joint 13 and 1054 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard IIAIXIN6-Plea, Ihoteulhlym,hs,The "A-IROOF TRUSSESCSELIFIj, GENERAL BINSN(ONO ITIONS(US10MIRrATHAI A(INDMEDGig INr form&r0ydesigo p.—Ites..d rml rules es Ibis huts Oeeipo Outri.g(IDDI and Ib,kier,lee,P.E.Aof-.. SAW kfore use. Netess olhmrim sorted.. Ihe100, onlyNihle so. Iolmsti.Il he usodfm lbe TOD It be .6d. is u TwIs 0.si r JULIUS LEE, P.E. p gn npi,eer (.e,ipmidty Eogm.eQ, Ik wel.r u.y T00 rgteseels o. m,epmme of Ik ptolesinnd engiumug nspeoJhilily lathe design of N.,mpte ims, dephled oo IhaIOD wry, order nl 1. The d"ige osmmpfnrs, lauding rovditivus, s.ilvhifiry wd use el Ibis for my Bailfno is the respoosihilily of the Owner, the Owits',ovird opeof or the WHup Donner, in the contest of the ll(,The ]IT, the WE builiq.do aid YET 1. TheoppioeoI dibe TOO and any field use oflht Riots. iodudinl hurdling,storage, iastultmien oud bremp,,Aoll both, opromiklity .fib, Wildi,l Desilne, and #34869 6n0odor.All .otes SIT.0it the RODwrithe pradhrsand laidelion ofthe r.ilfi,l(amp.ne I Safety lnfarmolist (8611 pobliskd by IT],nd SR(Aar, rdmeorod her A puidt-ThI de6nn the mpensibififinod duties rifit Truss Desipnes, Ross Desig. foie mld Truss M.mhclow,alm etb-in defined bya 1109 Coastal Bay Ouhoo speed eyou in vdtinl by.0 took, imoInd. The iruss Desipn Engineer is NOT the A I&I Osilnerxiruss System(nli.eer In try Adding. All topildieed tams ore., Mind in ITT 1. Boynton Beach, FL 33435 bpyrighl�y011 AI PwlLnsesdufms le.,LF. lepododian,l thisdwamem,is ooy Rom,is prehib0ed vithoat rrNleopermission form Al Roofhcs,e bUuslee,P.E. Job ,.. Truss Truss Type Qty Ply Std. Pac./6811 El A r: A0482373 60769 A07 Roof Special 1 1 4 y Job Reference (optional) Al ROOF l 'RUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:46:55 2015 Page 1 ID:cS2yUAsdrwV4V5ztDl W WpPzmH46-8ks?h0t6t5UprVMrjJrw0MK571 io9czwMfw3_AlzeyZU �1� Q 6 5 7 10-11-15 16-11-0 19-8-0 , 24 1113 31-6-14 , 39 2 4 46-0-0 6 5 7 4 6 7 5 11-1 2-9 0 5-2-13 6 8-0 7-7-7 6-9-12 4.00 12 5x6 = vvr_oo 1 Row at midpt 6-19, 8-17,hi9-16, 11-13 cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 656/0-3-8 (min. 0-1-8) 2 = 975/0-8-0 (min. 0-1-8) 16 2588/0-3-8 (min. 0-3-1) Max Harz 2 = i Max Uplift t 349(LC 6) 13 = i -338(LC 9) 2 = -477(LC 6) 16 = -1107(LC 7) Max Grav 13 - 735(LC 14) 2 = 975(LC 1) 16 = 2588(LC 1) I FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1789/1441, 3-4=-1295/963, 4-5=-1201/977,5-6=1315/1176, 8-9=-1079/1141, 9-1O=565/196, 10-11=-565/196 BOT CHORD 2-24=1706/1635, 19-24=1709/1635, 18-19=-339/343, 18-25=-339/343, 25-26=-339/343, 26-27=-339/343, 17-27=-339/343, 17-28=-1141/1079, 16-28=-11411/1079, 15-16=-176/316, Dead Load Detl. = 3/8 in 6 5x6 = 3x6 = 3x6 = 3x6 = 3x6 = 3x4 II 3-19- 505/668, 5-19=-394/575, 6-19=-1079/1177, 6-17=-833/871, 7-17=247/264, 8-17=-1408/1542, 8-16=-1518/1495, 9-16=-1528/1338, 9-14=-266/553, 11-14=-222/427, 11-13=-759/515 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; 13CDL=5.0psf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 4, 6, 7, 10, 12, 13, 2, 19, 3, 5, 17, 8, 16, 9, 14, 11 and 1 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 18 checked for a plus or minus 5 degree rotation about its center. 6) Plate(s) at joint(s) 15 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. of this truss. LOAD CASE(S) Standard F �WAININ6-PIene ikmwkhlyrevievtbe"Ad r00F 1IUSSfSCUR111 BFNFBAL RIMS I(ONDITIONSOUSi0Ml1 r11IYRI A(INORLF061MINT'Imm. Yerlfy design paumetns andmodeolnoelds hou0nip, Omeieg(IDO}end lleklos Lee,P.E lefereom Sheel before uu. Uolesf ol6enise daledm 16e ID0, oolp Milek-,a. p10n0.111,av,d W 1b,TOO la 6eea54.Asoiro,fNip Eojwen(i.e., Spdaly 6gre[eQ,fM ud an ooy TOOrgresnls oo wmplome 0 the pinlessiaod enlim M,npensilirily la th desiyo d the angle Trost depnled oo the COO aly, ondn RI 1.16e d0yo n-pfxm,Indie9-ffi1oes, wiNWA, ard-of this T... IULIUS LEE, P.E. In ory Briidinl is'Oerespoes3Nlly of the 0-,th,Ovner's alldiud agenl or the Wilding Usilur,in lb, mated of lh,[I(,Me III, Poe1.1 boildq ud, vudTPI 1. the apptaua10 thl DID and my Feld w d the Truss.Whdinl hondfmg,slump,mddldian and bmdgg,ddI,lb-,pndbifly 0 the Wilding Onipoenud #34869 C.M.0.r. AO cotes ul out in lke100 and 4, prWho mod poidefio,s d the hildiog(ommW Shcy lnfotmolia(1(S1)pob6,kd by ITT and Sl(Aimrel-ed for lenuol j4dante. IPll defms tlernpondb ties oed dukes otthe lmss Desipoeg Lou Dnipo Fopinen and Tmss Mmofadateg odes 4-h, defined bya 1109 Coastal Boy Gnlma npteel op in ie nifrq by .9 pmrin i-Ind.TO,T-Ouipn Eopioeer i, NOT the goildiol Onignee a,oss Sydem Enli-for ny bu0rmg. All opitflud terms ere as d,rmed io IN 1. Boynton Beach, FL 33435 bprilld @2014 Al 1.1 hooasdufw,I.,, P.F. tepradodin d this dmomed, in my loan, Ss li.hib0ed vilhd vMW p-h0ou I'm 41 tool bosses -Mina lee, P.F. Job Truss Truss Type QtY Ply Std. Pac./6811 EI A 60766 A08 Roof Special 1 1 A0482374 k d Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss=m Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:46:56.2015 Page 1 I D:cS 2yUAsd rwV4V5ztD 11 WJpPzmH46-cxQN u MukeOcgTg5vtZRdvYd L568cL N4 VuapYi BzeyZT 1 10 11-15 16 11-0 21111231 0 13 29 8-5 35 6-0 40 6 10 43 6 8 46 0-0 6 5$ 4 6 7 5 17-1 4 9-0 2-13 4-9-8 1 11 5-0 10 2-11-15 2 SS 4.00 F12 5x6 = 2x4 3x6 2x4 I I 5 3 4 2x4 11 1 2 31 26 25 32 33 34 4x6 = 3x6 = 3x8 = 10-11-15 21-8-0 6 5x6 = 3x8 = 3x6 = 24 23 22 35 21 36 3x8 = 3x6 11 4x8 = 3x6 = ,24-10-13, 29-8-5 35-M 3x4 11 3x6 = 3x8 = 10 12 Dead Load Dell. = 5/16 in 3x4 11 13 11 1 3 0 m v 0 19 1 qq Io 20 37 18 38 15 3 116 1� 3x4 11 2x4 11 4x6 = 6x8 = 3x4 11 3x4 11 3x4 = 40-6-10 , 43-6-8 .46-0-0. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.45 26-30 >657 360 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(fL) -0.80 24-26 >373 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.05 14 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 -Except` B4,B6: 2x4 SP No.3, 135,137: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-5-2 oc bracing. WEBS 1 Row at midpt 6-26, 6-24 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1001/0-8-0 (min. 0-1-8) 22 = 2531/0-3-8 (min.0-3-0) 14 = 687/0-3-8 (min. 0-1-8) Max Horz 2 = 318(LC 6) Max Uplift 2 =-503(LC 6) 22 =-1082(LC 7) 14 =-343(LC 9) Max Grav 2 = 1001(LC 1) 22 = 2531(LC 1) 14 = 744(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1868/1558, 34=-1379/1082, 4-5=-1285/1095, 5-6=-1399/1292, 6-7=-312/417, 7-8=-369/347, 8-9=-219/272, 9-10=838/470, 10-11=-841/465, 11-12=-841/465, 14-16=-714/527 BOT CHORD 2-31 =-1 753/1710, 26-31 =1 753/1710, 25-26=-402/414, 25-32=4021414, BOT CHORD 2-31 =1 753/1710, 26-31 =-1 753/1710, 25-26=-402/414,25-32=-402/414, 32-33=-402/414, 33-34=-402/414, 24-34=-402/414, 23-24=1218/1100, 22-23=-1218/1100, 22-35=-1218/1100, 21-35=-1218/1100, 19-20=0/253, 10-19=-376/436, 19-37=-533/809, 18-37=533/809, 18-38=-533/809, 17-38=-533/809,17-39=-551/800, 16-39=-551/800 WEBS 3-26=-499/666, 5-26=-396/568, 6-26=105611196,6-24=-1177/1173, 8-24=1246/1488, 8-22=-2483/2136, 8-21=1 191/1476,9-21=-871/859, 19-21=-262/193, 9-19=782/923, 12-18=0/314, 12-16=-944/617 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 4, 6, 7, 11, 13, 2, 20, 10, 19, 16, 17, 15, 26, 3, 5, 24, 22, 21, 8, 9, 1, 23, 12, 18 and 14 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 25 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. -PLATES GRIP MT20 244/190 Weight: 268 lb FT = 0% 8) Bearing atjoint(s) 14 considers parallel to grain value using ANSITrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 2, 1082 lb uplift at joint 22 and 343 lb uplift at joint 14. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - rinse lbwougblyrtef,.The'A.1 TOOT TRUSSES('SIIIE11, GINIM TERMS GCONDITIONS (MOYIIrRUARj A(rNOMI(061NENrfun. Pailpdesign pnmdas.4 not ernes not this hess Deiiq Reeving PON end Helolimlee,R.I.SofereneSEnl klore use.Th[,.oMnrh, staled To the TOD,c,IT lldekmnew. JULIUS LEE, P.E. pkles sboObeused Ici the 10Dlobe wfid.AsohoaOesigo En(meer(a, Spiidty hgneer(,Th. .6on°°y TODlepusnls waupleo el the pofessimdenfe ingi.1pnsibi01y Iw no design of Th. single boss dephledw the 100w1y, do, ITT I.The desggee,nopinns, hooding ondifem, seilebilily red ne d This Less [at any Ouildirq is the nespoesibilley oThe Unit, Th,Done,%Wherhd TIMer the Itildmp Designer, in the nmea of the llLMe IS(, the lonl build'mpnde and IN I.Th, opprnol Ithe TOD ond my Oeld ose of the Trem inJudiop Seedling, slmore, wsnllolion Tedbtci.& .11 be lAnespoosibifily o1Th, Soildiog Buipea mid #34869 (anlmdor. 1109 Coasfal Bay Gmmn opeednpon in nifirp by oN polNesimohed. Wiest Design Enllnenh NOT the RoiltingDesignrorimss Sysnm lnpineerforonybuddn}Boynton Beach, FL 33435 (er!^9b 9T011 AI Iwl hems-blia l o,11. tepo!udian atH s doomed, n o� form, is pnh kted viHnt rri0an pnmisiw hem AI lealirmses-hUns lea, rE. Job _ Truss Truss Type Qty Ply Std. Pac./6811 El A A0482375 60769 A09 Roof Special 1 1 d a Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:46:58 2015 Page 1 I D:cS2yUAsdrwV4V5ztDIVNNpPzmH46-YJX7J2w?AOsOi_FI_T5_zifdvnFpMloMtlfn4zeyZR 1-4-p 5-1013 12-38 1611-0 23-8-0 24r-1'13 30-2-6 35-6-0 40-2-1 416-8 146-0-0, 4- 5-10 13 6 4 12 4-7-8 6_. 1-2-13 5-3-10 57, 10 4-8-1 3-4-7 2-5-8 4.00 F12 5x6 = 6 3x6 3x6 2x4 4 3 31 26 25 32 24 3x6 = 3x6 = 3x8 = 9-3-7 1 16-11-0 , LOADING (psfl SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 5.0 Lumber DOL 1.25 BCLL 10.0 0.0 * Rep Stress Incr YES BCDL Code FBC2010/TPI2007 LUMBER - TOP CHO i D 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOT CHORD 2x4 SP No2 *Except* 131: 2x4 SP M 30, B3,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING-, TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-24, 9-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 2 = 1000/0-8-0 (min. 0-1-8) 22 = 2535/0-3-8 (min.0-3-0) 14 = 686/0-3-8 (min. 0-1-8) Max Horz 2 = 287(LC 6) Max Uplift 2 =-514(LC 6) 22 =-1082(LC 7) 14 =-339(LC 9) Max Grav 2 = 1006(LC 13) 22 = 2535(LC 1) 14 = 734(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1968/1688, 3-4=-1501/1207, 4-5=-1430/1222, 5-6=-544/546, 6-7=-548/507, 7-8=-1304/1429, 8-9=-1304/1429, 9-10=-1028/594, 10-11=-1005/673, 11-12=-1005/673, 12-13=-1005/673, 14-16=-701 /528, 13-16=-673/534 BOTCHORD 2-31=-1828/1811, 26-31=-1828/1811, 2x4 II 5x6 = 3x8 = 4x6 = 3x6 = 2x4 11 7 8 9 10 12 33 23 22 34 21 35 20 36 5x8 = 4x6 = 3x4 II 3x6 = 6x8 — CSI. DEFL. in (loc) I/defl L/d TC 0.95 Vert(LL) -0.28 26-30 >999 360 BC 0.97 Vert(TL) -0.49 26-30 >607 240 WB 0.63 Horz(TL) 0.06 14 n/a n/a (Matrix-M) BOT CHORD 2-31=-1828/1811, 26-31=1828/1811, 25-26=-993/1057, 25-32=-993/1057, 24-32=-993/1057, 24-33=1 011/886, 23-33=-1011/886, 22-23=-1011/886, 10-19=-359/427, 19-36=-593/1040, 18-36=-594/1038 WEBS 3-26=-533f742, 5-26=-341/581, 5-24=-819/867, 7-24=-1401/1653, 7-22=-1285/1288, 9-22=-1694/1416, 9-21=0/275, 9-19=-818/994, 12-18=-400/469, 13-18=-714/1075 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 14 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 514 lb uplift at joint 2, 1082 lb uplift at joint 22 and 339 lb uplift at joint 14. Dead Load Dell. = 3/16 in 4x6 = 13 0 2 V, 4 0 a+a o 1 3ggg jo 18 37 15 38 16 14 3x8 = 3x4 = 3x4 11 3x4 II 3x4 = 2-5-8 PLATES GRIP MT20 244/190 Weight: 258 lb FT = 0% 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design -of this truss. LOAD CASE(S) Standard 1 WAINING. Pleese'IAosoughly oriel the '" 'DO F TRUSSES [SEE(F11QNF1Al1ERMS&(ONO INDNS CUSTOMER r1UH11 A(NNO?flH06EBFNrim.%ilydesiggpectins and real rwles oo this emu Design 0mning (IDDj and lheJoliuslee, r.E Pefnerve SEeel Eefine use. Dnless ollernia stvledoelM1elOD, anlyYlekcaonemr id,hs shell be uud fie the TOO to h n5d. As o Las Woo Engioem(u, SpniuNF E.gicos), the soduseray Too i<pesm1, use mapusmn of the rehl'ioneIolieemiag,espoesibilily tm the design of the imgle Tmss depict,d oe ne END eoly,old,,U11. The design ns.iins, hodiog roodi(uus, wilebifty and use allMs Lou 1ULIUS LEE, P.E. fo,ny Building isithe o,powlility of the Onu, the O*ner, embarked a gent a the building Ossigne,, io theooeel of the lKthe 11(, the load building ode end FEE 1. The opposed of the lDD onl any Gel/use of the floss. induding handrmg, aonle, iosbilelian old bro®g, shell be then,1s.siW10y of the Boihliusg Onigoe, and #34869 6nfadm. AB eoies set out in lbeTON ®dIN, polo,end pideiinesofib, luildbog 6opeoeut Safety lyd lim(g(SI( pabfished by IF] and SIU oil d,,rnanea dIs, lel goidono. I111 defioesthe nponsibdfm used d;nin ofih Ties, Designer, Russ Oesigo hp., old lass Alrohdaor, unleo athm�in"N", bro 1109 Coessfal Bay (kiwi epeed upon in miring by oO pok, donInd. The fees, 0esipe fell is NOT the BoHN.1 Onigner.TossSphs.ElDnerfm leybldinp. Allapilobaedtemaseas defined in TH 1. Boynton Beach, FL 33411 hpydghl J 2011IAI goof faues.hfms leek. EE. lepdedi a of this dmemem, in any him, is prohibited ritboot v,ilten pmmissian from Al 1,01 Lases-lulias lee, P.E. Job Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 A10 Roof Special 1 1 A04$2376 of d Job Reference (optional) Al RUUr I RUSStS, t-UR I NltRct, tL 34946, aesign(cnaltruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek.Industries, Inc. Mon Mar 02 13:46:58 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI WBNpPzmH46-YJX7J2w?AOsOi_FI_T5_zieQvnDpGUoMtlfn4zeyZR 25-M 11•-4-Q 510.13 12-3-8 1-4-0 5-10.13 fi-0-12 164.71�1-0 21-" 24-10-12 14 140-11 614 4-7-8 34� -9-0 4�44-11 &7-112W' 4.00 12 5)(6 = Dead Load Defl. = 3116 in 6 2x4 II 37 5x6 = 3x4 11 3x8 = 3x4 11 2x4 � 4 8 10 11 13 14 3 5 2x4 11 Id 3 5 N 1 2 N O dBI a 1 Isis 32 27 26 33 25 34 24 23 35 22 36 21 37 19 38 16 3917 15 4x6 —_ 3x8 = 5x8 = 4x8 = 3x4 II 2x4 11 4x6 = 6x8 = 3x4 11 3x4 11 3x4 = pIs! [PSlf�tiAE:�I LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defi L/d PLATES GRIP' TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.28 27-31 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(fL) -0.49 27-31 >606 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 HOrz(fL) 0.07 15 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 255 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 131: 2x4 SP M 30, 133,135: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-23 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 997/0-8-0 (min. 0-1-8) 23 = 2540/0-3-8 (min. 0-3-0) 15 = 683/0-3-8 (min. 0-1-8) Max Horz 2 = 258(LC 8) Max Uplift 2 =-524(LC 6) 23 =-1082(LC 7) 15 =-334(LC 9) Max Grav 2 = 1012(LC 13) 23 = 2540(LC 1) 15 = 722(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1984/1715, 3-4=-1519/1239, 4-5=-1448/1254,5-6=-559/569, 6-7=-517/559, 7-8=-1494/1784, 8-9=-1553/1753, 10-11=-11851724, 11 -1 2=-1 2031724, 12-13=12031724, 15-17=-687/531 BOT CHORD 2-32=-1787/1826, 27-32=1787/1826, 26-27=-962/1075, 26-33=962/1075, 25-33=-962/1075, 25-34=341 /266, BOT CHORD 2-32=-1787/1826, 27-32=-1787/1826, 26-27=-962/1075, 26-33=-962/1075, 25-33=-962/1075, 25-34=-341 /266, 24-34=-341/266, 23-24=-341/266, 23-35=-1509/1357,22-35=-1509/1357, 11-20=-299/346, 20-37=-891 /1294, 19-37=-891/1294,19-38=-891/1294, 18-38=-891 /1294, 18-39=-909/1305, 17-39=-909/1305 WEBS 3-27=5297735, 5-27=-337/580, 5-25=825/893, 7-25=-774/1035, 7-23=2154/1979, 9-23=-628/500, 9-22=1432/1740, 10-22=834/809, 10-20=910/1111, 13-20=-274/189, 13-19=0/306, 13-17=1 300/893 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VLAIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss.has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 15 considers parallel to grain value using ANSIIfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 524 lb uplift at joint 2, 1082 lb uplift at joint 23 and 334 lb uplift at joint 15. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard P WAINING•Pinse lboroughlym,iewlha'A.1 POUF iIUSSEI('S{IlFlj,6{NFIAI I[IUSACONDITIONSCMC1i1rBUY{IjA(KNOAlED6{YENr Inn. Ynii doigv pumeten and rzadvelesellis Len Oesipl OmniwgjfOOj ondlleraOs Lee,P.F. Pelmene Skeellelaeae. UelesuNnadu aotedoe the IDO, mlyNiekmvnoun, �JUUUS LEE, pht—hogb. usedlortle TOD I. b—fid.f,ohoss Desigv Fordem(i...,SpayFogivesl), IN Is. our,TDDlepte d,. naplan..I the Put kalagimuohn; p,ibilily to, the desire of the iron depaledaa the IDD only,undo(Rl1. IN desire essuue Nns,boding,aodirmns, sihlilily and use or No buss P.E Inure Building is the nespnsleility of the Owen, the Owner, athomeduget us Ik Building Desiga,,in1400ntee of the [I(, the INC, the led building We adTPI 1. the opposed el the TOO end onykid use of the Lau, ieniuding balling, strope, msmgatieoad ironing, sbull he the apa,ibirdy of the tolkp Designer ad #34869 (:eIredt.ANsuits set out in the TOD ad lie pales and goiduhas 0 the hildiog(ompooel klely ldu,melie.(SCSI)pblisbed by (Pled Sl(A on, aferenad for See (gulden,,. IN I dAino, theunpnsibirdia adMaur the has,N,iga,, Truss Design [opinnr and Truss Banuhtlmer, onksoHnaim defined by. 1109 Coastal Bay Cmeodt.preed upon i, ntitier by ell porno, iusohed. the Tass Design Eapiee<r is NOT M, eoilding DWAtarorhum Sick. EMieen heat building. Allropitofisedtam ere as defued in lPl1. Boynton Beach, FL 33435 (opyrirhl u37D1(AI Aool hmsndulNs lee, P.E. lepadnti.o sl Mir doeomen, in one Imo,, igeoN6ited v'nlom nithn remission Imn Al hof imsses-Fufas lee, P.E Job j Truss Truss Type Qty Ply El A A0482377 60769 A11 Half Hip 1 1 �Std.'Pac./6811 I It Job Reference (optional) Al KUUI- I SES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:46:59 2015 Page 1 ID:cS2yUAsdrwV4V5ztDl W WpPzmH46-0WSVXOwdxJ_FK8gUYh_KWAFr9J7wYj3yaX1 CJ WzeyZQ 1 7-0-12 143 0 18-2-8 22-2-0 26-11-14 31-9 12 38-8-14 45 8-0 7 0-12 7-2-4 3-11-8 3-11-8 4-9-14 49-14 6-11-2 111-2 4x8 - Dead Load Defl. = 1-1/16 in 5x6 = 3x4 11 3x8 MT20HS= 3x4 11 4.00 12 3x6 = 7 g 9 10 1 12 4x6 6 5x10 MT20HS W8% 3x4 11 W9 5 WS 12 3x6 � 4 1 1 3 W2 2x4 II 1 19 16 W 0 1 2 17 7x8 = 28 18 29 30 31 c�A 26 21 27 20 7x14 MT20HS= 15 32 14 33 13 3x10 = 3x4 II 3x4 II 3x6 = 5x6 = 4x8 -_ 7x14 MT20HS= 7 0 12 14-3-0 22-2-0 31-9 12 38 8-14 45 8-0 7-0-12 7-2-4 7-11-0 9-7-12 6-11-2 6-11-2 Plate Offsets (X,Y)- [3:0-2-8,0-1-8], [4:0-5-0,Edge], [6:0-2-0,0-2-0], [11:0-2-8,0-1-12], [13:0-3-0,0-3-0], [16:0-2-8,0-3-0], [18:0-64,Edge], [19:0-4-8,Edge], [20:0-2-0,0-0-0], 21:0-3-8 0-1-8 LOADING 6f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.84 Vert(LL) 0.87 17-19 >627 360 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 1.00 Vert(fL) -1.51 17-19 >362 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.57 13 n/a n/a BCDL 0.0 Code FBC2010rfP12007 (Matrix-M) Weight: 289 lb FT = O% LUMBER-, TOP CHORD 2x4 SP M 31 'Except- 9) Provide mechanical connection (by others) of truss T3,T4: 2x4 SP M 30 BOT CHORD to bearing plate capable of withstanding 995 lb uplift at BOT CHOF D 2x4 SP M 30 *Except* 2-26=4549/4819, 21-26=-4549/4819, joint 13 and 1029 lb uplift at joint 2. B1: 2x4 SP M 31, B2,B5: 2x4 SP No.3 19-20=0/282, 5-19=-417/572, 10) This truss has been designed for a moving B6: 2x4 SP No.2 19-28=4785/5232, 18-28=-4785/5232, concentrated load of 200.01b live located at all mid WEBS 2x4 SP No.3 *Except* 17-18=4785/5232, 17-29=-3553/4022, panels and at all panel points along the Bottom Chord, W3: 2x4 SP M 30 29-30=-3553/4022, 30-31=-3553/4022, nonconcurrent with any other live loads. OTHERS 2x4 SP No.3 I 16-31=-3553/4022, 9-16=398/462, 11) "Semi -rigid pitchbreaks with fixed heels" Member BRACING-, 14-33=-1365/1612, 13-33=-1365/1612 end fixity model was used in the analysis and design TOP CHORD WEBS of this truss. Structural wood sheathing directly applied or 2-2-0 cc 3-21=-1278/1411, 19-21=4617/4869, purlins, except end verticals. 3-1 9=1 843/2066, 6-1 9=-2279/241 0, BOT CHORD 6-17=-1526/1582, 7-17=-862/1103, LOAD CASE(S) Rigid ceiling directly applied or 14-12 oc bracing. 8-17=-245/325, 8-16=-748/787, Standard WEBS 1 14-16=-1383/1654, 11-16=-2156/2465, 1 Row atmidpt 11 -1 4=-316/479, 11-13=-2401/2035 12-13, 19-21, 3-19, 6-19, 6-17, 14-16, 11-16 2 Rows at /3 pts 11-13 NOTES- MiTek recommends that Stabilizers and required 1) Unbalanced roof live loads have been considered cross bracing be installed during truss erection, in for this design. accordance with Stabilizer Installation guide. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; REACTIONS. (lb/size) h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS 13 = 2047/0-3-8 (min. 0-2-7) (envelope) and C-C Exterior(2) zone; cantilever left 2 = 1 2143/0-8-0 (min. 0-1-12) and right exposed ;C-C for members and forces & Max Horz MWFRS for reactions shown; Lumber DOL=1.25 plate 2 = I 500(LC 6) grip DOL=1.25 Max Uplift 3) Provide adequate drainage to prevent water 13 =-995(LC 6) ponding. 2 = j-1029(LC 6) 4) All plates are MT20 plates unless otherwise Max Grav indicated. 13 = 2047(LC 1) 5) Plate(s) atjoint(s) 4, 10, 12, 13, 2, 20, 5, 18, 9, 15, 2 = 2143(LC 1) 3, 21, 19, 6, 8, 14, 16, 11 and 1 checked for a plus or minus 0 degree rotation about its center. FORCES. (lb) 6) Plate(s) at joint(s) 7 checked for a plus or minus 3 Max. Comp./Max. Ten. - All forces 250 (lb) or less except degree rotation about its center. when shown. 7) This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live 2-3=-5170/4175, 34=-7328/6312, loads. 4-5=-7251 /6328, 5-6=-7328/6515, 8) ' This truss has been designed for a live load of 6-7=4446/3829, 7-8=4203/3711, 20.Opsf on the bottom chord in all areas where a 8-9=-3525/3030, 9-10=3514/3029, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 10-11=-351!4/3029 bottom chord and any other members, with BCDL = BOT CHORD 10.Opsf. 2-26=4549%4819, 21-26=-4549/4819, i WHINING-11-!huoeb mien In, I[DDT TRUSSES fla Time, films IT cmomll ama A(RNDWIII)MINr imm. Tedl desfo -dus end mod odes on This Imes Design ODOM tEeAGm, Too, E.Intereme Sheelhdo-se. Doles olAurrise staled an Me lDD ml NiTeknnnMm g 1 o h t, 1 r 1 f a w a aR le r JULIUS LEE, P.E. pld<s shell he med fni the TDD to be sold. As u Truss DaSgn Espie<m Ii.e.,SpniuNy [egiaenJ, Ih ud m ovy IDD npreswTs no nnploen of the ptelesshool mjmeaug,espvnsibigty I. tM dmige of the single Imes depdkd no the T00 mly,ender 1PI I, ne desig...... fmns, bNiog iuedi! os, wiluhigfy and use of IN, iiass To any Baildlnr is re responsibility of the Downs, the Uwont,a2viudsU.l or the Bolding Designer, in 0eronl,d of the llC the lrG the1.1 build"apmde and TPI I. The oppmeol olthe IUD end soy fielduse of theTnim,ieddiep hondimg, sloole, Wollotian end Bndna. shell be the asgoasihiGly of the laildiel Desipnerand #34869 Unhador. AD odes el ool in the iDD and roe pmnues and pnidelioet of the taildup(omponent Soletylnlormolios ll(SQpehUsNed bylPl onl St(A merelnmad lei peoenl leidonn. Tnldefinsthernspemibadln sndddiesdtleina Designer, Tiass Oesipo bpinnr rod Tmss Nunundaa, unlesselhenin deleted bra 1109 Coastal Bay OnVaaapreedulln ie nritiog lyoll postlesioeolred. The Tore Design bgimer is NOT the Intdinl DnlpnaarTruss System blister funny building AlfmpinGudtems an esddioed,11`11. Boynton Beach, FL 33435 bpyripAt87011 AI Ronllnsses•F lius ley CF. teyrodudien aphis dammed, b ooy Tofu, is pehihBed sri%not vsilteo pnminho Imo Al Raol Imsses-F+lias lee, B.F. Job Truss Truss Type QtY Ply Std. Pac./6811 El A AO.4�32378 60769 Al2 Half Hip 1 1 1 � Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc' Mon Mar 02 13:47:00 2015 Page 1 ID:cS2yUAsdrwV4V5ztDl W WpPzmH46-UifukkxFid66yIPg6OVZ3OoO6]TLHBH5pBnlryzeyZP �1 4 p 7-0 12 14 3-0 21 2r11-14 31-9 12 38-10 15 45-8-0 7-0 12 7-2_4 5 11-0 5-9-14 5 9-14 5x10 MT20HS= Dead Load Dell. = 1-1116 in 4.00 F12 2x4 11 4x6 = 5x6 WB= 4x8 = 3x4 11 6 7 8 9 10 11 4x6 5x10 MT20HS W� 5 iu�� 3A 4 W4 11 VF 0 3 W2 0 ] 2x4 11 9 15 o n 1 2 18 16 7x8 = N 28 17 29 30 d 26 27 5x10 MT20HS= 3x8 31 32 33 21 20 3x6 _ 14 13 12 4x8 —_ 3x10 = 3x4 11 3x4 11 3x6 = 5x6 = 7x14 MT20HS= 7-0-12 , 14-3-0 20 2-0 25-11-14 31-9-12 38-10 15 45 8-0 70-12 7-2-4 5-11_0 5-9-14 5-9-14 7-1-3 6 9 1 Plate Offsets (X,Y)-- [3:0-3-4,0-1-8], [4:0-5-0,Edge], [6:0-6-4,0-2-4], [9:0-3-0,Edge], (10:0-2-8,0-1-12], [12:0-3-0,0-3-0], [13:0-2-12,0-1-8], [15:0-5-8,0-5-4], [18:0-2-12,0-1-8], [19:0-8-0,Edge], [20:0-2-0,0-0-0], [21:0-3-8,0-1-8] LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.95 18-19 >573 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -1.61 18-19 >339 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.65 12 n/a n/a BCDL 10.0 Code FBC20107TPI2007 (Matrix-M) Weight: 286 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 *Except* T3,T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 *Except' B2,136: 2x4 SP No.2, 135: 2x4 SP No.3 B4: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' W3: 2x4 SP M 30, W4,W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 19-21, 3-19, 5-18, 13-15, 10-15 2 Rows at 1/3 pts 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 12 = 2047/0-3-8 (min. 0-2-7) 2 = 2143/0-8-0 (min. 0-1-12) Max Horz 2 = 458(LC 6) Max Uplift 12 = -988(LC 6) 2 = -1035(LC 6) Max Grav 12 = 2047(LC 1) 2 = 2143(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5168/4180, 3-4=-7681/6610, 4-5=-7606/6627, 5-6=-4999/4260, 6-7=-4681 /4037, 7-8=-4681 /4037, 8-9=-4145/3537, 9-10=4145/3537 BOT CHORD 2-26=-4487/4816, 21-26=-4487/4816, 19-20=0/282, 5-19=-1300/1569, BOT CHORD 2-26=-4487/4816, 21-26=-4487/4816, 19-20=0/282, 5-19=-1300/1569, 19-28=-6627/7269, 18-28=-6628/7268, 17-18=-4150/4707, 17-29=-4150/4707, 16-29=-4150/4707, 16-30=-3547/4162, 15-30=-3545/4163, 8-15=-867/917, 13-32=-1448/1730, 32-33=-1448/1730, 12-33=-1448/1730 WEBS 3-21=1363/1474, 19-21=-4560/4871, 3-19=2122/2403, 5-18=2864/2765, 6-18=983/1201, 6-16=177/255, 7-16=433/491, 8-16=-639/675, 13-15=-1485/1762, 10-15=-2527/2921, 10-1 3=-378/534, 10-12=2486/2082 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 988 lb uplift at joint 12 and 1035 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard l this Truss ss -Please IrerRIMS d CC C1OIBh(FIrIOYERIA(KNO'Min wen. Verily design p.—ders end end oo s,p D-ing(IOD) end klsli s ee, LE. Refuse., Sheet but use. I., ,. Olen nl6nrise seledae 1beID0, v,ry xdehmv,e �pinln sh,tl beused hi AsTOO 1. be rdik As n Loss Design Fugl.en (s., Sperindly veei), Hireuel„ e.y TODiepmeds w er.plae. 0 it. p r,,iiurd engi.ning susp,ni1bifily lm lM 649. el the single Lost dephidn. the TDD.11,under Rl 1. The d0g,,munpfn,s,Funding r„dirn,s, suild6ifity v,d use d do, Tuns WAIHIN6 is—ghlyis, the IODF TIDSSFS(I[WRI CFN11A1 JUUUS LEE, P.E. fnr grry Buddiopis the res"Weliry dib,Ownn,lbe O—s'sedburaN.1.1 us he funding Desipn,r, inthtederl 0 the 11611,11C, the lend build'mp rode oedlPI 1. The opplo.ehfthe TOO ad my fiell use d 4,T.,,.i.duding hand(mp,sump,i.selldien and bedng, seen be the resp,mihiydy of the ludding Designer and #34869 (hnhnd,r. AD nobs ml,di,th,100 writhe piedims and p.idelines alfhe luildinp(,rop�,e,tS,lery l,fumaliw(101)gbtished by iPl An151(A,re relnmaltoi pemrglp,idonu.FPl lKinathe sespensibildio end dNi,0N, Trust Designer, puss Mile Engineer und Truss Madidurer, onhss etlereise defined Ny, 1109 Coastal Bay Cars a.1med upon in seriliel by ell pagui hiked. Ins hers DeOpo Fngin,er is NOT the Ruildep Designer.,Tess Sphen[npi„er1.,my building. All r,pimfitedlerms nre os defused i, lPl1. Boynton Beath, FL 33435 GpydghtJ7011 d11„YTmsrehFurraslee,LF. lepradudien of Nis d.emed, in nay lmm,is rraMbBed r'dlwt nntertpnmgssim drum Al i„f Gussn-F Dos lee, LE. • Job Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 A13 Half Hip 1 1 A0482379 ( E Job Reference (optional) rcv111I c•1•» FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc: Mon Mar 02 13:47:00 2015 Page 1 I D:cS2yUAsdrwV4V5ztDl W WpPzmH46-UifukkxFid66yl Pg6OVZ30o_cjVSHBU5pBnlryzeyZP 7-0-12 14-3-0 18-2-0 24-11-14 31-0-12 38-10-15 45-8-0 4.00 F12 5x10 MT20HS= 2x4 II 7 4x6 = 5x6 WB= 8 0 4x10 = Dead Load Deff. = 1-1/16 in 3x4 11 11 0 Ze 21 Zy 20........._ .._ _..._._..__.._ 14 su 13 sisZ 12 4x6 = 4x8 - 3x10 = 3x4 11 3x4 11 3x6 = 5x6 = LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL to.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.98 18-19 >559 360 TCDL 5.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -1.64 18-19 >333 240 BCLL 0.0 ' 10.0 Rep Stress Incr YES WB 0.91 Horz(fL) 0.69 12 n/a n/a BCDL Code FBC2010/TPI2007 (Matrix-M) PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 278 lb FT = 0% 0 0 N LUMBER - TOP CHORD 2x4 SP M 31 'Except` 10) This truss has been designed for a moving T3,T4: 2x4 SP M 30 BOT CHORD concentrated load of 200.0Ib live located at all mid BOT CHORD 2x4 SP M 31 'Except* 2-26=-4431/4820, 21-26=-4431/4820, panels and at all panel points along the Bottom Chord, B2: 2x4 SP No.2, B5: 2x4 SP No.3 19-20=0/283, 5-19=-1354/1604, nonconcurrent with any other live loads. B6,B4: 2x4 SP M 30 'Except` 19-28=-6465/7217, 18-28=-6466/7216, 11) "Semi -rigid pitchbreaks with fixed heels" Member WEBS 2x4 SP No.3 17-18=4614/5287, 16-17=4614/5287, end fixity model was used in the analysis and design W3: 2x4 SP M 30, W8: 2x4 SP No.2 16-29=4085/4854, 15-29=4083/4856, of this truss. OTHERS 2x4 SP No.3 8-15=-861/909, 13-31=1585/1913, BRACING-1 31-32=-1585/1913, 12-32=-1585/1913 TOP CHORD Structural wood sheathing directly applied, except end WEBS 3-21 =-1 363/1460,19-21=-4509/4868, LOAD CASE(S) verticals. I 3-19=-2051/2379, 5-18=-2392/2289, Standard BOT CHORD 6-18=-1065/1276, 6-16=-197/527, Rigid ceiling directly applied or 2-10-7 oc bracing. 7-16=-518/602, 8-16=-703f757, WEBS 1 13-15=-1613/1942, 10-15=-2871/3370, 1 Row at midpt 10-13=434/575, 10-12=-2613/2165 19-21, 3-19, 5-18, 13-15, 10-15 2 Rows at 1/3 pts 10-12 NOTES- MiTek recbmmends that Stabilizers and required 1) Unbalanced roof live loads have been considered cross bracing be installed during truss erection, in for this design. accordance with Stabilizer Installation guide. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; REACTIONS. (lb/size) h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS 12 = 2047/0-3-8 (min. 0-2-7) (envelope) and C-C Extedor(2) zone; cantilever left 2 = 2143/0-8-0 (min. 0-1-12) and right exposed ;C-C for members and forces & Max Horz MWFRS for reactions shown; Lumber DOL=1.25 plate 2 = 417(LC 6) grip DOL=1.25 Max Uplift 3) Provide adequate drainage to prevent water 6) onding. 22 = - 041((C 4) All plates are MT20 plates unless otherwise Max Grav indicated. 12 = 2047(LC 1) 5) Plate(s) atjoint(s) 4, 6, 11, 12, 2, 20, 5, 17, 8, 14, 3, 2 = 2143(LC 1) 21, 19, 18, 7, 16, 13, 15, 10 and 1 checked for a plus or minus 0 degree rotation about its center. FORCES. (lb) 6) Plate(s) at joint(s) 9 checked for a plus or minus 3 Max. Comp./Max. Ten. - All forces 250 (lb) or less except degree rotation about its center. when shown. 7) This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live 2-3=-5171/4189, 3-4=-7662/6549, loads. 4-5=-7584/6566, 5-6=-5576/4770, 8) ' This truss has been designed for a live load of 6-7=-5499/4682, 7-8=-5499/4682, 20.Opsf on the bottom chord in all areas where a 8-9=-4821 /4063, 9-10=-4821 /4063 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BOT CHORD bottom chord and any other members, with BCDL = 2-26=-44311/4820, 21-26=4431/4820, 10.Opsf. 19-20=0/283, 5-19=-1354/1604, 9) Provide mechanical connection (by others) of truss 19-28=-646I f7217, 18-28=-6466/7216, to bearing plate capable of withstanding 982 lb uplift at joint 12 and 1041 Ile uplift at joint 2. t WAIBIB6-Plee,e iA gblyurientb,'A It00F IDUSSFS rSELLflj, 6ENEIAl1ERMS tfOh'OIPOBS(USIDYFI('BUYfR'JA(rUDitt(O6EYENP!«n. Yatily design pemmelen nod roodoolnon shin huss0esigo Dsosring R00j mdllelslioslee,r.F.lefaeme Sleel helorthse. Unlessalhereh, stoledao Me 100, only MileksonnMer JULIUS LEE, P.E. plate, shall luu,ein, the IDD to bera6d. As a Tress Mica Inli ,(i.e.,Speeiuhy [ague'), the sedan any 100"pmsmis ue-fl-of the prateslevel engiaeaing raspooubifily Iwk desige0 the sleph To, dephled as the 100 Wir, under IN 1. the design ossumpfmns, leading racdifmo; soilubility and asn ollhishass Iatony BAldinlisihe respaosibilily aline Met, the huers amhorned agral ci the Building Designer, in lie semen of lu,[K, the ll(,the local huildiaptchand IN 1.Iheopptorn1ofih,IDD and any field use aIti,Tmss,iAniol handling, slorole, iaslallofim cad bands; scull be the msponsiillily of the Building Desipnerand #34869 6alradenA11.01se1u0 in the IDD and liepmdhes and guidelines dine Building(ampaned So(ely lafesmmiaolB(SI)pu6Dslrcd by lPl andSl(A om relerenadlarpmeml puidonse. III l defines tie mspmsbiriies and dutiesaftie I- Nsigney crass 0esige logi ,anAna Acenfod-, onliss 0hereim defined by. 1109 Coastal Bay [emmnopreed upenio etitinp it all ponies imolrcd. The Tmss Oesipnpn'inen is NOTMeluilainp Desipnerwhuss System[ogireer fu ory OuOding. All apimUsed lnms me os defined iniPl 1. Boynton Beach, FL 33435 6pydght 20141i]Root Tmnesdulimlee,rF, tepmdunionat His docomen, isany lotm, is pohibihd withal nfienpnmissiw Imm AI loaf Irusms•Llias lee, P.E. Job Truss Truss Type , Qty Ply Std. Pac./6811 El A 60769 A14 Half Hip 1 1 A0482380 ' I Job Reference (optional) Al muur IRUJJcel., rum l rmmuc, rLJ9ZJ4o1 ueSlynLW_dl1lu55.(lurrl t��lfi6f 3 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:01 2015 Page 1 4.00 12 5x10 MT20HS= 4x6 5 6 5x10 MT20HS WB% 2x4 11 1 2 3x6 = 7 3x6 = 5x6 WB= 3x4 II a n 10 Dead Load Defl. = 1-1/8 in 4x10 = 3x4 11 11 12 12 1 1 0 d N 22 21 3x8 — 3x6 = 15 14 JJ 13 4x8 — 4x10 = 3x4 = 3x4 II 3x8 = 5x6 = 0 7-9-14 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.99 17-19 >541 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -1.73 17-19 >309 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.71 13 n/a n/a BCDL . 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 267 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 -Except` T3,T4: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 'Except' 131,1316: 2x4 SP M 30, B2: 2x4 SP No.2 135: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP M 30, W9: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 20-22, 3-20, 14-16, 11-16 2 Rows at 1/3 pts 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 13 = 2002/0-3-8 (min. 0-2-6) 2 = 2098/0-8-0 (min. 0-2-8) Max Horz 2 = 376(LC 6) Max Uplift 13 =-956(LC 6) 2 =-1025(LC 6) Max Grav 13 = 2002(LC 1) 2 = 2098(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5044/4084,34=-7408/6286, 4-5=-7330/6306, 5-6=-6067/5199, 6-7=-5790/4998,7-8=-6157/5140, 8-9=-5068/4205, 9-10=-5068/4205, 10-11=-5029/4182 BOT CHORD 2-27=-4266/4699, 22-27=4266/4699, 20-21=0/282,5-20=-1452/1663, BOT CHORD 2-27=-4266/4699, 22-27=-4266/4699, 20-21=0/282, 5-20=-1452/1663, 20-29=-6143/6958,19-29=-6144/6957, 19-30=-5311/6222, 18-30=-5311/6222, 17-1 8=-5311/6222, 17-31 =-5023/5956, 16-31=-5023/5956, 10-16=-356/416, 14-33=-1723/2094, 13-33=-172312094 WEBS 3-22=1314/1402, 20-22=-4333/4727, 3-20=1904/2258, 5-19=2029/1971, 6-19=1427/1709, 7-19=732/384, 7-17=113/298, 8-17=-190/385, - 8-16=1081/996,14-16=-1754/2144, 11-16=-2879/3436,11-14=-554/651, 11-13=-2706/2227 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=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=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joints) 4, 6, 12, 13, 2, 21, 5, 18, 10, 15, 3, 22, 20, 19, 7, 17, 8, 14, 16, 11 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 9 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 20.0psf 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 956 lb uplift at joint 13 and 1025 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard P WAININD-PleoulAoroaghlymeinthe'AI1DOFHUS55rS[LL1lJ LYHA[BIMS6(ONDMONS(tMOM[prlDYIRIACKNOWL[DN[Y[Nr[an.Venlydesignpnamelnsaodreodoalnmthis[mssOesigoOm,ring(fODJoodlAelo6eslee,P.[.lefneuekeelle[aeuse.Ole,, EemseslWilsethe TOD,.,11,Web mnoener JULIUSLEE P.E. phles shell Oe and toT IAe NO la he set As a Lon Onige hgiuea (i.e., Spenioly lugstem), Ih teat., ony IDD apasnte n naptame of the poh'si—I eugiaeistp rrspnsihilily la The desire al the snlle last deluded as the IDD wI,, tedee M 1, 5, design ossumpli.n, hadieg tw&lion, mihhilg and use of I%s huts tarayluildinptsllerwpnsihility attht Ome6 lh D.W, uthtriad agent us the ruilfq Dasiluer,in fit aulat ollh llC The ll(, the lead buildisp ad, adTM1, Theist vo10 the TOD eni eny Geld us, 0 th, T.,,, indudiaA handfmg, sluap.Kulallufin end hmdeg. shalne the espmitilily ut the luildinr Oesigaer nd #34869 (nheda.ADe.Is, set out in the TDO nd the padia, euI pideGun el The hdding(ouquuat S*ly Itsf-elim(0011pehfished byINstud Sl(A canfeasal far put luidna. Ill ldefieslleasponsibdities nd duties of the last Desisner, Tmss Uesitt[elinter and Truss Mno[Muser, unless sthanise defined by o 1109-Coastal Bay Cenirea upeelupon in witina Dy otl posies imohed.IT,imssDoige Egluas is NOT IT, luildiel Dueller a TTns Spin hliner [.say iuOdiny All aptlernd tams see os Wited is Ill 1. Boynton Beach, FL 33435 (eppilhlbiDld AI pal Ttgees-Allis lee, P.E. tepmdeaies ofthis deamem, M my form, is pa%htted without wins, pnstisslon host Al In06wses-klius lee, P.F. Job Truss Type Qty PIY Std. Pac./6811 EI A60769 A15 FHALFHIP A 1 2 A0482381 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc: Mon Mar 02 13:47:02 2015 Page 1 I D:cS2yUAsdrwV4V5ztD IWNpPzmH46-R4 ne9PzV EEN q B bZ3DpY18 ptJFXByl660 GVGswrzeyZN 1 1-8-143-2-0 7-1-15 11-1-0 142-0 19-10.3 26.5-1 31-9-12 37-10-4 44.8-0 1-4- 1-8-14 1-5.2 -2 2-9.11 3-11-0 5.8.3 W14 5-4-11 60.8 69-12 4.00 12 5x6 = 4x6 :7- 3x6 = 3x8 MT20HS—_ 7 8 9 3x6 2x4 _ 5 6 4 2x4 II 27 2B 3335 " 36 3x4 II 5x6 = 4x8 = 4x6 = 5x10 MT20HS= 5x8 = 2x4 II 46 = JX0 M I LUnCo- 3x4 11 Dead Load Dell. = 1-1/16 in 3x6 = 3x8 MT20HS= 4x8 = 3x4 11 ,n „ 12 13 14 17 40 16 3x6 = 3x4 11 3x6 = 41 15 5x6 = 1.8.14 14-3-0 1-5-4 3-2-0 7-1-15 11-1-11 142-0 23.0-6 31-9-12 37-10-0 448-0 3-11-15 3-11-a 3-1-0 0. -0 8.96 8-9_6 6-0.8 69-12 0 O N LOADING1psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.88 19-21 >607 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -1.54 19-21 >346 240 MT20HS 187/143 BCLL 10.0 * Rep Stress Incr YES WB 0.83 Horz(TL) 0.67 15 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 512 lb FT = 0% LUMBER - TOP CHO i D 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B3: 2x6 SP No.2, B2: 2x4 SP M 31 B4,B7: 2x4 SP No.3, B5,B6: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-54 oc bracing. REACTIONS. (lb/size) 15 = 2002/0-3-8 (min. 0-1-8) 2 = 2098/0-8-0 (min. 0-1-8) Max Harz 2 = 334(LC 6) Max Uplift 15 = I -952(LC 6) 2 — Max Grav -1030(LC 6) 15 = 2002(LC 1) 2 = 2098(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3505/2804, 3-4=-7778/6638, 4-5=-6761 /5678, 5-6=-9145f7791, 6-7=-9091 f7800, 7-8=-6962/5876, 8-9=-6681 /5698, 9-10=-7573/6224, 10-11=-6220/5101, 11-12=-6220/5101, 12-13=-6144/5054 BOT CHORD 2-32=2940/3133, 27-32=2940/3133, 27-33=-3097/3304,26-33=-3097/3304, 25-26=-1363/1472, 3-34=5293/5881, 25-34=-5293/5881,25-35=-6787f7498, 24-35=-676717498, 24-36=-268/326, 23-36=-268/326, 7-22=1603/1834, 22-37=-7643/8735, 21-37=-7643/8735, 21-38=-640Of7562, 20-38=-6400f7562, i BOT CHORD 2-32=-2940/3133, 27-32=-2940/3133, 27-33=-3097/3304, 26-33=-3097/3304, 25-26=-1363/1472, 3-34=-5293/5881, 25-34=-5293/5881, 25-35=-6787/7498, 24-35=-6787/7498, 24-36=-268/326, 23-36=-2681326, 7-22=-1603/1834, 22-37=-7643/8735, 21-37=-7643/8735, 21-38=-6400/7562, 20-38=-6400/7562, 19-20=-6400/7562, 19-39=-6157/7368, 18-39=-6157/7368, 12-18=-353/414, 16-41=-1939/2377, 15-41=-1939/2377 WEBS 5-24=1 353/1304, 9-21 =-997f797, 10-19=-89/391, 10-18=1299/1195, 16-18=-1954/2412, 13-18=-3478/4205, 13-16=-641f715, 13-15=-2923/2385, 3-27=-586/560, 3-26=-195811869, 8-21=-1516/1898, 7-21=-2538/2386, 22-24=-5565/6256, 5-22=-2072/2435, 4-24=1157/1160 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the ' LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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) or This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 952 lb uplift at joint 15 and 1030 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAIXINO� Iwse lhorou Ten lba'A�i IOOF IYBSSES f1111 6[NFRAl inN1R(ONDI110NS (IISIDNEI 'BDYFI A(CNOWI[061NEYr term. Ymil delis arvmeln vvd«vl ooL•sm this Lus Oeti Treeing O'uad Theloliu eeP lef<«me e<blm a le 16 a Ivl p P gAlyrn rs 1. I 1 d 9 1 s s g1 go, y sl , .E. SA 1 e ate. er Wimp mist edonlhelyadnasNitelsmo" JULIUS LEE, P.E. pbtes shell De vs �d lei the 10010 Le tvGd. It a Tress Oasign rvgioen (i.e., Spniulq rogueesJ, it. season any IDO «pesnit m muplvme of the pieteetireml en,ivea:�g iespamihitilp Im 16e detigo of the Engle arose dRnled av the 100 avlr,under fPl I. 16e design oswmpinns, kvdieg IwdtAcy suilvliGh and use at Iles lrvst Mary Building is Me«spoesibiMy of the Owner, IOe Otera'semhesited equal I[ the Building Designer, in the coined of the 11C thelir, the Teal budding(ad, and 1111. IheoppmnI of the SOD and any field ere If the hors. indudiae handling, statute, tastallotim and Orating, shell be the esponsibilDy of the holding Designee and #34869 Imilmrtor: AN col lout in the TOD a ad the pmltias and guidelines of the tuildisg (omissions Solely lnfmmalim IBM) published by IN and SIG or, Warviad far sea emlguidona.Sit I defirra The itspinibgitits and dmies of the Truss Daigner,lruss Design[noteer and Trust 01enufeduar, unless utlenian, Wood trp a 1109 Coastal Bay Gmmn ogeedupon io nilinp by oO The I.,, Oasipo Isgiaat is NOT Ile Uldinp Designer nI System Eagiatn to any building. All apilaOred Inter me as defined in SIT 1. Boynton Beach, FL 33435 (epydgbl @ 20111A1 Roof Tresses 1.1m, tee, P.F. tapadudim of this doromem, 6 say form, is prohibited withal millet pmalssim from AI toot trusses -Ries lee, I.E. Job Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 B01 Roof Special Girder 1 1 A0482382 A Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 3.4946, design@altruss.com 4-7-8 4.00 12 3x6 3x6 2x4 � 4 3 2x4 II 1 uI 1 2 2 40 27 4126 42 3x6 = 3x6 = 4x6 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon. Mar 02 13:47:04 2015 Page 1 W ID:cS2yUAsdrwV4V5ztDl VpPzmH46-NTvOa5_misdYQviRLEaVDEykVKtCC_8hkplz_jzeyZL 20-10-14 211,112 27-8-0 31-7-0 , 35 6 0 8 46 0-0 3-11-14 ' 3-11-14 ' 2-9 4 ' 3-11-0 3-11 0 4 0� 4-0-4 2-5-8 5x6 = Dead Load Defl. = 1/4 in 4x6 7 2x4 11 3x8 = 3x4 11 8 5x6 = 3x8 = x4 I 3x6 — = 6 9 10 11 ; 13T4 5 0 4_5 7 [�25 43 24 32 44 4533 0 49 *051 52 5,65 23 22 21 1716 3x6 11 4x6 = 3x8 = 4x10 = 3x8 11 5x6 = 7x10 = 5x14 = 3x4 11 7x10 = 9 3 7 16 11-0 24 10 12 31-71 35-6 0 39 6 4 , 43-6-8 46 0 0 9 3 7 7-7-9 7-11-12 6�� 3 11-0 4-0 4 4-0� 2-5-8 Plate Offsets (X,Y)— [9:0-3-12,0-3-0], [10:0-3-8,0-1-8], [15:0-2-12,0-1-12], [16:0-3-0,0-3-0], [18:04-8,0-3-0], [20:0-5-0,0-2-0], [21:04-8,0-0-12], [22:0-3-8,0-2-0], [23:0-5-0 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 NO BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B1: 2x4 SP M 30, 65: 2x4 SP M 31 B6: 2x4 SP No.3, 03: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W17,W7: 2x6 SP No.2 W9,W11: 2x4 SP No.2 OTHERS 2x6 SP No.2 *Except` 01: 2x4 SP N0.3 LBR SCAB 21-24 2x6 SP No.2 one side BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bracing. WEBS 1 Row at midpt 7-23, 13-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16 = 1301/0-3-8 (min. 0-2-2) 2 = 811/0-8-0 (min. 0-1-8) 23 = 3530/0-3-8 (req. 0-4-3) Max Horz 2 = 232(LC 6) Max Uplift 16 = -657(LC 7) 2 = -545(LC 34) 23 = -1607(LC 5) Max Grave 16 = 1806(LC 33) 2 = 818(LC 11) 23 = 3530(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1432/986, 3-4=-9521714, 4-5=-88Of729, 5-6=-150/755, 6-7=-162f756,7-8=-1542/3649, CSI. DEFL. in (loc) I/deft L/d TIC 0.67 Vert(LL) -0.3119-20 >814 360 BC 0.87 Vert(TL) -0.5619-20 >447 240 WB 0.99 Horz(TL) 0.10 16 n/a n/a (Matrix-M) TOP CHORD 2-3=-1432/986, 3-4=-9521714, 4-5=-88Of729, 5-6=-1501755, 6-7=-162f756,7-8=-1542/3649, 8-9=1620/3653, 9-10=1026/367, 10-34=-4326/1648, 11-34=-4326/1648, 11-35=-4543/1724, 12-35=-4543/1724, 12-36=-4543/1724,13-36=-4543/1724, 13-37=-2262/840, 37-38=2262/840, 14-38=-2262/840,14-39=-2109086, 15-39=-2109/786, 15-16=-1653/654 BOT CHORD 2-40=1058/1307. 40-41 =1 058/1307, 27-41=-1058/1307,26-27=-600/518, 26-42=600/518, 25-42=-600/518, 25-43=-1605/632, 24-43=-1605/632, 24-32=-1597/633, 23-32=-1596/633, 23-44=-2397/1021, 22-44=-2397/1021, 22-45=-297/757, 45-46=-2971757, 33-46=-297/757, 33-47=-297f757, 21-47=-297f757, 20-21=-160/905, 11-20=443/343, 20-48=-1707/4658, 48-49=-1707/4658, 49-50=-1707/4658, 19-50=-1707/4658, 19-51=-1707/4658, 51-52=-1707/4658, 52-53=-1707/4658, 18-53=-1707/4658, 17-18=0/285, 14-18=-389/302 WEBS 3-27=550/446, 5-27=-169/629, 5-25=843/512, 6-25=-578/238, 7-25=-568/1416, 7-23=3120/1405, 8-23=-274/218, 9-23=-1412/692, 9-22=-1563/3841, 10-22=-1568/752, 20-22=-131/427, 10-20=-1328/3603, 13-20=-317/188, 13-19=0/836, 13-18=-2642/928, 15-18=-975/2605 NOTES- 1) Attached 12-0-0 scab 21 to 24, back face(s) 2x6 SP No.2 with 2 row(s) of 1 Od (0.131"x3") nails spaced 9" o.c.except : starting at 0-0-0 from end at joint 24, nail 2 row(s) at 7" o.c. for 2-4-12. PLATES GRIP MT20 244/190 Weight: 289 lb FT = 0% 2) Scab(s) 21 to 24 to provide bearing enhancement at jt.23, a cluster of 12 evenly spaced - 10d (0.131 "x3") nails are required within 12" ofjt.23. Total nails to be divided equally between front and back if scabs are on both sides. Bearing is assumed to be SP No.2. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 657 lb uplift at joint 16, 5451b uplift at joint 2 and 1607 lb uplift at joint 23. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. conunuea on page z WAININD.ft.+elh—Oly mi,,the 'A.1IDOF RUSSES(S1TE11, CRITICAL TINS A CONDITIONS COMMON riffilj A(CNDWIIDDFIdENI ft' .Ymlyde+ip. pnanel wlaa+ben becsedWtitTOD1.beulid.A,aBa+normgn F JULIUSIEE,P.E. p oyioen (i.e., Spe,iolly Eogaa�, Me aW on eq IDO tepasaen u naplvm of the p,olesueoel mpiaeeinp nspenubiriy For the design A Ibe+nBla irvss depfeedaa Ma IDO Daly, under RI I. Re desipa oswnpl'"ns, hdiog madifrves, seiloli6ry and me at thisLoss I.,on'y Buildug is the ropesMlfty al the Dover, the Omer, aulhnhed a0en1 of the Buildup Milne,, in lhanod of the 111,the lx,Me1.1 huild'ap ad, and IN 1.Th, oppoml d1heT,D end any field to el the Lust iedudinp hindrn1.9o,epe, inssollalieo nod hroaing,shef beMeaty omililey 0 the WhIml Dmigner and #34869 Onhoda. AN solessel cut in the SDD and Hepama, and guid,ba at the luBd'agCanpoeed Sofetylola,maioe(B(Sll pabb,hed by IN and Sl(A oa reteamed ter eennoI pidona. RI l derom th-gensbblftiaand dekies 05, Truss Desipner, Buu Daip [F&eer and Tau 11-feduaer, Was dern,d by o 1109 Coastal Bay Cam opetd.penia p,itiq by aO pn,Mn inmlad.Rela,, Doign Eeluee,1, NOT He Build'q Dailea a lass Systenfell— Icr any budding. All tepiabted knees in, mderoed in IN 1. Boynton Beach, FL 33435 6pyrighl 02014 Al lank lawn.Mlusln,P.E. lepedudieaofMi,d—ne,beueyfo,n, is paM'Diad vi,hod v,Dten peaninim han Al laofTa,s - Me, lee, I.E. V Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482382 60769 13O1 Roof Special Girder/ 1 1 It Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com NOTES- 12) Hange l(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 165 lb down an 125 lb up at 34-9-4, 110 lb down and 76 lb up at 36-3, 110 Ib down and 76 lb up at 38-3-4, 110 lb down and 76 Ib up at 40-3-4, and 110 lb down and 76 lb up at 42i 3-4, and 165 lb down and 125 lb up at 44-3-4 on top chord, and 724 lb down and 298 lb up at 33-10-12, 244 lb down at 34-9-4, 237 lb down and 21 lb up at 36-31, 237 lb down and 21 lb up at 38-3-4, 237 lb down and 21 Ib up at 40-3-4, and 237 lb down and 21 lb up at 42 3-4, and 244 lb down at 44-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the ;truss are noted as front (F) or back (B). LOAD CASE(S) Standard) 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-G=-70, 6-9=-70, 9-15=70, 21-29=-20, 18-20=-20, 16-17=-20 Concentrated Loads (Ib) Vert: 34=,-125(F) 35=-70(F) 36=-70(F) 37=-70(F) 38=-70(F) 39=-125(F) 46=555(F)47=-60(F) 48=-57(F) 50=-57(F) 51=-57(F) 53=-57(F) 54=-60(F) Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Mon Mar 02 13:47:04 2015 Page 2 ID:cS2yUAsdrwV4V5ztDIVWVpPzmH46-NTvOa5 misdYQviRLEaVDEykVKtCC 8hkplzJzeyZL P WhIXING- Plnu�h-"hly mier lte'A-I tOBFIDOSSESrS[llFlj, 6ENFIdI InNSa(BNOIIIBNS(IISIBWIrdUYIIjARNOidI[061NENr hrm. Ynily design paiemelnsand reed ovL•swlhiAmss pesige Dm•ieglfOoJmdlEelo(mslee,P.p. Pderenre Shed belore hse. Ilelns o6enise smled ao 1he100,anly Militia eneert JULIUS LEE, P.E. plola sM1ollbe ased Im the ItDto be evhd. Is vrrvss Design Favieea(ii,Spnidly hgm"I'the sealvaayIBd."aseatsesnmptomealthepodesivad ee". ing iespenuhifily Im the design Othe vnple tom dephled oanr IDh only,vndn IPI I. thednipo gmempliees, leafiegsovSiroos, wievAi6ry anduse of Itie Luss I. any Buildinpi�tle respoes3ility elthe Buneh the Boners eu11Adogentoi the kidding Onipner,in lhemmeO of line llL the li4 Melael huild prude aodiPl 1. Be alp rornl of 0e MD and any hell uudtle Less, ioJodinp hvudlmp, slmape, msmllolion ad bitting, shall he ltuaponihilityOM<tnilfvg Oetipen and #34869 (omndu. AOootes tel oul'mthelBBond Nepask' and laidetines of the raMelCompeant Solerylnlormalioelr(SQ pobhlhedhylPlend hl(Aertmtttemad ler lentrol puidonse.I?] l defines the tespomibilisiet eadd4w, Otte rmss Designee, must pesign Eapinee a ad Rate Mmvlad—, unless olb-ise defined by 1109 Coaslal Bay Oohen opseedapon in nhiy by oppaNesinrolred. the rmss lRsipo log(mnis N0l 6 'ildiaP Desipeer m huss System Enpieeer for any huddal an apllnland lams ore as defined is 7Pl1. Boynton Beady FL 33435 rapyriphtJidl/11 fuel LvssesFrfm lee, P.l. tep,odvmien at Nis dwvmeO, in uq Io�m, IgreM1itned riltoet Winn peinissioo tom 411aoI fusses-Jrf slee, P.l. Job Truss Truss Type Qty Ply Std. Pac /6811 El A AT Kuur I muz A=o, run I virmur—, rL 34y4o, Ue5tg F1.(OVa-IdFU55.UUm A0482383 Job Reference Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek,lndustries, Inc. Mon Mar 02 13:47:04 20.15 Page 1 1-", 4-2-8 4-3-0 4-9-5 3-8-3 ' 1-10-0' 6-1-12 4-9-1 4-2-3 5x6 = Dead Load Defl. = 11 /16 in 4.00 12 2x4 II 7 8 1.5x4 II 4x6 6 3x8 a 3x8 MT20HS% 3x8 MT20HS—_ 9 5 4 W4 1N8 10 4x4 1.5x4 3 11 7 15 0 1.5x4 11 2 6x8 = 29 34 30 16 31 35 0 16" 1 12 4x8 = 5x10 — [n d 3 27 19 28 18 14 32 13 33 3x4 = 2x4 11 2x4 11 5x8 = 46 = 3x6 = 4-21 8-5-8 12-8-4 18-9-0 24-10-12 33-10-0 T_1� ri_(1_1g F>-1_1 A—dd- Plate Offsets (X,Y)— [3:0-2-0,0-1-81,[12:Edge,0-0-141[13:0-2-12,0-3-01,rl5:0-2-12,0-3-01,rl6:0-4-0,0-1-121,fl7:0-6-0,0-3-0),[18:0-2-0 0-0-8) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.59 18 >509 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -1.03 18 >290 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.93 Horz(TL) 0.42 13 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 186 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T1: 2x4 SP No.2 BOT CHORD 10) "Semi -rigid pitchbreaks with fixed heels" Member BOT CHORD 2x4 SP No.2 *Except* 2-27=-1103/1303, 19-27=-1103/1303, end fixity model was used in the analysis and design of this truss. B3: 2x4 SP M 30, B4: 2x4 SP No.3 17-18=-7/254, 5-17=907/1254, B5: 2x4 SP M 31 17-29=-2670/3454, 29-34=-2671/3452, WEBS 2x4 SP No.3 *Except* 30-34=-2671/3451, 16-30=-2673/3448, LOAD CASE(S) W4,W9: 2x4 SP No.2 16-31=-454/689, 31-35=-454/689, Standard OTHERS 2x4 SP No.3 15-35=-454/689, 8-15=343/468, BRACING- 13-33=-2586/2125, 12-33=-2586/2125 TOP CHORD WEBS Structural wood sheathing directly applied or 2-2-0 oc 3-19=6011630, 17-1 9=1 075/1262, purlins. 3-17=1400/1894, 5-16=-3019/2612, BOT CHORD 6-16=-416/534, 7-16=-1130/1265, Rigid ceiling directly applied or-4-3-11 oc bracing. 7-15=-1360/1072, 13-15=3497/3108, WEBS 9-15=1891/2435, 9-13=-1634/1539, 1 Row at midpt 11 -1 3=-842/912 5-16, 13-15, 9-15 MiTek recommends that Stabilizers and required NOTES - cross bracing be installed during truss erection, in 1) Unbalanced roof live loads have been considered accordance with Stabilizer Installation guide. for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) REACTIONS. (lb/size) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; 2 = 769/0-8-0 (min. 0-1-8) h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS 12 =-844/Mechanical (envelope) and C-C Extedor(2) zone; cantilever left 13 = 3213/0-3-8 (min. 0-2-11) and right exposed ;C-C for members and forces & Max Horz MWFRS for reactions shown; Lumber DOL=1.25 plate 2 = 151(LC 8) grip DOL=1.25 Max Uplift 3) All plates are MT20 plates unless otherwise indicated. 12 = 9106(LC 13) 4) Plates checked for a plus or minus 0 degree 13 =-1284(LC 6) rotation about its center. Max Grav 5) This truss has been designed for a 10.0 psf bottom 2 = 769(LC 1) chord live load nonconcurrent with any other live 12 = 456(LC 8) loads. 13 = 3213(LC 1) 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a FORCES. (lb) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max. Comp./Max. Ten. - All forces 250 (lb) or less except bottom Chord and any other members. when shown. 7) Refer to girder(s) for truss to truss connections. TOP CHORD 8) Provide mechanical connection (by others) of truss 2-3=-1417/1247, 34=-3370/2800, to bearing plate capable of withstanding 409 lb uplift at 4-5=-3296/2804, 5-6=-531/473, joint 2, 916 lb uplift at joint 12 and 1284 lb uplift at joint 6-7=-549/632, 7-8=-669/1132, 13. 8-9=-799/1151, 9-10=-2933/3602, 9) This truss has been designed for a moving 10-11=-2948/3502, 11-12=-2212/2803 concentrated load of 200.01b live located at all mid BOT CHORD panels and at all panel points along the Bottom Chord, 2-27=-1103/1303, 19-27=1103/1303, nonconcurrent with any other live loads. 1 W11NING-11—lb—ghiyarie*fhe"A-1RODFTRUSSES (SELLFI1,HNFiALTERMS k(ONDITIONS(USIONIIr1UYE1jA[kNOWlEDGIME9rIrn.YerilpdesigapramelenoadmodoateswlhidrossOesignOmeieDRDD)mdllelcfsloe,P.EBeler<meSOeelklweose.Uelessmher.isestoledaotEe1OO,00ryNilekmnnMer JULIUS LEE, P.E. plates shell be used for the TOD to be M. As a Lass Deslgn Engioen (.e.,ipniolly 6giavarJ, the s.a1 et my TOO repeseels n maplome a the pefessiaml eogieenieg iespnu6ility Ia lie Mile of the sill, Less deleted to the TOO only, rode, Ol I. The chip asanpfam, Mofeg,00diliom, seilolihty ad me of INs Loss Toy any 114dinl is the rapuNliy of the Dan, the Dvmfs solarized agent or the luddkg DesiOna, ie tin aMea of the ll(, the llF, the load hoildulrode ad Till I. The oppoml of the ND ad my field use of the Tress, iedudink hacdfmg, slomp,W.1hotion and Areal,sh.0 be MnnpaesNfly of the Itiliop Dmigm,and #34869 (antrador.AU,el,, Wand k the TODand Me portirts end piddim, al The Mld'ng(counted S*ly lefultelioo(8611p,hli,hed by JET and SECAw-erenn ad tar Inpidum ITT l defnts thunpondbOitinadduke, of the irons Desiloa, Loss Desip lopinarand I sMonafedmeh anas oth-h. defined bya 1109 Coastal Bay too ueaapreeA upoe it erthinp by oll po fln imol,ed. the Tres Dail fell eeo is NOT the loNiog Dedgm, orLms System Eelioed der my boilding. All apU d ed Toms ere a defined be ITT 1. Boynton Beach, FL 33435 fopy4gbl @2011 AI fool Luae,dolk, let, P.F. tepodudim ei tlis doomem, k o%loan, i, praNib@ed vitlool riinen pnmisaon han 11 Peof Irvssn-hlias lee, P.F. V Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482384 60769 B02A Common 4 ,[ 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:05 2015 Page 1 ID:cS2yUAsdrwV4V5ztD1 W WpPzmH46-rfSnn R?O W91023Heuy5kmRVgYkDSxSggzTU W WAzeyZK r1-0 q 5-11 3 12-3-8 14111-0 21-6-9 , 24-10-12 28-6 2 33-10-0 1 4 0 _1 6_, 6-4-12 7 8 4-7-9 3-4� 3 7-6 5-3-14 2x4 SP No.2 *Except* T1: 2x4 SP M 30 2x4 SP M 30 *Except* B2: 2x4 SP No.2 2x4 SP No.3 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 14-12 oc pudins. BOTCHORD Rigid ceiling directly applied or 544 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancl e with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1122/0-8-0 (min. 0-1-8) 12 = 1878/0-3-8 (min. 0-2-3) 11 = I 139/Mechanical Max Horz I 2 = 151(LC 8) Max Uplift 2 = -553(LC 6) 12 = -771(LC 7) 11 = -85(LC 9) Max Grav 2 = 1122(LC 1) 12 = 1878(LC 1) 11 = 294(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2300/2029, 3-4=-1841/1557, 4-5=-1770/1573,5-6=-892/900, 6-7=-885/890, 7-8=-601/747, 8-9=-699f735, 9-10=706/659, 10-11=-2611/389 BOT CHORD 2-24=1814/2124, 16-24=1814/2124, 16-25=-1001/1385, 15-25=-1001/1385, 14-15=-100,1/1385,13-14=-14/303, 4.00 12 5x6 = Dead Load Defl. = 3/16 in BOT CHORD 2-24=-1814/2124, 16-24=-1814/2124, 16-25=-1001/1385, 15-25=-1001/1385, 14-15=-1001/1385, 13-14=-14/303, 13-26=-14/303, 12-26=-14/303, 12-27=-333/308, 11-27=-333/308 WEBS 3-16=521 f727, 5-16=-327/575, 5-14=823/885, 6-14=-214/325, 7-14=-462/661,7-12=-1578/1485, 8-12=196/295, 10-12=529/669 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) atjoint(s) 4, 6, 9, 2, 15, 16, 3, 5, 14, 7, 8, 12, 10. 1 and 11 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 13 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 553 lb uplift at joint 2, 771 lb uplift at joint 12 and 85 Ib'uplift at joint 11. 10) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. r WARNING -PInselloraaghlyneiathe "A4[ODE TRUSSES (IM1Ij,6L4RAITINS A(ONDIBDNSCUSTOMER r1UR11A([NOWI[06(NENT'Ixm.yailydesigaparometusandreolnolm. Ibis fiaOmigeDroaieg(lDD)adlh,bliasree,P.E.lefvremeSheelhelortose. Mass mh-isestated aalh,TDD,aah.iihmmencr JUIIUSLEEP.E. plsles shalt he med lai Ile Rt0 ro ti es6d. M o Traa Oesign Eepiwer (u.,Spnidly Iag4eerl, she ssol as ary 100lepesvols se nmptaae of Iha Wolessiand agisaanp uspanubiGly so, 6e design ollhe unple Usa dephled ae 0e TOD wIT, order RI I. @e design aswmplmns, lesliag rwdilmas, wilali0ty ®d ass of @is Tnoss Wary Raisinpis�Aeuspoosihillly ottle Oaaa,NmOamr-lbuisH agent as the Building Designer, in the makes at the RE, Its DUE, the loml haildfag ode and MI. The uppreeal ofih, TDD and ary Feld a,, .1 An, Tnass, iedadiap handling, stonpe, inslallatian and 41tell, shall Me rapoasihilily of the raildiog Winer and #34869 Wft,dsr. All sates setaot in the TOD and she pnaNaesssd paidetina at the Rolling(ompoaol Safety lnfamalnuill(Sl)poh6shed IT Plead ShrAta-faened@,pastel paidona. Rll 1109cooslal Bay (asnaltapaadupia in nisinp by oD ponies hxalred. The Trass Design Fall -is NOT the luildal Designer a Ins. SysternTali- lasayhuildinq All apila6mdlnms ae ssdefined is Rl1. Boynton Beath, FL 33435 (upreight@0I4 AT AM Tnues-hf s lee, P.h. tepradorsiso atthis dasmem, in snry loan, igrshihihd •itlsal rrillen pnmissisn Imm AI loslinsus-lolim lee, P.F. Job Truss Truss Type 4tY Ply Std. Pac./6811 El A 60769 B03 Common 3 1 A04�2385 • A Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:05 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIWWpPzmH46-rfSnnR?OW91O23Heuy5kmRVw kEixX3gzTUWWAzeyZK y-lo 110-13 , 12-3-8 16 11-0 24�-0 29-5-1 33-10-0 1 4 0 5 10 13 6-4-12 4 7-8 7b0 5 1-1 41t 15 1 4 0 5x6 = 4.00 12 Dead Load Defl. = 3116 in 5x4 11 3x6 = 3x4 = 3x8 MT20HS= 3x8 _ 3x6 = 4x6 11 1.5x4 11 3x6 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-15 oc bracing. WEBS 1 Row at midpt 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1085/0-8-0 (min.0-1-8) 13 = 1889/0-8-0 (min.0-2-4) 10 = 257/0-8-0 (min.0-1-8) Max Harz 2 = -139(LC 9) Max Uplift 2 = -534(LC 6) 13 = -993(LC 7) 10 = -379(LC 7) Max Grav 2 = 1085(LC 1) 13 = 1889(LC 1) 10 = 337(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2193/1892, 3-4=-1732/1418, 4-5=1660/1434, 5-6=-790/763, 6-7=-824f723, 7-8=-727/743, 8-9=-741/642, 9-10=202/434 BOT CHORD 2-26=-1615/2023, 17-26=-1615/2023, 16-17=-811/1279,16-27=811/1279, 15-27=-811/1279, 15-28=638/957, 14-28=-638/957, 13-14=-638/957, 24-4-0 29-5-1 CSI. DEFL. in (loc) I/dell L/d TIC 0.63 Vert(LL) -0.2717-22 >999 360 BC 0.72 Vert(TL) -0.4717-22 >615 240 WB 0.63 Horz(TL) 0.04 13 n/a n/a (Matrix-M) BOT CHORD 2-26=1615/2023, 17-26=-1615/2023, LOAD CASE(S) 16-17=-811/1279, 16-27=-811/1279, Standard 15-27=-811 /1279, 15-28=-638/957, 14-28=-638/957,13-14=-638/957, 13-29=-295/174, 12-29=295/174, 12-30=-295/174, 10-30=-295/174 WEBS 3-17=-521/730, 5-17=-337/576, 5-15=817/863, 7-15=-1234/1463, 7-13=-1561/1614, 9-13=-635/1301, 9-12=-415/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 2, 993 lb uplift at joint 13 and 379 lb uplift at joint 10. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 169 lb FT = 0% M 11 Ins ; a P WAIXIN6-Piesells,oughly,nieelbe'AIIDDFTIUSSES(iELL(Pti6EXnA(1(PM56(DNDRIDXSOISIDAI(IrgDYEIjA(CDDWI[0610EXrlmm.pnilldnipp. ndaseedrealed.coda,I—DeiryeI)rW,9(ND).sdth,bliu, In, P1.Islas..Anlhlomose. Was mbeni,eMid aoIT, TOD,oelyLOMceneAor JUUUSLEE,P.E. pLla slmD be nsed for lbe1DD Ia be sv(d. Ass Loa 0esple Isgieen Cu,spaishy 1.0-1 the nd s aey IDD I,pmah a.uaplame.I the palnsisneI se f—ieg asp..Nlily Ia the design al lh.single T,a, dspnled athe I00.11, ade, Rl 1. The daig.—.-ins, kvd'mp,s.ddf.n, WhbiDly m,d see.1Ibis N. laa.yluildinpis the,espseaDilityalMe Oaae,, the D>rners n1ber'vedegeels,11. Iddmp Desryner,in,he mined of the RG 6e11(,rbe1.1h ildingmdemdlPl 1. #34869 (adader. All All sel.ulmth.IDO saddeplsdiasand psidefian sl the tetld'np(ampooeniklery ldalmalio.(P(SI)poh6sbed by iPl mdSP(A arnderznadI.,InnoI paid.... IN Id,fe,lberapensibiliin end duties dthe Tmss Dnigeerjwa Dnigs[spineer,nd Tmss lhedrd-, Was atlmria M.d by 1109 Coastal Bay (ono-.tnpeedupeoln.filislby.9psak,i-lad. The tnsDoiln(nlirnri,00nhehi*gDailies, .I ssy,amleiv.1.mybeumg.All mpidudIs- -IMind i.IN1. BoymoeBeach, FL33435 (.pydgN91014 11 Peel Tmsn-hliu,lee,PI hltnd.fie.e1%1,d..med,u asy lem, is peFabltdr14at a,itleo pl issi.Nee AT Red Imssa-hlla Lee, P.F. Job . Truss Truss Type Qty Ply Std. Pac./6811 El A A0482386 60769 BO4 Hip 4 S 1 1 - Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, -Ft. 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:06 2015 Page 1 I D:cS2yUAsdrwV4V5ztDIWWpPzmH46-Js09?n00HTtFgDsgSfczJf2?KBXtgi,B7E43czeyZJ i rt 5 6 5 10 1-10 15 2-0 181-0 111 ,35-2- 565 47-6 506 360 58-0 51-1 4-4-15 1-00 4.00 F12 5x6 = 5x8 = Dead Load De0. = 3116 in 3x4 = 3x8 MT20HS= 3x8 = 3x4 = 3x6 = 4x6 11 1.5x4 11 3x6 3x6 = 18-8-0 29-5 1 33-10-0 5-1-1 44-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.20 17-19 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.40 17-19 >725 240 BCLL I0.0 * Rep Stress Incr YES WB 0.60 Horz(TL) 0.04 14 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) LUMBER - TOP CHORD 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 TOP CHORD Structural woad sheathing directly applied or 1-4-12 oc purlins. , BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 107210-8-0 (min. 0-1-8) 14 = 1936/0-8-0 (min. 0-2-5) 11 = 224/0-8-0 (min. 0-1-8) Max Horz 2 = -126(LC 9) Max Uplift 2 = ' -540(LC 6) 14 = -1024(LC 7) 11 = -372(LC 7) Max Grav 2 = 1072(LC 1) 14 = 1936(LC 1) 11 = 313(LC 33) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2155/1805,34=-1862/1546, 4-5=-1767/1554, 5-6=-963/871, 6-7=-854/890, 7-8=-619/545, 8-9=-799/872, 9-1 O=814/81 0, 10-11=-145/414 BOT CHORD 2-28=-1533/l983, 19-28=1533/1983, 19-29=-1028/1496, 18-29=-1028/1496, 17-18=-1028/1496, 17-30=-65/500, 16-30=-65/500, 16-31=-768/1041, BOT CHORD 2-28=-1533/1983, 19-28=1533/1983, 19-29=-1028/1496, 18-29=-1028/1496, 17-1 8=-1 028/1496, 17-30=-65/500, 16-30=-65/500, 16-31=-768/1041, 15-31=-768/1041, 14-15=-768/1041, 14-32=-291/170, 13-32=-291/170, 13-33=-291/170, 11-33=-291/170 WEBS 3-19=-338/494, 5-19=-253/506, 5-17=781/837,7-17=-594/680, 7-16=680/699, 8-16=-1233/1488, 8-14=1595/1574,10-14=-685/1370, 10-13=404/287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 6, 7, 9, 2, 19, 3, 5, 17, 16, 8, 14, 10, 13, 1, 12, 15 and 11 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 18 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 540 lb uplift at joint 2, 1024 lb uplift at joint 14 and 372 lb uplift at joint 11. PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 177 lb FT = 0% 10) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAIXIXG Pleou1hnaughlyanien the'AI 130E i13SSF5 rSEllElj, 6ENEIAl1EWS A [3p31113NS (US13MItl'83YFIj ACINOWI[36FMEerlwm. Yndyda,ipo puametns and mot noses oo thi, Los Oe,ign O,aviog[f031 eod Iqe lobos lee, P.E lelnerce Shnl6elme use. 3den olAeruise slat<d ae IM1a iDD, onlyMlehmanenor eleuualAea,eldlsroet33mMeapd. A,anaa,0d E. JUOUS LEE, P.E. p ga agmen(i.e.,ppeduM{Fa"i, Iln ud on ovy 133 upiesnls oe mmpterce al lAe gptesimnd eajuenwginpeavhiril{for dv de,ige of lhe,etgle ins dephled ee the lD3 wl{,Dodo Rl d. the dnipn oswmpino; Ioofup iaaf(mes, wimhirit{wdose ollN, La„ Is Dry Building i,�tAe m,poe,ihility olthe 3vner, the 3vneisrvtho,Ledageelai the luildiop Onigner, io the mnten of the ll(. Ma 11C,Melonn.1d.goedeondTPlL lAe appeal olMe lD3 eel aeyfelduse .14, Tress, iodudiep haedlmp, smmp6 w,lollatioopedhrpinpehallklAnespoe,ililA{of Me BuiWieg 3aipner and #34869 (onlmds. All eples,el out io 0e 130 mdthe poALes and paidarinn ad@eluild"gCompones Salety lnlnonli.IRCSll pehf,hed by lPl a ad SRA oremlerenmdla, general poidanm. IPl l deans lheae,panihi6lin and Min 0the ins 3signer,Lus Migp hpinv and Lw, Manded-, Doles of 4, derned hyo 1101 Coastal Bay Iwllgnapeedupon is nit ply g0 parfiet i-led. IAe ims asipn Fnpioen is NOLlelnildiep pe,ipneealm�System Eplineer la Day building All rapiloli[ed tem, are o,dnfrved io lPl1. Boynton Beach, FL 33435 Gp{dpM®]pI1lA1 peat Lassetlufn,sec P.1, leyodal al thisdinned,maey tram,i,p,ahih4dvitYoot n3ten pemis,ion Iran Al scot Inss,-Fufra,lFee, P.E. Job Truss Truss Type , Ply Slid. Pac./6811 El A 60769 B05 Hip �Qty 1 1 A0482387 ? Job Reference (optional) Al ROOF TRUSSES, FORT.,PIERCE, FL 34946, design@allruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Mon Mar 02 13:47:07 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIWVVpPzmH46-n2aXC71 e2n?6HMROON7CrsaBPYt5PMC7Qnzdb2zeyZl r1� Q 6 3 15 13-2-0 20 80 29-5 1 33 10 0 35 2 Q e1-4-0 6 3 15 6-10-1 7-6 0 3 8-0 5-1-1 4 4-15 1 4 0 1.5x d 5x8 = A neo 5x6 = Dead Load Defl. = 3/16 in 3x6 = 1.5x4 11 3x6 = 3x8 = 4x6 11 1.5x4 11 3x6 = 3x4 = 3x6 = 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) -0.18 14-16 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.37 14-16 >798 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(rL) 0.06 11 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 -Except- T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30'Except- 132: 2x4 SP No2 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 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1062/0-8-0 (min.'0-1-8) 11 = 1971/0-8-0 (min.0-2-5) 8 = 198/0-8-0 (min. 0-1-8) Max Horz 2 = -111(LC 9) Max Uplift 2 = -544(LC 6) 11 = -1062(LC 7) 8 = -360(LC 7) Max Grav 2 = 1067(LC 13) 11 = 1971(LC 1) 8 = 297(LC 33) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2142/1729, 3-4=-1273/1031, 4-5=-252/270, 5-6=-299/238, 6-7=-880/980, 7-8=-140/397 BOT CHORD 2-25=1456/1969, 16-25=1456/1969, 16-26=-1456/1969, 15-26=-1456/1969, 14-15=-1456/1969, 14-27=-601/1148, 13-27=-601/1148, 12-13=879/1113, 12-28=-879/1113, 11-28=-879/1113, BOT CHORD 2-25=1456/1969, 16-25=-1456/1969, 16-26=-1456/1969, 15-26=-1456/1969, 14-15=-1456/1969, 14-27=-601/1148, 13-27=-601/1148, 12-13=-879/1113, 12-28=-879/1113, 11-28=-879/1113, 11-29=-349/165, 10-29=-349/165, 10-30=-349/165, 8-30=-349/165 WEBS 3-16=0/304, 3-14=-880/931, 4-14=230/518, 4-13=-1065/958, 5-13=324/392,6-13=-1195/1492, 6-11=1646/1516, 7-11 =-754/141 8, 7-10=385/296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l70mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any,other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 lb uplift at joint 2, 1062 lb uplift at joint 11 and 360 lb uplift at joint 8. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. PLATES GRIP MT20 244/190 Weight: 170 lb FT = 0% 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 P WAIHIN6IImelhorouphlyueievtbe'A.ITODMUSS1SrSS011161NF1AIT11OSA(ONOBIONS(MOHEIrBDY111A(INO61IDGIMINrI...Yerilydesipp—lenvodrealeates.lbisfiussDnig.Dr iegODD) oedW oNosToo, P.E.lelnmaSh.1bel o,,.11.1n,.lher.infiled o.the TOD,aelyWilt moneder fULIUSLEE P.E. platesshoo he.vdforWeTOD To be.ohd. iso Lou Des'gn Fej.eet(i.e.,SpniaNy[opnen), Ibe sed oe ooy lODrtpiesots oe wnpl.ve of Iba pale,sbwt angiv egraspontibifly le, the design of the single Loss derided an the1DD eely, eodet lot 1. the dripasw.eius, leodieglaadilitu, seitohility ood it. of IN, Tun for y Build' ng4thar tponl'bifily of the Omer, We O.oeis e.hutr dog.. tithe luOdiog Desipner,in the..nl of The llC the Ill, We lnol buOd.gude oed TPI 1. the off, tna1d the TODard ony held se of their.,,, iadulioplexodfwg,Motel,, inloWin and brodop, Aolf be We tnponibility all the Wldi.g Mignn.1 #34869 (aalud.. ANeole; ul out is the 1OO and We pudia,..d pidAmaof]he luildieple.paeafWily let amoNoal8011pblishedby IDl and SlfAare re. —I for pneml guidanu. TPI l ddf the tnpoesibiDties nd dries of the iross Designer, Gass Wepfiritet andfitly Beoufdonr, unless, them,, defied by 1109 Coastal Boy [,stud apleed op.oio.ritinp bytillp,ee, intiNd. The Truss Onipn Fnlieen is NOT We loildinp Onipner or huly Sg•de.(.liner fly ooy huOd.g. All cepiuhad let., eu o, dd'.ed he TPI 1. Boynton; Beach, fL 33435, bpydght 01014 Al 1.1 GuuwFfit,Too, P.L lgdofieo of this doom,., to out To,., i, p bilit,dvitbDd.rhlea petadsi.n hen AT I'd bosses-Mlot fee, P.F. A Job Truss Truss Type Ply Std. Pac./6811 EI A A0482388 60769 B06 Hip Fty 1 y< Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:07 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIWWpPzmH46-n2aXC71 e2n?6HMROON7CrsaDYYsSPMU7Qnzdb2zeyZl r1 4 q 5 3� 11-2-0 17-8-15 221- 24-4-0, 2I 1 93 10-0 1 1 4 0 5 3 3 5 10-13 6 6 15 4 11-1 1 8-0 5-1-1 44-15 1 4 0 5x8 = 1.5x4 11 4.00 F12 5x6 = 1.5x4 11 a 7 Dead Load Defl. = 3116 in 26 27 —15 28 29 13 5x8 __ 3U 31 3x6 _ 1.5x4 11 3x6 = 3x8 — 3x6 = 1.5x4 11 3x6 — -2-0 5-3-3 3x4 = LW. �11351 LOADING �psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.15 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(fL) -0.35 16-17 >845 240 BCLL 10.0 Rep Stress Incr YES WB 0.95 HOrz(TL) 0.06 12 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 172 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 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = l 1036/0-8-0 (min. 0-1-8) 12 = 2065/0-8-0 (min. 0-2-7) 9 = 13010-8-0 (min. 0-1-8) Max Horz 2 = -95(LC 9) Max Uplift 2 =-535(LC 6) 12 =-1132(LC 7) 9 =-322(LC 7) Max Grav 2 = 1050(LC 13) 12 = 2065(LC 1) 9 = 261(LC 33) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2138/1683, 3-4=-1458/1132, 4-5=-780/616, 5-6=-780/616, 6-7=-916/1111, 7-8=-1067/1170, 8-9=-175/584 BOT CHORD 2-26=1429/1971, 17-26=1429/1971, 17-27=-1429/1971, 16-27=-1429/1971, 15-16=-748/1333, 15-28=748/1333, 14-28=-748/1333, 14-29=458/787, 13-29=458/787, 12-13=4581787, 12-30=5261198, 11-30=-526/198, 11-31=-5261198,9-31=-526/198 WEBS 3-17=0/271I, 3-16=-688/745, WEBS 3-17=0/271, 3-16=688f745, 4-16=186/446, 4-14=-672/638, 5-14=475/539, 6-14=-1235/1501, 7-12=-295/428, 8-12=-755/1456, 8-11=410/292, 6-12=-1535/1301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 535 lb uplift at joint 2, 1132 Ib uplift at joint 12 and 322 lb uplift at joint 9. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r WgIHIN6Please'lhmougblyierienIN.",IIOOn1I'll,SFI(flj,G(N111,1,1MSS(BNBI(IOXS101911ri111pFPj111NOW((B6ful-Irlun.pnilydnigapmmelnsand load nohtooW,liussBepDiming )tall) ad the JarmsleglkPeforemeAeelgeMeuse. Unless alh-isestated anMcigD,oelyNiiekeannMvr �ULIUSLEEP.E. plmn shollEe used for IhelDO la Da valid. ds a Guss Design Eogioea (.e., Spmiolq To, hen), the aW en oq 100lepieseels oe naplmna of tM Wolessivnd englneimg inpmsibillly loe the design of the single Less daphled ne the TOO only, on* RI 1. the desiya oswmptnn, Imling rwdifines, soilAlil7 ead use of Ihis Lass In any Buildinpis lheraponsihilily oltle Oveer, IM1e Oroerteu@erred ogentarlhe Buildinpgnieoe4 inlle<omea o7lhe liG the lPC lhelomi EcildieP sode ondl%I. the opplo.of at the TOO and anPBel(a,, of the Thaw Maki krull'mg,shape, inslaflolion and Bendel, shall be thnespoesibil0y of the Building Oesignet and #34869 (oohanor. AD oolm tel oul is 0e iD0 andtle""ie.andpuidefion ailhelgilding(ampomaSo"I,"lormofion)B(SI)pagfshed by ipleod5l(Aorn..eienadta,pe,.1 Paidena. IN l delion thnespomihilities and duties of Me huts Designer, irast Mile kfi—and Lon Manoted-, un6aeth-iw defined byo 1109 Coastal Bay (oohed ogned upon in �ritinp byolipodi<sioraleed. IDe imsspesipn(ngioenitNDi lheBuildinp Oetignawlruss Syslem Fnlieees for ony bolding. Allmpilolieed lamsmeos defined iaiPl 1. Boynton Bench, FL 33435 F(opyripN ©7..."Poo, Luues Fnlius lee, r.f. tepodWi.n of tlis dxomein, m oey loim, 6 pahibited v,od nilleo peon... hum gl Paat Irvsus-Lf s lee, Ll. A Job Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 B07 Roof Special 1 1 A0482389I 7 ' Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:08 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIVWVpPzmH46-FE8vPT1 Gp47zvWODa4fRO47PyxFx8rdGfRjA7UzeyZH 5-8-3 10-2-0 , 15-7-6 21 23-83-12 1 4 0 5-8-3 4 5 13 5-5-6 4 10 10 2-12 4x4 = 3x8 = 2x4 11 Dead Load Defl. = 1/4 in .I J I lu 9 3x6 = 3x8 = 3x4 = 3x4 = 1.5x4 II 5x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP N0.2 `Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 -Except' B2: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-4 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-15 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1059/Mechanical 2 = 1157/0-8-0 (min. 0-1-8) Max Horz 2 = 315(LC 8) Max Uplift 9 = -480(LC 7) 2 = -590(LC 6) Max Grav 9 = 1059(LC 1) 2 = 1157(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2363/1948, 3-4=-1888/1468, 4-5=-1749/1463, 7-10=0/278 BOT CHORD 2-18=-2167/2182, 13-18=2167/2182, 12-13=-1427/1610, 12-19=-1427/1610, 11-19=-1427/1610,11-20=-1071/1288, 10-20=-1071/1288,10-21=-1099/1307, 9-21=1099/1307 WEBS 3-13=481 /656, 4-13=-59/332, 5-13=1651275, 5-7=1582/1340, 7-11=394/405, 7-9=156411313 i 6''SGr:1 CSI. DEFL. in (loc) I/defl L/d TC 0.71 Vert(LL)-0.3413-17 >831 360 BC 0.82 Vert(TL)-0.6613-17 >431 240 WB 0.77 _Horz(rL) 0.08 9 n/a n/a (Matrix-M) WEBS 3-13=-481/656,4-13=-59/332, 5-13=-165/275, 5-7=A 582/1340, 7-11=-394/405, 7-9=-1564/1313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-4-0 to 23-7-0 zone; cantilever left and right exposed ;C-C for members and forces Sr MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 1, 4, 6, 10, 7, 8, 9, 2, 13, 3, 11 and 5 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 12 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at joint 9 and 590 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 20-6-0 PLATES GRIP' MT20 244/190 Weight: 130 lb FT = 0% WAIMIN6-PleselAmo.ghlyurCraft. 'A IMIT RUSSFS('S110j,6FNElALMAIS1CONDITIONS (USIDYII('BUHIjA(CNDNlroGimtNrlua. ibelufa, herj.F.Pete,.. Sheelheloreuse. Unless oiber.ise sloledae melDD, anry uiretaaeeaar JULIUS LEE P.E. plates shall bound l.w the iDD l.he nhd. Asa Loa Daipn lagmee, (i.e., Sp Bally Faguar), the ual an may TDD apiesnn m euepmrce at the p.r.W.m.l enga.nmg,npeasiMDly law the dais. .1lh. mple crux deputed me the TDD miy, Dade, TPI I. The desk. auumptkra, Steamer imdil'mns, ait. ifily and use o1Ihi, Less Im Dry Building is is asp.ntibWly at the Oaan, the Demers cathad.sent., the Bugdiop De*a,iathe anted 0 the TIC the 11(, rte Taal build' 'pred, and TP11.The .ppaal el the TEND ad my field cut al Miod e Tasn, udial h..dling, sl.,ape, mshrUeNce cad hmmip, shell be the npoesirilOy of The luildieg Designer and #34869 (mlmda. I guidana. RI 1 d,f es the,upmsibiftis cad duties at 0, Truss Design,, Drip lopiaeer and Truss M,rrd.dmey m e nth "i" defined by. 1109 Coastal Bay (ealmd.peed upach, ritirl by aNp act ia,olad. pre Trin,O,,ipnFnpimeu is NOT it, Building Oesipeer a Truss System lagineer In any bailft AN mpitakeed Inns a, a delieed in TP11. Boynton Beach, FL 33435 (gydphl CA7111 A11.1 Tmxx hf s lee, P.f. lep.duai.. otMit dwemenl, w aey Near li pnhibited vithml mill.. paninice [,..AT loot Trusses-mlias lee, LF. R Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482390 60769 608 Roof Special � 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:08 2015 Page 1 ID:cS2yUAsdrwV4V5ztDlWWpPzmH46-FE8vPT1Gp47zv ODa4fRO47MIxEY8s9GfRjA7UzeyZH 4-7-7 8-2-0 13-11-15 20-6-0 23-8-__1 2 4-7-7 3-6 9 5-10-0 6-6-1 3-2-12 4x4 = 4.00 F12 4 1 Row at mil 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1059/Mechanical 2 = 1157/0-8-0 (min. 0-1-8) Max Horz 2 = 233(LC 8) Max Uplift 9 = 484(LC 7) 2 = 594(LC 6) Max Grav 9 = 1059(LC 1) 2 = 1157(LC 1) FORCES. (lb) Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2402/1987,3-4=-2088/1672, 4-5=-1971 /1655, 5-6=-444/385, 7-10=0/302 BOT CHORD 2-18=209I3/2219, 13-18=2099/2219, 13-1 9=-1 84412165, 12-19=-1844/2165, 11-12=-1844/2165, 11-20=-1014/1267, 10-20=-10114/1267, 10-21 =-1 064/1308, 9-21=10641308 WEBS 3-13=289/437, 4-13=-155/383, 5-13=-339/167, 5-11=-209/337, 4x8 = (envelope) and C-C Exterior(2) 1 4-0 to 23-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) : This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 484 lb uplift at joint 9 and 594 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 3x4 = Dead Load Defl. = 3116 in 1.5x4 II P TRAINING -PIerte lb—fiblyreein. Is, "A -I ROOF I11M(1EEE(11-, CENTRAL 1119S ACONDITIONS (I mit rmill A(RNOWLIOGE11(W Imm. Redly dasige F."ned noodr,ad aales oa lhi, Lass Design Dioeig(TOD)wd As]or.,Im,PA. PelnemeSleelleef—e.Wle„min.ise sloledaelAelOD,aoh Yilek eaonMrt 6ln seen be oseE for IheTODW be aid. A,uTrun Design Eni,-, ,Ss,idlE mem, the seal an say lDDlea,roI,m na tome al 16.oles:iou.I.n ims,u wbllt la the design al the stilePass dekled ue lb, o.I, and,, 711. The deiaas,on rem, loadingroadiliaa,, seilnhlli and as, oltNisLms JULIUS LEE,P.E. v N P P+ e r g 1 r p P r I Pre,po r p a p r �R p ry hr ory Buildinpis�le aspoesiAililydtle Dwser, Me Ormfsaulhor&ed ogenl or the Budding D<sipnebinllemmeal of the lPC the llr, Ibe local haild'up ade wd iPl 1. The appral ofine IDD and any field e,, of kTna%inducting laadlinP. slmnpe, mstoll0ion and braaog. shall be the tespomibilily ofthe tuilding Design"and #34869 (mI,,d,r. AD safe, al oulmlbelDD asd Ne pmtliaund poidelines al lAe taOd'np(onryomot Sofery ldarmatim lr(S1l psbrsbed bylPl and SPCA asnAnenud larpenemlpuidome. IPll dermeske aspondbiflinmddutiesof tleinssgnipner, Tmss Desipn[opiottr and Lass Mondo4mn, unls,nM"ai,e defined bya 1109 Coastal Bay Lnuoaayeedupoois nritmp by oO pofie, imolred. The Truss Deign Engines, i, NOT the tuSlding Milan, or lass, Sysmm Engineer tar any beild'mg. All rapitflud telm, me as defined is TFI 1.Boynton Bea,h,FL 33435 6pyripbt 970I1 AT Reap Law0,16us lee, P.F. topeadedion of this do,emed, m aoy loim, is prehibited mhos, rriN,o p"missine from AT Roof Trasses-him (es, P.E. IN Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482391 60769 B09 Half Hip Girder 1 1 i Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 Mil 1.5: to ',T 1 a3 3xl2 = 3x6 11 7x10 MT20HS= 3x6 = 7x8 = 6-2-0 10-7-9 14-11-6 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP M 30 *Except- T2: 2x4 SP M 31, T3: 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W4: 2x8 SP No.2, W2,W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1866/Mechanical 2 = 2294/0-8-0 (min. 0-2-3) Max Harz 2 = 169(LC 24) Max Uplift 9 = -895(LC 4) 2 = -1158(LC 4) Max Grav 9 = 1884(LC 23) 2 = 2671(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7050/2677, 3-19=-8236/3524, 19-20=-8236/3524, 4-20=-8236/3524, 4-5=-8236/3524, 5-6=-6224/281 1, 6-7=-6224/2811,7-8=-3285/1532, 8-9=-1753/875 BOT CHORD 2-21=1466/3819, 2-22=-2581/6653, 14-22=-2581/6653, 14-23=-2579/6741, 23-24=-2579/6741, 24-25=-2579/6741, 13-25=-2579/6741,12-13=-2579/6741, 12-26=-2811 /6224, 26-27=-2811 /6224, 11-27=-2811/6224, 11-28=-1532/3285, 10-28=-1532/3285 WEBS 3-14=0/1319,3-12=-1092/2163, CSI. TC 0.81 BC 0.61 WB 0.81 (Matrix-M) DEFL. in (loc) I/defl L/d Vert(LL) 0.3911-12 >713 360 Vert(TL)-0.7811-12 >361 240 Horz(TL) 0.10 9 n/a n/a WEBS 3-14=0/1319, 3-12=-1092/2163, 4-12=-425/337, 5-12=-847/2410, 5-11 =-1 209/564, 7-11 =1 431/3366, 7-10=1640/876, 8-10=1666/3601 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 895 lb uplift at joint 9 and 1158 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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) 78 Ib down and 104 lb up at 6-2-0, and 119 lb down and 122 lb up at 7-0-12, and 119 Ib down and 122 lb up at 9-0-12 on top chord, and 981 Ib down and 104 Ib up at 6-2-0, 242 lb down at 7-0-12, and 242 lb down at 9-0-12, and 1261 Ib down and 623 Ib up at 11-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Inc. Mon Mar 02 13:47:09 2015 Page 1 Dead Load Dell. = 7/16 in 3x6 = 3x6 = 3x8 11 23-8-12 45 9 21,I14:0-4-4,0-1-81 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 137 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=70, 3-8=-70, 9-16=20 Concentrated Loads (lb) Vert: 3=78(F) 14=-271(F) 19=119(F) 20=-119(F) 23=55(F) 25=-55(F) 26=-1261(F) W41NIN6-PlnseThsoughlya,k%, the 'Ail ROOF TIOSSESriEllEllCINIIALIIIMSaCONDITIONS (TR1DM11rEamllACINDWLIDDIMENT'Imm.PBilydesggnpemmelnsad t� wle„nenhemedmrlhelDDmle,aud. A;aunsD<,�(n r 5 ml [ JULIUS LEE P.E. p pi®e (.e., pea y iyuenl,Ilnevl enoay lODrapresmmwcupmna ollb, p,dessiend mliuming,espansihiliry lm lAa deuge of the ,mpleLws depinedavthe TOD ealy,voderRll. the dnip asmmpl'mns, leidiag mdifma,, mibiihry and ne el lMsLms I., q laildial Ts the lnpes3Dily oIthe Dian, Me Dinars Whited ag.1a, The wilding Dollar, in the ron7m at The n(. the n(, the Tosel bidding odeand M 1. the alp at of the TOD a ad anyreld um of the Laos. udahaP bwaCmg, staele, inslmlaan aid baaap, shag be the npasanity d the kuiblieg Designs and #34869 C.Uncler. AO cotes aI ovt Sa The TOD ad the padkes and leadelinu of The Uding UNin at Wall, Inlsmaliia@61) pubO,hed by FIT and SICA are reln—d la, general puidana. IPI I derma 5, ,,pvasibi itim and dukes if the iron Dnilaa,T,us, Orsip hiinee, end Tau Maandini—, wiles ethniim dermed by 1109 Coastal Bay Cen,odop,eedupiaiiirilinl by eO po,Nes imilred. the Toss Casipn Ealinn is NOT the kuildial Caliper telms, System fauna lsaey building. All opimhud Wan, a as defend in ITT 1. Boynton Beach, FL 33435 (epyapM ®PDII AI P"I Gvues-hTws lee, P.F. lepmdmiu e1His dommem, m Dap li,m, h pnkbited vitliet niltm pe,adnim ham AI loot Dosses-blbs lee, P.F. a as, Job ^ Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 B10 Half Hip I 1 1 A0482392 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:09 2015 Page 1 I D:cS2yUAsdrwV4 V5ztD IWWpPzmH46-kR i H d o2uaO FgXg bP7nAgwHg cjLcDt FcQt5SkgxzeyZG 1 4 0 , 3 2-0 7-3-15 12-2-0 13-0-2 ,142-0 1-0-0 3-2-0 4-1-15 410.1 1-2-0 0.10-4 5x6 i�- 1.5x4 11 5 6 Dead Load Defl. = 3/16 in T2 nI 4.00 F12 3x4 4 4 B4 e 3 WO= 5e 1.5x4 II 2 U B2 1 1 B 3x6 = 26 11 27 10 28 9 21 13 1.5x4 I 3x4 = x(� 3x4 = 10x10 = 14-3-0 32-0 7-315 12-2-0 , 13-0-0 a 142-4 ii 3-2-0 41-15 4-10-1 1-2-0 0-104 0-0-12 Plate Offsets (X Y)— [3:0-3-14,Edge] [5:0-1-4,0-2-0],[7:0-3-0,0-3-0] LOADING psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.58 Vert(LL) 0.22 11-12 >770 360 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.31 11-12 >536 240 BCLL 10.0 Rep Stress Incr YES WB 0.98 HOrz(fL) 0.17 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 73 lb FT = 0% LUMBER- { TOPCHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No .3 *Except* W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or4-5-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 597/0-8-0 (min. 0-1-8) 2 = 780/0-8-0 (min. 0-1-8) Max Horz 2 = 264(LC 7) Max Uplift 7 = -276(LC 6) 2 = -413(LC 6) Max Grav 7 = 597(LC 1) 2 = 780(LC 1) FORCES. (Ib) Max. Comp',./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-652/454,3-4=-2694/2728, 4-5=-333/322 BOTCHORD 2-21=-593/452, 21-22=-593/452, 22-23=-593/452, 13-23=-593/452, 12-13=-90/293, 3-24=-2633/2394, 3-25=-641/653, 12-25=-641/653, 12-26=-1233/1104, 11-26=-1233/1104, 11-27=-1233/1104,10-27=-1233/1104, 8-29=503/427, 29-30=503/427, 7-30=503/427 WEBS 4-11=-33/357,4-10=917/1000, 8-10=324/466, 5-8=-318/487, WEBS 4-11=-33/357, 4-1 O=917/1 000, 8-10=-324/466, 5-8=-318/487, 5-7=-652/688 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 lb uplift at joint 7 and 413 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I - NAINING-Flease lbamu seeiea lhe'A-1 IOOF TINSSIS it 14KIIAl RBAS A(O rfiiNS(IISIOl1S1 101Ib A(lNO'NII06IBFNr fum. Neil design ,tmelnsaedreod ealnon,Fis lrvss Oesi Omsit D end lAelorms dee P.E.leterznm Sleeliefor uu. Detenelintise Holed at,hel0 m Pi ek nannder p bhr Cd ti C 1 r 1 ry I^ A, JUUUS LEE, P.E. ploles shvtl he useE Im the TOD to k refill. At a moss Design Fnpiuve (i.e,Spe,islty Eegueerl, the uv1 an ny TOO upresee,s w muplsme of the p,tfnsionel ngmenop uspnuliltly la the design of the sioplelmn depDled as the 100 wly, antler RI I.liedesipu ossvmprnos, hodiup,ndifmns, wimhary ®d use tl Ibis imss Ier any BuildinP is Me rospoosihilily of the 0-,, the Diners albarhed epenlo,she luldiel Designer, in lie(oulen of the ll(,the Off, the loot build'ug,ode andTH 1. the opp O,.ltitle ITD and any field o,, at the Truss,Dr.dial Hndling,s,omre, iosteltatin and hroung,sholl he the nspomihilNP of she Baildiep Desipnet and #34869 (onsrder. AN oohs tel out in the TOO and tie pwines and poidefines of she ludding Competent Solely 10trmolioe061) published by Metal Sl(A o,e relnenai par lieu Iguidome. IPlldelmes He aspsosibililin nddulim afrie irms DesipnegLuss Oesipo[opineer nd Uun Bonnfedaea,nlm eMemise delired hrt 1109 Coastal Bay (nVaa speed upon in rrabal by allparties invoked. The Truss Design(nlinee, is NOT the Wilding Onignn or Truss System Enpiner(a, any building. All sapil.Wed le- an,asfi deeed in 1?l 1. Boynton Beach, FL 33435 6pyeight®1014 AI AMrasn hlius lee, P.I. teprtdudin of this does-1, in "%form, is prohibited *it6Ott nitln panahslon from AI loot Trusses -lulus lee, P.E. Job - Truss Truss Type Ply Std. Pac./6811 EI A60769 B11 Half Hip 1 1A0482393 +]QtY Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:4710 2015 Page 1 I D:cS2yUAsdrwV4V5ztDI W WpPzmH46-CdGgg83WLiNh8gAbhVhvTVChllvicnEZ61CHCNzeyZF -1-4-0 3.21 6-3-2 , 10-2-0 1-011 3-2-0 3-1-2 3-10-13 3-2-0 0.10-0 1.5: 5x6 7�_- 1.Sx4 11 Dead Load Dell. = 3/16 in 3x4 = 10x10 = 4x4 = 14-3-0 t 3-2-0 6S2 , 10-2-0 13-4-0 14-2_4 3-2-0 3-1-2 3.10.13 3-2-0 0.10N LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.19 12-13 >894 360 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.26 12-13 >637 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(fL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* WEBS 135: 2x4 SP No.3 4-12=-126/379, 4-11=-828/921, WEBS 2x4 SP No.3 *Except* 9-11 =-1 50/335, 5-9=125/314, W3: 2x4 SP No.2 5-7=-704f718 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 587/0-8-0 (min. 0-1-8) 2 = 770/0-8-0 (min.0-1-8) Max Horz 2 = 215(LC 7) Max Uplift 7 = -285(LC 6) 2 = -414(LC 6) Max Grav 7 = 587(LC 1) 2 = 770(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-702/506, 3-4=-2261/2273, 4-5=-586/555 BOT CHORD 2-22=627/507, 22-23=-627/507, 23-24=-627/507,14-24=-627/507, 13-14=-89/293, 3-25=-2311 /2145, 3-26=778/768, 13-26=-778/768, 13-27=-1405/1276, 12-27=-1405/1276, 12-28=-1405/1276, 11-28=-1405/1276, 11-29=-339/318, 10-29=-339/318, 8-10=99/273, 9-30=-396/366, 8-30=396/366, 8-31=-735/683, 7-31=735/683 WEBS 4-12=-126/379, 4-11=-828/921, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 7 and 414 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 75 lb FT = 0% WRINIJIG -PlanseTboou;Thryruaies The 'A.11ODFTIOSf6N11111DOOM TIRIASA(ONDITIONS(UPOMIlrB11111)A(KNN71((116FYENrfam.vniirdeiigepmmetenandreo(eef,.thishonOasip0-ingTOO and ]be kfms(ee,P.E.ITT,—,Sh.1bfortuse.UalessoMa.isesloledavMaNO,��ryWlekoeert !� IttshdlheusedfvnleIDOTabeeedd.AeaOossMineEn a JULIUS LEE, P.E. . p a e Kipe r (iJ., Spe,i4iy fvgmee�; i6e seal m any.1OO opneen an nnptane of the pvkssiovd ea'wenkp nspendbiliry to He design o1lha single boss depkled ov IhalOO only, under R11. the da,igTe a,somplens, leading nvLfmos, wilvbiri¢ and use vl,ds Luse Ia, my BAkIT Ss thenq ibilily of the Oana,The Omet,au1b.,ked aj.1v, the Bonding 130ler,i.lb—OW of The X the ITT, the lod huildivpede and ITT I. The Up—] .1 The MIT end any field use of IN, Truss, iododial hondIneg, danpe, Wellolien and bnung, shall be The ,egn.fl ly of the Baiding Oefigner and #34869 Ontredec All eefesTO oul in The TOO and the prudke, and puiddine, d the Buildiap(ompaneatSafely lef—fion(g01(pabli,hed by TPland5l(Ao<refnenad far pan ppideort. IPll defines A-U,asibilik, Tend duties of the truss II I-Usige(ogioen and Truss denufadmL ankh atienise defined by a 1109 co.efal Bay Ommnapreed opva m nitinp by Tell pafies imohed. The Truss Ouipa Eogfoee !,NOT The luidiol Dnif er.1—Spin Enlin<er 1. any b ddinO All nplInhud lam an vs ddked in IPI 1. Boynton Beach, FL 33435 (epl igM@2914 Al Red LmeWuP s lee, P.I. leprududian d thi, doomed, la 'ay Imp, h pie6ikd vith.0 r,itbvpnmhsiw ham AT loop busses-lalfu, Can, F.E. NA r Job Truss Truss Type QtY Ply Std. Pac./6811 El A 60769 B12 Half Hip i 1 1 A0482394 R Job Reference (optional) . Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:10 2015 Page 1 ID:cS2yUAsdrwV4V5ztDl W WpPzmH46-CdGgg83WLiNh8gAbhVhvTVCm8lwQckEZ61CHCNzeyZF -1-4-0 3-2-0 543-0 12-0 t 13-4-0 14-2.4 1-0-0 ' 3-2-0 ' 2-6-0 26-0 5.2-0 0-10-4 4x8 = 4 3x4 = Dead Load Deg. = 3/8 in 5 3x8 = 3x4 11 4x4 = 14.3-0 t 3-2-0 t 5-5-0 B-2-0 t 13-4-0 t 14.2-4 tt 3.2-0 2-6-0 2-0.0 5-2-0 0.10.4 0-0-12 Plate Offsets (X,Y)-- [2:0-2-14,0-1-8] [3:0-7-8,Edge],[4:0-5-4,0-2-0],[5:Edge,0-1-8] [7:0-5-0 0-1-8],[9:Edge,0-3-81,[11:0-1-12,0-1-01 I LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.36 10-11 >463 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.55 10-11 >309 240 MT20HS 187/143 BCLL 10.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.19 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 71 lb FT = 0% LUMBER - TOP CHO D 2x4 SP M 30 *Except* T2: 2x4 SP No.2 WEBS BOT CHORD 2x4 SP No.2 *Except` 8-10=0/267, 4-8=0/316, 4-6=-127911274 133: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except" NOTES- Wi: 2x4 SP M 30 1) Unbalanced roof live loads have been considered OTHERS 2x4 SP No.3 for this design. BRACING-, 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) TOP CHORD Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; Structural wood sheathing directly applied or 3-9-9 oc h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS purlins, except end verticals. (envelope) and C-C Exterior(2) zone; cantilever left BOT CHORD and right exposed ; end vertical right exposed;C-C for Rigid ceiling directly applied or 4-7-15 oc bracing. members and forces & MWFRS for reactions shown; MiTek recommends that Stabilizers and required Lumber DOL=1.25 plate grip DOL=1.25 cross bracing be installed during truss erection, in 3) Provide adequate drainage to prevent water accordance with Stabilizer Installation quide. ponding. 4) All plates are MT20 plates unless otherwise REACTIONS. (lb/size) indicated. 6 = 552/0-8-0 (min. 0-1-8) 5) Plates checked for a plus or minus 0 degree 2 = 80510-8-0 (min. 0-1-8) rotation about its center. Max Ho— 6) This truss has been designed for a 10.0 psf bottom 2 = 174(LC 6) chord live load nonconcurrent with any other live Max Uplift loads. 6 = I-264(LC 6) 7) `This truss has been designed for a live load of 2 =-436(LC 6) 20.Opsf on the bottom chord in all areas where a Max Grave rectangle 3-6-0 tall by 2-0-0 wide will fit between the 6 = 552(LC 1) bottom chord and any other members. 2 = 805(LC 1) 8) Provide mechanical connection (by others) of truss l to bearing plate capable of withstanding 264 lb uplift at FORCES. (lb) joint 6 and 436 lb uplift at joint 2. Max. Comp./Max. Ten. - All forces 250 (lb) or less except 9) This truss has been designed for a moving when shown. concentrated load of 200.01b live located at all mid TOP CHORD panels and at all panel points along the Bottom Chord, 2-3=-565/469, 3-4=-3535/3615, nonconcurrent with any other live loads. 5-6=-217/267 10) "Semi -rigid pitchbreaks with fixed heels" Member BOT CHORD end fixity model was used in the analysis and design 2-20=-456/349, 20-21=-456/349, of this truss. 21-22=-45d'/349, 12-22=-456/349, 11-12=-84/299, 3-23=-3536/3334, 3-24=-329/447, 11-24=-329/447, LOAD CASE(S) 11-25=-78'778, 10-25=-785/778, Standard 10-26=-370/388, 9-26=370/388, 7-9=-31 /267, 8-27=-994/959, 7-27=994/959,7-28=-1364/1347, 6-28=13641/1347 WEBS 8-10=0/267, 4-8=0/316, 4-6=-1279/1274 RAININ6•hleou Theron Irerin. 11.1d BODE IRUSSES tttll 61Nr1Al TfIYSarONO111ONSCIISIOY,l1 BUY[-, A[CND'rri[D61MEDr lmm. Vnif desio iomeln and mot ooT ,00lbis bass Desi Dra.io 1OD eod khedaliss lee Mv— for ole of . t p 9hr I'S 1• r 1 Y 9 rot s e gl J ,h.L Sldefb eon. u s, in i biF, q.dhy47ekmT..su JULIUS LEEr P.E. dilk.,loe ptme, men ie a,ee mTintDD m m,age. H a Ye„ oe,ign ragmen [i,., sp«lmlr repien�J,Inn e.w nn n.y too,<r,ese.f, o. arnrm�n of it. p,erns,i.n.l enpaas�p te,penuiirry for one design of fee i�pfn tins deemed on mn lDD wy,nnder Ira. The design m,nnprno,, lendiq rwdir rs, uNneirry ood se of Im, un„ ug Tar mr Brildinp (s eresponsibiOry ottAe owner, the Oener, oulholvedopml of the Wilding Oesipner, in lle roman of llellG khe llf, tie lorol huildingmde dTfl 1. Iheopptoralol The IUD Many Bell used the Lass, mduding hurdling, stumpe,iostullutinnoed bouop. shell be the iesponsiiifry 0 the Willing Design,, end -434869 in Under. A6ol,ul out in lhelDD and Me pmdires and peidelinesol@e luildiepCoepoaotfolelylnlaimotin(E(Sll pebmhed by lrl end SBG nnelerenrel In Oenuolpuidum,. IBll defies lhere,poosibiliti—rd duties of Me rrm, Desipnerjouss Desigo[ol and Truss blunufedeter, unless etheturke defined byo 1109 Coastal Bay Coaled.geed up n io writirq by off p li't ineolred. me Brun Design Inrinen Is NOithe Wildiol Designer orLuss System FnAleeerfn uny building. All ropitAW knots me o, ddhd in IN 1. lioynl- Beach, FL 33435 Copyright a1O1411 goal InssspLlius lee, P.E. geprudoeti of this du,omnd, boor lore, is prolnbited ritlodnilten pe,eission hum AT goof Tres- -Wlio, lee, Ll. It 0. Job Truss Truss Type ty Ply Std. Pac./6811 El A 60769 B13 HALF HIP 1 1 A0482395 + y Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, desigh@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc., Mon Mar 02 13:47:11 2015 Page 1 I D:cS2yUAsdrwV4V5ztD WNNppzmH46-gpg22U496?V Ym_In FCC80 ilyJ9GOLH 1 jLPxrkpzeyZE 14-2-4 I -1-4-0 r 8-2-0 r3-0-0r S&0 r62-Or &B-0 13.4-0 13&0 r 1-4-0 3-2-0 0-60 2-0-0 0-SO 3-7-0 3-7-0 2-8 0.7-12 5x6 3x4 = nPted I toad nPn = vA in 14-2.4 1-54 3.2-0 38-0 SSO rat-0 8-2-0 3&0 13-4-0 1 o 14 0 1-54 1-B-12 0.fi-0 2-OA 0 2-0-0 1-7.0 3-7-0 2-8 0. 12 0-7-12 LOADING (pso 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 FBC20101TPI2007 LUMBER - TOP CHORD 2x4 SP M 30 `Except' T2: 2x6 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 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2 = 1107/0-8-0 (min.0-1-8) 6 = 1231/0-8-0 (min.0-1-8) Max Horz 2 = 164(LC 4) Max Uplift 2 = -627(LC 4) 6 = -672(LC 4) Max Grav 2 = 1576(LC 15) 6 = 2012(LC 28) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1781/513, 3-4=-5927/1934, 4-19=-4661/1427, 19-20=-4665/1428, 5-20= 4667/1429 BOT CHORD 2-23=469/1343, 23-24=-469/1343, 24-25=-469/1343, 11-25=-469/1343, 10-11=-53/418, 3-26=-1706/5054, 3-27=946/3286, 10-27=-946/3286, 10-28=-1404/4544, 9-28=1404/4544, 9-29=1150/3506, 29-30=1150/3506, 30-31=-1150/3506, 8-31 =1 150/3506, 8-32=-1150/3506, 32-33=1150/3506, 33-34=-1150/3506, 7-34=1150/3506 WEBS 4-9=-243/1303, 5-8=-33/749, 5-9=-325/1398, 5-7=3794/1245, 6-7=-517/1817 CSI. DEFL. in (loc) I/deft L/d TC 0.64 Vert(LL) -0.14 9-10 >999 360 BC 0.79 Vert(TL) -0.26 9-10 >618 240 WB 0.41 Horz(TL) 0.06 6 n/a n/a (Matrix-M) WEBS 4-9=-243/1303, 5-8=-33f749, 5-9=-325/1398, 5-7=-3794/1245, 6-7=-517/1817 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 -1 row at 0-7-0 oc clinched. Webs connected as follows: 2x4 - 2 rows staggered at 0-3-0 oc clinched, Except member 5-8 2x4 - 1 row at 0-9-0 oc clinched, member 9-5 2x4 - 1 row at 0-9-0 oc clinched, member 5-7 2x4 - 1 row at 0-9-0 oc clinched, member 6-7 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 627 lb uplift at joint 2 and 672 lb uplift at joint 6. PLATES GRIP MT20 244/190 Weight: 142 lb FT = 0% 10) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel paints along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 36 lb down and 45 lb up at 6-2-0, 91 lb down and 82 lb up at 7-0-12, 91 lb down and 82 lb up at 9-0-12, and 91 lb down and 82 lb up at 10-10-12, and 91 lb down and 82 lb up at, 12-10-12 on top chord, and 1100 lb down and 241 lb up at 6-2-0, 252 lb down and 46 lb up at 7-0-12, 252 lb down and 46 lb up at 9-0-12, and 252 lb down and 46 lb up at 10-10-12, and 252 lb down and 46 lb up at 12-10-12 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: 14=70, 4-6=-70, 11-13=-20, 7-10=-20 Concentrated Loads (lb) Vert: 4=45(B) 9=-387(B) 19=-85(B) 20=-85(B) . 21=-85(B) 22=-85(B) 29=89(B) 31=-89(B) 32=-89(B) 34=-89(B) t WLININ6 PIaulboragklyievit. the 'A.1 1DOFHUM r1lil 6IN11A(IEIASBCONDITIONS (IISIDAII(•BIfillA(INVIID8l11nirfmm. gaily dnigapar,ka tedtuadoates on tlns Irons Dade 11—iog900ad thehrps gee, Pi lderen Skeet befaa ase.Oula, therah, staled ae the TOD, only Aifekmaeehr p6le 01.1le mud for the TOD In be valid. Asa irons Take Enri.ea (a, Spatially Fnpme.r); IN sett a ay 101)mp ael, a eaepmrae of the feet i-I engmmleg np.n ib0lty Ta the derig. oT the single has deputed.. the TOD only, odor 711. The drip assumption, Indieg tadfon, 0abilily and are eI this imns JULIUS LEE, P.E. let my Building is the respanlilily of the Onto, the Onrue, ulhorhd agent of the Buddi.g DoGnal,inthe earful of the IIC the III, the larol building(ode ad TPI 1. The approval al the lDD and my held ase of the ftuss, intruding kandl'mg,stature, Iuslalldin oad annual, hall be the rnpasiAilily of the loildirg Cattle,and #34869 (onNM.r. AD toles sel out in the TOD and the pmfites and guidelines.1the laildiag(..parent War 10amolist (861) pb6shed by TPl and 51(A ore miennad for lateral gaidatu. III I Mire, the nsposlbilllies ooddelin of the TressDesigner, fast Design Engineer and Trost Arrdedener, unless eha,tase Mind by 1109 coastal Bay (arbor npreed.polenitinphyo0 pmneswvolred. The Truss Mira (printer is NOT the Building Designers Truss System(orirto fee arty building. All mpitaked lops ate as defited in IP11. Boynlen Beady FL 33435 (bpyrig4192n14 AI tool Tnsnndalius lee, r.F. Iepmdadien o1Nis dnomrA, m vq form, is pmleh'ded vilbol eritlen pallail ma tram AI Iaot Tunas •Fria lee, t.E. 4 W Job ' Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 C01 Monopitch f I 1 1 A0482396 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:12 2015 Page 1 I D:cS2yUAsdrwV4V5ztDl W WpPzmH46-80NQFg5ntJdPO8J_SwjNYwl65Zbl4hrsa3hOGGzeyZD r1 4 Q 3 2-0 , 5-0 2 , 9-0 8 16 3-0 22-7-8 24 3 8, 1 4-0 3 2-0 1-10.2 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI WEBS OTHERS TOP CHC Structural purlins, e BOT CHC Rigid ceili WEBS 1 Row at 8-10, 7-1; 3x8 MT20HS% 1.5x4 II 6 5 3x4 4 1.5x4 II W1 n 1 2 5 13 14 22171610x10 24 25 = 26 12 27 3x4 = 4x8 1.5x4 11 3xx84 I I 1.5x4 II 1-10-2' 4-0-6 4.00 F12 8 9 1.5x4 11% 3x8 7 2811 29 4x4 = 22-7-8 5x6 = r ob 0 Io Dead Load Defl. = 114 in :4 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 0.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.28 14-15 >951 360 MT20 2441190 5.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.49 11-12 >555 240 MT20HS 187/143 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) 0.17 10 n/a n/a 0.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 146 lb FT = 0% 2x4 SP M 30 2x4 SP No.2 *Except* B2: 2x4 SP M 31, 134: 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 Tod sheathing directly applied or 3-6-9 oc :pt end verticals. directly applied or 3-6-0 oc bracing. -10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 10 = 1141/0-3-8 (min. 0-1-8) 2 = Max Harz 1103/0-8-0 (min. 0-1-8) 2 — 535(LC 6) Max Uplift 10 = 1 -637(LC 8) 2 = -490(LC 6) Max Gravy 10 = 1141(LC 1) 2 = 1103(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1749/1147, 3-4=-3531/2874, 4-5=-2292H701, 5-6=-2300/1874, 6-7=-2225/1891,8-10=-317/586 BOT CHORD 2-22=1795/1587, 17-22=1795/1587, 17-23=-1843/1688, 16-23=-1893/1688, 15-16=-9541/870,3-24=2771/2723, 15-24=-27711/2723,15-25=-3422/3344, 14-25=-3422/3344,14-26=-3422/3344, 13-26=-3422/3344,5-13=-409/594, 12-27=-226/358, 27-28=-220/358, 11-28=-220/358, 11-29=-860/865, BOT CHORD 2-22=-1795/1587, 17-22=-1795/1587, LOAD CASE(S) 17-23=-1893/1688, 16-23=-1893/1688, Standard 15-16=-954/870,3-24=2771/2723, 15-24=-2771/2723, 15-25=-3422/3344, 14-25=-3422/3344,14-26=-3422/3344, 13-26=-3422/3344, 5-13=409/594, 12-27=-220/358, 27-28=-220/358, 11-28=-220/358, 11-29=-860/865, 10-29=-860/865 WEBS 4-14=380/543, 4-13=-1249/1292, 11 -1 3=-643/582, 7-13=-1588/1522, 7-11=0/310, 7-10=-1156/1161, 3-17=348/347, 3-16=-1235/1440 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 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 637 lb uplift at joint 10 and 490 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. JAI WARNING -11 Ikmmghlytnierthe 'AdIDOFTRUSSESjSELL[Ij,GINHAIInBSIT(OBDITIONS(IIS10murBUyulA(INorifoGfeENrform. Rail dmigaparameters ood,ad acte,oathie(mssDnipOwritgPOD) surd the Takes Too, PA. IdaramShmelbefore me. Unlessnherriseslolda.the TOO, `iIMiehaoewha JULIUS LEE, P.E. pinles shell he reed Ire Oe T00 Ta be eoFd. As. Lens Design EoBmem (e,Spmially Iogmee ), the teal me my TOO iepiemah oe mmptome of the pahatond ealiueniog responsibility far the des'ge of the tmple Tress dephted as The TOO only, ,he TPI I. The design ossumpicns, lading roodi'lion, witobiOty undo,, oI TN, Loa FI Building is Mo mepefibiFty of the Owner, the Owners maholued agent of the Building Oesigner, in the mnfeat of the llC The ON, the 1.1 building mde®d TIT 1. The opporoI of The TOO old my Fell use of the Las, im1mForl laadliag, I I,, bih:11 Ten oad hooding, shell be the Impoeaililify of the Ruildiap Omfpoe, and #34869 (entmdar. Alleobowlout in the TODwed the prefimmd paidehnnol The luildleg(ampant Safely Mworatiw l8611 published by Meal Sl(Ame whistled for pa puidnae. INN eldinm [it mpossibilities old duties of the Twss Onipnn, Iran Dnigo Enpinea ondTrust Nandedmer, unlmsebmrrin defined by. 1109 Coastal Bay [anhenopeed upn ie r,itinp ly ollpa,Nn imoleed. The Trust Notts legims, is NOT the Building Designer or Truss System felimar formybuilding. Alimpitolieedlems areas dermedielPl 1. Boynton Beach, FL 33435 (.Pyri6bt@2OI41AlRuw1T,aaes-Elias Sea,P.E. lepmdurtim ofthis dmomed, Iraq (rem, i, p,ohibited ritbwt itten pnmiaite Irani Al laoflorwn-Juliuslee,rL Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482397 60769 CO2 Half Hip 1 1 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc:: Mon Mar 02 13:47:12 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIVVWpPzmH46-SONQFg5ntJdPO8J.pwjNYwl5vZbO4h1 sa3hOGGzeyZD 24-7-8 ill J-4 33:22 0-2 9-0-8 , 161-12 22 1512-0 102 -1-0-0 63-6 �21 4x4 = 4.00 12 8 Dead Load Defl. = 1/4 in I� d Le 161510x10 tin 11 I I Lp 10 G° 9 3x4 = 1.5x4 11 6x_ 3x4 8 — 4x4 = 5x6 = 1.5x4 II ,1-5-4, 3-2 015-0-2 9 0 8 1 5 4 1 8-12 1-10 2 4-0-6 16-0-2 6 11-10 , 22-7-8 6 7-6 Plate Offsets (X,Y)— [3:0-2-6,0-1-151, [7:0-2-10,0-1-81, [8:0-2-0,0-241, [9:0-3-0,0-3-01, [11:0-2-0,0-0-81, [12:0-2-12,0-2-81, [14:Edge,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.28 13-14 >949 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.46 10-11 >589 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 HOrz(fL) 0.17 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 152 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 `Except` T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' B2: 2x4 SP M 31, 64: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except` W9: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-6-0 oc bracing. WEBS 1 Row at midpt 8-9, 7-12, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1005/0-4-13 (min. 0-1-8) 2 = 1104/0-8-0 (min. 0-1-8) Max Horz 2 = 504(LC 6) Max Uplift 9 = -551(LC 8) 2 = -502(LC 6) Max Grav 9 = 1005(LC 1) 2 = 1104(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1752/1192,34=-3539/2937, 4-5=-2293/1751, 5-6=-2211/1759, 6-7=-2289/1932, 8-9=-183/261 BOT CHORD 2-22=1783/1589, 16-22=1783/1589, 16-23=-1882/1690, 15-23=-1882/1690, 14-15=-949/871,3-24=-2779/2732, 14-24=-2779/2732, 14-25=-3428/3353, 13-25=-3428/3353, 13-26=-3428/3353, 12-26=-3428/3353, 6-12=388/558, 11-27=-228/345, 10-27=-228/345, BOT CHORD 2-22=-1783/1589, 16-22=-1783/1589, 16-23=-1882/1690, 15-23=-1882/1690, 14-15=-949/871, 3-24=-2779/2732, 14-24=-2779/2732, 14-25=-3428/3353, 13-25=-3428/3353, 13-26=-3428/3353, 12-26=-3428/3353, 6-12=388/558, 11-27=-228/345, 10-27=-228/345, 10-28=-900/901, 9-28=-900/901 WEBS 4-13=-375/542, 4-12=-1259/1300, 10-12=-675/619, 7-12=1538/1480, 7-10=0/302, 7-9=-1171/1169, 3-16=348/357, 3-15=-1238/1430 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces Be MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 Ib uplift at joint 9 and 502 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chard, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WdINIIt Plmse Ihome�Myenis. the 'A4100F IIDSSES(lutIll. 6FNFIAL TUIMS ICONDITIONS (IIS10BFl r1uYEIJA(INOMEDOINFNrboo. Verify doles Is and moLatmnIMs Lms Oesig.Omei.pllDo)e.d IDehl'milee,P.F.lefuene Reel6eM,e use. Ueless alDenise staed ae IA.IDD, only l4ieta.nener E ImshetlDemedfmthrlDDIA.mDd.A,aLm,D,,i [ JULIUSLEE,P.E. Pia e" oyinee,(.e,Spmiolty Eo6"eeQ: IEe eevl on oey lDO rep,eseon oe nup,an¢ol lAa ptehesiood engiweimp nspenuM6lP Ia,4e design of lDe single inv depicted oo the l0D wl1, undm Rl S. The dosiye onunptuns, boding roodilioos, ui,oliR¢vnduse el this rrvss I for myOAding is the rmpamibiliry 011e Closer, the O-rseulhurised.pnt of the goddi.g Designer, in theoomed of the ll(,the 11(, the lwol h.ildingrode and IN 1.The oppi-kithe TOO and any field use of the Less, indeshol Doodling,n.mpe, immil.lim and brodag, shol he threesrymiQy el the loilding Deigner and #34869 (eolmdor. Allut-d ouli. IWIDeed thepedis-rdpiddines ollheraildiop(ompnesel Solely lefaematiw(USI(p5lishedbyll] rd51(A a re refnexel for preset goidoon.1?11 dernmtheuspoosibilitin and Me, of it, Smm Omigner, I eDeal. fopi-, and Lou MmAde,n, un6u me-im deforest byo 1109 cc-tol Boy (minsdoU,,dupoo i. oritin by oll p s, lomlud. The Iron Mile Fnlins, is NOT the laildlnp Dmignor orTmn Spite. Ississ-1.myIslding. All ropitofind loins areas drifted io1P11. Boynton Beach, FL 33435 Copyright @ 2014 At 1.1T uws h5us der, P.F. lque stl.o.l this dor.mem,iomyImm, is pmMbited riutnNm p"odnim Ins AT Pool Trams-Jariu, lea, I.E. Job " Truss Truss Type Qty Ply Std. Pac./6811 El A A0482398 60769 CO3 Half Hip 1 1 ,, e Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct, 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:13 2015 Page 1 I D: cS 2yUAsdrwV4V5ztD IV1M1pPzmH46-cCxoTA5Ped IG? HuAM d Ec57gCRyvYp4VOojQxpizeyZC r-1-4-Q 3 2-0 5-0-2 , 9-0 8 14-5-1 20-3-8 , 22-3-8 , 24-7-8 , 1 4 0 3 2-0 1-10-2 4-0 6 5� 8 5 10 7 2-0 0 2 4-0 4x4 = 1.5x4 11 4.00 12 Dead Load Defl. = 1/4 in 8 9 10 0 It 18 17 13 `" 12 " "" "' 11 10x10 = 6x8 = 5x6 = 3x4 = 1.5x4 I I 1.5x4 11 2x4 11 4x8 ' 1-5-4' 1-8-12' 1-10-2 ' 4-0-6 15-4-8 5-10-7 ' 2-0-0 ' Plate Offset(X Y)— [3:0-2-6 0-1-15] [5:0-3-0 0-3-4] [8:0-1-12 0-1-12], [11:0-3-0,0-3-0], [13:0-2-0,0-1-4] [14:0-2-12,0-2-8], [16:Edge,0-2-8] LOADING �psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/dell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.28 15-16 >964 360 MT20 244/190 TCDL j5.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.48 11-12 >556 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.15 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 150 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* 62: 2x4 SP M 31, B4: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING-1 TOP CHORD Structural food sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 1 Row at midpt 7-14, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. 11 = 2 = Max Horz 2 = Max Uplift 11 = 2 = Max Grav 11 = 2 = FORCES. I Max. Comp when show TOP CHOF 2-3=-1715/' (lb/size) 1177/0-3-8 (min. 0-1-8) 1083/0-8-0 (min. 0-1-8) 461(LC 6) -582(LC 7) -506(LC 6) 1177(LC 1) 1085(LC 13) Ten. - All forces 250 (lb) or less except 193, 3-4=-3466/2898, 711, 5-6=-2118/1711, 820, 7-8=-1 152/969, 9-11=-330/381 BOT CHORD 2-23=171511554, 18-23=1715/1554, 18-24=-1812/1653,17-24=-1812/1653, 16-17=-91B/853, 3-25=-2701/2680, 16-25=-2761 /2680, 16-26=-3325/3285, 15-26=-3325/3285, 15-27=-3325/3285, 14-27=-3325/3285, 6-14=-304/439, 13-28=-2541/294, 12-28=-254/294 BOT CHORD 2-23=1715/1554,18-23=-1715/1554, 18-24=-1812/1653, 17-24=-1812/1653, 16-17=-916/853,3-25=-2701/2680, 16-25=-2701/2680, 16-26=-3325/3285, 15-26=-3325/3285, 15-27=-3325/3285, 14-27=-3325/3285, 6-14=304/439, 13-28=-254/294,12-28=-254/294 WEBS 4-15=-354/536, 4-14=-1 277/1319, 12-14=-771/789,7-14=-1293/1251, 7-12=-912/1 110, 8-11 =-855/917, 3-18=339/351,3-17=-1212/1377, 8-12=1209/1255 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-4-0 to 24-7-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 582 lb uplift at joint 11 and 506 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 WAI"" PIeoselh—holy mei- the `A.IRDDF TRBSSESrSE11n1, GIN FIAT III KS BCON INC DNS A(KND'NI[D61NENr to,.. Ynity design pnomelen and"d'et" on this hose Design Dmeing(f00jmd Wefms lee,P.E.Palen,, Skeel beforease. Unless mhnaise sloledadhe iDD, only YiiekmngeRor plates sM1dlheuseA To, the TOO m he r.5d. A, o I.,, Dasyn To,i—Is, ,Spntsfly hgivenl, the mot on soy lDD,p—1, so wmpm-ollhe Pates;-1 endmening,nponsihilily les the desige of the single Twss dappled oo me TOO ao1,,,,der ITT 1. the design oswmplws, I.Aiog swdifroos, wimeirq dme of thishm, U LIUS LEE, P.E. I.,,y HOERR is �o msponibiflyotthe Owen, theU—s', eaherhdognl or the Binding Designer, in the mnlml of the ll(NeIIC, the lmol heildinpmdo and ITT 1. The eppto,.l of the ND od noy meld use at the Coss. mdudmI Noodling, stoupe, homellaien oed Wane, shill he the npoosDilhy of the hildioD Designer and #34869 Ceolmmor, Allootes set eul io CMDD end Be,pmak-od guidelines of The hildieg(impooenl Sorely lnf—Ae.IB(Sll poh6shedby lllonl SKA me relneoul To, Recast guidon,. Rll defines Ne"spons3iftieswddNiesoFtEe Imes Designer,T,an Design(opine<r and Luss Honufotivter, unless a%neirz defined hyo - Ilo9 Coaslol Bay Cenhaasp,eedupon io w,irinp by s0 pafies inrnlred. Be Cross DesignCeti— is NDTthe Ruildinp Designer othess System FnPirter for smy huldell. All mpilali,dlnss ore ss delisdin1P11. Boynton Beach, FL 33431 (epyrighl (oi2014 �I P,1 hones-hlius lee, B.F. hpsdmtimedlkie d.—O, in spy I—J, pmhihited without wtiltea pnmissW hoes AT Rod Tosses-lulim lee, I.E. F Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482399 60769 C04 Half Hip 1 1 r 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:14 2015 Page 1 I0:cS2yUAsdrwV4V5ztDl WINpPzmH46-40VAg W61 Pwt7dRTMwLmrdLNQuMFhYVS91 NAVL8zeyZB ,-14-0 3-2-0 , 5-0-2 941-8 14-6-5 18 3 8 _ _22 3 8 1 4 0 3 2-0 1-10.2 4-0-6 5 5 13 3-9-3 4-0-0 1.5) 4x4 = 1.5x4 11 4.00 F12 a Dead Load Defl. = 1/4 in 1Ux1U = 3x4 = 1.5x4 11 1.5x4 I I 6x8 __ 4x8 = 5x6 = 3x4 II LOADING (pst) 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 FBC2010lrP12007 LUMBER - TOP CHORD 2x4 SP No.2 `Except' T1: 2x4 SP M 30 BOT CHORD 2x4 SP N0.2 `Except' 62: 2x4 SP M 31. 134: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1177/0-3-8 (min.0-1-8) 2 = 1083/0-8-0 (min. 0-1-8) Max Harz 2 = 420(LC 6) Max Uplift 11 = -601(LC 7) 2 = -520(LC 6) Max Grav 11 = 1177(LC 1) 2 = 1089(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1721/1234,3-4=-3478/2933, 4-5=-2225/1759, 5-6=-2143/1767, 6-7=-2197/1901, 7-8=-1113/969, 9-11=-356/443 BOT CHORD 2-23=1689/1560, 18-23=-1689/1560, 18-24=-1786/1660,17-24=-1786/1660, 16-17=-903/856, 3-25=-2673/2688, 16-25=-2673/2688, 16-26=-3292/3296, 15-26=-3292/3296, 15-27=-3292/3296, 14-27=-3292/3296,6-14=337/484, 13-28=-243/298, 12-28=-243/298, CSI. DEFL. in (loc) I/dell L/d TC 0.81 Vert(LL) 0.27 15-16 >970 360 BC 0.99 Vert(TL) -0.4511-12 >587 240 WB 1.00 Horz(TL) 0.16 11 n/a n/a (Matrix-M) BOT CHORD 2-23=1689/1560, 18-23=-1689/1560, 18-24=-1786/1660, 17-24=-1786/1660, 16-17=-903/856, 3-25=2673/2688, 16-25=-2673/2688, 16-26=-3292/3296, 15-26=-3292/3296, 15-27=-3292/3296, 14-27=-3292/3296,6-14=337/484, 13-28=-243/298, 12-28=243/298, 12-29=-466/484, 29-30=466/484, 30-31=-466/484, 11-31=-466/484 WEBS 4-15=351/537,4-14=-1271/1296, 12-14=733f770, 7-14=1351/1303, 7-12=842/1010, 8-11=913/904, 3-18=341/355, 3-17=-1217/1354, 8-12=972/1044 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 601 lb uplift at joint 11 and 520 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any other live loads. PLATES GRIP MT20 244/190 Weight: 147 lb FT = 0% 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAININO-Meese Ibwaughly.nits to. 'A I IDOF TIUSSES f SELLpIj, 6ENEIAL SPINS & (ONDITIONS 01301111V81W111 A(KNOW!,106FDENP fate. Ynilydmipe F.1—tns ed ai Dotes ce this buss Onipn Dmeiog (TOD) and lbol lin Lee, F.E. lefemme 9.1 before use. Uolen olher.ise sealed ce theIDD, Daly I iiekmwestor loin!he3 be ored for the TOD to he edbd. As a Truss Des'yt In JULIUS LEE, P.E. p jmee (.e., Spniully FtgnenJ, IM ud on toy IDO repartee oe aaptaixe d the pelenitnel eelitemiop sespensi6iUly la the design of the smple Lon depOled ae the IDO only, under RI 1. The detipt assumpfnos, boding raodituos, wilahiUh mid me of Ibis Luse In at Buildiop is theresroaiEifty of the O.na, the OrneisMherieed D.1 ar the Wildio00esirner,its the amm of the llC, the I1(,t pled bulldiageedewdIN 1. The oppinoI tithe TOD and cey field use al the Tmss, iadudial koaslinp,stctepe, installation cad brothel, shun be the tespansihilill of The loildiag Desilen and '#34869 (onlmtler. All..tn set ad in the TDD ad the prar sand goidelinesofthe loild'mD(ompaoen(falehlaformaliot(B(Sll pubfsbed by 111 ono 9U ore tolerated for peaeml Uddera. SPl l delan lie mpansibilitin ad detin oftht inter Designs,, Tom Dnign hlim and Tloss Maooledten, wins ainrin Mica! by o 1109 Coastal Bay (tested agmed upon is.6tinl by oU pmfies iaaoleed. The imss Design Enpineer is NOT the loildinl Designer or Truss System EMitenin mry hoOdU}AlimpBoizdlemsereesdefiaediniPll. BoyntonlBeoeh, FL 33435 (tppiphl'�17DI1 AI Irol Lmn-bliuslee, P.L lepmduni.n ah0is dwomeal, in Day loan, isprohibited aNhon nilleo pnmissiwham II tootimssn-klius lee, P.E Job Truss Type Qty Ply Std. Pac.16811 EI AA0482400 � 60769 C05 Hip r T 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:14 2015 Page 1 1 ID:cS2yUAsdrwV4V5ztDIVWVpPzmH46-40VAgW61 Pwt7dRTMwLmrdLNRIMHEYaf91 NAVLSzey2B 342 5 0.2 , 9-0 8 16 3 8 2238 1 4-0 3-2-0 1-10.2 4-0-6 7-3-0 6-0-0 vvCDJ 1 Row at midpt 7-13, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 10 = 1177/0-3-8 (min.0-1-8) 2 = 1083/0-8-0 (min. 0-1-8) Max Harz i 2 = ! 378(LC 6) Max Uplift 10 = 1 -617(LC 7) 2 = -531(LC 6) Max Grav 10 = 1177(LC 1) 2 = 1083(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1713/12731 34=-3438/2934, 4-5=-2231/1833, 5-6=-2149/1842, 6-7=-2270/2078, 8-10=-392/484 BOT CHORD 2-22=-1661/1554, 17-22=1661/1554, 17-23=-1760/1654, 16-23=-1760/1654, 15-16=-887/851, 3-24=2603/2644, 15-24=-2603/2644,15-25=-3222/3254, 14-25=-3222/3254,14-26=-3222/3254, 13-26=-3222/3254,6-13=-461/665, 12-27=-186/347, 11-27=-186/347, 11-28=-711/774,10-28=-711/774 4x10 = 1.5x4 11 4.00 12 Dead Load Defl. = 1/4 in 7 8 g 7-11=0/313, 7-1 0=-1 068/983, 3-17=342/361. 3-16=-1208/1324 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) 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 617 lb uplift at joint 10 and 531 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8)11Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WAINING-Pl--'lb-nugbly resin the 'A -'ROOF TRDSSIS CH11111 WHAT THIAS A(DNDIIIDNS(IISTOW1 rAM11 A(RNOWIEOGIMENT'Wer. rnill design pur-tns..d,e.l..I,, me This ruu Niger O-mg(DD)end Ihelolio, lee, P.E. We—, Surel letoreuse. Uw elleneise sl.leds. the TOO, vItATdrunmaer pl.tess6eI be usrd(e, the TOD 1. be edi As a Tress Dart, I.,; ee,(e, Spninh, Fiben),Ike uol m eq lr rum nuplome ei the pulellmu-114eninp,e,pensibilily 1. the d0g..1 The single T filpaled ae the TOD wly,end.,TPI 1.5,doig.—plioos, loodi,g rondilwns, wit.flily uod-.1This T,: IULIUS LEE, P.E. In, my Buildinlisthe responsibilify olthe Demur, the Drneh erfh,rhd.g.1o, the Building Designer, in the artlen of the lit, the 11(, tit loeel building end, and TPI I. The upp,.,nIdthe TDO end ury held use .1 the Truss, imlodel bundling. shrug., midletien mid Wring. Aull be k noposilllity.1 the Wilding Designer nnd #14869 (onk.m. Al �oles,el not in ihe100®d He p,.eNnsendpuideGees onhe Buitd"ml(nmrone.tfeletyln6,maioe l6(Sllp.briehed Ay TFl eni Sb(Au,e relnenal lar p.nemlguiden¢. IPll deli...tle,esp.osibilities nndduties.ltAe lrvss Designee, Truss Desig.Felinennndlm„Menefedunr, unless.Menise defined bye 1109 Coo,tal Nay rumro,g,«dupenie.,nmlbyulllml], ,l,ed.The T— Design him nis NOT the luimmlDesigner uTruss System mgiueurfur any building- All capitalized lnrusart usdermedinITT 1. BoyntmBeach,FL 33431 Gpyrip4lJ IDId AI lout Thlius lee, P.I. lepmdurlim if his daumem, in ury l.rm, is prelibited vithoet v,ilten permisslm Imm Al l.nl Irusxs-hlim lee, EE. Job Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 C06 Half Hip 1 1 A0482401 ' p Job Reference (optional) .Al ROOF TRUSSES, FORT PIERCE,, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:15 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIVVWpPzmH46-Yb3Zts7fAE?_Fb2ZU2H4AYwcgmhmHyjlG1 w2tbzeyZA -1� 0 7-7-4 14-3-8 18-1-12 22-3-8 24-7 8 1 4 0 7-7-4 6-8-4 3-10-4 4-1A2 2-4 0 4.00 FIT 4x6 = 3x4 — 1.5x4 11 Dead Load Defl. = 1/8 in 5 6 7 8 4x4 = 1.5x4 11 3x8 MT20HS= 3x8 = 5x6 = 7-7-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 26.0 Plate Grip DOL . 1.25 TC 0.73 Vert(LL) -0.22 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.37 9-10 >717 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(fL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 121 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2'Except* T1: 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 4-7-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-1 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 = 1177/0-3-8 (min. 0-1-8) 2 = 1083/0-8-0 (min. 0-1-8) Max Horz 2 = 337(LC 6) Max Uplift 9 = -631(LC 7) 2 = -541(LC 6) Max Grav 9 = 1177(LC 1) 2 = 1083(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2099/1616, 3-4=-1154/853, 4-5=-1143/875, 5-6=1014/911, 7-9=-347/438 BOT CHORD 2-17=-1867/1917, 12-17=-1867/1917, 11-12=-1867/1917,11-18=-1867/1917, 10-18=-1867/1917,10-19=-574/616, 9-19=-574/616 WEBS 3-12=0/324, 3-1 0=-972/1031, 6-10=-574/667,6-9=-980/930 NOTES- 1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and'forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 631 lb uplift at joint 9 and 541 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads.. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard t WARNING-11-1laeooghlylerieslhe'AdtOOFipDSS(5(SHLF1JGIN(IA1111NSiY.,Ovdesignpamdasvd"opoalesonl6isLassDesipn0so..g(NDjvndl6eJufmslee,P.F.pefnenoSlee(Ee(moose.WlenaMenixslmedeelEelOD,odrYilekmoeena �ULIUSIEEP.E. pkln shdOhe esedf.nhe 10010 M e.0d. As a Truss Design Fnpioen (.e., Spdoly FnI;oe"I, the n.I oe ny TDD apaen w otapin.0 of the pofe"imd enpivenmp aspmibiry Im the design a the eagle Loss depnled.eehe IDD.11, onda RI I. The drip ssunptions, Lodiog-6 ion, soildility md—of 16s Lose for ny 8ailding is the nspwsibilily.1the Omer,IM"mrs e01veeuedoq.1 of the MIA.0 Designer. in the aatot of the ll(, The 1IT, the loal building nde and TPl 1. the opponl.Ithe TOO and ney field ea of the T,.%iodudirg bndfmp,storepe, ioslollsOm oed hrodeg, shelf be he ropomilifty of the ludding Designer and #34869 Toothed., ARM feel hi the TODwd the podiaseod paiddi.n.10e loddieg6repeenl Softy lnfe-hon(861) pblhhed by Mud SlIA nnefn oad for peeemI goidonn. IN Idlfnth-sprsibiftin oed dutindthe irael Designer, least Desigo lepiater and Tags Monuhdaer, enkts sthenise dt%d bye 1109 Coastal Bay (mind.peed op. to mifiq by ell p.dies fno.fad. The Tat, Mile Folinen is NOT it, 10fol Oesigna alross Synea ingi or fm myb 1dfoB Allapilagad Rem me es deleted in IPI1. Boynton Beach, FL 33435 Fepydgh1@7014AI pool lasses -films lee, F.F. tepadutioo dHis dwomeol, in ooy form, it prohi6Ned v�oet mithe pnmiaiw hen Al l.anmsses-Mies lee, H. - Job Truss Truss Type Oty Ply Std. Pac./6811 El A A0482402 60769 C07 Half Hip A 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:15 2015 Page 1 jI ID:cS2yUAsdrwV4V5ztDNWJpPzmH46-Yb3Zts7fAE? Fb2ZU2H4AYwY2mcjHzglGlw2tbzeyZA 1-0-0 6-&7 12-3-8 17-1-12 22-3-8 24-7-8 o 66-6-7 5-9-1 4-10-4 5-1-12 2-'0 LUIVICACK- 1 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NO2 *Except* 132: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING-, TOP CHORD Structural wood sheathing directly applied, except end verticals. I BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. cross bracing be installed during truss erection, in REACTIONS. (lb/size) 8 = 1177/0-3-8 (min. 0-1-8) 2 = 1083/0-8-0 (min. 0-1-8) Max Horz 2 = 296(LC 6) Max Uplift I 8 = -644(LC 7) 2 = -550(LC 6) Max Grav 8 = 1177(LC 1) 2 = 1083(LC 1) i FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2148/1695,3-4=-1418/1094, 4-5=-1281/1112, 6-8=-363/452 BOT CHORD 2-16=-1891/1971, 11-16=-1891/1971, 11-17=-18911/1971, 10-17=-1891/1971, 9-10=-1891/1971, 9-18=-795/856, 8-18=-795/856 WEBS I 3-11=0/2741, 3-9=-746/841, 5-9=443/576, 5-8=-1115/1062 4x4 = 1 3x4 5PPO Load Defl. = 5/16 in = 4 5 6 7 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plate(s) atjoint(s) 1, 4, 6, 8, 2, 3, 11, 9 and 5 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) atjoint(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 644 lb uplift at joint 8 and 550 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel paints along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard i WARNING -V hmaugbly.vin. the 14ROOF TRUSSISrSiffillGENERAL TI1MSACONDITIONS (USIBBEI(MYE11A(rNOWLIDGIONPSeem. Verily design p,omCleiadreodnoletwlMshossDesigeDiosiog(fODJendl6elolioslee,P.E.lel<reueSAeethelweuu.UekssmhenisenvledmlhvlDD,mlytiiletmveenw /ULIUSLEEP.E. pkln sbeDhe usedfar the TOO to be valid.A,a Tr Ook,Enginor,(im.,Sp.dallr hgmen),theuMan any TOO"'mini, ae.,lame of the Pat ionol m,i—iograpensihllily 1.1%, designof the single Truss deptleds,1ho1OOmly,,der Tyr I. Rs desipo oaumpinns, leormg rmdil'mns, wil.liUlyandnse of IAis Luss let say l.ildieglsPemspen,ibiTly al the Diner, the O.neiseallorhid agent a the Duilding Designer, in It, .Meet of the It[, the HIT, Its 1.1 budding ado and TPl1. the app,ovat el the IDD nod any fold use of the Truss, indudial hondrng, sfoup, iWallotion and timing. hall be the msposdtiiNy of the Building Oesipaand #34869 Contractor. AD notes set out in the TOO sod the pmdimsandgoiddinaallbe hoildig(emponent Solely leis-la.061) published by Fit and SP(Aare Wum,mdfirgeneral guider. INN defi,slb, wponsibiDlieseaddatinithe lmssgnipney lmss Uesipo[epioarmdlru.Monufedmer, unless oMa.ise definedhy o 1109 Coastal Bay (.,Iran agreed upia in.,ifing byall Forties iaeolmd.The rears Design Engine, is NOT the Ulding Mipeer aTruss System (nlimerfor any build'mg.All repiloOad tam+ are as defined in IN 1. Boynton Beach, FL 33435 6py6114@2114AI goA Imues-filmslee,P.E. tepadudim al this dorums"d, in any loan, is proMbitedWithout n ., pamimi. from AI goal Ieasses-loboslee, P.E. Job Truss Truss Type . ty Ply Std. Pac./6811 EI A60769 C08 Half Hip 1A0482403 'JQ Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Man Mar 02 13:47; 15 2015 Page 1 ID:cS2yUAsdrwV4V5ztDNNNpPzmH46-Yb3Zls7fAE7-Fb2ZU2H4AYwbAmd9H4CIG1 w2tbzeyZA , -14-0 , 5-9-14 1 10-3-8 16-3-8 1 22-3-8 24-7-8 , 4x6 = 3x8 = Dead Load Defl. = 5/16 in 1.5x4 II 3x6 = 5x8 = 1.5x4 II 5x6 = 10-3-8 1643-8 i 22-3-8 10-3-8 6-0-0 6-0-0 Plate Offsets (X,Y)- [2:0-0-14,0-0-7],[8:0-3-0,0-3-0],[10:0-2-12,0-3-0] 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 0.77 Vert(LL) -0.35 10-14 >750 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.67 10-14 >397 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 118 lb FT = O% , LUMBER - TOP CHORD 2x4 SP M 30 -Except` T2: 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 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-8 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) 8 = 1177/0-3-8 (min. 0-1-8) 2 = 108310-8-0 (min. 0-1-8) Max Harz 2 = 254(LC 6) Max Uplift 8 = -655(LC 7) 2 = -557(LC 6) Max Grav 8 = 1177(LC 1) 2 = 1089(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2160/1784, 3-4=-1682/1311, 4-5=-1544/1311, 6-8=-377/470 BOT CHORD 2-15=1915/1990, 10-15=1915/1990, 10-1 6=-1 023/1234, 9-16=1023/1234, 9-17=1023/1234, 8-17=-1023/1234 WEBS 3-10=487/660, 4-10=0/274, 5-10=-353/403, 5-9=0/309, 5-8=-1426/1204 WEBS 3-10=487/660, 4-10=0/274, 5-10=-353/403, 5-9=0/309, 5-8=-1426/1204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.25 plate grip DOL--1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) 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 655 lb uplift at joint 8 and 557 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 WAININ6-Pledalb—ghlyrok.the 'A.11 DOT TIDSS6jS(f(PIj,6FNF111ifI11SACONDITIONS OIS10N11(MilA(rN0'dlIF06EMENrfmn.gailydesilsPrometascod rm(vote, onthis fmseOcipDoseinJOO) cod lb, LfusToo, 1`1WereneSlu.1kfc, use. Dolenolb-he10,daethe 100,ntyglegaooeper JULIUSIEE,P.E. phles shoo be used for lee TOO 1. be o,H. A, a Tm,s Deign Tool ... (.o,Spesiolly Fog'ven); IN seal an ny 100 ap,e,nn a wsepteme of Itm pdes,ieool eopwrneg uspen,ihilily In th design of leo smgla imn depnled oo the dOD Daly, voder RI I. the dnipo n,mpleas, kodrg roo6fmos,,oilvbOi¢ ad use of Ihi,Tmn ter oe'I Building fs Mesespoosibilily olMeOner,Me Ormf, eu0edsedagml os 0e loiMinp OesNner, io fleameq al lNell[,Mr II(,Meloml haDdiegada adlPl 1. The oppevel dlb, TOO and ay Told use of the Tmss,iodudiel bodrop,stault,ms,alloliou cod Omueg, shall be the tespaasililDy olfhe WAR Designer ad #34869 (afmdor. Most out in he TOD and the padiascnd goidires of the luildleg(emlicutdSalely lulasidioo 11611 pebh,hed by IFI.cd Sl(A oaalaenadfn gaemI gebko TPlldefrouMe,esponuhdltin ooddulies ofNe imn Dnigajcs,Deugnloginar ondims,hoouhdare,,unle,s elbavin definedbye 1109 Coastal Buy Lenlmdag,eedupooienniulbyoOpo,k0oseolad. The iron WileFujiwais NOT the Maldiog Wiper .Tms Syden leAieea loranyfoDd'mD Allmpimised lnnsere m defueaio Tl 1. Boynton Beach, FL 33435 (epydgef `J0011 AI Pool Tones hGu, lea, P.1. leprododioo olttis duomem, u wy lo,m, is PmkTDed vitlat nines pendssia hoe II laf Tmsses-Mas lee, P.F. Job Truss Truss Type Qty Ply Std. Pac./6811 El A r A0482404 60769 C09 Half Hip ii 4 1 1 Job Reference (optional) At nuur RUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:16 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI WWpPzmH46-Ondx5C8HxY7rsldl2moJjmSpWAOPOWhSVhfcPlzeyZ9 4-9-2 8 3 8 15-3-8 22-3-8 24 7 8 1 4 0 4-9-2 3 6 G 7-0-0 7-0-0 2 4 0 4.00112 4x6 = 4 Dead Load Deff. = 3/16 in 3x8 = 3x4 = 3x4 II 5 6 7 g 4x4 = 3x8 = 3x4 = 1.5x4 11 5x6 = 8-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.20 12-16 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(fL) -0.36 12-16 >733 240 BCLL 10.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS I 2x4 SP No.3 OTHERS 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-9 cc bracing. WEBS 1 Row at midpt 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 9 = 1177/0-3-8 (min.0-1-8) 2 = 1083/0-8-0 (min.0-1-8) Max Hot 2 = i 213(LC 6) Max Uplift 9 = -663(LC 7) 2 = -563(LC 6) Max Grav 9 = 1177(LC 1) 2 = 1089(LC 13) I FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2206/1810, 3-4=-1890/1500, 4-5=-1780/1489, 7-9=-405/499 BOT CHORD 2-17=-1885%2033, 12-17=-1885/2033, 11-12=-1376/1695,11-18=-1376/1695, 10-1 8=-1 376/1695, 10-19=-1376/1695, 9-19=1376l1695 WEBS 3-12=-289/434, 4-12=-32/310, 5-12= 1391263, 5-10=0/341, 5-9=-1793/1481 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 663 lb uplift at joint 9 and 563 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 7-0-0 PLATES GRIP MT20 244/190 Weight: 113 Ib FT = O% P WAMINO - Pine ihmaogb1sy ie.lhe'A.)IODT RUSSES(IR1E11,011111 TUMSA(ONDIBDNS(DSIDYEIreurni imaiirtimidEwta.. Ymifydesigv Friadasvnd,ndsales.lhisTun Desipo Dm.ivg lfDDj®d Me bNoslee,P.E PelneaeSleelklme use. Deless mhm.ise styled ae the iDD, only Des �MiTA—envr ploles shvllNe vseb l„The1D01v De eofid. Asv Loss rh9ieom r,,., Spniully hti—,J The salv„g1OD,q-1, n..Ptameol The polesC—tali iogi,,pmflilily lath design 0 the smgl, T dgileda,th,1DO.11,aoder IN1. the dedpon—pims, hodeg-diliaas,,aihhiOly ad - al this Tun JULIUS LEE, P.E. is, soy 8oi1ding is 1, sspaosibilily 0the 0.oer,IhOwei, aulhvriadaonf a the Daldinp Designer, in the s0e40 the It(, Ih,Ill, the lost huddiqude ad IN 1.Th,app-1al th, TOD ad ay fidd u,edlheLoss,i,dadinp bodying, slvrge,im011otinad haft 00b,the T,,pon,ibQy of the hildi,p Doigna, end #34869 (vnhodar. Al oohss1.0h It, IDDnd M, pradit,snd poidth-1it, hitdisp(ompr,ot SaLryW.-Iiwll(SI(pohfishsd bylPlnd 51(Aar-lumad fa,peondpuid,se. TPll Mii,th, npaosibifitinWdAis, otth,W, Onigsa, Loss Dnipv Gpi,arad Ws Mevtedmer, nbess,thet.ise defined by, 1109 Coos1s1 My Onh,d opnedepo,m.ritiop by o0 porriesinohed. The Loss Oesipn Engine, is NOT Th, pvildioN Ossignerninss System hgi,em teary b0ding.Allspilafindlnmf me,s defied ia1P11. Boynton B-ch,R 33435 (,pyriphl �D]DI/ AI goal L,ueoFulhs lee, CF. tepsMin vl Mis dw,mmT, in vq Iv,m, is psMbited •itiv,r•mteopnmisiuoT lsm ll le,l hnsn-F+Nvs lee, P.E. 4% . Job Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 C10 Roof Special 1 1 A0482405 ' Jab Reference (optional) Al ROOF TRUSSES, FORT.PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek industries, Inc. Mon Mar 02 13.47:16 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI WWpPzmH46-Ondx5C8HkY7esldl2moJjmSjZAy4OPzSVhfcP 1 zeyZ9 1-4-0 ' 4-2-15 9-4-12 12-6-0 17-3-0 22-3-8 24-7-8 1 4-0 ' 4 2-15 5 1-13 3-1-4 4 9-0 5-0-8 2 4 4x6 = d nnFi-T Dead Load Defl. = 3/8 in 4x4 = 3x4 = 3x8 MT20HS--- 3x8 = 5x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010frP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except* 132: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 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) 9 = 1177/0-3-8 (min.0-1-8) 2 = 1083/0-8-0 (min.0-1-8) Max Horz 2 = 188(LC 6) Max Uplift 9 = -650(LC 7) 2 = 493(LC 6) Max Grav 9 = 1177(LC 1) 2 = 1083(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2267/1961,34=-1950/1624, 4-5=-2561/2122, 5-6=-2341/1908, 7-9=-359/445 BOT CHORD 2-17=1979/2099, 12-17=1979/2099, 12-18=-1377/1600, 11-18=-1377/1600, 10-11=-1377/1600,10-19=-1397/1574, 9-19=-1397/1574 WEBS 3-12=-380/529, 4-12=-230/438, 4-10=-848/1153,5-10=-1030/949, 6-10=591/857, 6-9=1713/1568 CSI. DEFL. in' (loc) I/deft L/d PLATES GRIP TIC 0.99 Vert(LL) -0.37 9-10 >725 360 MT20 244/190 BC 0.93 Vert(Q -0.75 9-10 >354 240 MT20HS 187/143 WB 1.00 HOrz(TL) 0.07 9 n/a n/a (Matrix-M) Weight: 113 lb FT = 0% NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 650 lb uplift at joint 9 and 493 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAIXIX6 •please IAaoaghly rnit. to, 44100f IIIISSBrAttF1',6TNFIAI TINS 6 (ONDBIONS (II109111"011j01NOi LITGUIRT" I- Volr desipo piauelns and not Boles ea IEi, buss Oesigo Om.iag(f00) and IEelofns lee, p.L refemme Sleee hkse ose. tales, otAe,vise sealed oo drcIDD,aoh Wleteonoow j InsAeOhemedda,theTOO1.Ane64 A,aT 0,4fiefu JULIUS LEE, P.E. PN INeei (u., Sp"ivNy [vgiveei), IM nW eo aey IDD mrysmh oe wuplame olthe pelestirooel eegmamg rapesioirry la Ik /sip vl IAe,'vgle iron depkfed ov 0e I00 aoiy,vade, TI I, the d"ipe nsvmpims, Nodieg rndilias, witvoilily eta me of IAis bun Iar any lailding 1,Ih-,priOifry.T?be Onm, Nrc Oenerseulhomed a gent o the laddgMilner, in theaonNm of the [It, the ll(,the 1.1 buildiopnd,and 1?11. The approval d The TOO and any field ose el the Lass,iadudiq holding sloap,Wallenee and orodep, soon her Mue,poesioildy,el the Mining Dnipner and #34869 flnhodc AO at ml eat m the and the prides and geiderines of the luildimp(anpooed S.41y Wernetin.0611p%b,d by 7PI and Sl(A are nfoenred for pnenl loidonre. 911 defou the wperibilities and Mae of the lna Oesipeer, It D,sip fapinrol and hum W.Weran, Dales, allrovise deheed.4 1109 Coasfail Boy (.almnapeedopoa io.sitirpoyoO pmNesu,ol,ed. The Date Mile blinter is NOT the bid' gDe,iper orTnss Strife. Felieeer lm any luOdmg. Bo),rrt. B-oh, FL 33435 Gpydphe97011 Al Noe}insse,-bGu, lee,LF. lepadm7ional %i, danmeot, io aey lose, i, pnkTOed vilYoae nfieo p,minioe ham /l Aaalirasn-bGo, lee, lF. M Job Truss Type IDLY Ply Std. Pac./6811 EI A i A0482406 60769 C11 TMonopitch 1 1 d 6 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, F.L. 34946, design@altruss.com Run: 7,600 s Oct 3 21114 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:17 2015 Page 1 I D:cS2yUAsdrwV4V5ztDI WWpPzmH46-VzBJ I Y8vhrFiUvCxbTJYFz?uZaMvl?zbjLP9yTzeyZ8 r1 4 f1 5-9-13 9 10 1 16:-13 , 22-7-8 23-11-0 1.-0 5-9-13 404 6-6-11 6-2-11 it-4-0 1.5x en d 4x4 = 4.00 12 3x4 = 3x8 MT20HS= 3x4 = 5x6 = Dead Load Defl. = 1/4 in 1 7-4-14 6-3-9 8-11-1 Plate Offsets X Y)— (9'0-3-0 0-3-01 LOADING �psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.31 9-10 >857 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(fL) -0.57 9-10 >469 240 MT20HS 187/143 BCLL J 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 124 lb FT = 0% LUMBER- j TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0-5 oc bracing. WEBS 1 Row at midpt 7-9, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1116/0-3-8 (min. 0-1-8) 2 = 1104/0-8-0 '(min. 0-1-8) Max Horz 2 = 530(LC 6) Max Uplift 9 = --621(LC 8) 2 = -493(LC 6) Max Grav 9 1116(LC 1) 2 = I 1104(LC 1) FORCES. (Ib) Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2212/1532, 3-4=-199511387, 4-5=-1913/1399, 5-6=-1250/763, 7-9=-288/516 BOT CHORD 2-17=-2118%2033, 12-17=2118/2033, 11-12=-1670/1634, 10-11=-1670/1634, 10-18=-854/817,18-19=-854/817, 9-19=-854/817 WEBS 1 3-12=-279/421, 5-12=-320/470, 5-10=-690/807, 6-10=-503/722, 6-9=-1101/1159 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) 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 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 621 lb uplift at joint 9 and 493 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard i - 1 h ' !B N 1 IY OYDIBUN DY1 B 11CNO' D6 YHPIum Yerirde'nuento nod,od evles on Ibis Tros Desi Omei 1D'end theJulieslee P.F.lefuenm nel6elaeuse. Unlemolberrrise Idled on tM1elDO nnl YOehsonoeau Q WIINN6 Please Aaoug lymrics the Al D FRUSSESfSEflIl1, 6F fl IIE SP( SCIIon E r" 1 f dl[ I E y ag pioneer s e s 9° Wi D y k s y JULIUS LEE, P.E. plmn shut Or nod lur tpe1D0 tr a evfid. As v Truss hsige Fopineei (i.e., Spmiol¢ Fogmen); the seal o0 ovy TOO mpieseots or mepl.... f the pufessmoel evgioening respensihirily [a the design of the single Truss dquled on the IDO oily, eodvr IPI I, The drilpu anunplians, ho/iog soodifmos, witoYility red use of tivsLess In, say Beildiop is in nsporidbiloy of the Oener,the O—A uulhorimd ogenl or the Pudding DesfgMr, in the welter of the 11C,The ll(, the laol building ,do end ITT 1. the uppronl 0 the TOD end my field use of the Truss, inducing hendfgslorol insmllotion end hndeg,shall he the eesponsihilNy of the luifdieg Designer and 434869 Whoanr. AD into' fel oul in the TOO and the pmdims end goidefium of the luildiop(ompvoeul Solely Info—tioo(SCSI) published by TIT nod SICA it, ofnmmd for Von guideme. ITT ld,F,,,s the mpeosibifilia end duties of the Irea sipneU Truss Design loggomr and Truss Aveofedner, unless Merwise defined by u 1109 Comstal Bay Crmmauparl upon ie veiling bynfl pe,fi,,ineolred. The Truss Design Fri.,, is NOT the MiLnp Designer or Truss System Eopineer for dry building. All mpkfimd Was on, us defined inTPl 1. Boynton Beach, FL 33435 Copyright €2014 ll Imf Loun-Julrvs lee, P.E. leprvdmlieo el His durs-1, u ery Imm, is prohibited reboot reillee pe,oni,, no' from II Ievl Trusses -Julius lee, F.E. Job Truss Truss.Type Qty Ply Std. Pac./6811 El A 60769 C12 Monopitch 1 1 A0482407 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek,Industries, Inc. Mon Mar 02 13:47:17 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI W WpPzmH46-VzBJIY8vhrFiUvCxbTJYFz?uZaMvl?zbjLP9yTzeyZ8 5 9 13 9 10 1 16-0 13 22-1 23-11T 1 4-0 5-9-13 4 0 4 6 6 11 6 2-11 1-4- 3 4.00 12 I/ IG II IV 10 ly 9 3x4 = 3N:8 MT20HS= 3x4 = 5x6 = 4x4 = Dead Load Defl. = 1/4 in 7-4-14 6-3-9 8-11-1 Plate Offsets (X,Y)- 19:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.31 9-10 >857 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.57 9-10 >469 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 124 Ib 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- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0-5 oc bracing. WEBS 1 Row at midpt 7-9, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 9 = 1116/0-3-8 (min.0-1-8) 2 = 1104/0-8-0 (min.0-1-8) Max Harz 2 = 530(LC 6) Max Uplift 9 = -621(LC 8) 2 = 493(LC 6) Max Grav 9 = 1116(LC 1) 2 = 1104(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2212/1532,3-4=-1995/1387, 4-5=-1913/1399, 5-6=-1250/763, 7-9=-288/516 BOT CHORD 2-17=2118/2033, 12-17=-2118/2033, 11-12=-1670/1634,10-11=-1670/1634, 10-18=-854/817, 18-19=-854/817, 9-19=-854/817 WEBS 3-12=-279/421, 5-12=-320/470, 5-10=690/807,6-10=-503/722, 6-9=-1101 /1159 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5,Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 621 lb uplift at joint 9 and 493 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WIINING.PlauIbautbly nd..lhe'A-I IOOFIIDSSES jSEII[Ij,6FN[Il11E141!CONDITIONS[USIONar1Uill(rN0'Wt[DGFYENT'fun. Y iffisigop.-ta-dnotalna thi,I-Onipo D-tg(TOO WN,h1,lee,I.LlelaeaeSleet klaeus.. Uslasolhs h. poledon Ih.TDO,onlylflebaooedn mla„hauba a:dm,thernpmh..afd. A,.TWit. Fa JULIUS LEE, P.E.,. p linear (..., SpaiuNy I.gaeerJ, 11. nol o0 oq 100 nprnalt a meplvae of Ik p,o6ssirod mtinenmp usp.auhiTAy la the design.I INa sugleLun d.plhd o.Ibe 100 only, ender RI i. a. desipo aunpfao; bofap,wdifuos, uitobiDly and use al Ills Lou farony loildint is the aqu,3ility dfh,O..a,11eD-e,a1hrind spent a, the Wddiq Designer, inIT, <ad sf dIT, llr,thell(,he1.1 haildiop ad, ad TPl 1. the app-l.1IT, lDO wd ay field Is, ITtha Tms,,indudinp W.&I,slaape,h,afatia..d bodnp, shall baA,ngaa9irdydthe Wlldl.p Designer al #34869 Gnt.M. AO Dotes set outmthelDDoodM<pmd'uennd puidelioet althetaAdnp(ongoMnl SoletylNfmmnlioo(e(Sq pohfshedhylPl adSt(A anelnmrtl col peoealpuid-. IPlldefines lluespoosihiftiesaddada of Neiuss DesitneG Tus Oesipe Fopinnr adLNa Maaf.d-, aha ebavrse defined by a 1109 Coastal Bay 'Falmd gnsdapaa iN oitiq by aO latin innhed.0erns, Design Fnplem is NOT the WtEiIl Usipoa Is lass Sydea[npi.enta.ay loO&I All apiariad W., ae a Mind in TPI 1. Boynton Beach, FL 33435 4pydplt@1014 A] Not Trmu..hr.,lee,P.E. lepadudien .1 Nis da.mnl,i. aey W., is p hibiddvithmi An ps,4,ia hem Al IsdTasu..hr.,hee, P.E. Job. Truss Truss Type QtY Ply Std. Pac./6811 El A A0482408 60769 C13 Half Hip v 1 1 Job Reference (optional) Al KL)Ur I FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:17 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI WWpPzmH46-VzBJIY8vhrFiUvCxbTJYFz?zpaNHlzJbjLP9yTzeyZ8 24-7-6 t44-q 7 6 11 14-9-9 22-0 8 22-7r 8 1-4-0 7-6-11 7-2-15 7-2-15 0-/-U 2-0-0 ' 3x4 = 3x6 11 Dead Load Defl. = 1/8 in 4.0E F12 67 a 4x4 = 1.5x4 11 3x8 MT20HS= 3x4 = 5x6 - LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2010frP12007 CSI. TIC 0.64 BC 0.61 WB 0.55 (Matrix-M) DEFL. in (loc) I/deft L/d Vert(LL) -0.20 9-10 >999 360 Vert(TL) -0.34 10-12 >784 240 Horz(TL) 0.06 9 n/a n/a LUMBER - TOP CHO D 2x4 SP M 30 *Except* NOTES- T3: 2x4 SP No.2 1) Unbalanced roof live loads have been considered BOT CHORD 2x4 SP M 30 for this design. WEBS 2x4 SP No.3 *Except* 2) Wind: ASCE 7-10; Vult=l7omph (3-second gust) W5: 2x6 SP No.2 Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; OTHERS 2x4 SP No.3 h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS BRACING (envelope) and C-C Exterior(2) -1-4-0 to 24-7-8 zone; TOP CHORD cantilever left and right exposed ;C-C for members Structural wood sheathing directly applied or 4-7-11 oc purlins, except end verticals. and forces & MWFRS for reactions shown; Lumber BOT CHORD DOL=1.25 plate grip DOL=1.25 Provide drainage to Rigid ceilinig directly applied or 5-0-10 oc bracing. 3) adequate prevent water WEBS lidpt ponding. 4) All plates are MT20 plates unless otherwise 1 Row at 7-9, 3-10, 5-9 indicated. MiTek recommends that Stabilizers and required 5) Plate(s) atjoint(s) 4, 6, 7, 9, 2, 3, 12, 10, 5 and 1 cross bracing be installed during truss erection, in checked for a plus or minus 0 degree rotation about its accordance with Stabilizer Installation guide. center. REACTIONS. (Ib/size) 9 = 1169/0-3-8 (min. 0-1-8) 2 = 1096/0-8-0 (min. 0-1-8) Max Horz 2 = 497(LC 6) Max Uplift 9 =-579(LC 8) 2 =-502(LC 6) Max Grav 9 = 1169(LC 1) 2 = 1100(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2145/�11464,3-4=-1196/711, 4-5=-1052/II32, 7-9=-400/549 BOT CHORD 2-17=-1976/1958,12-17=-1976/1958, 11-12=-1976/1958, 11-18=-1976/1958, 10-18=-1976/1958, 10-19=-1045/1062, 9-19=-1045/1062 WEBS 3-12=0/331, 3-10=-959/999, 5-10=-266/,585, 5-9=-1254/1245 6) Plate(s) atjoint(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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 9 and 502 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 128 lb FT = 0% E WARNING. IN lheneghlymri,. the "A I IDOL TRUSSER rSE11E11DENEIAI TERMS KCONDITIONSCUSIDM11ril11PRl ACKNO'elSED6tmir Imm.vent, design lissome., and randrole, an this Luss Desig.D-iig(TOD)ed lleluliusUe,P.E.leferewe SAeol let ore use. Uoie's ehenise sfvled aodelDO, only Milekmvnmw The les'boll be uud In the TEND to he etirii A,, Luss Essig. lig,ees(u, Spminhy 11. ..1 in tiny TDDrepieseols tin msept....I the profo'sia.devgiaeni.g resp.osihilily Tw the de,ige.1 the single It-depiled se the TOD anly, under, Rl 1. The drip .-pli-, heimpenditi-, 61111,51, and use nllM'isuss JUUUS LEE P.E. 186 lot my inning ii the sespmsibilily ifthe Doti, The Owners authoined agrel of The BuildioU Designer, in the melee of the TIC, the lit, the Intel budding We oedTPI 1. lit opproml.1sit TOD end my field use a the i,st.i.duding bundling, Wngq imlolltrIte and hinting, shell be the opinsibiley of the lullling Designer and 1111 Cenhed.r.ADeater set of in The TOD and the ptadia, and gaildr ache BnOTwg Wpmee Safely lefusedio.(BCSI) pobkshed by In and 9CA are m(nenmd her Ravel gulden. tell del esthensponsibihties ooddulies of the dross Designee, buss DeignEngine. vnslits, M.nvf.d-, units, etbnaiw defined byc 1109 Coastal Bay United oilseed ur in writing by .2 Tests'iniel'td. The Ties' Design [iiinen is NOT the Building Designer erTmssSyMe,Engi.ewlw try building. Allmpif6mdInms vee is defined in IN 1. Boynton Beach, FL 33435 C.pyright 92DIl AT feet Din -1,lies la. IT. leyvdudien olthis dwumem, in my lot,, is prohibited rithot.61oo pustissim Isom Al Red T,tt es -hlius fee, P.E. Job Truss Type Qty Ply Std. Pac./6811 El A ]Truss 60769 C14 Half Hip 1 1 A0482409 'I Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL34946, design@altruss.com _. Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:18 2015 Page 1 I D:cS2yUAsdrwV4V5ztDIVVWpPzmH46-z9lhM9YS9OY63n89AgnoBX8VzeOULAly?8iUvzeyZ7 ,-14-0, 6-5-2 13-3-13 20-0-8 22-7-8 , 24-7 5 1 4-0' 6-5-2 6-10-11 6-8-11 2-7-0 2-0-0 4x4 = 3x4 = 4.00 12 Dead 'Load Dell. = 114 in 6 7 A 3x6 = 5x8 = 3x8 = 3x6 11 10-9-14 10-9-14 20-0-8 9-2-10 22-7-8 2-7-6 Plate Offsets (X,Y)-- [2:0-0-14,0-0-71,[6:0-2-0,0-2-41,[11:0-3-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.41 11-15 >664 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.70 11-15 >384 240 MT20HS 1871143 BCLL 0:0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 134 lb FT = O% LUMBER - TOP CHORD 2x4 SP M 30 -Except• T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural woad sheathing directly applied or 4-9-10 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-2 oc bracing. WEBS 1 Row at midpt 7-9, 5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1166/0-3-8 (min.0-1-8) 2 = 1100/0-8-0 (min. 0-1-8) Max Horz 2 = 456(LC 6) Max Uplift 9 = -572(LC 6) 2 = -518(LC 6) Max Grav 9 = 1166(LC 1) 2 = 1100(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2191/1673, 34=-1651/1113, 4-5=-1578/1128, 5-6=414/213, 6-7=-307/280, 7-9=-1190/1155 BOT CHORD 2-16=-2128/2018, 11-16=-2128/2018, 11-17=-125111222, 10-17=-1251/1222 WEBS 3-11=-586/815, 5-11=-307/641, 5-10=-1100/1171, 6-1 0=-1 57/279, 7-10=-892/981 NOTES- 1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 572 lb uplift at joint 9 and 518 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAI",1101 msellf-iolyneieell'AIIDBTRUSSES{SEllnj,GENPIAIIEIIASA(DNDITIDNS06IDY11rtitrilA(KNDNlruNmrfmm.VoilyhslgnpanmeleaandendBaleodthislmssDesigdDmsidg(IO%end@ell'reslee,P.E.leeremeSletlelamuseD,-lh.!h,,roledaeMeTDD,onlyYlelmnneddr Ll bmsueueeerealormelDBroNereua. a,eu rsoesi E ' s mI P JUL10S LEE, P.E. p Nn npnee, (i.e., poi y dgreenl; the seal on ory lBO npnseetsmmaplame of lbe prdlessianelengiaenup resyen¢hilily la lNe desige of the sngle crass dep:led ad the lDD only, odder @I I. @e desigd ns¢mpl'nos, Nodi�g rondilioas, wilo6iFlJ ood oso of l6isLoss In ory BdflAng 1,lb-,poesnibly at@e0—,If, Owners Whfind ng.1 or the Nflimp Designer, is lhemmest olit, ll(, the 111,the 1.1 hdildingmde wd TPI I.@eopp—lefib, TOO ondny Wil use of me Loss, bidilq bdodlfng,slumps, inslnllotim nd bmag, hll hetArrspoubilily 06, Billing Mip's and #34869 (amndn.Annins lodb.theTOO oodth,pied"aesndl6defnndlb, hiddinp(angdnentSohlylefammtia(1611pdbfisbedbyTF1adSICAuarelerenadfir penemlpablum. ITT Idefaes@erespeosibiff'b"addulmfibs 1—Dmiper,BussDmignldpineerandTm kucfed—,.1n,eb-isederindbyo 1109 Coastal Bay 6ntmdopreed opdnienrilinp by dll parNesionlred.Iba T—Design lnpi—is NOT the hildiep DnigderaTmss Spin Engineer fa ory buddolg. All mpilifind Isms ne ds defned id ITT 1. Boynton Beach, FL 33435 (oprdght@2014 AI Pool h-m-hfrfus lee, P.F. Paprodudin of this d—wl, in ody W., is P.ldbiled vith,a.,in,,petmissim Dom Al peon ...... h1bus lee, P.E Job Truss Truss Type Qty ply Std. Pac./6811 El A A0482410 60769 C15 Half Hip { 1 1 Job Reference (optional) At muur I FORT PIERCE, FL 34946, design@a1truss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:18 2015 Page 1 I D:cS2yUAsdrwV4V5ztDIVWVpPzmH46-z9lhWt9YS90Y63n89AgnoBX83zgiUJ2ly78iUvzeyZ7 4-0, 51011 12-3-7 18-0-8 23-7-8 5 10-11 6-4-12 5 9 1 5-7-0 1.5r d1 4x4 = 3x4 = Dead Load Defl. = 114 in 4.00 F12 6 7 8 3x6 = 3x4 = 3x4 = 3x8 = 3x6 II 8-0-8 Plate Offsets (X Y)-- [2:0-0-6 0-0-71 [6:0-2-4 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.60 Vert(LL) -0.30 10-12 >940 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert( L) -0.54 10-12 >523 240 BCLL I0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 133 lb FT = 0% LUMBER-1 TOP CHORD 2x4 SP M 30 *Except* NOTES- T3: 2x4 SP No.2 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) BOT CHORD 2x4 SP M 30 Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; WEBS 2x4 SP No.3 h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS OTHERS 2x4 SP No.3 (envelope) and C-C Exterior(2) zone; cantilever left WEDGE and right exposed ;C-C for members and forces & Left: 2x4 SP No.3 BRACING- MWFRS for reactions shown; Lumber DOL=1.25 plate TOP CHORD Structural wood sheathing directly applied or 4-6-15 ocpond grip DOL=1.25 2) Provide adequate drainage to prevent water pudins, except end verticals. BOT CHORD 3) Platg. 3) Plates checked for a plus or minus 0 degree , Rigid ceiling directly applied or 4-9-8 oc bracing. rotation about its center. WEBS � 4) This truss has been designed fora 10.0 psf bottom 1 Row at midpt 7-9 7-10 chord live load nonconcurrent with any other live loads. MiTek recommends that Stabilizers and required 5) * This truss has been designed for a live load of cross bracing be installed during truss erection, in 20.Opsf on the bottom chord in all areas where a accordance with Stabilizer Installation guide. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. REACTIONS. (lb/size) 6) Provide mechanical connection (by others) of truss 9 = 1211/1-3-8 (min. 0-1-8) to bearing plate capable of withstanding 605 lb uplift at 2 = 1146/0-8-0 (min. 0-1-8) joint 9 and 553 lb uplift at joint 2. Max Horz 7) This truss has been designed for a moving 2 = 414(LC 6) concentrated load of 200.01b live located at all mid Max Uplift panels and at all panel points along the Bottom Chord, 9 =-605(LC 7) nonconcurrent with any other live loads. 2 =-553(LC 6) 8) "Semi -rigid pitchbreaks with fixed heels" Member Max Grav end fixity model was used in the analysis and design 9 = 1211(LC 1) of this truss. 2 = I 1146(LC 1) FORCES. Max. Cora when shoe TOP CHO 4-5=-18 6-7=-70 BOT CI- 2-17=-2 11-12=- 10-18=- WEBS 3-12=-4 5-10=-9 LOAD CASE(S) Ten. - All forces 250 (lb) or less except Standard 867, 3-4=-1920/1405, 423, 5-6=-816/610, 5, 7-9=-1176/1184 D 2182, 12-17=-2253/2182, 7/1460, 11-18=-1467/1460, 7/1460 07, 5-12=-308/594, 016.7-10=-986/1075 le-ING-Pleme ihoravghlyaei- the'A-T IODF IINSSFS rIFB11151111AI TRIASBCONDITIONS (USIOMHriffillA(rNO7((IDGIMEN(-Inm. Vaity daign pmmden vndrmdoo(es on thishoss Oesige Dw.ieg�ONj.nd tlelvlios(ee,P.F.leleremeSEeel ielwe use. Nolees olhaeise s(vledoelhelDD, only Biiekronneaor �UOUS LEE P.E. ploles shall he nsedlui the TOD m he send. As n Lax Desigofnginen IT., Spmidy, fag-s), He sedan my TOO apesesls ee srapt-, 0 the po(esSgnd engivemivg tespnnsihilDy Ira the design of the single Cuss depaled an the TOD.11, under TPI I. The design eavmptions, hadivg woditions, wituhigtl and use el this LossJULIUS Ix try laildinp is the mspezibility olthe Ones, the Owners outhmhal elect w the Building Designer, in the contest of the llL the ll(, the lad building tad, and ITT 1. Thesppoul sfthe TOO and any Tell ost d See Twss, indudinl bsedlhg,storage, hsldUnnod brsdnl, shill be 6, iespmibigryotthe lullVleg Designer and #34869 (oelrem.AN.0,a,1.0 in the 1OO ad the pledhes and guidelines0th hildmp(amponent Sdely 10-aie.OICSQ pbhehedby TPl rail Sl(A me rd-ad hr p-I guidana.IN ldefines theropoesibilifn aed Me, d the Twss@signer, Gass OesigoCeti- mld Cuss Mochtlmer, unless oMemise defined by 1109 Coastal Bay (ootmd speed opis io wining by oO podiesintolred.The Twss Otup folieeer is NOT the Uldi.10,01ner ce Cuss Splew lnlioeer I. my balding. All mpit.lind lne, are ss derroed MITT 1. Boynton Beach, FL 33435 6pyri0hl'@7DT4 AT goof Cusses-hlim lee, 1.F. lepadadle. n1 this dnomed, in goy form, is pwhibired vithod vtitlen p-issien ham AT gent Trosses-!thus 0 as Job Truss Truss Type city Ply Std. Pae./6811 El A 60769 C16 Half Hip 1 1 A0432411 ' Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE,.FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:19 2015 Page 1 I D:cS2yUAsdrwV4V5ztDI WWpPzmH46-RMJ3jDAADTWPjCMKiuLOK04DZNzDDoRuBfuGOMzeyZ6 21 5-9 5 9-6-8 14 0 8 16 0 8 , 19-8-4 23-7-8 25-7-8 t 40 3-2-0 2-7-5 393 460 200 37-12 311 4 200 4x4 = 1.5x4 11 4.00 FUT 3x4 = Dead Load Defl. an 11/16 in 1.5x4 II 8 9 t0 11 C 5X8=-IUXIU- 3x4 = 1.5x4 II 3x8 = 5x6 = 1.5x4 11 6x8 = 1-5-4 3-2-0 16-0 8, 23-7-8 1 5 4 1-8-12 618 V0411 4 6 0 2 0-0 7-7-0 Plate Offsets (X,Y)— [3:0-0-0,0-1-141, [8:0-2-0,0-1-121, [12:0-3-0,0-3-0), fl5:0-2-12,0-2-121, [17:Edge ,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.58 16-17 >482 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(rL) -0.97 16-17 >290 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(rL) 0.27 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 152 lb FT = O% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* 132: 2x4 SP M 31, 134: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-0-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 1211/0-3-8 (min. 0-1-8) 2 = 1146/0-8-0 (min. 0-1-8) Max Harz 2 = 373(LC 6) Max Uplift 12 = -620(LC 7) 2 = -564(LC 6) Max Grav 12 = 1211(LC 1) 2 = 1146(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1736/1312, 3-4=-3232/2788, 4-5=-2482/2030, 5-6=-2458/2041, 6-7=-1498/1237,7-8=-1455/1332, 8-9=-954/862, 10-12=-302/372 BOT CHORD 2-24=-1658/1536, 19-24=1658/1536, 19-25=-1738/1610,18-25=-1738/1610, 17-18=-905/868, 3-26=2588/2623, 17-26=-2588/2623,17-27=-3106/3097, 16-27=-3106/3097, 16-28=-2202/2301, 15-28=-2202/2301, 7-15=254/358, 13-30=-547/580,12-30=-547/580 WEBS 6-16=-426/617, 6-15=-1071/1039, WEBS 6-16=-426/617, 6-15=-1071/1039, 13-15=-695/840, 8-15=1121/1072, 8-13=-707/812,9-13=-601/700, 9-12=-1024/979, 3-1 8=-1 279/1387, 3-19=-251/298,4-16=-842/956 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 620 lb uplift at joint 12 and 564 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �r WAININO-pease lbawphIyneI,.the 'A-110Of TRUSSES rSBInj, GINIM THAT CON DIIIDXSCUSTOM If (NYIr)A(ANDITHOGINIEBT'Iam. Yerilydesipa pnamelers and mod autos on Ibis lmss 06go Dm•ig(TOD) and the Me, Sea, p.l Pefemme Slel Net use.Uol'. manse staled as the TOD, only WiTA'ameaor ploln shoU be used br lie TOD to be e.Nd. As a isms Deign Enpixa lio, Spaiallyfeputeil, the soot as my IDD rtpesnls no aupt.ma of the psfessmudenginm®p respnsSbilily la the Mill.0 the single Lon depineda. the TOO only, under In 1.Th. Mile omompliv,%lading swdiliom, wilvbili¢ and me.1 lhi,Tmss JULIUS LEE, P.E. In may Buiidinp is the respuss3ilily.1the Owa, the Done,eulM1orued .goal or the Building Designer, in Ike rontetl of the 1141he 11141be last Buildispado mdIII 1. the opponent of the TOD A any field as, .1IN, Truss, mAudini bond(mg, steade,iosmUotion and bmitrg, shall be the iestersibiliry of the building Designer and #34869 Ustade. AN mlm"I out in lhe100 and the pmdees and paide0ms of Ike tudding(,"notet Safely Information(B(Sl) peblihred by III a ofS,(A.. refie—dIn, general guideee. Till defines the mupmsibiGties and duties of the iron Designer, bass Dmipe rapimen and Truss Moonlid-,.,let, A-ise defined bya 1109 Coastal Bny, (oolmdsFe'dirum in noting by .11 penes ineoleed. the Trust Design Engine, is NOT the ruildiug Designer srlruss System Entineerfor any buldieg. All mpilslited terns ore as defend to 1111. Boynton Beach, FL 33435, (apydgh192014 AT goat fmss.0alius lea, P.I. Iepradudim of His daamem, in urOlssm, is prohibited viMoot r,iNen pnmissisebom AT last fmna-Miss lee, A.E. r w - Job Job I Truss Truss Type 4ty Ply Std. Pac.16811 El A A0482412 , C17 Half Hip e A 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 0213:47:19 2015 Page 1 ID:cS2yUAsdrwV4V5zlDl W WpPzmH46-RMJ3jDAADTWPjCMKjuLOKO4DnN-IDoOuBfuGOMzeyZ6 32-0 595 968 14-08 19-315 2378 2578 1� 0 3 2-0 2-7-5 3-9 3 4-6-0 5 3 7 4-3-9 2-0-0 4.00 12 4x4 = 3x8 = 1.5x4 11 Dead Load Defl. =11 /16 in .- .- 1ux1u = 3x4 = 5x8 = 2x4 11 4xel = Sx6 = 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 TIC 0.99 Vert(LL) 0.57 15-16 >491 360 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(FL) -0.97 15-16 >291 240 BCLL 10.0 Rep Stress Incr YES W0.89 B Horz(TL) 0.26 11 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP N0.2 `Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 `Except` 62: 2x4 SP M 31, B4: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-2-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. i REACTIONS. (lb/size) 11 = 1 1211/0-3-8 (min. 0-1-8) 2 = 1146/0-8-0 (min. 0-1-8) Max Horz 2 = 332(LC 6) Max Uplift 11 =-633(LC 7) 2 =-573(LC 6) Max Grav 1 11 = 1211(LC 1) 2 = 1146(LC 1) FORCES. i(Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1736/,1339,3-4=-3233/2798, 4-5=-2481/2046,5-6=-2460/2058, 6-7=-1498/,1258, 7-8=-137311253, 9-11=-295/365 BOT CHORD 2-23=1618/1536, 18-23=1618/1536, 18-24=-1669/1609, 17-24=-1699/1609, 16-17=-885/868, 3-25=2539/2623, 16-25=2539/2623, 16-26=-3049/3097, 15-26=-3049/3097, 15-27=-2153/2300, 14-27=-2153/2300,12-29=-651/747, 11-29=-651l747 WEBS I 4-15=-843I948,6-15=-417/616, WEBS 4-15=-843/948, 6-15=417/616, 6-14=-1 071/1036, 12-14=-519/572, 8-14=788/809, 8-11=-1159/1012, 3-18=-251/300, 3-17=-1280/1352 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plate(s) atjoint(s) 5 checked for a plus or minus 5 degree rotation about its center. 4) Plate(s) atjoint(s) 7, 9, 11, 2, 16, 3, 13, 15, 4, 6, 12, 14, 8, 1 and 18 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 633 lb uplift at joint 11 and 573 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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 10 R PLATES GRIP MT20 244/190 Weight: 147 lb FT = 0% I b I e ude din.he,mhdanmeiDD end Biintlenneanr WAINIXD•Pleose thmouphly asiesr the *A t00f IDDSSFS('SRIFlj, 6FNFnl RIAISB(DXDIIIDNS (DS106l1 CBIIYEI�A(INOW([DDfBENrlum. Ynily desgspnemdeu asl rzol nolneo leis lmss Design DlsmingRDDj eodlAelulius lee, P.F.lelerema Aid elo ees. „ y Q JULIUS LEE, P.E. plate, eh.N he naa mnhe too to be eega. A, a ua„ a:ign Fnylea (i n., spxidry hginenl, Iln,sal ea nay IDD Iepa,eoh m xmptmrce of the p,ane,poel ealkenug Inpenahadp h� Ike deign .1 lb. irnss depmea an me iDD only, onda RI I. Be aniga a„emptinn,, leadieg rencfmas,,udnhhry ene mn el this Im,s ht ay Beilding is the lespoasbilily efthe Omna, the Omoeissulhorbedog.1 orIN, luildlel0esige",inlie anted el the 11C the UK, the 1.1 bailainpmde and rPl 1. The cpptossI1Ae TOD and mty field u,ed He I.%vludiel beetling, dmode, insidelice and brouog, doll be theeesponilidhl of me leiWieg Designerend #34869 Onhoan. All Dotes sd out m the TOD and A, pmniasead leidelien 0 the Boilding(omponenl Salary lsk-lice{B(Sll psbhshedby lPl end Sl(A ere,faenad Is, peoeml puidna. Ill l defnn the lnpnsibililln and duties efthe ims, Dnigner, mass Desigo Engineea end rims Bensfuamet, unless shetmise defined by a 1109 Coastal Bay 60e0ogaed spanie siting bya0 pmfin imohed.IN,W, Dniln lelinea i,NDl the luildinpDnipnv shun System Enlieeer for emy DuiWnp. All sapitelind lams me es derhedie lPl 1. Boynton Beach, FL 33435 I4r^ght'@201 WIWIassn-Minlee,P.I. Ieplsdoaien al dis dmumenl, inorry form,isprohibited rnhsdmrBlen pnsds,ian Irom AI Isol Imsses-hlios lea, P.L 0 , Job Truss Truss Type city Ply Std. Pae./6811 El A 60769 C18 Half Hip 1 1 A0482413 A ( Job Reference (optional) Al HUUF I RUSbEb, VOKT PIERGE, FL 34946, design(paltruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Man Mar 02 13:47:20 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI WWpPzniH46-vYsSxZBo_meGLMxINHbsFIcdULnKyyFM 1 PJdpYozeyZ5 il-5 3-2-0 , 71-1 , 12-2-0 , 14-0-8 , 183-2 22-5-12 28.6-7 35-3d 36-1,8 1-4 3 2-0 1 3 10-0 5 1-15 1-10-8 4-2-10 4-2-10 6-0 11 6513 10-0 4x(EMad Load Deg. = 1/4 in 5 x6 = 2z4 11 3x4 = 3x8 = 3x6 = 1.5x4 11 4x6 — 24 3x4 20 an 19 4� 18 a 41 16 4t 15 = 10x10 = 6x8 = 4x8 = 3x6 = 3x8 = 3x4 II 3x6 _ 3x6 = 2x4 11 3x6 11 4x6 = 3&2-4 3.2-0 7-0-1 12-2-0 140.8 1&3.2 22-512 28-6-7 35-3-4 &1- 3-2-0 3.10.0 51-15 1-10-8 42-10 42-10 &0.11 &8-13 1 0.0-12 Plate Offsets (X,Y)— [2:0-3-0,0-1-11, [3:0-3-14,Edge], [21:0-2-4,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.23 22-23 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.43 21-22 >633 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(Q 0.10 13 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 211 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 `Except' T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except' B4: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-13 oc bracing. WEBS 1 Row at midpt 8-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 13 = 159/0-8-0 (min. 0-1-8) 2 = 872/0-8-0 (min.0-1-8) 18 = 2301/0-3-8 (min. 0-2-11) Max Horz 2 = 264(LC 7) Max Uplift 13 = -97(LC 7) 2 = -457(LC 6) 18 = -1103(LC 6) Max Grav 13 = 289(LC 34) 2 = 872(LC 1) 18 = 2301(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-758/469, 3-4=-3054/2861, 4-5=-1606/1437,5-6=-382/363, 6-7=-379/372, 7-8=-462/378, 8-9=-360/238, 9-10=-360/238, 10-11=-360/238 BOT CHORD 2-32=597/528, 32-33=-597/528, 33-34=-597/528,24-34=-597/528, 23-24=-96/297, 3-35=-2725/2697, BOT CHORD 2-32=-597/528,32-33=597/528,. 33-34=-597/528, 24-34=-597/528, 23-24=-96/297, 3-35=-2725/2697, 3-36=827/934, 23-36=-827/934, 23-37=-1424/1462, 22-37=-1424/1462, 22-38=-560/559, 21-38=-560/559, 19-40=136111249, 18-40=-1361/1249, 17-18=-1361/1249, 17-41=-1361/1249, 16-41 =-1 361/1249, 14-15=0/262, 11-14=-255/312 WEBS 4-22=-418/588, 5-21=-423/536, 19-21=-332/403, 7-21=880/946, 7-19=-896/899, 8-19=-1 256/1414, 8-18=2181/2017, 8-16=-1192/1377, 10-16=-461/540, 11-16=-379/430, 5-22=1053/1099 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces Sr MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 13, 457 lb uplift at joint 2 and 1103 lb uplift at joint 18. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard B W1INING•Bleesea any IDD1,an.np 0o,oughlyuris.the`A.1troutINSSES(1E11111G1NIIASrE11156(ONDBIONS(MDNIIFBDYFIjA(YNDWfEDNEYE'7I'Iorm.pnilPdesigepmo"elenoo/nodnotesonthisl—DesignDroeiog80D)nndthohNoslee,P.F.BefnrtmeSkdhefonuu.BolesnolEnwiseslaledo,flaIDD,anlylEilekwaeetivr JULIUS LEE, P.E. pWles shill beured fa, the TDD robe e.Ad.AsnTruss Design(oyineel(i.a,Tunis I, the se SpnieNy al o,ep,esanm..n tin p, l dessnnlenlla.mguspensiMilyI. he design al Ibe single buss dryuled an the IDD only, under TH 1. The d"(ge ouumplieor, 4nd'ml.ssa foas,.11Abty and ore of thisT Ix ooy Baildinpisthe refpoesaility olfhe0ne6 be OvnertvaMrhed eg,,l o, the tutting Oesigner, in lkemelezf ai Me[Mthe11(,the loadlualdiugod—dTFI1. The approval aflhe TOD and any TWO used tie truss, iodating hoadiing, slmye,®slollolioa oat br.inp, skull be Me responsililiry of lM1e loiNiep Design. ad 434869 funfaaor. Allootes Wolin lheiDD and tke p,odiasandpoiddines ollhe luildinp(omponenl Saletylnlormotiao(B(SI)pobgsbed byfll md5l(A ore rzlnannd far general poidena. Of Irebus th opoesibililits and duties of the Truss Designer, Trans Design begin., and gross Monulala., an less Mari, defined by 1109 Coastal Bay (onlmnopuedupooiomitinpbyoOporDesinolred.Th,1—DedpaEngineers inNOT the Building Designer aTruss System rngineerinany building. All apileSWlemur ore asdeliledinlrl1. Boyntm Beach, FL 33435 bpyripbl®7011 AI Pwl LosvHluGa Ine,tF. lep,adntlinn olNis daomenf, in ooy lolm, is prehiblled rOMot n,ilten pnrdsion he. ❑ lanl insus-hf s lee, P.E. I e Job Truss Truss Type QLY PIY Std. Pac./6811 El A A0482414 60769 C19 Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MIek Industries, Inc. Mon Mar 02 13:47:21 2015 Page 1 I D:cS2yUAsdrwV4V5ztDIWVVpPzmH46-NkQg8vCQ14m7zW V gJOUPp9cGBgmhkrBeyNMSEzeyZ4 1-J4 3-2-0 r 6-3-3 10-2-0 1 14-M 1 18-5-3 1 22-5-12 1 28-11-6 l 35 $6-1�8 1 4-0 3-2-0 3 1-2 3 10-13 3-10-8 4�-11 4-0 10 6 510 63-14 10 4 4.00 F12 5x6 % 2x4 II 3x4 = 5 6 7 3x4 = 3x8 MT20HS= 3x8 = 10 T'! 3291 Load Dell. = 3/16 in 4x6 = 11 12 d �J� 9038 39 40 41 23 22 - 9 3334 25 353x4 = 20 42 19 43 18 17 44 16 45 15 1.5x4 11 6x8 = 4x8 = 1.5x4 11 4x6 = 3x6 = 10x10 = 2x4 11 3x6 __ 4x6 = 3x6 = 4x6 11 36-2-4 1 32-0 633 i0-2-0 14-0-8 18-5-3 22-5-12 28-71-6 35-3-4 36.1-a 32-0 31-2 31a13 310-8 4-4-11 4-a10 6.510 6.314 1 aa12 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 0.80 Vert(LL) 0.20 23-24 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.31 23-24 >873 240 MT20HS 1871143 BCLL 10.0 Rep Stress Incr YES WB 0.70 Horz(fL) 0.12 13 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 203 lb FT = 0% LUMBER-1 TOP CHO i D 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except" B4: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-2 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-10 oc bracing. WEBS 1 Row at rpidpt 10-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 13 = 187/0-8-0 (min. 0-1-8) 2 = 886/0-8-0 (min. 0-1-8) 18 = 2258/0-3-8 (min. 0-2-11) Max Horz 2 = 215(LC 7) Max Uplift 13 _ -102(LC 7) 2 = -466(LC 6) 18 = -1080(LC 6) Max Grav 13 = 305(LC 36) 2 = 886(LC 1) 18 = 2258(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-794/517, 3-4=-2967/2691, 4-5=-1 007/825, 5-6=-535/495, 6-7=-528/4,92, 7-8=-457/404, 8-9=-1397/1498, 9-10=1397/1498 BOT CHORD 2-33=613/561, 33-34=613/561, 34-35=-613/561, 25-35=-613/561, 24-25=-91/299, 3-36=-2483/2581, 3-37=-956/1063, 24-37=-956/1063, BOT CHORD 2-33=-613/561, 33-34=-613/561, 34-35=-613/561, 25-35=-613/561, 24-25=-91/299,3-36=-2483/2581, 3-37=-956/1063, 24-37=-956/1063, 24-38=-1568/1624, 23-38=-1568/1624, 23-39=-1568/1624, 3940=-1568/1624, 2240=-1568/1624, 2241=-839/926, 2141=-839/926,6-21=-317/366, 19-43=-1498/1337, 18-43=-1498/1337, 11-14=-374/440 WEBS 4-23=76/349, 4-22=-7701798, 5-22=-228/432, 5-21=484/481, 19-21=-394/383, 7-21=993/1100, 7-19=871/852, 8-19=-1272/1481, 8-1 8=-1 394/1312, 10-18=-1526/1295, 10-16=0/330, 10-15=-333/294 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 13, 466 lb uplift at joint 2 and 1080 lb uplift at joint 18. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I WINING lene th—Al eie. the'A-I[DOT 11uS S fill 6SNStA@IMS A(OAOIliaN (IISIUMEI'euya A(NNO(IIEUawfirfnn. Yaif desie romelnsond real Debt oe lMs lrvx Oni Bm•i 1OP end Beloliaslee r.E lefemme Skeet before ose. Uelos mhuru,iw doled ra the1OO on Markmanemr r A 1 gyre sF fS F b L S I 1 r 1 r Nn el g JULIUS LEE, P.E. Eisler slue he vied for the lOD to he oofid. As a must Desiga Engiveer (ie, Speriully ivgmee,J, are wol on oey 100 rtpresmis ae mnplcme of If. pebssao.i engmemug rnpensibilily Im the dasigo of the silple rose depkled oo the @0 eoty, ander 011. The drsigo enomprion, leoliag rm&rmat, witoliO¢ ood use o11Ns truss for 14IiII IE/the msprnsfliDly of@lDons, the Omer% oulhorued agent or the Building Desilner,iu the rumen of the K, the III, the 1.1 buOdmgrude and 1811.lheapproto1 oltle@D end ocy bell use of rise Truss. iedudol hondkop, slomle, inauff,aored brounp, shell be the mpoesikilitp of are luildieg 00pn,and #34869 Enka.. All roles mlaul in the TOD ad the Precise, eal paidelinesaI lA,ruildinp(orepanticlely 1.1wouatioe(861)pebuebed bylM WSI(A art relmenad for general Ouidoae. Ill l deran tker,,ymsib6f,, and duties of the rrua Oesig-, nose Design lopinen.ed I Mmandma, unletr e-4, defined bya 1109 Coastal Bay (enbod speed ulao ienrilieg by all Earlier imohed. Tk Truss uetign Fnlinen is NOT the lailGrp Onigner or Luse System Folieeer br arty bulling. All mpilalind toms or, or defied in lM 1. Boynton Beach, FL 33435 fepldght92O11 AI 1.11 so0ofusIce,1.L leproduaian of this dmanem, In uq 111m,1, r.biVhdvilhoot whlee p, i,,ion hour Al Rod Tmsses-blios lee, P.E. Job Truss Truss Type ty Ply Std. Pac./6811 EI A60769 C20 Half Hip JQ 1 1A04'82415 Job Reference (optional) y11 Kuur I KUJACJ,.ruK1 rICKL,5, rL 34y4b, oeslgn(lDallfUSS.rAm -1-4-0 3-2-0 , 5-2.6 , 8-2-0 14-4-7 4.00 FIT 5x8 = 5 Kun: i.buu s uct 3 zu14 vnnY: y.buu s uct 3 ZU14 MI I eK 3x4 II 3x4 = 4x4 = 3x6 = 6 7 8 0 Inc. Mon Mar 02 13:47:22 2015 Page 1 Dead Load Defl. = 3/16 in 3x6 II 3x8 = 4x6 = 10 11 12 3334-- — 41 '- 42 17 43 '- 44 '- 3x6 = 10x10 = 1.5x4 II 6x8 = 4x8 = 3x6 = 1.5x4 II 4x6 = 2x4 11 4x6 = 3x6 = 46 11 36-2-4 32-0 5-2-0 8-2-0 14-0-8 17-11-4 22-5.12 2B•10.8 35-3-4 6-1- 3.2-0 2-0-6 2.11-10 5.10.8 310.12 44L9 6NI12 6-4-120-10-4 00.0.12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-11,[3:0-9-2,0-1-51,[5:0-5-4,0-2-81,[21:0-2-8,0-2-121 LOADING(pso. SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.18 23-24 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.34 21-22 >802 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(rL) 0.12 13 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 193 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 'Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except' B4: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 10-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 13 = 230/0-8-0 (min. 0-1-8) 2 909/0-8-0 (min. 0-1-8) 18 = 2192/0-3-8 (min.0-2-9) Max Horz 2 = 174(LC 6) Max Uplift 13 =-115(LC 7) 2 = 480(LC 6) 18 =-1044(LC 6) Max Grave 13 = 329(LC 36) 2 = 909(LC 1) 18 = 2192(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-846/562, 34=-2904/2569, 4-5=-1448/1172, 5-6=-919/779, 6-7=-856/721, 7-8=-251/205, 8-9=-1440/1633, 9-10=-1440/1633 BOT CHORD 2-33=-621 /607, 33-34=6211607, 34-35=-621/607, 25-35=-621/607, 24-25=-88/300, 3-36=-2294/2482, 3-37=1146/1279, 24-37=-1146/1279, BOT CHORD 2-33=-621/607, 33-34=-621/607, 34-35=-621/607, 25-35=-621/607, 24-25=-88/300, 3-36=-2294/2482, 3-37=1146/1279, 24-37=-114611279, 24-38=-1767/1886, 23-38=-1767/1886, 23-39=-1767/1886, 22-39=-1767/1886, 2240=-1192/1368, 2140=-1192/1368, 6-21=-388/451, 1942=-1633/1405, 18-42=-1633/1405, 11-14=-361/425 WEBS 4-23=130/341, 4-22=-628/631, 5-22=161/421, 5-21=-539/460, 19-21=-228/274, 7-21 =1 028/1192, 7-19=846/801, 8-19=-1426/1714, 8-18=-1365/1267, 10-18=1673/1381, 10-16=0/327, 10-15=280/259, 12-14=-229/280 NOTES- 1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and. forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 13, 480 lb uplift at joint 2 and 1044 lb uplift at joint 18. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WLIMIND•Plt Ihorouphly mri.A,1-1IDOf HOW (•SE(11116(NTIA( TERMS A(ONOTIONS(IISTOBEI(MY111 A(ONOWIIDGIBINI'Inn. YerAydesipe paoeekonod,WWes m this Two Design Oneiel(fowl and@edoliosLee, P.F. We —Sheet We ux. West elh-ia slued oo the TOD, WY16lekmmeAor !tiWln shoo bn used mr teetOO m he mNd. As a Gns oesign In JULIIJS LEE, P.E. p gmeni (ia., SpaiWly hpuoe�j, INe mol on ooy IDD iepiesevts De naplwn of the prDfessimol oapiwaiop respnsihitily la the design of the shple inns dephled oo Ihel00 only, ondee RI I. the design otsumpluns, tiding iwdif os, soilDhihq ®d ose DT ItisGess forony hildingisthe mtpoosibility DlHe Ovner, be Duoersomhorhdepml or the WiBiopDuipna,in themdeol Dl theilC lhell(, Me 1ao1baild'd9ad-Ml1. The oppoml.11t, NDndmyfieldoa of Me GDss.iododiol hmdlnD•slompe, ioslelloNon edbrodnp,shdbohnespnilirdy0lb, kildiop Desips—d 134869 Whom.ADeDles seloul ie TWIN) paanes and poidelinesotthe lupdiop(ompomnlSDlely lrAarmotion(b(SQ pubhsled by iPl md51(A ereref—dim penealgeldona.if[ ldefentheaspoosibilities Dddutindtheyma Desipney Gass Desigo(opinar mdLuts Monohdmeyunleao@aaise dehnedbyo 11091 Coastal Bay W1,.dDpteedepoimilielbyD3prfininoleed. The Tnss Design lelinen is NOT He building Mipe,,.1rmsStele. Eefwer loony beildmp. All mpiloli:ed tone me os defined in In 1. Boynton Beach, FL 33435 Gpyripht91011 Al Poe(Goan-hlios tee; P.l. bpndalion of this d—rd, in Dey lore, is pnhibifed ithe vohlen ponindon lion Al Peet I—,-hlie, 1e4 P.F. eb Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482416 60769 C21 HALF HIP GIRDER, k 1 2 Job Reference (optional) Al ROOF - RUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar02 13:47:25 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIVWJpPzmH46-GWgL HFxpJGZS8pU39SQafKF5o?6dUHnZaLaE?zeyZO �13-2-01 01-1"-8 1 2 12 -3 3-I 45623 12 3¢18 -4 0 49 3t 0.7-�11�4118A1441S241-0-03 4.00 F12 5x8 = I 11.5x4 I 1.5x4 II n j 1 2 46 22 47 48 49 21 50 51 52 432524 44 10x10 = 3x6 II 3x8 = 3x6 = 8x12 5x12 = 4x6 19 53 54 55 18 56 5758 2x4 11 4x4 = 6x10 = 2x4 II 16 59 60 6V 62 3x6 = 1.5x4 11 5x12 = Dead Load Dell. = 1/4 in 14 63 6413 3x8 = 2x4 11 1-8-14 1-54 3-2-0 48-0 6-2-0 10-1-4 140.8 18-3-2 1 22-512 22.7-8 2E.10.5 31-1-3 I 3SS72_ - 1-54 1-52 1-6-0 1-011 3.11-4 311-4 42-10 42-10 0. -12 4-2-13 42-13 4�-9 d&9 0-3-10 Plate Offsets (X Y)- [3:0-5-8 0-2-12] [4:0-5-4 0-2-81 [7:0-6-0 0-2-12] [10:0-4-0 0-2-81 [12:0-2-8 0-2-121[17:0-6-0 0-3-0] [20:0-5-12,04-0] r23:Edge 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 1.00 Vert(LL) -0.31 22-23 >880 360 MT20 244/190 TCDL It5.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.57 22-23 >470 240 MT20HS 187/143 BCLL 1 0.0 * Rep Stress Incr NO WB 1.00 Horz(rL) 0.19 17 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 380 lb FT = 0% TOP CHORD 2x4 SP No.2 *Except* NOTES- T1: 2x4 SP M 30 TOP CHORD 1) 2-ply truss to be connected together with 12d BOT CHO i D 2x4 SP No.2 *Except* 2-3=-3529/1118, 34=-7154/2314, (0. 131 'W.25") nails as follows: B3: 2x4 SP M 30, 132: 2x4 SP M 31 4-30=-6352/2188, 30-31=-6352/2188, Top chords connected as follows: 2x4 - 1 row at 0-9-0 B4: 2x4 SP No.3 5-31=-6352/2188, 5-32=-6352/2188, oc clinched. WEBS 2x4 SP No.3 *Except* 32-33=-6352/2188, 6-33=6352/2188, Bottom chords connected as follows: 2x4 - 1 row at 1 W10: 2x8 SP No.2 6-34=-3837/1382, 34-35=-3837/1382, 0-8-0 oc clinched. OTHERS ! 2x4 SP No.3 7-35=-3837/1382, 7-36=-2352/6455, Webs connected as follows: 2x4 - 1 row at 0-3-0 oc BRACING!,8-36=2352/6455, 8-37=-2352/6455, clinched, Except member 21-4 2x4 - 1 row at 0-9-0 oc TOP CHORD 9-37=-2352/6455, 9-38=-2352/6455, clinched, member 5-21 2x4 - 1 row at 0-9-0 oc Structural wood sheathing directly applied or 4-9-2 oc pudins, except end verticals. 38-39=-2352/6455, 10-39=-2352/6455, 10-40=-103/340, 11-40=-103/340, clinched, member 21-6 2x4 - 1 row at 0-9-0 oc BOT CHORD 11 41=-103/340, 41 42=-103/340, clinched, member 18-20 2x4 - 1 row at 0-9-0 oc clinched, member 2x4 - 1 row at 0-9-0 oc Rigid ceiling directly applied or 10-0-0 oc bracing, 12-42=103/340, 12-13=0/534 -18 clinched, member 7-18 2x4 - 1 row at 0-9-0 oc Except: 6-0-0 oc bracing: 17-18,15-17,14-15. BOT CHORD 2-43=1124/3212, 25-43=112413212, clinched, member 17-7 2x4 - 1 row at 0-9-0 oc clinched, member 17-10 2x4 - 1 row at 0-9-0 oc 25 44=-1209/3374, 24 44=-1209/3374, clinched, member 10-15 2x4 - 1 row at 0-9-0 oc REACTIONS. (Ib/size) 23-24=-567/1790, 3-45=-1743/5495, clinched, member 14-12x4 - 1 row at 0-9-0 oc 12 = 357/0-8-0 (min. 0-1-8) 23-45=-1743/5495, 23-46=-2248/6808, 4 clinched, member 11-12x4 - 1 row at 0-9-0 oc 2 = 1395/0-8-0 (min. 0-1-8) 22-46=-2248/6808, 22-47=-229317014, clinched, member 14-12 2x4 - 1 row at 0-9-0 cc 17 = 4481 /0-3-8 (min. 0-3-8) 47-48=-2293f7014, 48-49=-2293/7014, clinched, member 3-25 2x4 - 1 row at 0-9-0 oc Max Horz I 21-49=-2293/7014, 21-50=-1459/4110, clinched, member 3-24 2x4 - 1 row at 0-9-0 oc 2 = I 169(LC 35) 50-51=-1460/4121, 51-52=-1460/4121, clinched, 2x8 - 2 rows staggered at 0-9-0 oc clinched. Max Uplift' 20-52=-1462/4133, 19-20=0/370, 2) All loads are considered equally applied to all plies, 12 128(LC 5) 6-20=1241/658, 19-53=-62/358, except if noted as front (F) or back (B) face in the 2 =-774(LC 4) 53-54=-62/358, 54-55=62/358, LOAD CASE(S) section. Ply ply connections have 17 =-2202(LC 4) 18-55=-62/358, 18-56=1173/414, distribute only loads noted as (F) or been provided only Max Grav 56-57=-1173/414, 57-58=1173/414, r unless otherwise indicated. 12 = 536(LC 34) 17-58=-1173/414, 17-59=2579/897, 7-1se 3) Wind: ASCE 7-10; second gust) 3) 2 = 1966(LC 11) 16-59=-2579/897, 16-60=2579/897, HVHZ; .Opsf; ; TCD70mph f,, Vasd=13at 17 = 5926(LC 19) 60-61=-2579/897, 15-61=2579/897, 8; MWF.Opsf; Cat II; Exp C; G .18; RS 11; Encl., '(lb) 15-62=-2579/897, 14-62=2579/897 left a right ed ; Lumber (envelope); cantilever left and right exposed ;Lumber (envelope); FORCES. Max. Comp./Max. Ten. - All forces 250 (lb) or less except WEBS 4-22=-496/2249, 4-21=-980/175, DOL=1.25 plate grip DOL=1.25 when shown. 5-21=-429/323, 6-21=-784/2592, 4) Provide adequate drainage to prevent water TOP CHORD 18-20=-1454/484, 7-20=-1900/5225, 5) All g. All plates are MT20 plates unless otherwise 2-3=-3529/11118, 3-4=-7154/2314, 7-18=0/1015, 7-17=-612612199, indicated. in 4-30=6352/2188, 30-31=-6352/2188, 9-17=-620/470, 10-17=-4530/1637, 6) Plates checked for a plus or minus 0 degree 5-31=6352/2188, 5-32=-6352/2188, 10-15=Of747, 10-14=-922/2558, rotation about its center. 32-33=-6352/2188, 6-33=6352/2188, 11-14=-598/469, 12-14=-455/141, 7) This truss has been designed for a 10.0 psf bottom 6-34=-3837/1382, 34-35=-3837/1382, 3-25=673/290, 3-24=-2313/813 chord live load nonconcurrent with any other live 7-35=-3837/1382, 7-36=-2352/6455, loads. 8-36=2352/6455, 8-37=-2352/6455, 8) . This truss has been designed for a live load of 9-37=2352/6455, 9-38=-2352/6455, f on the bottom chord all areas where a 38-39=-2352/6455, 10-39=-2352/6455, i rectangle 3-6-0 tall by 2-0-0 wide will fit between the rectangle 10-40=-103/340, 11-40=-103/340, bottom chord and any other members. Continued on page 2 WAIHIN6-?In silb-lhly..in. Ihe-41 ROOF 8NSS61iIIIn1,61141111 HIM (ONDITIONS(BSi0811 rBBYFp]/(CNOBlf06fYE4f lrn.yerifydesign PvomelelsaJ-dwlo I. IS, W" Doilre Dra.iaggoo).ad lWaliosl", P.f. lelneme SYnl balom use. Dole-lb-k' Mind.. lheTDD, only YdekronnMrt IULIUS LEE P.E. Tin shall De vudtat IEeillg 106evalid. Asairau D.sigv[olinen(a,Spniollr rvgiaevi), the sed.v voy TDDlepnsnis an..PI...vl the P'.1-knel engiuumg lespmsiEilily I. the desip. al the sinil. Tress deputed an Me IDDwI,,underINI,ne dasigv.-pliam, boilingsw6tivas, uilvl'1 m4 use al this T.- In, any Brildnl is theusponsibllityolthe Ovear,Me OvnersvulhsrU,d agent or the Building Designer,in theammd at the ll[, the ill[, the 1.1 huildingad, WIN 1. The appoeof 00,TOO end any field use of the➢uss, imluding heading, slompe, hslallation and ironing, sbaO be theaspwslil9y of the luilding Designer and #34869 CenN.dar. Allnotes set out in the TDD wd le pl.n&esand poidelionoflhe luildi.p(ompaoem Selery lnlnmotim(BOq p.hhshed bylPl andSl[Ao..fnenudfor penemlluidome, TPlldefn<s le lmpaosihlitin.nd duties of Meias Designer, Boss Oesigo inginea wdhuss Maouhdmer, unlev oH,etaio defined byo 1109 Coastal Bay Onhad.peed uba. i..ritinp by all ponies imolred. The Tmss Design fnllmer is NOT the luildiol Designer m Truss System rnlioeerfor any budding. All apiluhaed tams are defined in TPI 1. Boynton Beach, Fl. 33435 f.pyright®]DIIAl Isd Trusses Llius tee,r.1.lepmdn,i.a at this do<umem,in nay for., is prohiba,d villas lfi,ap.missian ham AI IwIT-es-hlias lee, F.E. Job Truss Truss Type Qty Ply Std. PaoJ6811 EI A 60769 C21 HALF HIP GIRDER AT� 1 A0462416 Job Reference o tional At ROOF, TRUSSES, FORT PIERCE; FL 34946, design@a1tru,ss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 32014 MiTek Industries, Inc. Mon Mar 02.13:47:25 2015 Page 2 ID:cS2yUAsdrwV4V5ztDIVW1/pPzmH46-GwgL HFxpJGZS8pU39SQafKF5o?6dUHnZaLaE?zeyZO NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 12, 774 Ib uplift at joint 2 and 2202 lb uplift at joint 17. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 36 lb down and 45 lb up at 6-2-0, 91 lb down and 82 lb up at 7-0-12, 91 lb down and 82 lb up at 9-0-12, 91 lb down and 82 lb up at 11-0-12, 91 lb down and 82 lb up at 13-0-12, 119 lb down and 122 lb up at 15-0-12, 119 lb down and 122 lb up at 17-0-12, 119 lb down and 122 lb up at 19-0-12, 119 lb down and 122 lb up at 21-0-12, 119 lb down and 122 lb up at 23-0-12, 119 lb down and 122 lb up at 25-0-12, 119 lb down and 122 lb up at 27-0-12, 119 lb down and 122 lb up at 29-0-12, 119 lb down and 122 lb up at 31-0-12, and 119 Ib down and 122 lb up at 33-0-12, and 119 lb down and 122 lb up at 34-8-12 on top chord, and 1100 lb down and 241 lb up at 6-2-0, 252 lb down and 46 lb up at 7-0-12, 252 lb down and 46 lb up at 9-0-12, 252 lb down and 46 lb up at 11-0-12, 252 lb down and 46 lb up at 13-0-12, 242 lb down at 15-0-12, 242 lb down at 17-0-12, 242 lb down at 19-0-12, 242 lb down at 21-0-12, 242 lb down at 23-0-12, 242 lb down at 25-0-12, 242 lb down at 27-0-12, 242 lb down at 29-0-12, 242 lb down at 31-0-12, and 242 lb down at 33-0-12, and 242 lb down at 34-8-12 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, 4-12=-70, 24-27=-20, 20-23=20, 13-19=-20 Concentrated Loads (lb) Vert: 4=45(F) 22=-387(F) 15=-55(F) 10=-119(F) 11=-119(F) 14=55(F) 30=-85(F) 31=-85(F) 32=-85(F) 33=-85(F) 34=-119(F) 35=119(F) 36=-119(F) 37=-119(F) 38=-119(F) 39=-119(F) 40=-119(F) 41=-119(F) 42=-119(F) 47=-89(F) 49=-89(F) 50=-89(F) 52=-89(F) 53=-55(F) 55=-55(F) 56=-55(F) 58=-55(F) 59=-55(F) 61=-55(F) 62=-55(F) 63=-55(F) 64=-55(F) WARNING 41nse ihmmibly reriwbso-AJ ROOF TRUSSIS[SEE(F11, OINFIAI IT A CONDITIONS ffIS10BE1 rlOtlll A(ANOWIFODININrfmm. Ymify desipa pmonmleu aad readmto, on Ibds buss kd9n Dm N,UDDI and thehlies lee, IT. lefime ue Sheer berme use Oolesi olhemise staled ao the ED, only pOek<n-tvr It,shnubeu,.dmnhelDpmbamNa.A,asa,egeei F JULIUSLEE P.E. pae gn npiaeer(ia,Speriohy fegueer); rho seal onaoy l00 mpresevts on mnplame of the profassioad enginemieg aspensi6ilDy lm the dnigo of the fmple Luss deputed an the 100 wry, under ON 1. The design ouumplieos,NMog rmdifmq wilaliN¢md use of lhishms 1ore1 Building is the respoosLifity of the Met theOmers authorized ogentoi The luitdMa Deiipner,in0eserial at the 111, the ll(. the 1.1 h iddisp rad, dEl 1. The opposed of the ED and my field use of the imss,iodudinA baniftstomle,Wsm0ofm and braft shall be the Faspoosibildy of The loiWiopMr., us 434869 6ntmttar. AN mies set out in lbtTDD and Me p oeftesand poid,kp,offAe taildiap(ompomm falsify fi nmfin.IASI)pobOshed by TB and SICA are terminal for general guidam. TIN formal the ,,pm4bdtits and defies of the loss Designer, Trass Desire Fopineermd Tm,s battered-, less aHenise defined by 1109 Coastal Bay Iunkam opeedupen isnritinp bya0 park, iamIr,d. The Tmss Design Irlimeris NOT theloildinp Designe,m Truss Systmefa➢finerfm any building. AllropitDh,a lams are o, deriaed in fit 1. Boynton Beach, FL 33435 fopydAhla 2014 At Iml lmss.s h liar lee, F.F. tepmdudim 0 this dot -al, in my Iom,h isohibited WSIbDat a dlfim p,aaekdm from Al Real Imes.Min, lee, P.E. e ee Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482417 60769 C22 ci Roof Sped � 1 1 - Job Reference (optional) Al ROOF 3SES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:26 2015 Page 1 I D:r-S2yUAsdrwV4V5ztDl W WpPzmH46-kiEjBcFZacOQ3HOgdszf6ttRICQxMytwoE47mSzeyZ? 3-114 94-12 135-8 1 17-8-12 22-3 8 1 4 0 3-114 5-5 8 4-0-12 4 3 4 4 6 12 5-5-0 4x6 = Dead Load Defl. = 3/8 in I I 5-5-0 8-0-8 8-10-0 Plate Offsets (X Y)-- [5:0-1-12 0-2!: [8:0-3-0 0-3-01 [9:0-3-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.94 Vert(LL) -0.30 9-10 >892 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(rL) -0.67 9-10 >396 240 BCLL :0.0 ' Rep Stress Incr YES WB 0.91 Hor-z(rL) 0.07 8 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 108 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS J 2x4 SP N0.3 OTHERS I 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-3 cc bracing. MiTek recommends that Stabilizers and required cross bracing, be installed during truss erection, in REACTIONS. (lb/size) 8 = 994/0-3-8 (min. 0-1-8) 2 = 1093/0-8-0 (min. 0-1-8) Max Horz 2 = 173(LC 6) Max Uplift I 8 435(LC 7) 2 -500(LC 6) Max Grav I 8 = 994(LC 1) 2 = 1093(LC 1) FORCES. (Ib) Max. Comp'./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2347/2015, 3-4=-2129/1802, 4-5=-3132/2639,5-6=-2614/2132 BOT CHORD 2-15=-2006/2175, 10-15=2009/2175, 10-16=-14116/1610, 9-16=-1416/1610, 9-17=-1574i 1795, 8-17=-1574/1795 WEBS 3-10=316/472, 4-10=-318/581, 4-9=-1265/1649, 5-9=-1262/1173, 6-9=-632/927,6-8=-1906/1700 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 8 and 500 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 WAININO- Please lbnaughlyroi,,the'All0DF11USSFS('SIIIIIj,61N11A11114%(ONDI110NSfUSI0NE1rBDttlj A[INBM[D61NENr tam. Ynilydesign poalnelnsanduaduln an lhishuss Oesigo Oa.ivg(ND)eod the lo0nslee,P.F.1,4—efhnl Wino use. Unless absinthe staled an the TDD, only Nick anaedar JULIUS LEE P.E. pkles shall he uud for the TDD Io be slid. A, o inn Design Fgloen Ba,Spniolly Fogmeer); ibe led on any 1DD apesnts ao.Plom, of It.p,olesinnd vili—ing nsFeasibility In rbe design al the single Lass dynled as the IUD .11,aid,, IN I. 11e dniga ossumpfaos, loading-ditiws, selohilily cad are of this bun In any Building is �Ae responsibility alike Deals, the Dmer,n@m¢ed rgoal as the Budding Designer, inch, 'com of the Ill, the Ill, the lull Euildpad, and IN 1. lheopproroI ofth, 100 and any fidd are allhe falls, inludiog kndiing,storage, uslallatian cad binding, shall be the respanidillily of the Building Designer and #34869 laaandn.Aft calessen all in the TDD and lb, parkas uad laiddinn o0he luildiag(omponenl Salary lnfirmatioa(161)prbNlhedby TPl and Sl(A one ufamred far general goidnou. If l dafiau the tesponsibi111ies and duties oftle Truss Deslpner, Gas Design rnginee, and hmsfAanuhnuer, unless atlereise defined by n 1109 Coastal Boy (onion opaed uplo ie mitiop by oN pofiesiorolred.➢a TossDiem egn Engineer is NOT the luiiding Design,, arT Syst(ngiaeer In, cry balding. All mpiuN,all retain are or defined it fell. Boynton Beath, FL 33435 (nppighl a 2014 AI 1.11 sres-raliusgee,LF.1,Pdadian al ibis du —ad, In any[a,m, is palaNted.itbDal ninon permlsW from AI goof basses-h1izl Inc, K. to e Job Truss Truss Type . Qty Ply Std. Pac./6811 El A 60769 C23 Roof Special 2 1 A0462418 R Job Reference (optional) Al ROOFTRUSSES,.FORT PIERCE; FL 3494Ei, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3,2014 Mil ID:cS2yUAsdrwV4V5ztDI V WVOPzmH46-ki 13-8-0 174 4x6 = Inc. Mon Mar 02 13:47:26 2015 Page 1 Dead Load Defl. = 7/16 in v Ia 4x4 = sx4 = 6x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 TCDL 15.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP NO2 'Except` T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7 = 1005/0-3-8 (min.0-1-8) 2 = 1095/0-8-0 (min.0-1-8) Max Horz 2 = 93(LC 6) Max Uplift 7 = -434(LC 7) 2 = -511(LC 6) Max Grav 7 = 1005(LC 1) 2 = 1095(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2356/2079, 3-4=-2139/1867, 4-5=-3152/2828, 5-6=-2914/2490, 6-7=-3372/3027 BOT CHORD 2-17=1885/2184, 9-17=-1885/2184, 9-18=129611613, 8-18=-1296/1613, 8-19=-2893/3266, 7-19=-2893/3266, 7-20=-1391 /1675 WEBS 3-9=-315/469, 4-9=-314/589, 4-8=-1406/1652,5-8=-696/769, 6-8=-480/611 NOTES- DEFL. in (loc) I/deft L/d Vert(LL) 0.32 8-9 >846 360 Vert(fL) -0.74 8-9 >360 240 Horz(TL) 0.07 7 n/a n/a 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall, by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 7 and 511 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 98 lb FT = 0% r WAININO. please rheswghlymeis. A,*LI ROOF TOMS rSEIRI'LGENS1A11EIYS 9CONDITIONS (IaTON(1 rIOIE1IA(CNOWIEOOINEwfm vr,*dr design gaemetnsred !elWe, w this Loss Oesip OsrvingVDDjee4 the Wi,lee,P.C. letenme Shed khmear. llvlessol6enise 61eder the IDD, rn¢Ifiiekmrnemr JUIIUS LEF, P.E. liters shell trend lm the TOO In A, .Ed. As a Lox Design Ergin< Ike,Spafelly Evpinees), Ik met en try TOO rtlieseek ve -PI emeel the pet.ssi Ienp(vmmp tespnsi6ifily frs lk dedgr elfhesinple iarmdepkkd rn eAelODwly, undas fPl1. The desipv essumpfnm, Meting lev6fmrt, wilrhilily ®dose eltNis Lars for myeaildirp isthemslersiDility rl tle0na, the Dvvei,eetherhed opens relke ld'mp Oesiln<r, inaeromee el lhell4 me ll(, Ibe lo<rl holed erode rediPl 1. The rppeeel rflheTOO e,4 eeyfiddrm of the Tmss, indefel hrell'mp, statage, isstelhtien red kerdag, dd be the sairse,ililtlg of the lviWieg Designer end #34869 (rnhedrr. All rrst-el,eli. the IDDred the pmdhand geidelir-NIN, WildiepWrNimet Seletylnhemrfirr(I(SQpEGsNed by Mend Sl(Amenlemnml tatpenurlpeidrme. IPlldetires HemsprntiADitiesreddrlRsrlthe iarss Desipnn,huuDesign Erpinen endhess lknuhd—sole-thavin ddrrdbye 1109 Coastal Bay (eni,triq dete.ieveitieghyellpmllesisevlmd. Tire Cars, Design Erlle- it NOT the lyldirp Oesipneralmss SphmEvpiren in Cry bu0dirp. All mpiteG:ed (emtare rsdrfued inept 1. Boynton Beach, FL 33435 (epydAht©7011 AI Prot Imem hfws legGE. lepededien al leis durmem,h vry Imm, is garhTited vitivN riAlmpeedssirn Irom AI Iml horses.heirs lee, P.F. Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482419 60769 C24 Roof Special a 6 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:27 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIWWpPzmH46-Cun5PyGBLwWHhRzsBZUuf4PcFclO5Q630uqhluzeyZL. 1 1 4 3 11 4 94-12 13-8-0 17-6-9 22-11-0 24 0-0 M.0 3-11 -4 5-5-8 4-3-4 3-10-9 5 1-7 1 4 0 1.5: 1 4x6 = 4.00 Fiff Dead Load Defl. = 7/16 in 4x4 = 3x4 = 6x8 = 3x6 = A 11 rn to LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Lied PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.32 9-10 >838 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.75 9-10 >362 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 103 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N0.3 OTHERS 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. I 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 = 1095/0-8-0 (min. 0-1-8) 7 = 1132/0-8-0 (min. 0-1-8) Max Horz 2 = -83(LC 9) Max Uplift 2 =-512(LC 6) 7 =-559(LC 7) Max Grav 2 = 1095(LC 1) 7 = 1132(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2356/2078, 3-4=-2139/1866, 4-5=-3152/2823, 5-6=-2914/2485, 6-7=-3375/3031 BOT CHORD 2-19=-1833/2184, 10-19=-1833/2184, 10-20=-125,611613, 9-20=-1256/1613, 9-21=-2867/3269, 7-21=-2867/3269, 7-22=1812/2243 WEBS 1 3-10=-315/469, 4-10=-315/590, 4-9=-141 Oh 652, 5-9=-696/768, 6-9=-481 /622 :NIfIRI 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) 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 512 lb uplift at joint 2 and 559 lb uplift at joint 7. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAIVING -Besse bmoughly re,imn the 1.1l3F IIUSSFSFSBl111, 61NaAl TTRIAS IN (ONO InaNS CUSTOGDIrim NJ A(INDP111D Elgarhrm. wiry design prom dens and read sales on IS, Toss Design 0-ing PI)i and As Jaws he, F.F.Ialso., Site I before one. Main ath..iu sloled an IheIDD, aaly Bilekmnnedor plolvshalne nuEfoi lheIDDly he eand. kvLvst Oesigo Fnpioeel(.e., Spnid¢[opbenF,IMuolon ory lODupiesnlsmmuplvsm oflM p,ebcsivnml engiaeninpiaspvnubifily lm lhedesipn al l6e sngle Lsa dryiled oa the KID My, aide,Oil 1.1be dnigr ossamptien, bolimg rondifliam wOobif7wdom allKr rmno JULIUS LEE, P.E. Tar aryguildinpisl6e refpoasibilily ad tleDmey Nn Orneisamhomedopent or the BuDdinp Ovipner, in tlemmest of the llL Me TIC, We foal hvildiag rode and TP11. The app—I of the IDD and say field ame of the cross. orludinl bnndUog,shame, inlnllalian aid halo., shall be the up., ibly of Is, lvibiagD IN -mad #34869 Cealmdor. AD notes at ad inthe TDD and fle pmdkes and goida0nes of the lvildag(imprint Safely falorasift.B(Sl) pohbnhed by mend SICA ore mtvamed for larval guider. IN Miami the moinsibifito and dukes of the iron Designer, Tars Dniga lagiaeer ad Truss Monulvinv, �nlineaMmrim defined by I . . . Coosla, Bay (onbod agreed visa iswiting by all pmtiesineeleed. The fruss Desilningineer isitlthe lailding0esigav across System Fnlineer lvorybuildinp. Allropirfludlvm aeon hfiaedia Tpl 1. Boynton Beach, FL 33435 (epyrig9®7011 pl Iwl TuaesJolim lee, hf, lepradudisn slt6is dvomenl, in soy loim, is prahihited rifbod nitlea punission ham AI deal Tosses -Elias lee, LF. Job Truss Truss Type Qly Ply Std. Pac./6811 El A 60769 C25 ROOF SPECIAL 1 A04e62420 Reference (optional) Al ROOF TRUSSES, . FORT PIER ct; rL 34`J4ti, aeslgnLaltruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc.. Mon Mar 02 13:47:27 2015 Page 1 ID:r-S2yUAsdrwV4V5ztDI W WpPzmH46-CunSPyGBLwWHhRzsBZUuf4PgPciH5Pf3Oughluzey2 1�0 1-814 32-0 468 6108 860 1018 1408 181-0 22-5-0 1 4 0 1 8 14 1-5-2 1-4 8 2 4 0 1-7 8 1-7-8 3 11-0 4 0 8 4-4-0 5x10 MT20HS= 4.00 12 5x6 — 5x6 = a 5x6 4x4 = Dead Load Defl. = 11/16 in 4x8 = 1.5x4 11 10 N 0 N � Io cu 25 1Y26 "-""' -�� — "'� — 7x10 MT20HS- I3 32 12 33 11 3x4 = 4x8 = 10x10 = 3x4 II 4x4 = 5x6 = 1.5x4 II 1 1-5�1.18-1143 2-0 4 1 6-10' 10 1-8 14 0 8 18 1-0 22-5-0 1 5 403101-5-2 ' 1-4-8 2-4-0 3 3 0 311-0 4 0 8 _ -' 44-0 Plate Offsets (X,Y)— [3:0-2-6,0-1-15], [4:0-5-4,0-2-8], [5:0-3-0,0-3-4], [7:0-3-0,0-34], [8:0-1-8,0-2-0], [9:04-0,0-1-12], [11:0-3-0,0-3-0], [14:0-7-0,0-5-0], [15:0-3-0,0-2-0], I18:Edge,0-2-81 LOADING (psf) SPACING- 1-10-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.69 Vert(LL) 0.61 14-15 >436 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.07 14-15 >250 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.33 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 118 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 `Except' B2,B4: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W6,W8,W7: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 11 = 916/Mechanical 2 = 1007/0-8-0 (min.0-1-8) Max Horz 2 = 132(LC 6) Max Uplift 11 = -403(LC 7) 2 = -445(LC 6) Max Grav 11 = 916(LC 1) 2 = 1007(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1592/1289,3-4=-3393/2850, 4-5=-3904/3277, 5-6=-4292/3625, 6-7=-5050/4192, 7-8=-4755/3931, 8-9=-4516/3724 BOT CHORD 2-25=1283/1443, 20-25=-1283/1443, 20-26=-1374/1535,19-26=-1374/1535, 18-19=-702/799, 3-27=-2263/2654, 18-27=-2263/2654,18-28=-2756/3216, 17-28=-2756/3216,17-29=-2811/3286, 16-29=-2811/3286,16-30=-2530/3020, 15-30=-2530/3020,15-31=4308/5225, 14-31=-4307/5226, 13-32=-6281767, 12-32=-628/767, 12-33=-1485/1820, 11-33=-1485/1820 WEBS 4-17=-399/577,4-16=-5351692, WEBS 4-17=399/577, 4-16=-535/692, LOAD CASE(S) 5-16=1346/1186, 6-16=-1222/1435, Standard 6-15=1996/2466, 7-15=-1687/1468, 8-15=654/392, 12-14=-845/1057, 9-14=-2321/2778, 9-11=-1941/1585, 3-20=318/327, 3-1 9=-1 133/1028 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 11 and 445 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1 WAINIXO-PkaselbmoopAlylevieolhe'A4 NOT TIUMrSFTIFlj, 6FNnAI TT1BS A(ONO III ORS (IISIOYfIrIMIJA(ANUBl[DGMOrf.rm. PnBydedpo pnamelnsaad read at. oe Ibis has Oesip OD igODD)a dthhlim I ae, PA. Wart.. SIM heha— lNlns'Amin poled a. Ih,TDD,ady Whir—ed., JUUUS LEE P.E. plates shNAe audlal lhlDD la h.aH. As a boss Desipohii—r(...,Speddly hgmen),theual on o.y TDDnpne.I,mnaplom. at the pohstinml nplmnioq sesP..6 ,fyIm The designo11h. single Tao depnledao0aTODmly, ender lit1, the dniq.-11-0.m,Wwg..Riam, sailvbifdl and en.IIN, Toss In Dry Ndlfalistbelespoas3ilily.ftheann,Me OvmhautA.rited age.tarlAe budding Desigmr,io the nmealal the 1141he 11(,the lnol hildiapad—UPI 1. the oppm.I oIt), TDD and cayfidd esea111e Trvn,iolWdiop 6andl'mp, nonpe,i.smlloti.n ndNotiap.,Wk, the nspoasihifnyd Me loiNieq Designs and #34869 (aa!"&,. AD aalm al out in the TOD oed The pmdiasaa!guiddinsal@ehild'pg(ompoae.lhleiy1.4—Iiaa ON)pebfshed by IN and Sl(A ore rtlnemd It, pennaI puidun. Ill ldefitu14,spomibiOties and dukesatthTess Desipner,Pat, Oesiga inginm and hots TAnaf.d-, unlnt.thneis, defined by o 1109, coosbol Bay WI WI. peed upon is flfaii by all parties iudnd.T&Tmss Dalpn[.lin� it NOT the ldldinp Desipon nTnss Syshm[npiatOat any hild'ag. All mpinlind Inn are.s defined is ITT 1. Boynton Beoch, FL 33435 6pydght@2914 AT AM TnarnJaliodea, LF. lepod dim althisdx.—I,1...1 falm, it ahWit,d aithwt.tillen pnainio. Ism Al loot I —,-Mat lee, H. � M Job p Truss Truss Type Qty Ply Std. Pac./6811 El A A0482421 60769 C26 Roof Special Girder,, , 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:28 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI WVJpPzmH46-g5LTclHp6Ee8JbY31HO7C1yp4?SJgtkDFYZEgKzeyYz 1 4 0 2-6 8 4 10 8 8-6 0 12-11 17-1-8 22-W 1-4-0 2 6 8 2 4 0 3-7-8 3-7-6 5-0-0 5-3-8 Dead Load Defl. = 9/16 in 4x4 = 4.00 F12 5x6 % 4x4 = 5 4x6 = 4x12 = 3x4 = 4 6 0 1 7 2 3 8 N 1.5x4 II 2 1` 1 11 di en 24 25 15 26 14 27 13 12 11 28 29 10 30 31 32 9 4x4 3x6 II 3x4 = 7x8 = 7x10 MT20HS-- 4x4 = 2x4 I I 5x10 MT20HS= 2-6 8 4 10 8 12-1.8 17-1-8 22-5-0 2-6 8 2-4-0 3-7-8 3 7-8 5-0-0 5 3 8 Plate Offsets (X Y)— [3:0-1-4 0-2-0] [6:0-2-0 0-2-0] [8:Edge 0-1-8] [13:0-4-0 0-4-121 LOADING �psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.82 Vert(LL) -0.50 10-11 >531 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -1.06 10-11 >252 240 MT20HS 187/143 BCLL 10.0 * Rep Stress Incr NO WB 0.82 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 125 lb FT = 0% LUMBER - TOP CHO D 2x4 SP No.2 *Except* 11) "Semi -rigid pitchbreaks with fixed heels" Member T4: 2x4 SP M 30 BOT CHORD end fixity model was used in the analysis and design BOT CHORD 2x6 SP 240OF 2.0E 2-24=-864/2828, 2-25=-78012704, of this truss. WEBS 2x4 SP No.3 *Except* 15-25=-780/2704, 15-26=-784/2762, 12) Hanger(s) or other connection device(s) shall be W7,W6: 2x4 SP No.2 14-26=-784/2762, 14-27=-1251/3961, provided sufficient to support concentrated load(s) 57 OTHERS 2x4 SP No.3 13-27=-1251/3961, 12-13=-2124/6372, lb down and 41 lb up at 2-6-8, 34 lb down and 25 lb BRACING, 11-12=-2124/6372, 11-28=-1709/5677, up at 14-9-12, 34 lb down and 25 lb up at 16-5-12, TOP CHORD Structural Zod sheathing directly applied or 2-3-7 oc 28-29=-1709/5677, 10-29=-1709/5677, 10-30=-1709/5677, 30-31=-1709/5677, and 34 lb down and 25 lb up at 18-5-12, and 34 lb pudins, except end verticals. 31-32=-1709/5677, 9-32=-1709/5677 down and 25 lb up at 20-5-12 on top chord, and 290 lb down and 49 lb up at 2-6-8, 202 lb down at 14-9-12 BOT CHORD WEBS lb down at 16-5-12, and 202 lb down at 18-5-12 Rigid ceiling directly applied or 7-0-4 oc bracing. 3-15=-26/445, 3-14=-473/1303, , and bottom chord. The and 202 lb downs 20-5onn WEBS lid 4-14=802/358, 4-13=-1300/396, c of of such connection device(,) is the 1 Row at nl p t 6-13, 7-9 5-13=-491/1767, 6-13=-3720/1199, responsibility of others. responsibility MiTek recommends that Stabilizers and required 6-11=396/228, 7-11=-397/1068, 13) In the LOAD CASE(S) section, loads applied to the cross bracing be installed during truss erection, in 7-10=0/745, 7-9=-5281 /1577 face of the truss are noted as front (F) or back (B). accordance with Stabilizer Installation guide. NOTES - REACTIONS. (lb/size) 1) Unbalanced roof live loads have been considered LOAD CASE(S) 9 = for this design. Standard 0- - -8-0 (min. 2 = 1043/0-8-0 (min. 0-1-8) 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) 1) Dead +Roof Live (balanced): Lumber Increase=1.25 Max Harz . . Vasd=132mph; HVHZ; TCDL=5Opsf; BCDL=50psf; Plate Increase=1.25 2 = 113(LC 4) h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS Uniform Loads (plf) Max Uplift (envelope); cantilever left and right exposed ; Lumber Vert: 1-3=70, 3-4=-70, 4-5=-70, 5-6=-70, 6-8=70, 9 = 440(LC 5) DOL=1.25 plate grip DOL=1.25 9-17=-20 2 =-493(LC 4) 3) Provide adequate drainage to prevent water Concentrated Loads (lb) Max Grav ponding. 4) All plates are MT20 plates unless otherwise Vert: 3=41(F) 15=25(F) 20=6(F) 21=6(F) 22=6(F) 9 = 1498(LC 29) 23=6(F) 28=-3(F) 29=-3(F) 30=-3(F) 32=-3(F) 2 = 1300(LC 22) indicated. 5) Plates checked for a plus or minus 0 degree FORCES. (lb) rotation about its center. Max. Comp./Max. Ten. - All forces 250 (lb) or less except 6) This truss has been designed for a 10.0 psf bottom when shorn. chord live load nonconcurrent with any other live TOP CHORD loads. 2-3=-2874/802, 3-4=-3857/1199, 7) * This truss has been designed for a live load of 4-5=-30571,1069, 5-6=-3057/1060, 20.Opsf on the bottom chord in all areas where a 6-20=-6361/2090, 20-21=-6361/2090, rectangle 3-6-0 tall by 2-0-0 wide will Ft between the 7-21=-6361/2090, 7-22=-524/159, bottom chord and any other members. 22-23=-524/159, 8-23=-524/159 8) Refer to girder(s) for truss to truss connections. BOT CHORD 9) Provide mechanical connection (by others) of truss 2-24=-864/2828, 2-25=-780/2704, to bearing plate capable of withstanding 440 lb uplift at 15-25=-780/2704, 15-26=784/2762, joint 9 and 493 lb uplift at joint 2. 14-26=-784/2762, 14-27=-1251/3961, 10) This truss has been designed for a moving 13-27=-1251/3961, 12-13=-2124/6372, concentrated load of 200.01b live located at all mid 11-12=-2124/6372, 11-28=-1709/5677, panels and at all panel points along the Bottom Chord, 28-29=-1709/5677, 10-29=-1709/5677, nonconcurrent with any other live loads. WAIVING - Please thoroughly reriee the -A-I ROOF TRUSSES CSBIFPL GINFIAI BIDS 6 (ONGpBDNS CUSTOMER I'BUrfll A(INOWIIDGIMNr term. Verily design pmometms and read vales an this buss Uesign UneivgITODI and thahlius Lee, P.F. Pefereme Sheol before use. Unless mhenise sfic eds. the TOO, only NiTA,on:ter ( Flater sbenbeat�dformelgotob.rahaA,aT,a„Dasi r JULIUSLEE,P.E. p go vguuo li.e., Speriully Fvginen), tln seal ov any TOO repeseah w napteme of the polessunel ovgiammg mspensibility for the design of The single Luss depided oo the IDD only, under RI I, The design ossumpinns, landing raadiliaas, soilubilily and au of this Luss far any Baildinp is the r,,paosibility of the Oneer, the O'em" Ancized agent or the Budding Designer, in the context al the IRS, the II(, the local building rode.4TPl 1. the cris, aI of No lUD ant any hell use of Be Truss, iocludinp handling, statele, iostallolion cod undog, then be the iesponalENT, of Me leildieg Designer and #34869 5chador. Al onto, set out m lh1IDD ondUse porticos and Saidlot,aflhe Buildmg(ampoaent Safety lnmrmatiaa(8(Sl) published by ITI end Sl(A me 0 used In, pro em, puidanm. IN,defies therusponeibihN,, and Julies of the Truss Design.,fees, Design Teo— and Truss fAovolemer, unless eth-Ti, defined by 1109 Coastal Bay (robed.peeedujani—ilinlbyollnentiesimetred. The lease Design fegi—i, NOT the Lildiol Designer or Truss System banner for any huldell. All opitudzed terms ore as Refined in 1111. Boynton Beach, FL 33411 (opydghr®]Dlt AI,coot Imoes-lvfius Lee, GF. leprodudhn of Nis dxomem, in uor In,m, is prohibited leiflrW NOW permission Imo AI Roof Irvaes-hlius Iq F.I. Job --]Truss .Truss Type QtY Ply , Std. Pac./6811 El A 60769 C27 Hip 1 1 A0482422 . Job Reference (optional) .At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc.. Mon Mar 02 13:47:29 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI WWpPzmH46-8HvrgelRtXm?wl7F1_XMkVV1 XPT8ZVJMUCJoMnzeyYy 4-10-8 7-5-8 12-4-0 4-10-8 27-0 4-10-8 4.00 12 3x4 = 4x8 = 4x4 = 1.DX4 I I 3X4 = 3x4 r— Ia ' 4-10-8 ' 2-7-0 ' 4-10-8 Plate Offsets_(X,Y)-- [2:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 . Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.05 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.1.0 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 461b FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc pur ins. BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 555/0-8-0 (min. 0-1-8) 4 = 555/0-8-0 (min. 0-1-8) Max Horz 1 = 37(LC 8) Max Uplift 1 = -242(LC 6) 4 = -242(LC 7) Max Grav 1 = 555(LC 1) 4 = 555(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1035/997, 2-3=936/1014, 34=-1036/997 BOT CHORD 1-13=-838/929, 6-13=-838/929, 6-14=836/935, 5-14=-836/935, 5-15=-837/930, 4-15=-837/930 WEBS 2-6=0/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) 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 242 Ib uplift at joint 1 and 242 lb uplift at joint 4. 8) This truss has been designed for a moving concentrated load of 200.011y live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-dgid.pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAIHING-Please IhoroughIT ruvk. the "A I IGOE IRMS(SEIIEII, GENERAL TERMS A (ONOITIONS (MOMn rBIW1R1 A(@IOWLEOGIMENr I.,..Ynifydesign p.iomelns and rzodreln oa Ihia has Design Oio>riag ROOJ ad the lslios lee, r.F. Rdeaoe SAed Ndore use. D.less sunrise ststedae IAc 100, only Milek son.Mor t t h ubeneamineTOD1.be..Nd. A,nuer.Desi!n Fall p a es s a o ieeer ii.a., Specialty [npmeer); the at on say 100 repnseots rue eueplome of the patessianal engiueniop raspansibilily la the design a[ the single Truss depNledaa be 100 only, under ON 1. Be design asampliens, boding saadiliw; tuilol'dity and use at Ills Iiws JULIUS LEE, P.E. Los a"Bsilding is the aspossitaity of the Ores,Nu Ow,(, oalMrhed.9.1 or the Builting Dniper, in de mated of the 111,the ll(, the local buitdiupcade mdTPI 1. The app Ial the ENO eed o.y field use at the Truss, iedudiel handling,dospe, hsiddion used bad.p, shall be the respeasililily of the luiMiop Desipnet wd #34869 hnh.dar. All sates set out in the TOO o.dthe p sias.nd psidetinndthe hildetp(ompomdWely Ideraolion(BCSI) published by TPI and SECA are r,hisasad I., Reveal Ruidonre. ITT deletes tie aspeasibiftin and Me, at the Truss Milan, bass 0esign@giver eadTue. M.ad.d—, unless a@erri,. defused by. 1109 Coastal Bay Centcaa.peed ap.i. adflaR by all parlin tmohed.The Trust Dnipn Tali .en is NOT the lulllinR Onilnes us huc, Spiea@pineer fer om laff R All apitefica lams are As dd'eted in ITT 1. Boynton Beach, FL 33435 Capydght 9R01( AT RudTa-,1 Pnn lee, P.E. leped.N. 0 this doomed, ie soy form, is pahibited stithmt rri0ea P-iss. fi.et AT led Crosses. bliss Lee, P.E. r60769 Truss C28 Truss Type Hip Girder IT Qty 1 Ply 1 Std. Pac./6811 El A A0482423 Job Reference (optional) Al KUUr I 1 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI WEBS rum rimmutz, rL JR U, Ua Y11, ce It—Q-1II I 4.00 12 0 & 17 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:29 2015 Page 1 ID:cS2yUAsdrwV4V5ztDl W WpPzmH46-8HvrgelRtXm?wl7F1_XMkW?XPQkZOOMUCJoMnzeyYy 3 4 8 18 19 7 20 21 6 1.5x4 11 5x8 = 1.5x4 11 6-2-0 1 9-4-0 3st) SPACING- 2-0-0 0.0 Plate Grip DOL 1.25 5.0 Lumber DOL 1.25 0.0 * Rep Stress Incr NO 0.0 Code FBC2010/TPI2007 2x4 SP No.2 2x4 SP M 30 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 2-5-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-11-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lblsize) 1 = 586/0-8-0 (min. 0-1-11) 5 = 586/0-8-0 (min. 0-1-11) Max Horz 1 = 23(LC 37) Max Uplift 1 = -286(LC 6) 5 = -286(LC 7) Max Grav 1 = 1446(LC 15) 5 = 1446(LC 27) FORCES. I(lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-3381/597,2-15=-4437f764, 3-15=443�,764, 3-16=-4437f764, 4-16=-44371764,4-5=-3382/598 BOT CHORD 1-17=-546%3162,8-17=-546/3162, 8-18=-541/3236,18-19=-541/3236, 7-19=-541/3236,7-20=-518/3236, 20-21=-518/3236, 6-21=-518/3236, 6-22=-523/3162,5-22=-523/3162 WEBS 2-8=0/617e 2-7=-269/1419, 3-7=-271 /218, 4-7=-270/11419, 4-6=0/617 CSI. TIC 0.72 BC 0.83 WB 0.54 (Matrix-M) DEFL. in (loc) I/defl L/d Vert(LL) -0.22 6-7 >673 360 Vert(TL) -0.29 6-7 >507 240 Horz(iL) 0.05 5 n/a n/a 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in 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 286 lb uplift at joint 1 and 286 lb uplift at joint 5. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 95 lb down and 56 lb up at 3-0-0, 29 lb down and 37 lb up at 5-0-12, 29 lb down and 37 lb up at 6-2-0, and 29 lb down and 37 lb up at 7-3-4, and 95 lb down and 56 lb up at 9-4-0 on top chord, and 488 lb down and 23 lb up at 3-0-0, 207 lb down and 1 lb up at 5-0-12, 207 lb down and 1 lb up at 6-2-0, and 207 lb down and 1 lb up at 7-3-4, and 488 lb down and 23 lb up at 9-3-4 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). Dead Load Defl. =1/16 in 5 n o. 0 I 22 G n 3x6 = 12-4-0 3-0-0 PLATES GRIP MT20 244/190 Weight: 50 lb FT = 0%m Standard Concentrated Loads (lb) Vert: 2=2(F) 4=2(F) 8=-1(F) 7=-11(F) 3=-10(F) 6=-1(F)15=-10(F) 16=-10(F) 19=-11(F) 20=-11(F) LOAD CASE(S) NOTES- Standard 1) Unbalanced roof live loads have been considered for 1) Dead + Roof Live (balanced): Lumber Increase=1.25 this design. , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 24=-70, 4-5=-70, 9-12=-20 WARNING -Please thoroughly in. the'A.I IGOE RDSSPS rSfI1R1 GENRAl TERMS L (DNDIIIONS 01SIDBII r8DVh1101106IEDGIMENr Wor. Va ily design pommelen nod reed teeter oo Ibis Luss Design Omrieg (IDDj end Ihe lolins lee, LE lefereme SAeal befart use. Duress ulhenrise stored as the IDO, only kiiekmnnedu It Anheaieemnbembmhee.Da.A,alrottDenign[a JUOUSLEE, P.E. goes. 9meer(i<,bpniully[ogioeeQ;IM seal on any IDOrepreseestmmmplare of the ymtesseool avgiaeteeg rosponsibiliry for the design of the single Lusn deputed no the 1OO easy, under fill. Redesign assumpfrons,boding.cadirmns, wilobiliry and too of this Loss lot any luiI&B!,the ItsPonsbility of the Dante,the O—rseoth.,ead og4l or the Nildinu Basil.,intb... aster of the lit, the R(,the 1.1 huildieprod, andTPI 1. The oppose] of the ADD and any field use of the Trans, edudiop handling, storage, installation cad baring, she[] be the responsibility of the building Designer and #34869 (mhodar. All notes Rl oetiallle RDondthaptadives andp idefia—lb, UlSop(ampeannt Saletylnfarmvtiou(b(SI(prblishedhy iPl W Sl(A-relnenal for penemlguidum. Rll defeat the responsibilities anddulies of the Ernst Designer, irons Design 1,lim, and Truss Nerefoderer, uolestathnaiu defined by, 1109 C-1.1 Day fentrad agreed .,Pon in❑itiq by all ponies iesoleed. Ihe Eras, Design login eer is PDT the building Designer or Truss Syshrinpioeerfor any buOd'ng. All rapitaGmd Items are as definedin IN 1. Boynton Beach, FL 33435 Gpyright' 2011 AI Roof fe-, lolin, las, PAR. IeprachnI of this der, mech in acy loth, is prohibited vitIost•sits, , permission from AI Roof Lasses -relics lee, P.I. Job Truss Truss Type QtY Plv Std. Pac./6811 El A 60769 CJ1 Corner Jack 10 1, A0482424 ' 1 Job Reference (optional) Al ROOF TRUSSES, FORT,PIERCE,. FL 34946,.design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct .3 2014 MTek,Industries, Inc. Mon Mar 02 13:47:30 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI W WpPzmH46-cTTE 1_J3erurYviRsi2bHj1H2pwglz4Wjs2LuDzeyYx -14-0 0-11-11 14-0 0 11-11 2x4 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.28 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(fL) -0.00 8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 7 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 201/0-8-0 (min. 0-1-8) 4 = -1 8/Mechanical 3 = -3/Mechanical Max Horz 2 = 61(LC 6) Max Uplift 2 = -198(LC 6) 4 = -18(LC 1) 3 = -5(LC 9) Max Grav 2 = 292(LC 13) 4 = 197(LC 17) 3 = 29(LC 16) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and Fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DO L=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 lb uplift at joint 2, 18 lb uplift at joint 4 and 5 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 WAIMIX6-Plmse lhmoughly arien the -A-1 ROOF TUSSTS(5i1T11, 6INUAL TINSA(ONDITIDNS (IISTONE11.HMjA(CNUAID6INEWterm. yedirdesdgn pnometasand reni We, on this Is -Design 0ennieg 1f001md Aster., Lee, P.I. I ef-ex. Sheet before use. Unless oU.iw arced oe[be TOO, oely Nidek.—due, . �(Jtit)$tEE P.E. pktm sheN be Bred fen Ibe TOO In be e,5d. As n Loss Design Engines (.e., Spedully legueal, the sent on my TOD qmu f, m naplone of 16 pofessimd enliuesul roponsibility In Me derigo of the sngl, Loss depiaed en Me TDD mly, end,, IN 1. The dmigo onumplions, boding Iwdilions, wiIubiDly mid use of this T-I 1m my Building is the mpggsibilitygl?be Demur, the 11-0, emherhed ogmt a the hHug Derige", in the ameel of the I[(the 111, the lnul build'ag arde end TPI T. The opp IofTheTOD end my fiellg,, of Me Tmss. indudinp Willing, stgrele, msletlalier end bending, shoo be 0, oponsihildy of the building Omigda end 434869 Cenmml. Al Plus set out in the TDD end the pmairesmd paidefioes olike luddirit Umpaoenl Selety lnhrmobaaCl(511pubhhed by III and SICA ate afemcedlmleoernlguidana. IPlldefines MeresponsibMtiesmddNiesdMe irons Des'pna, Luss Desipa Eg/igarmd Luss Nannlndwer, mkssoMmvim defined byo 1109�Coastal Bay Cenhaa opreedupoin mitirq by oll ponies imobed. It Truss Desiln Ulimer is NOT the loiidlnl Designer ayruss System lagiseerder any building dll apilabeed toms ore os defioM to IPI I. Boynton Beach, Fl. 33435 Copyrigh1970110I11 Loses Juliuslee,P.E. leprodoaien oftlis dnomenl, in onytom,is paM1ibOed vi%ovt vriaenpernirimn Irani AI tool Lusses-Julius lee, P.F. I Job y Truss Truss Type Qty Ply Std. Pac./6811 El A A0482425 60769 CJ3 Corner Jack ,� � 4 1 - Jo b Reference (optional) AT Kuur I FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:30 2015 Page 1 ID:cS2yUAsdrwV4V5ztDlVVWpPzmH46-cTTE1_J3erurYviRsi2bHj1 H2ptEIz4WJs2LuDzeyYx 2-11-11 1 4-0 2-11-11 2x4 = 2-11-11 2-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.02 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.02 4-8 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS I 2x4 SP No.3 BRACINGI TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek redommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 79/Mechanical 2 = 246/0-8-0 (min. 0-1-8) 4 = 30/Mechanical Max Horz 2 = 101(LC 6) Max Uplift 3 = -66(LC 8) 2 = -181(LC 6) Max Grav 3 = 79(LC 1) 2 = 322(LC 13) 4 = 227(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-283/105 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cati II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 3 and 181 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A WAIMING-Pl.411bomughlyrevienihe'Adloaf IRSS rs[ItIll,GENEIAl1TPMS6(ONDBIDNSCUSTOMER CUM) ACrNOMEOGIMENT9mm.Vailydesignpmmetnsoedrende,1,c.Ibi,T—D,s,pD«eiogJOT) undTb,MoiresIn, P.E.lel,,—Sb,dbe[ oreuse.Oniessmlei.iwfeledmthe TDO,enlyMiM-eedee JU US LEE places shellbeu«df,01e,TODmbeeofd AseLossDesignFnpfeen(i.e., SpniuNy Foghn4,1be scotnauy Tooep«ahoo—Fl—dthe pmhaionnt eyinni.g«spondbilily la The design of the single Les depicted n the Too 11, under Rl 1.ebe deice o«umpiiee, leWdim-dific." «hifi¢end use ni hi, muss LI ,P.E. Termy luildinp robe«spoos3ilily allhe Dvner, the Dvneiseulherhed ggenl gr lM1e luildinp Desiceer. in the rooferf dthe 11C Me TIC, the 1.1 Wldieg cede and IN 1. the opp«rol 0 the TOO and wy fidl a«nf the T—, iedudmg heelieg, slompe,in.Iham nd broueg,0.11 he the ropomikaily elthe 1 i1feg Nile,,and #t34869 6nlmdor,ANeeiesseloulieA,700 nod tie pmdkes and poidelineso A, Lilding Compenem S.1,4 lnh 6.(BCSl) pebf,fied by TPJ nd SICA en mf—ad for to Iguidon«. TPl l defiees the ,spuubiMts mddulin of the Tmss Designer, Truss DesignEpO....ed Uun Mmuf,&,,, Doles etbaei« defined by 1109 Coostoi Bay UeNd ugtend upon io miring by o11 pudies incl eed. The Tmss Design [ngiaeu it NOT Me luildinp Designer.less System Tell—he.ey Wading, All *0ela d tons a« of Mud a IN 1. Boynton Beach, FL 33431 Cepydgh191011 AI1.1 Bunes-Julius lee, H. lepmdetin clthis d.—rd, in noy form,h prohibited Qkw. th, P-4'ien hoe AT hd bone-h11us la, P.E. Job Truss Truss Type Qty Ply ., Std. Pac./6811 El A 60769 CJ5 Corner Jack 2 1 A0482426 -' Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946,.design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:30 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIWWpPzmH46-6TTE1_J3erurYviRsi2bHj1 BUpovlz4Wjs2LuDzeyYx -1-4-0 4-11-11 1 4 0 4-11-11 —� 3x4 = 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 TIC 0.70 Vert(LL) -0.08 4-8 >750 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.13 4-8 >441 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc 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 = 147/Mechanical 2 = 327/0-8-0 (min. 0-1-8) 4 = 61/Mechanical Max Horz 2 = 142(LC 6) Max Uplift 3 = -118(LC 8) 2 = -206(LC 6) Max Grav 3 = 147(LC 1) 2 = 368(LC 13) 4 = 250(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-401 /126 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 3 and 206 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAININ6 Pieose IAorooA ierievthe-A.l BDDFTRUSSESrIfllElj,61NE,AnERMS 9011DITIDNS(IISIDDlR('BIIYERI4(CNO'WIE06ENEXr I.- yedlydesigopnamelers unlined salesmthis hots Design Oroviog(IDO)nnd tAelofms lee, P.I. R0,r uShethfore use. Unless oIbut,h, staled no thTDD, only ABTekmaad., letnn ehtin he a:<d for metho m be mrid. As a has: Desgo In JULIl1S LEE, P.E. p jmeet (ia., Speriolly EagaeerL the seateo any IDD repeseeh ov mreplvme of the Wolenienel engmemmg ospanihigly la Me design of the single cross depicted oo the IDD only, under @I I. @e design oswmpfmns, landing rroditions, wilohilily nod use al this hws fot tiny Bidding is the tesponsMBity of the Dvnet,the Drmrs withstand agent it the Ruffling Designer. in tit-anl of the III, Me 111,the laof Building udo and WE 1.Th, oppsoeo101, ND onl tiny held esed4,T.,,, indudingbanning, Onto, Woffution and hmdap. sholl N the iesponsiWity of the Building Desipa and #34869 (onhador, AD notes se1.0 is th,10D ad the pmdues end goidehnea ofthe Boldag(ampmvt Solely lntoreenhoo(B(Sl) pubkhedby ITT and SlU mueferenrzd hot penenl puidanre. IPi l defions the tesponsibildies and duties of the ituss Deiryoer,Tiuss DesignfaBlneer SidTlu,, Banufal-, unless Antonio defied by a 1109 Cooslal Buy 6nnaa ugseedepon in riting by till Ashes Nonfad.@e(ross Design EnjioeerisN07Me Boildinp gnipnn of Loss System fnpieeerfarooybuild'ug. Ali mpiloli¢dtmns nm os derned inlPl1. Boyntan Beach, FL 33435 6pyrightJ 7011 Al Prot Irmvs-lafras lee P.I. teprodndim o(Mis dwumenl, in tiny Imm, is PraAihNed vithoot rsuten pnmission (ram AI NET Julius Cee, P.E. Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482427 60769 CJ5C Corner Jack 2 1 I Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: i.600 s Oct 3 2014 MI I etc Industries, Inc. Mon near 02 13:4r:31 21.11b rage 1 ID:rS2yUAsdrwV4V5ztDIW WpPzmH46-4g 1 cEKJhO9OiA3GdQPZgpwaR5D861 QKfxWouQfzeyYw -1 4 0 3-2-0 4-11-11 1-4-0 3-2-0 1-9-11 2x4 = 3-2-0 4-11-11 3-2-0 1-9-11 Plate Offsets (X,Y)- [6:0-2-0,0-041,[7:0-2-0,0-0-81 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.04 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.05 6 >999 240 BCLL 10.0 - Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 21lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except` B2: 2x4 SP No.3 OTHERS I 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-11-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4 = 112/Mechanical 2 = 327/0-8-0 (min. 0-1-8) 5 = 96/Mechanical Max Horz 2 = 142(LC 6) Max Uplift 4 = -77(LC 8) 2 =-206(LC 6) 5 = 40(LC 8) Max Grav I 4 = 112(LC 1) 2 = 368(LC 13) 5 = 261(LC 21) FORCES. (Ib) Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-333/219 BOT CHORD 2-12=-341 /296, 7-12=-341 /296 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Catj II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plate(s) at joint(s) 1, 2, 7 and 3 checked for a plus or minus 0 degree rotation about its center. 3) Plate(s) at joint(s) 6 checked for a plus or minus 4 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 77 lb uplift at joint 4, 206 lb uplift at joint 2 and 40 lb uplift at joint 5. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING -P1, th-gblpmris, the 'A-1ROOF TRUSSES jSF11111 GINEMAL TFIMSB(ONDITIONS(MUM11 r111411 A(ANOWRFOGINEW F...Y.Nydmigsp-dennd Wnotesn this lmn Design Dmisg JOD;.nd Mehhsla, F.E. lefae., keel hle,,uses Udn,alber.ise stall ss the TOO, only NiteNmnnee.r US plot., shall be.,q f. Ike TOO is hn5d. As s T Dnga Fngin.a(e.,Sp.ilry[sgmen), the sh Iee ny Too mp-1,U, rrepin 0the pafessiwdv.gweq®g,espenihifiry la thednige of thesmple Luss dgieled so theIDO Daly, Dodo Rl1. ke desipssssumplin,, lesdiog rwOlioetuiehNi¢wdssv al t6ishusa JUL I LEE, P.E. In soy Bnildinl is the lespoosibilily.1the O.an,the O.ner'wdhtuedog.1 et Its 8o AR Desipner,in lhmnlel of the UK, the 11C,the 1.1hildhei Weand TPl 1. the sppm.10 the ROD nd my field use d the Trnss, mdudq bundling,dsnp,iasm NUN sed brodep,sh.Ub. thetale.dlhy of Me Idslisg Mip's oed #34869 (enhodor. AO Bolas el out in the TOO and the From, and guidelines of the IA&g (smpomdSeiehy InW.N. (BCSI( pbhhed by FIT. d SBCA em mfnenad fa, Iennel geidone. IN 1 define, the mspensibi5ties and duties .1the imse Designer, Lu, Nip Eogi-, and Lms Maed.ft r, ales, aNarim defined by. 1109 Coolal Boy (enlmd speed ups ie ,icing by el prhsionNd.The T.,sOesip Engise.i, NOT the Iddinl Desipna nhuss System feline. for any building. All mpitdadlams sm es defined is 1F11. Boynton Beach, FL 33435 Poet Ir J.H.,lee,F.F. Iepsd.lisn l Nis d.saent, is og Inm,isprekblted.Nbnt.,illnP-inim ban Al loot T'n",-1 lr, lee, P.I. Job Truss Truss Type Qty Ply El A 60769 D01 Common 2 1 �Std.Pac./6811 A0482428 ' Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946,4esign@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct, 3 2014 MiTek Industries, Inc. Mon Mar 02 13:4731 2015 ID:cS2yUAsdrwV4V5ztDI WWpPzmH46-4g l cEKJhO90iA3GdQPZgpwaLOD3C 1 KOfxWou( 4x6 = 5x6 = 3x4 = 3x8 = Dead Load Defl. = 1/8 in 3x8 = 5x4 11 rn I6 6-10-6 I 12-0-10 18-11-0 6-10-6 5-2-4 6-10-6 Plate Offsets (X,Y)— 19:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.73 Vert(LL) 0.25 9-14 >903 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.23 9-14 >975 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) -0.07 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 87 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 5-1-13 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) 2 = 945/0-8-0 (min. 0-1-8) 6 = 945/0-8-0 (min. 0-1-8) Max Horz 2 = 82(LC 8) Max Uplift 2 = -869(LC 6) 6 = -720(LC 6) Max Grav 2 = 945(LC 1) 6 = 945(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1878/3763,3-4=-1553/3410, 4-5=-1557/3420, 5-6=-1879/3765 BOT CHORD 2-18=3423/1733, 9-18=-3423/1733, 9-19=-2327/1206, 8-19=-2327/1206, 8-20=-3451/1733, 6-20=-3451/1733 WEBS 4-8=-1061/467, 5-8=-389/550, 4-9=-1059/465, 3-9=392/556 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plate(s) atjoint(s) 1, 7, 2, 8, 5, 9, 3 and 6 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 4 checked for a plus or minus 4 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 869 lb uplift at joint 2 and 720 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard NdININ6-Plmse IhaeugblyIoie.Ila'A I I01IFTPBSSE(II(011,6PNFPAI IE19S6(ONOITIONS NSIOYfIrIURIjA([NBiil{O6EMENrfmn. Ynilydeslgo punelen eodreal oolnw IN, Buss (NDjmdIhelvfms Lee, P.E Ideame Sleelbele use.Bolen albmpee doled oe lb, TUB, e14 MBehanneaor laln shell be used B, I$, TOO In I. ea5d. bee➢ms Mi ( JULIUS LEE, P.E. p pn opimm(i.a.,SpedJly Eogmee�, Ibe aal oo aoy lBO apieseelsnmaplmwe of the pobstinnd enpiiwmng retpeoilhifiy lm he desigw of the irgle Bmedephled oo lbe lBD mly,00d<r nl 1. the desipv msunpfnns,W�ag ewdOws, wilollliry mduse al lMs Loss fumy BoiliinP is the iesronsibilily olehe Owner, the Bwna"aolWrhed a gent a 0e luildag 11nigner,inthe mnlellof lot llG the III, the lmoi buildup ad, ad TPl 1. The oppemol flh,lDD and aey field ose a Ilk Lots, indeding WdlnB,elarape, immllofion ad biodnf, shell be lhempo,,Wliey.1th, luildiel Dm'ryen and #34869 ' 6nlador, ABwoks W.0 ie the TDO oed the padias and goidermu of At ilmldig(onponetISAly l0—Iioo(ICSll pebfished by IPl and SPCA aahoctuI lot peneal Boide-I?[ l defines the nNensibililim udJulies of the lms Dnigneg hom UnfitFe-, and fats Mooufedma,.1mulb-im defined by a 1109 Coosfal Bay Onlmdag,eed upon ie wrding by .3 fork, imoleed. The fags Taipo Enpioem is NOT the ledfnp Unipea oross Syoen (miner la eoy Wide,; All a,*d h,,d term ca n defned in IN 1. Boynton Beach, FL 33435 LpyrightJloll Al Prol Irons-Pulim Iee.LF. Peprodmiim dt6is daamrA, h mq loam, ie pnEiblrtd wiMoat ndleo pnmisuw hem Al Pull bloot lea, LL Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482429 60;9 D02 Common 4 I Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:32 2015 Page 1 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI WEBS BRACING TOP CHO', Structural purlins. BOT CHO Rigid ceilir cross 1 4x4 = Is (X Y)-- [7:0- psl) !0.0 5.0 0.0 0.0 !D 2x4 SP No.2 02x4 SP No.2 2x4 SP No.3 F—W.S:] 4x6 = 3 5x6 = 3x4 = Dead Load Dell. = 1/8 in 4x4 = 6-10-6 3-0 12-0-10 18-11-0 6-10-6 5-2-4 6-10-6 0-3-01 SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES , GRIP Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.14 6-7 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.25 7-10 >915 240 Rep Stress Incr YES WB 0.21 Horz(fL) 0.06 5 n/a n/a Code FBC2010/TP12007 (Matrix-M) Weight: 79 lb FT = 0% sheathing directly applied or 3-11-6 oc directly applied or 4-7-3 oc bracing. mmends that Stabilizers and required ng be installed during truss erection, in REACTIONS. (lb/size) 1 = 851/0-8-0 (min. 0-1-8) 5 = 851/0-8-0 (min. 0-1-8) Max Horz 1 = 72(LC 8) Max Uplift 1 =-356(LC 6) 5 =-356(LC 7) Max Grav 1 = 851(LC 1) 5 = 851(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1923/1748,2-3=-1583/1396, 3-4=-1587/1401,4-5=-1923/1747 BOT CHORD 1-14=-1573/1779,7-14=-1573/1779, 7-15=-939/1223, 6-15=-939/1223, 6-16=-157311779, 5-16=-1573/1779 WEBS 1 3-6=-260/474, 4-6=-410/550, 3-7=-255/472, 2-7=-413/554 NOTES- 1 1) Unbalanced roof live loads have been considered for this design.1 I 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MTAFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 1 and 356 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ( WAINING-Pleauihutaghlymeiee the '14AIDE TIUSSOrSEItill, GENERAL 1119SA(DNDII1DNS(015161111rUIYE11AfrNOMID61YENrtones. Verify design pensionless oadaaslalmathin Trust Design Dranng[tODJandlkekfesta,P.E.tetanus, Steel hot,,, use. Dates,gebnoises1.1,dnothe TOD,all Bilekmnadon �U U Plan, ari d. „e ePre,at,naplanrennian the lafn,simpre,pun,iWilyInThedesign aforthe single a tyadaaub,I 1 LI SLEE,P.E. for a,Building isp, mponsibilily of the (Inner, the guestsadhnthed ogenl or the Budding Designer, in lie talent of the TIC The III, the Goal building safe ad TPl 1. The upload d1he TOD ad al field use of tie Truss, indudiol badliag,storage, instaGatino end hooting, sboll be the mspansihiluy, of the Noilding Designer ad #34869 (aftsov. AD alm set out in the 100 and thepaias end guidefa of the Building Compaent Sdely lntaradicoE6611 published by ITT oni SICA one mhraud for Ronerufguidenee. TPl l Wefts the tesponsibilllies ad duties of the loss Designer, Truss Design ingineer and Truss Nandodamr, unless otheurise defined by a 1109 Coastal Bay (tnhadoI.,''ois•ruin. by .1 fork,imolned. The truss Design lnliae,i, NIT be Buildiol Daigna or Truss System Enyina, for any building All mpitelimd lnm,em m deleted in WE 1. Boynton Beach, FL 33435 Copyright ©7011 AI Pool Tresses -Elias lee, P.E. lepodadiao d Thi, dnomml, in o� Tom, is prnbibBed viMont snillen pernis,iw Iron AI Boal Imssn-F lions lee, P.E. Job Truss Truss Type QtY Ply Std. Pac./6811 El A 60169 D03 Common 3 1 A0482430 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct_3 2014 MiTek Industries, Inc. Mon Mar 02 13:47`.32 2015 Page 1 5x6 = 3x6 = 1..7X4 Dead Load Defl. = 1/8 in 3x6 = 3-1-11 164-10 13-1-11 Plate Offsets (X,Y)— I4:0-0-0,0-0-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.17 5-6 >900 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.30 5-6 >499 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 HOrz(fL) 0.02 . 4 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 55 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 4-8-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 765/0-8-0 (min. 0-1-8) 2 = 868114-0 (min. 0-1-8) Max Horz 2 = 74(LC 6) Max Uplift 4 = -330(LC 7) 2 = -446(LC 6) Max Grav 4 = 765(LC 1) 2 = 868(LC 1) FORCES. (lb) Max. Comp./Max. Ten.,- All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-1 591/1407, 3-14=-1 439/1352, 3-15=1470/1390, 4-15=-1622/1445 BOT CHORD 2-16=1188/1421, 6-16=-1188/1421, 6-17=-1158/1209, 5-17=-1158/1209, 5-18=-1 225/1451, 4-18=-1 225/1451 WEBS 3-5=-86/536, 3-6=-35/520 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf,, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) 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 330 lb uplift at joint 4 and 446 Ib uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 196 lb up at 44-0, and 200 lb down and 196 lb up at 84-0 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=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 8-11=20 Concentrated Loads (lb) Vert: 14=-200 15=-200 WLININ6-Plese IhmmgNy aekv, 0e'A I SO OF T1US4SrSI111r;), 6FNFOAL @rxS p (ONDITIDNS (MOBFI r1UY111 A(INOMIDDIPINT' han. Yt.ily dedg.....melt., end rt.l Boles w Ihis Loss Oesip. Di.ei.p(IDOJ.ad uel.lins tee, Lf.ldt.eme SAeel he@,e se. Wless mhenise stored m @e100,.n1y wleta.nedx aleTd.nhe. <amrthempmN.en d. AsnL.„Der F p gn opinea(ia.,5pxiolry(u5..eerJ; IEa scuba ogIDOrerruveh menepm..e nitEe polessiend mpioeminp uspamiCliry 1. the design of l6e,mgle imss depnled ao the lODwlry under TPl1. @edesipo oaompeims, kodgixdifmq suitoiifigoed use otlks Loss JULIUS LEE, P.E. I.,I"Uldi.p is the ,IF .nsDART tithe u-',lhuOwer,0krhed.pem It the hildup Designer, in Ike amem of the ll(,The II(, the lmd huildupmde and TPl 1. the npp l.1the TOD al.ny Field u,eet@eTnu, indudi.rh.nd(mg,su..pe, imldhli....d ledg. sbO he the us..nslrllhy.Iue l.Odup Dnipnt. and #34869 Gnhemr. All.oles ul am in fhe1D0 and @e pi.aun and gdidelines of INe luildi.p famp..enl5dety Llmm.tio. (8011p.hgshedhy Itl ml St(A me alnmaiFar peneal p.id.nre. TPI I definesfhe asp.nuhilllies and dnia.f Me Trss Designeq L.0 Oesip. @pincer and Luss W..dMmer, unhx.Pot.aise de(ued hY. 1109 Coastal Bay Gmua.preedup..marifiep hy.lfp.fiesi...lred. Ike Tres,Designrngi—is NOT@a mildq Onigmrm Truss Sy@m@gi—I-ny Wdi.p. All mpit.liYed lnee...ndd'ned S.1PI1. Boynton Beach, FL 33435 bpyrilel@ 2014 AI pod (ms„s-l7lins le.,LF. Sep dudie. 0 0i, dmcmem, 1. ..1 tom, is pmhihded aitlod nine. pe,emien 1—Al punt imsses-I.N.s lee, PA. 1,Y Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482431 60769 D04 Common , 6 1 Job Reference (optional) ,A1 ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:33 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI WWpPzmH46-129MfOLywmGQPMQOXgbIvLffZOkzVHiyPgH?VYzeyYu -1-4-0 64-0 1241-0 14 0 0 1 4-0 6-4-0 64-0 1 4 0 5x6 = Dead Load Deff. = 1/8 in 1.5x4 11 +1 4.00 2 12 T1 1 7 1 T1 4 1.5x4 11 5 81 Lo 18 71.5x4 i 19 6 1.5x4 Q s 20 s e' ri• 3x6 = 3x6 = 3-1-11 9-6-5 12-8-0 3-1-11 64-10 3-1-11 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.17 6-7 >900 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(rL) -0.31 6-7 >496 240 BCLL 10.0 ' Rep Stress Incr NO WB 0.20 Horz(rL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 59 lb FT = O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or4-10-12 cc pudins. BOT CHORD Rigid ceiling directly applied or 4-10-15 cc bracing. cross bracing be installed during truss erection, in 2 = 4 = Max Horz 2 = Max Uplift 2 = 4 = Max Grav 2 = 4 = (lb/size) 863/1-4-0 (min. 0-1-8) 863/0-8-0 (min. 0-1-8) -59(LC 7) -445(LC 6) -445(LC 7) 863(LC 1) 863(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-16=-1581/1385, 3-16=-1429/1330, 3-17=-1428/1330, 4-17=-1581/1385 BOT CHORD 2-18=-1097/1410, 7-18=-1097/1410, 7-19=-10831/1194, 6-19=-1083/1194, 6-20=-1124/1410,4-20=-1124/1410 WEBS I 3-6=-49/523, 3-7=-49/523 NOTES- i 1) Unbalanced roof live loads have been considered for this design.] 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445 lb uplift at joint 2 and 445 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 196 lb up at 4-4-0, and 200 lb down and 196 lb up at 84-0 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=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 10-13=-20 Concentrated Loads (lb) Vert: 16=-200 17=-200 P WAIftiD.PIeoseVhosoughlysevis. the 'A-IInDFIDNSSES('S(II[1j, GRIM 1411AS9(ONDITIDNS(DSIDNEP('BNYIP)0NOM(FOGIVENr1"..Yerilydnigopo,omelenend rzadn,1,,enthis Lus,OesignDmviogODD' )adthe Julius lee,LE.Pe(eremeLnlbslmeuse.Nelenmheroh,Itoledaethe TOD, only Miss mnnedor /ULIUSLEE P.E. plates shel be-dl fm the TOD le Ae e.Ed. As o T Desige bgs,",(i.e.,Spniulty Fngmen),theuol peony 1DD rep,eseetsue muplume of the r.d.w.nd enpivenmg,espensihilily la the 6sige of the nhele Toms depidedae the IODa 1,. under RI 1. the desipo-unspl''ws,feuding ,eed1hu.,, snil.Vfity and use of This From lee my BuilLol 1, t lespoosibirty of the Ovneg the Ovoeis uulhoruedogust or the Building lesiney in the West al the 11( Me Il(,ties 1.1 building rude oed TPl 1.The o,ptoeol.1 the TOD end my fidd u,, of the Truss, iefluding bundling, shrug" inslellnlion end brodeg,shoo be the apo,hifry of the luildieg Design,, end 04869 (onlndor. All sets, set out in Me 709 end the pmdias end guidelines A the luildiug(amponenl Sohly lnf,,nmionON) published by TTI and 5l(Aomal—al ref%soemtguiduna. TPI l defines the rzsponsibilities end duties of the Truss Designer, Iruss Deigo(eginee, and Nut Menuhtlwer, unless ethnvin defined by a 1109 Cooetal Bay Como ep,eedu�oio vsitinp by o0 pordesievolred. The Truss Design(olineei is NOT the Building Design,, soTrussSysha(olineer for oq buldng.Ali npitoheed Was ore o, defeed he ITT 1. Boynton Beath, FL 33435 6pyright9?O1(A11ouf T,esms-hlius ley P.(. Pepmdudien al this of—rd, in set Tom, is pahibitod vD11D.1 wilts,, pemissim Ian Al Poof irrsses-hlius lee, P.E. Job Truss Truss Type Oty Ply Std.. Pac./6811 El A 60769 D06 Common 1 1 A0482432 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Mon Mar 02 13:47:33 2015 Page 1 I D:cS2yUAsdrwV4V5ztDI W WpPzmH46-129MfOLywmGQPMQOXgblvLfenOmHVloyPgH?VYzeyYu 1 0 6-8-0 13-4-0 141 0 6-8-0 6-8-0 1 _450 46 = Dead Load Defl. = 1/16 in 1.5x4 II 4.00 F12 T1 2 1 T1 4 1.5x4 II 1 5 h B1 a A6 15 6 1.5x4 II . 16 a s 3x4 = 3x4 = 6-8-0 13-4-0 641-0 6-8-0 Plate Offsets (X,Y)— [2:0-3-2,0-1-01,[4:0-3-2,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.14 6-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(fL) -0.23 6-14 >707 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 52 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 64-3 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 = 693/0-8-0 (min. 0-1-8) 4 = 693/0-8-0 (min. 0-1-8) Max Horz 2 = 61(LC 6) Max Uplift 2 = -363(LC 6) 4 = -363(LC 7) Max Grav 2 = 693(LC 1) 4 = 693(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/936, 3-4=1031/936 BOT CHORD 2-15=707/909, 6-15=-707/909, 6-16=707/909, 4-16=-707/909 WEBS 3-6=-2/339 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) 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 363 lb uplift at joint 2 and 363 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAININD-Please Ibmmgbdy reeler the'A.1 I00FIEUS45 tSEllElj, 6ENFIAI I(11R A (ONDIBONS [MDNEI('AIIYFIjI([ND'8U06fYEN1' Inn. %iffAsiga psametns and mvdealn w Ihis Ta„ Dsigu Doering VDOI end Ikehrms lee, P.E. letn—Sheol ledv, use. Unless 1h-ise stated on Ike TOD, only llikkon—to, riles she!{he need fmfbe TDDtahe eokd. A, arms,Des' E1 JULIUS LEE, P.E. p gn n ones r.e., Spnidly EnpmeeoJ, the radon ooy 100 mpiesse ae nuplam ul the IIohstinnd enpieod'mp uspensibifiry In Me design o11M1e single Gms depAled on the fD0 sly, nodes RI I. Re design ossomptians, Mvfng evadifmn, suitvNOry wd me d INt hwe In our loildinfe is the uesponlility of tie Dines, the Danis emherhdegml of the luldng Designer, in the conies of the IIC, the 11(,the lmal Willey ,do used IN 1.the opp-1dihe lDD and any field use if the Ttess,indodieg handling, stemge, nddlelka and housing. shell be the respoositilUy tithe lu bliog Designer and #34869 (oireel. AT notes set of m the TOO and tie pmdite, end guidelines of the luildmi;f.,proul kitty Id-unic.@61) published by IN eolSI(A in, destined ful goo nelguidana.III Idernes the nspvnsibililies and ddies of the Tness Designs, Truss Edit Engineer need Truss Nenufednn, unless vlbe,ri,e defined by. 1109 Coastal Bay Conhvd op�eed uponwrrilirgbyoN porfiesmedrtd. Tie ins, Design Engi-H, NOT the ldldlng Designer m T,ns Syden Engineer lm uny killiq All mpiliieed lnm, on, us Mae! in IN 1. Boynton Beach, FL 33435 Copyright 02114 AT Evil limes-hliu, See, I.L tepmA.F. of this deemed, in any line, is pmn'bifed ritkoul sodthe p-4fmn Imo AT End rmsses-hf , lee, I.E. Job Truss Truss Type QtY PIY Std. Pac./6811 El A A0482433 60769 D07 Common , 3 1 Job Reference o tional Al KUUV I.. FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:34 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIWWpPzmH46-VEjktMMah4PH1 W?C5X6XRZCn5Q6yEmD5dUOY1_zeyYt 6-8-0 1 12-4-12 6-8-0 5-8-12 4x4 = 4x6 = 2 13 5 14 1.5x4 II 3x8 11 Dead Load Dell. = 1/8 in 6-2-8 -5 5-8-12 Plate Offsets (X Y)-- [1:0-0-8 0-1-21 [4:0-6-0 Edge) LOADING psf) SPACING- 2-0-0 CS]. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.15 5-8 >991 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.27 5-8 >557 240 BCLL 10.0 Rep Stress Incr YES WB 0.12 Horz(rL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 44 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 3) Plates checked for a plus or minus 0 degree BOT CHORD 2x4 SP No.2 rotation about its.center. WEBS 2x4 SP No.3 4) This truss has been designed for a 10.0 psf bottom SLIDER chord live load nonconcurrent with any other live BRACING ; loads. TOP CHORD Structural wood sheathing directly applied. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Rigid ceiling directly applied or 5-11-10 oc bracing. bottom chord and any other members. MiTek recommends that Stabilizers and required 6) Refer to girder(s) for truss to truss connections. cross bracing be installed during truss erection, in 7) Provide mechanical connection (by others) of truss accordance with Stabilizer Installation quide. to bearing plate capable of withstanding 236 Ib uplift at joint 1 and 229 Ib uplift at joint 4. REACTIONS. (lb/size) 8) This truss has been designed for a moving 1 = 558/Mechanical concentrated load of 200.01b live located at all mid 4 = 558/Mechanical panels and at all panel points along the Bottom Chord, Max Harz nonconcurrent with any other live loads. 1 = 63(LC 8) 9) "Semi -rigid pitchbreaks with fixed heels" Member Max Uplift end fixity model was used in the analysis and design 1 =-236(LC 6). of this truss. 4 =-229(LC 7) Max Grav 1 = 558(LC 1) LOAD CASE(S) 4 = 558(LC 1) Standard FORCES. '(lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-912/869, 2-3=-889/889, 3-4=-379/55 BOT CHORD 1-13=-718/I796, 5-13=-718/796, 5-14=-718/796,4-14=-718/796 WEBS 2-5=-7/312 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) land C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 r WAINING-Ileosethoroughly¢rienthe 'A.IIDDFigUSSESrSIJIEIj,GUIRAI111MS&climiihisa ilmNif'BnilAcKlimilisild irI...gaifydesignpnomelin, adreodeohnan1Bis14-11";pD..ing(1OD)andbeWin, lee,PLRotor— Steel but oreose.U.I.—therrisesloadae16e1DD,.,lyIlilektonnenor �ULIUSLEE P.E. plates 01D be u,ad for$be TOO 1. be eand. As .buss Design EnVna,(4., Sladdly Fagmars the seaoaaey TOD r'Pa"oul,m."plain. of the piolessiaoai eagiaoaugresponsibilily la the design DI the single imss dephted as the TOD wly,under IN I. The design as mplions,leading tendilmos, soitobiliy and use of IN s irons fee my Building is the responsibilily of the Ona, the h."', adhomed a0.11. the Wilding Oesigner, in the ailed at the lIC the ll(, the lad boildinp rode and IN 1. the opproeol of the lDD and anyfield - al the imss, indudmi Aandrg.Ovate, insmllalion oad budap, doll be the aspmsibil'ny a the Building Designer and #11169 6nimder. All units set out in the TOD and me prorlites and goidelium of the hoeing (ampunenI saleglnfanneam(1(SI( poblistad by IN and Sl(A ere rofnenad tar lenemIguidon,,.INIdefn,s the eg.Wbililin and Met of the I.,, Deslgaa,I,oss 110p laginee,and Dun Mounted.,,, unless'itemise defined by 1109 Coastal Bay Eantmd agreed upon in ovalinp by all pnfla imond. The imss Win lepinea is NOT the Milling Desipna mleuse Syden Eapiaalar any building. Ali mpitoDled ems an, m defined in IN 1. Boynton Beach, FL 33431 [opydgb1@7O11 At Idol Wnes-Julius tee, I.E. 1<pmdudim of min dwumem, in any loam, is prohibited rir000t nillen pemtaion bum Al loot irussa-Jain lee, P.E. ' y Job Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 E01 Common 4 1 A0482434 ' Jab Reference (optional) Al ROOF. TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3.2014 MiTek,Industries, Inc. Mon Mar 02 13:47:34 2015 Page 1 0 r3 1 4-8-0 4x4 = 4 3x4 = 4x6 11 ix4 11 3 6 0 3r10p0 10-10-0 11-2r0 14-8-0 3 6 0 7-0-0 3 6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.12 8-9 >699 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.16 8-9 >530 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.00 8 WET n/a BCDL 10-0 Code FBC2010frP12007 (Matrix-M) Weight: 69 lb . FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 753/0-8-0 (min. 0-1-8) 8 = 753/0-8-0 (min. 0-1-8) Max Harz 9 = 66(LC 8) Max Uplift 9 = -818(LC 6) 8 = -670(LC 7) Max Grav 9 = 795(LC 13) 8 = 795(LC 14) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1249/832, 3-4=-10881810, 4-5=-1088/810, 5-6=-1249/832 BOT CHORD 2-18=-763/1304,9-18=-763/1304, 9-19=248/617, 8-19=-248/617, 8-20=-763/1304, 6-20=-763/1304 WEBS 3-9=-314/480, 4-8=-645/860, 5-8=-314/480, 4-9=-645/860 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) 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 818 lb uplift at joint 9 and 670 lb uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard SVAIXIN6 PlemeThoroughlyshin the'A-I IODf IIUSSISrSI(IEil,6(NEIAI 111BSA(ONDITIONS(USIOBII)'1UYEIIA(1NOi11ED6EYENrIxm. Ynilydnlgn pommness and naAeute, as this Gun Deiip DmrigODD) and the Miss tee,r.E lefemme Shed have use. Miss athnrise staid a a the TOO; only Bilekmund,r I t h nheanamrtAeTDDm6enn6d. M. Tees, Wig, [ 1WUS LEE, P.E. p o es s u ego njnaet )i.e.,Spniolty hgmen), The s.ol on any IDD eepmsmu w unpl,m,,I the ptofesinnal engi,eniag nspansi6iliy la the design of 1M1e single 4un depkfedaa be IDD aaly, under IPI1. The design onompfmos, k�ag swditions, witaAi6(y and use of Its Tmss for aey Uldmg is the respaasiNility a the Ournn, the Ose.,', nhdnd a gent as the Building Desilse',inthe mmm of the ll(, the llL the lad badiso sad, mdTPI 1. The opptara1 al the TDD and try field use at the Trnss. idudiul lemaing,storage, iostollotion ad heeding, shot he the eespoesihil0y 0the lulldiag Designer and #U869 (anhadef. At votes set oulin the Too ad thepsadves ad lstiddine, of the WSesg(omp—tSof,gldumwtio001)p46,10by TPl and Sl(A on alarmed Tar general Ode— ITT l definesth-poosihirlin and duties .1 the Tests, Desipoegrees,Desigulegimes mid Truss BanuLslnn,sulnsu%ereiu defined 6y a 1109 Coastal Bay (unhost,pseedupaaia rritinp Nyoll pststesimohed. The Truss Design Enlineer is NOT the Sundial Dnigoe,.7msa Spurr Engi,enlu ay building All mpim6nd lnm, ore n definedie ITT 1, Boynton Beach, FL 33435 (epyrigAl�yDll Al Pwf Tmsses-hlius lee, P.E. lepmddien of tlis dammem, in,oy loom, h pmhigihd vlhoot rsiten pnminim 6,m AI loot irstsses-Julius tee, r.F. k. . Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482435 60769 EG5 Monopitch Girder g 1 1 Job Reference (optional) Al Kuur 11 FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:35 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIAAWpPzmH46-zRG64hMCSNX8egaPfFem_ml9Cq Vyz5_Fs8m6ZQzeyYs -14-0 2-9-14 5-1-8 1-4-0 2-9-14 2-3-10 1.5x4 II 4 3x4 = 4x4 = LOADING �psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 BCDL 10.0 1 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20101TPI2007 CS1. TC 0.19 BC 0.65 WB 0.60 (Matrix-M) DEFL. in (loc) I/deft L/d Vert(LL) -0.02 6 >999 360 Vert(TL) -0.04 6 >999 240 Horz(TL) 0.01 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 30 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 3) This truss has been designed for a 10.0 psf bottom BOT CHORD 2x6 SP No.2 chord live load nonconcurrent with any other live WEBS 2x4 SP No.3 loads. OTHERS 2x4 SP No.3 4) `This truss has been designed for a live load of BRACING- 20.Opsf on the bottom chord in all areas where a TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied or 4-0-4 oc I purlins, except end verticals. bottom chord and any other members. 5) Provide mechanical connection (by others) of truss BOT CHORD to bearing plate capable of withstanding 438 lb uplift at Rigid ceiling directly applied or 8-8-5 oc bracing. joint 2 and 754 lb uplift at joint 5. MiTek recommends that Stabilizers and requiredin 6) This truss has been designed for a moving cross bracing be installed during truss erection, concentrated load of 200.01b live located at all mid accordance with Stabilizer Installation uide. panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. REACTIONS. (lb/size) 7) "Semi -rigid pitchbreaks with fixed heels" Member 2 = 821/0-8-0 (min. 0-1-8) end fixity model was used in the analysis and design 5 = 1586/0-5-8 (min. 0-2-2) of this truss. Max Horz 8) Hanger(s) or other connection device(s) shall be 2 = 144(LC 4) provided sufficient to support concentrated load(s) Max Uplift 1478 lb down and 454 lb up at 2-7-4, and 898 lb down 2 =-438(LC 4) and 412 lb up at 4-7-4 on bottom chord. The 5 =-754(LC 6) design/selection of such connection device(s) is the Max Grav responsibility of others. 2 = 1068(LC 14) 9) In the LOAD CASE(S) section, loads applied to the 5 = 1789(LC 17) face of the truss are noted as front (F) or back (B). FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except LOAD CASE(S) when shown. Standard TOP CHORD 1) Dead + Roof Live (balanced): Lumber Increase=1.25 2-3=-2038/647 , Plate Increase=125 BOT CHORD Uniform Loads (plf) 2-11=344/1026, 2-12=-675/1914, Vert: 14=-70, 5-8=-20 6-12=-675/i1914, 6-13=-675/1914, Concentrated Loads (lb) 13-14=-675/1914, 5-14=-675/1914 Vert: 6=-968(B) 14=-898(B) WEBS 3-5=-21301751, 3-6=-436/1567 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) cantilever left and right exposed ; Lumber DOL=1.25'plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. E WAININD-Pleeselbmoughlyaeieathe -AI ROOF TRUSSESODD) ood16e1efoslee;P.E.Ie(nemeShe<I6elartuse.Dole-11-isesealedoelhelOD,only NiiekwenMor �ULIUSLEE P.E. platesshahbeused lo, the TOD to be .lid. As o T Design Fapinee,(i.e.,5"dolly hguee,I, the ­1 on net TDD,,,,s.1s ea maineen of the pafeW-1 eosm,ingasponuhiffly la the desigo of the single Twss depided on the 100 only, enderINI. The design ossumplens, loodag,wdilmes, wR.Wity end -of this Twss tat ney Building if the respoestlilityofthe (Inu, the Dneisauthou"dogenl of the Wilding Designer, inlit (now of the K the ll(, the WE building ,do and IN 1. the oppood fine TOD end ony field nse tithe boss. iedudmg boedlicg, slotope, nllollntio nod Wooing, sbell be thea,pulilDy of the tuibleg Designs and #34869 (ooh,dr.ADvotes of out in the TOD ed the podites.4 poidefinesollhe Roddmg(ompoant Solely lnfi-foo(E(SI) pe6lishedbylPi end SlCA ore,dne nd for lot lguidona. IPll defines thelespoosi6ifties and dNies oflhe lass Desipnvr,Luv Design rngineer ondltuss MooutMmer, mtess a%emi:e defred hyo I1091:00STl Bay (anon grad upae i."ing by nO porfiesinoleed. the Tnss Mile blinem is NOT the 1616ng Designer mirua System Engineer 1. ney bolding. Allopimfeed letnt as os d,foed in TPI 1. Boynton Beach, FL 33411 fopyriphtJ7011, Al Aoal Losses-hlius Inc. P.E. kprodmtien of this daomenf, in not lo,m, is prohi6ifed wiMoot written pnmission Imo Al teof Losses -Elias lee, F.E. ' Job Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 EG7 Jack -Open Girder 1 1 A04$2436 It Job Reference (optional) Al KUUt• I KU55ts, FOR I PILRYL, 1-L 34946, desdgn@a1truss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:35 2015 Page 1 I D:cS2yUAsdrwV4V5ztDI W WpPzmH46-zRG64hMCSNX8egaPfFem_ml7ygTRz78Fs8m6ZQzeyYs 2-10-7 6-2-0 2-10-7 3-3-9 1.5x4 II 3x6 11 3x4 = 3x4 = Dead Load Defl. = 1/16 in 2-10-7 2-10-7 6 2-0 3 3 9 Plate Offsets (X,Y)-- f4:0-1-12,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.06 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.12 4-5 >586 240 BCLL 0.0 * Rep Stress Incr NO WB 0.46 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 28 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 4-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-9-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 874/0-8-0 (min. 0-1-8) 4 = 1282/Mechanical Max Horz 1 = 125(LC 4) Max Uplift 1 = -377(LC 4) 4 = -613(LC 4) Max Grav 1 = 900(LC 11) 4 = 1282(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1784/761 BOT CHORD 1-9=-807/1654, 9-10=-807/1654, 5-10=-807/1654, 5-11=-807/1654, 11-12=-807/1654,12-13=-807/1654, 4-13=-807/1654 WEBS 24=-1761/860, 2-5=398/1099 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 377lb uplift at joint 1 and 613 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 538 lb down and 246 lb up at 1-11-4, and 538 lb down and 246 lb up at 3-11-4, and 538 lb down and 246 lb up at 5-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 10=-538(F) 11=-538(F) 13=-538(F) : AININ6 • Plsse IM1woughly aeien the "A -I ROOF IIDSSIS[SFftnj, 611M RIMS A CON DIBONS OISTOBEII'BD1E1]A(KNOPBCD6ENIBT' lam. Wily desige pammrfea and read Boles an Ahis puss Design Druoieg (TOD) and IN, Julius lee, P.E. Refereae Sbs1 bets, ruse. Doles vt6enise stalydam Me100, only Biiehmnnens 1 11 b Dbem:ed6 the TOD A,vha,,Dmign JULIUS LEE, P.E. p v es s a lines (.e., Spniuly Fvgmen); @e anal rum rimy lOD leplesmis of saptvoa of IM psafessrond evliaen®q respemihilitylm 16e design of the single ilmss depNledam the ITT vmi& ,rider RI I. The desipr swnptnns, bvdivg rrvBliays, soimbihry and use of This Tlms Is, say Belfol; is its mpom,ibllity al the Come', the Dense, vutlmrze/aged or The Buldmp Oesiem",in the counsel of the 11C, The INC, the lash holding rode and TPI 1. The appee,al el the TOD mud coy Dell use al its Truss, iodulinp handling,Muscle, inItAlia, and head,& shall be the mspensibilDy of tA, Ulkii Designer and #34869 (onlmdor. AD antes set out in the TOD and the practices oral Poidelimys Of laldingUmposd Safety Information(Bf51) pblidd by IF and SKA are refaenred far I guidonm. ITT l dernes the sespmsibiftiesand dalies tithe Cross Designer, Luse Design foginrer not Truss Manohdure,, an less el-h, dermed by o 1109 Coastal Bpy Contedvp,ed upon in witing by all ponies imal,ed. the Truss DesignCnfact, is NOTIA, Irildml Designers Truss System folioeer for any building. All nepitoWed tams se as dethed in TPT I. _ Boynton Beoch, FL 33435. (opydg1%t4)2O14 AI loaf T,ussesdolfm lea, P.C. leprvdo tien of this dammed, in coy Ism, is pmlubited oiiout rdteo pemissioo Loa AI Taal lmsses-hlfm lee, P.E. Job Truss Truss Type Qty Ply Std. Pac./6811 El A AO482437 60769 EG7A Jack -Open Girder .; , 1 1 - Job Reference (optional) tk-i KVVr I. FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:35 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIWWpPzmH46-zRG64hMCSNX8egaPfFem ml9JgR4zAZFs8m6ZQzeyYs 2-10-6 6-2-0 2-10-6 3-3-10 0 2x4 II 1.5x4 II 3 1.5x4 11 'Xy — 2-12 6 2-10-6 6-2-0 3-3-10 Plate Offsets (X Y)— f1'0-1-13 0-1-61 LOADING IIpsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.05 4-5 >999 360 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.08 4-5 >933 240 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 28 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 1 20 SP No.3 BRACING-, TOP CHORD Structural wood sheathing directly applied or 5-54 oc purlins. BOT CHO D Rigid ceiling directly applied or 8-5-9 oc bracing. cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 601/0-8-0 (min. 0-1-8) 4 = 575/Mechanical Max Horz 1 = 125(LC 21) Max Uplift 1 = -250(LC 4) 4 = -288(LC 4) Max Grav 1 = 779(LC 11) 4 = 745(LC 17) FORCES. (lb) Max. Como./Max. Ten. - All forces 250 (lb) or less except when shov�n. TOP CHORD 1-2=-1171/384 BOT CHORD 1-9=-456/1 394, 9-10=-456/1094, 5-10=-456/(1094, 5-11=456/1094, 11-12=456/1094,4-12=456/1094 WEBS 24=-1165/485, 2-5=-125/700 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132Tph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=125 Plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 1 and 288 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 274 lb down and 95 lb up at 0-10-12, and 274 lb down and 95 lb up at 2-10-12, and 274 lb down and 95 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, 4-6=-20 Concentrated Loads (lb) Vert: 5=211(B) 9=-211(B) 12=-211(B) r WAIXIH6+Please�lhmooghtyoeienthe"Ad10DFIDD4ES('SEIIE@j,6ENF1AL1E11AR(DNDIiIDHS(US10N711'IDYEI�AEKNDWI[06ENENi'Imm.Yerilydeugo@omnelnsondaodnalesonlhisfrvzsDesigogmniegRDDjwdllelalinslee,P.F.lehrzomIDeelheEoreuse.DelasolhnwisesloledootM1eigD,aalylliielmnnemr JULIUSIEE P.E. plates she!I he u:jdlac IDOto be ea6d As across Deign Enpimm[.e., SpmioDy Fagmeerl; the soul as my IDO rtpieuotsmmuplome of Iha ptafessiandaogimmwp mspaouhility Im the doige of the single T,o depkhdmthe 1DDwly, under TPI I. the design osmmprmns, l ftg inBtiam, soifolif¢andme of IhisLos larory Boildinl is the responoihiDly a}the0met the DwneisomhoruedapmlorfAe Widinp Designer, inthe<omeot al hellL lAa ll(, the lmolhaildinp rode oadlPl 1. The oppnroldtho TDD and my rall use dib, Nw inducting kodlhg,imp, hshllationoed hmd,gshoe he the tespnffilDy of the hildiog Designerand #348r59 Gmmnor.AADalesaef out in the IDD ondhepmfios and gaidetines althe BuDdiaP(ompooenlSafety lnhrmatioo(8(fllpoARsEed hylPl andS@(A ore rclerenod hr 1-.1 gMmu. Rl l d,&n thuponMiio ddeiesofthe Tmss Dnip,,, Tmss DesignE ih., and Toss GnmfoOaur, unless ath-ise defined lyu 1109 Coastal Bay [antlon opreed upon io nrilirry by all parrin inaolred. me ions Design Engineer is XDioAe Paildinp Designer mToss Syshm Engioteo for any huild'mg. All rapingted leans are m delioed h TPI 1. Boynton Beach, Fl 33435 (epyripht� 711/ AI Pool runes-F lius lee, P.E. lepmdarlion etkis dmomem, io any taro, is pmhiADed withom wrineo pnnission Imm Al loolimsuz-loliao lee, P.E. Job Truss Truss Type Oty Ply Std. Pac./6811 El A 60769 HC4 RAFTER 40 1 A04$2438 Or( Job Reference (optional) Al ROOF TRUSSES, FORT,PIERCE, FL 34946, design@a1truss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:36 2015 Page 1 ID:YwMtazYTmRGkHb8J_pTy?KynOD3-RdgVllNgDhf?Gg9bDyOIA HHTE?GihZO5oVf6tzeyYr 295 2-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.02 1-2 >999 360 TCDL 1.5.0 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 FBC2010/TPI2007 (Matrix-M) Weight: 4 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5 oc Standard pudins. 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 = 41(LC 8) Max Uplift 1 = -69(LC 8) 2 = -78(LC 8) Max Grav 1 = 93(LC 1) 2 = 93(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 1 and 78 lb uplift at joint 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WAINING.Pieose Iteroughlymeieathe"A.1 ROOPRDSSES jSFLLIA'1,6[NE14l IEIkSA(ONDIIIONS NSIOYH('IOYE11Af[NOWlE06EYE91'laa. Yerily design Ammeters and moleetesmtCis Tmss Design Omeing(NOj and roelol®slee,P.f. tehmme Sleel helae use. Oeless etherwisesmledo&TDO, only w1d roar JULIUS LEE, P.E. plates shell Eemsedfor theT00 to he solid. As oDes, Design Engineer(L., Spesiohy Engineer), tire sed en ory 100 —;1— .1 thephr,iond nefevawg respK[RRIhy twMedesign DI she single cross depisled on the 100oil, under 7I1. The design ossumpinsr mlingser8irs, seilnhhity Ded use d Iles Test Ist ory Aril6eg is lAe nspensiEihty of ile0voer,the0merseulhorittd aped of tAe puildinp Designer, in tlemotent of lAell[, Me UC,tAe lwol huildatp rode w.diPl 1. the apgoeol oltAe 100 onloepleldmn of Me cross. iwludinp hondl'mp,ssomle, udlotimn and hrouey shell AeMe msymesilihry op Me biWiaA Oesipoa and #34869 OnheNr. All metes sec out in the100 and He pisd'mes nod pgiddiro nits, tlding0.1mrsed Sofery lnlementioe 1861(p,b5,ed SITH redS1(A ore rda,ridlet peneml puidem..IF] I Mmee tleresperAiKa oed Me, 0the T.,,D rpa, Goss Design hi-, sendimss Mondedaer,nelm, nt6nnise defined b) o 1109 Coastal Bay (onVodopreed gponimnifimhym0 podiesimmired. The Tmss Design Engineer is NOTthehuildinl Desipnerwymss Systen Eoliueerlerayhuildin All apuoBeed terms ereosdermd ielPl 1. Boynton Beach, FL 33435 6pydght@2014AI Pod lmnes4elals lee, P.E. tepmdalion epics dammed, in Dry Tora, is prehih@ed nithoet nihen pese iWars Imo Al pool Trusses -Julius lee, P.E. Job Truss Truss Type city Ply Std. Pac./6811 El A A0482439 60769 HJ2 Diagonal Hip Girder,, p 1 1 Job Reference (optional) Al ROOF FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:36 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIWWpPzmH46-RdgV1lNgDhf?Gg9bDy9?W HFMEgkihZO5oVf6tzeyYr 3x4 II 3-6-6 3-6-6 Plate Offsets (X Y)- f2:0-1-1 0-2-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.08 4-8 >547 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(rL) -0.06 4-8 >644 240 BCLL ! 0.0 ' Rep Stress Incr NO WB 0.00 Horz(rL) 0.01 2 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 16 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 1 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-6 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 REACTIONS. (lb/size) 3 = 58/Mechanical 2 = 234/0-10-15 (min. 0-1-8) 4 = 3/Mechanical Max Horz 2 = 91(LC 19) Max Uplift 3 = -36(LC 6) 2 = -194(LC 4) 4 = -21(LC 16) Max Grav 3 = 100(LC 12) 2 = 545(LC 11) 4 = ! 318(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-297/243 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cats II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Truss designed for wind loads in the plane of the truss only. IFor studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable,'or consult qualified building designer as per ANSI/rPI 1 t 3) Plates checked for a plus or minus 0 degree rotation about its center 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 3, 194 lb uplift at joint 2 and 21 lb uplift at joint 4. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 102 lb up at 1-4-9, and 88 lb down and 102 lb up at 14-9 on top chord, and 168 lb down and 52 lb up at 14-9, and 168 lb down and 52 lb up at 14-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 4-6=-20 Concentrated Loads (lb) Vert: 9=85(F=43, B=43) 10=63(F=32, B=32) I'll "I IhmougAly rniewthe'A.t,, i1OSSE5(VIIEA-LOENEIAWAS6CCNO1TIONSCOSTONS1 rBUPll1AllNOINIEDDENENr farm. PnDy de sign pmemef, and read eat,, am this hors Design Oroetng(TOD)and thelafmslee,P.E.I'feroe.Skmtbeta,.me.Orate„mierrris'tie1,1c. The IDO, only kiieksoaneaer Pk as SbeOOeuselJ for IkelOOmbe eofid. Asahoss Design Engimm(L., Spmidty fnginen), The seal as any TOD ropaseatwe mrepmn at to, professional lm the design of the single T desisted as the ITT .11, .,do, TPi 1. the dnig. otsumpl'mns, looliag,oaGtiom, saimllGty and use of lbi{Trms JULIUS LEE, P.E. Ire, aey Building 4'1he responsibility .1 the Oner, The Owneiseu@mhed agent or the Building Oesilner, in the context of the ill, the INC, the load building ad, and TIT 1. the appmeldIts TOD and any Told used tic Truss, imludim handling,storage, issmllolion nod Arming, sioll he therespomikiOly of the luildieg Designer and #34869 larteam.Als)esuI out in the TOD and lke pmaias and guideline, .1 the luild'ep lamputer[Wely lnlmtantim(B(Sl)p,bli,bed by TPTw1SI(Ame,[.,ar,d lot general guidome. TPlld,Don the,espansibililies and duties of the Tars, Desipner,Truss Desip hoineer and Truss Bonufadmet, unless otkmwise defined by a 1]09 Coastal Bay lnmroa agreed spin in writing byoO parties lnaahed.The Truss Design Enlioeer T, NOT be loildinp Designer or Truss System Snlieem far say build'mg dli mpilokeed toms me as defned in lPl1. Boynton Beady FL 33435 (oppipht97O1141tad Gass-hlwdu, P[. leprodusinn of this dammed, in any tom, S, Prohibited wilho.t written permission from 91 pool Trusses Julius lee, P.E. 6w, Job Truss Truss Type Oty Ply Std. Pac./6811 El A 60769 HJ3 Diagonal Hip Girder 2 1 A0482440 e A Job Reference (optional) Al KUUt-, I KUSStS, FUR I NltRct, I-L 349,46, design@a1truss.com Run: 7.600,s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:36 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIIAWpPzmH46-RdgVilNgDhf?Gg9bDy9?W HEyEotihZO5oVf6tzeyYr 2-1-13 4-2-3 2-1-13 2-0-6 4x4 4-2-3 4-2-3 Plate Offsets (X,Y)- [2:0-1-0,0-1-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.12 4-8 >414 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.11 4-8 >451 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (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 = 87/Mechanical 2 = 248/0-10-15 (min.0-1-8) 4 = 18/Mechanical Max Harz 2 = 101(LC 4) Max Uplift 3 = -60(LC 6) 2 = -194(LC 4) 4 = -2(LC 16) Max Grav 3 = 108(LC 12) 2 = 578(LC 11) 4 = 309(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-310/248 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 3, 194 lb uplift at joint 2 and 2 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 102 lb up at 1-4-9, and 88 lb down and 102 lb up at 1-4-9 on top chord, and 168 lb down and 52 lb up at 1-4-9, and 168 lb down and 52 lb up at 1-4-9 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, 4-6=-20 Concentrated Loads (lb) Vert: 9=85(F=43, 13=43) 10=63(F=32, 13=32) �p WAAHIN6 PInsnbdoophlyrnp46OOf1kNS5Afl'Sf(In'A6FNSIASI[INf6 i.lhe'A(ONDIBDNS(US1O911rRUVII)A(KNOWI[DRUINS'I...YnAmme pdesipepleumd,,.damn.lhis hnsOesipoD-iop(IDeD)ndllehh,I,e,1.F.ld,.S lbekn-11nidsdba.iasloledaelbeTOD,00ly9iiekm ,,f. JULIUS LE P.E. plvles shoo be uad6r the IDOto be roSd. AT.I DedpeFff"..r.e, Spnidyfepima),It.uolen of, TOO npasmr w ­Ff..of lhpohaiaod gi.e.h,"sPasbifly la the desipe 0 the simple Tress depnlad w lM TOO mly,onderRll.Th, desiBo mwmpti.os,hodieg soodifmos, uimfiFq wd-of thh Las Ia wy hoildinp is theregn,ibility oitheD.na,The O.oer, alhorhed eU.1T, TM Wildmll Rodoer, in the 0.1al.1The llUhe lK,lie lad bed Jkp,,d, wo ttl 1.The oppmml d Me lDD oTd wr field use d the imes rNtliq WrA ly, seompe, uemlldimead W.A. sboDk Me"spmibifnp ol@. Midig Onipeaad #34869 (.oadw. AD of seI of in the TEND Tied tie pmOita and pidelim.1 the hddiep(Timpned Saley lo-oho.(1161lpobr"hdby III and Sick o"ref..,,dfe, I pddome. Rl Idefines the mp0bililin off ddin of A, Ta Dmipon, Bun Dnipn[opineer ad Las Mende4mn, onlns etla.i" defined by a 1109 eo.m.1 Bay (enhod Tipreed opn ionitiop by oO pmn imohed. The imss DeOpn Inlinen is NOT tie 106ol Desipnerm rms SyOen[opiner for wy buddbm&All ropilTiNredtnas ore os del io1111. Boynton Beach, FL 33435 (epyripht@7O14 AT W rmssn-blin If., I.J. lgwdcoien dNis doomed, hi q low, Ss V.141ted rilkool mOtapermpsslw hen 1111.0 Tmsses-pv. s lee, I.E. Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482441 60769 HJ7 Diagonal Hip Girder, 1 1 Job Reference (optional) Al ROOF TRUSSES, FORI PIERCE, FL. 34846, aeslgnLmaitruss.com Kun: /.UUU s uct J LU-14 rrinl. 1.000 J VGI J LU I'1 IIAI I CR 1FIUUJeIICJ, 1116. IVIUII IYIGI UG IJ.att-1 4U 10 rduc I I D:cS2yUAsdrwV4V5ztDl W WpPzmH46-vpOtVNOS_?nsu_knmggE3BgQke5vRyHYKSFDeJzeyYq -1-10 10 4-6-3 8-7-14 1-10-10 4-6-3 4-1-12 Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 4 = 177/Mechanical 2 = 372/0-10-15 (min.0-1-8) 6 = 299/Mechanical Max Horz 2 = 155(LC 4) Max Uplift 4 = -145(LC 4) 2 = -194(LC 4) 6 = -83(LC 7) Max Grav 4 = 177(LC 1) 2 = 1029(LC 11) 6 = 1009(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=2078/265, 13-14=-2067/288, 3-14=-2048/277 BOT CHORD 2-16=-333/2012, 16-17=-333/2012, 17-18=-333/2012,7-18=-333/2012, 7-19=-333/2012, 19-20=-333/2012, 6-20=-333/2012 WEBS j 3-6=-2109/349, 3-7=0/925 conswerauon. 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 145 lb uplift at joint 4, 194 lb uplift at joint 2 and 83 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 Ib down and 102 lb up at 1-4-9, 88 lb down and 102 lb up at 1-4-9, 17 lb dawn and 24 Ib up at 4-2-8, 17 lb down and 24 lb up at 4-2-8, and 48 lb down and 77 lb up at 7-0-7, and 48 lb down and 77 lb up at 7-0-7 on top chord, and 168 lb down and 52 lb up at 1-4-9, 168 lb down and 52 lb up at 1-4-9, 199 lb down and 5 lb up at 4-2-8, 199 lb down and 5 lb up at 4-2-8, and 222 lb down and 5 lb up at 7-0-7, and 222 lb down and 5 Ib up at 7-0-7 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). Vert: 13=85(F=43, B=43) 14=39(F=20, B=20) 15=96(1==-48, B=-48) 16=63(F=32, B=32) 18=4(F=-2, B=-2) 20=66(F=-33, B=-33) F WAININ6• Plegse lhmoughly melon lb, 'A-1ROOF TPUSSES(111111], 6INFPAI TERMS 6(ONDIIIONS(IISIONEII'BUYFI]I(RNONI[D6(MENPIetm. Yerilydesigo pmmelas and rzalralnoe this boss Desip Draning�DOj and Mebliuslee,P.f.lelaeme Sheet helme use. UDlenotha�im slaledan lhelOD,enlyMlek<moMer UL US plmes,""he used lot the TODmheeofid. As s Truss Design Enpren(.e., Sp,idly Tngmenl, the and on any IDD ies st,onmmpta... IIt. 'Wasneed engineuing iespmai6ilily to, the design of the single her,dephled on IT, TOO only, order 1111. The design as—plions, looligtoodiliom, soitshi6ry nodose of this floss I LEE,P.E. for my raildinp is.I ogre.,Tild of the Droer, the Decors ealhuh,d!eg.1 or The Wilding Designer, in the(DOW of the ll(the IT(, the 1.1 huildieg ode eedTPl 1.@e appta+ol oflM fOO and my Nellusedtleinss, iedufnl handl'mg, sloeage, msmllotian oedhrotinp, shall he the rzspoe,ililirydlAe Wilding Designs and #34869 1.0rodn, AD ednseleul in the TOO end the podias end paiddinoollhe Wild4g(ompnent Solely lnfmmmioe(p(Sl) poblished brIPI end Sl(A em minemd for RonemI pidona. VI I Minor the opossibiLhu and tulle, of the Trot, Designs,, truss Design Intea and Truss Monu6tlum,unless eMetaim defined by 1109 Coastal Bay (colon agreed q6 ieersitiog by .11 parties ineeleed. the Toss Design Fopieeer is NOT the Wilding Designer mgrus, System lgieem fin troyholding. All repitolired Iran, me or ddieed in IN 1. BoyntonBweh, FL 33435 Copyright @2Dl( AT Rost igosses Min, lee, P.E. kpodudine of this don—ot, is ney Imo, is pohlit,d Qhut nithn p ord.ioo boo AT Pool Torso -lilies lee, P.E. W Job Truss Truss Type QtY Ply Std. PaC./6811 El A 60769 HJ7C Diagonal Hip Girder 1 1 A0482442 d Job Reference (optional) Al ROOF l RU53E5, FORT PIERCE, FL 34946, design@altruss.com. Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 Mil 4x4 = 4-5-0 6-9-14 1.ox4 11 2-0-0 , 4 5-0 , 6-5-14 8-7-14 Inc. Mon Mar 02 13:47:38 2015 Page 1 J—KNBTcPMcY1SMAUKhY6—mAlzeyYp d Plate Offsets (X,Y)— f2:0-0-3,Edge1, r3:0-04,0-1-141, r3:1-7-4,0-3-81, j8:0-4-12,0-1-81, r9:0-3-8,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.16 10 >630 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.20 10 >505 240 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.05 7 n/a n/a BCDL , 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 49 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except* B3: 2x4 SP No.3, 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 3-6-1 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) 5 = 54/Mechanical 2 = 417/0-10-15 (min.0-1-8) 7 = 415/Mechanical Max Horz 2 = 166(LC 4) Max Uplift 5 = -37(LC 6) 2 = -255(LC 4) 7 = -227(LC 7) Max Grav 5 = 54(LC 1) 2 = 1057(LC 11) 7 = 1128(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=2132/200, 3-16=2122/220, 3-17=-2254/410, 4-17=-2240/404 BOTCHORD 2-19=270/2053, 11-19=-270/2053, 11-20=327/1908, 20-21=-327/1908, 10-21=-327/1908, 9-10=-225/1935, 3-22=-445/2298, 9-22=-445/2298, 9-23=-431/2190, 8-23=-431/2190, 8-24=-431/2190, 24-25=-431/2190, 7-25=431 /2190 WEBS 4-7=-2428/478, 4-8=-115/1298, WEBS 4-7=-2428/478, 4-8=-115/1298, 3-11=-202/260, 3-10=-2297/394 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where -aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 5, 255 lb uplift at joint 2 and 227 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 102 lb up at 14-9, 88 lb down and 102 lb up at 1-4-9, 17 lb down and 24 lb up at 4-2-8, 17 lb down and 24 lb up at 4-2-8, and 68 lb down and 36 lb up at 7-0-7, and 68 lb down and 36 lb up at 7-0-7 on top chord, and 168 lb down and 521b up at 1-4-9, 168 lb down and 52 lb up at 14-9, 199 lb down and 5 lb up at 4-3-4, 199 lb down and 5 lb up at 4-3-4, and 233 lb down and 54 lb up at 7-0-7, and 233 lb down and 54 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70, 10-13=-20, 6-9=-20 Concentrated Loads (lb) Vert: 10=-4(F=-2, B=-2) 16=85(F=43, B=43) 17=39(F=20, B=20) 18=-26(F=-13, B=-13) 19=63(F=32, B=32) 24=136(F=68, B=68) WALYIN644ase lb.ouglly uriem the'AIIOOF 11US56rSEBE1l6EXF11ll[IYSt(DNDBIDXSCIISIOY[I rIDYE1l A[CNOWI[06fYEgr hm. Ymilydesipp.mWe,, and alai Cate,m this Less Oaig. D-ingODD) and the Me, lee, ?I [.fall.. Shellef.mnse.Mesa dberaiss staled ale the TOD, only Welt -aft JULIUS LEE, P.E. plalm 0.1be.red far lb, TOO IoWmRd.Ae a Luse Design ref...(.., Spriallr ICgnmar),the sand weCry IDDapexat, m anapm.. at the pCfessi.d anl imll nspnslbRily la the design .1 the single Los,dght,da.[be TOO .11, Ceder Tit 1. the dripsmnpfmns, laodialmedifmm,sahvihlyandumdIhM.- fara.710, ilisth spe"Iffily Wine a.", Ilse Oman', mWed g.1 a, the laildi.9 DIsniner, i.11m wal 0 lb, lll(, the 11C,the local but1hp red, ad IN 1. The plaosed fib. TOD ad easy field us, .1 the Diss. nriuding boadfing, storage, iosiallalim ad bracing, hall be 1b, op.silinfily d1b, hildiq Oe,ilpeu ad '#34869 (adrador. All Cedes set Cut in ACIDD ad the pi.nia,sand laidelin-111%e laildieD(.npnenlSdeq lnfmmalie.(1(S11 p.66,4d by MandSt(A ne,elnmud Is, pee Iguidma. 1111 deriam t6easpensi6ditin and drtiesdfleimss Oesigner,lmm Oeiipo E.pineer andLuss MenaUdmn, aalea atlnaise de(med bqo 1109 coastal Bay [antmrtapeed span® aritirq Yy CO perfies iosnhed.The I —Darya Fnlioeeris NOT the laibfiq De,ipeer mlruss Syden Talin.erfor any bolding. All Capitalized terms are as ddued in IN 1. Boynton Beach, FL 33435 bpgrighlJ7011 AI p.of Louwhlim lee, GF. tepCEmlian of His dammml, m mq lotm,is po6aihd r'dAod nitlm puedseiw ham Al l.ollrssn-Clot lee, P.F. Job Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 J2 Jack -Open Structurial Gable ,, 4 1 A0482443 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:38 2015 Page 1 I D:oS2yUAsdrwV4V5ztDl W WpPzmH46-NOyFijP411vjV7J_KNBTcPMe11 d3Ab2hY6_mAlzeyYp 2-6-8 2-6-8 2 = 230/0-8-0 (min. 0-1-8) 4 = 23/Mechanical Max Horz 2 = 92(LC 6) Max Uplift 3 = -54(LC 8) 2 = -178(LC 6) Max Grav 3 = 64(LC 1) 2 = 313(LC 13) 4 = 222(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-265/103 NOTES- 1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cate. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 ' 2) Truss designed for wind loads in the plane of the truss only. !For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, for consult qualified building designer as per ANSIfrPI 1, 3) Plates checked for a plus or minus 0 degree rotation about its center. nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 WINNING PIerse'ih.arphly review the 1' TIOSSFS(SFllle1, BINE1Al AIMS ACONDITIONS (IISTOCTI rurin AmorvirOamor I... Verify design p.ardv, rd,ead.le, an this Lu,s Design Drerill(Mo nod the hh, Can, P.I. Wall., SW Warn a,,.Onlen.b. h'%toted ae the100, only WeTumvneA.r JULIUS LEE P.E. plain shun he used In lb, IDD to be erhd. As a Luss Design Engiave, (s,ipniulry Fagheerl; the sail rr ony TOO ap,esean re.aplv.e of the prhssianel nginenup,espnsibihly 1. the d.ign of the single boss deputed rr the TOO mly, under RI I. Ile desipe oswmpfnns, Irodieg,wdfrvns, uilrlilily aedrse of Thi%Luss fa, ary Building [,'the responsibility ofth,Dran,, the Ornersrulharhd agent or The Building Designer, in tie mnlesl of the ll(, the II(,the 1.1 building safe.dTPI 1. The appoeal,fib, TOO nN any hell use 0A, Truss, including Tunnelling, storage, instnllatien and broung,%ball be the responsihilily of the Building Designer old #34869 (enbea.• Alleates a leuf in the TOO andMe pradias and p hlesril1, luildiel(amponenl Safety lnlrrmuTloe(861)published NTH] end Sl(A to, Werenad for Ina Iguidun,e. III l defines the responsibilities and duties efthu crass Designer, Lass Desigo(ogineer and Truss Benuludu,er, unless otherwise defied by n 1109 Coastal Bay Who ap,eeA up in Writing by all plies involved. Ile Truss Design Folioeer is NOT the laildinp Designer .Ten,, System ingieeer 1. anyblding. All srpitaliad Wre, a,, as defraud in ITT 1. Boynton Beach, FL 33435 (apyriglt 910I1 AT Real Lu,,,sdrlEn lee,t[. lepirdurtion d this doame., ll any Waal' is pmbibited r"thout rrillenp'na's'. Irom Al loot bosses-hlius lee, P.E. Job Truss Truss Type my Ply Std. Pac./6811 EI A 60769 J3 Jack -Open 5 1 A0482444 y ei Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:38 2015 Page 1 I D:cS2yUAsdrwV4V5ztDI W WpPzmH46-NOyFijP4IIvjV7J_KNBTcPMe11 c2A62hY6_mAlzeyYp 3-0-0 2x4 = 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.02 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.02 4-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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 uide. REACTIONS. (lb/size) 3 = 80/Mechanical 2 = 247/0-8-0 (min. 0-1-8) 4 = 31/Mechanical Max Horz 2 = 102(LC 6) Max Uplift 3 = -66(LC 8) 2 = -182(LC 6) Max Grav 3 = 80(LC 1) 2 = 323(LC 13) 4 = 227(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-284/105 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 3 and 182 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonc )ncurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WLININB _ Plma Ihmmpely in the'A.1 ROOF TRUSSES (1111F11, GIN Fill AIDS B (ONDITIDNS CUS10MIf rlUYIRI A(CNOWITD6(11(MT' Won. YnBydaip pamdas aid read oats, ae Ihis I.,, Design Daring (IOD) end Ihelallm lee, r.F.let ineme Shed belort me 0oleu tiler iu stated m McIDD,taly Nlekionaedor It 60AeoudfartleTODtabertfid.AsoT DesignFn JULIUSLEE,P.E. pans. ritees(i...,5pniulryrapmneiJ,l6aadenatylODapiesanaonwapltmeollNepalemnodenpivamAnspndbilirylortbededgaollAeinpleTmmdepnledoetAel00oaly,tndarRll.IDedasipom,umptioes,kMirganditioos,wiale0g��osaalthisToAudn #34869 let toy Buildior is ne rmpomibility of the Dever,NmOrner, tdhmued.�oot as the Building Darner, in the states of the ST. Do 111, the loml builragsad, and TPI I. The opp-1 dtee TOD and my field uad6eT.%. eelodinr hondfmp,momp,(nddlefion tad hr dq sboll he the mpomihikly of to ki ADniroes bntredor. AOtotm xl oul in tAeTDD ood lbepndiresend ptidelinetdlNeluOd'mp foagooenl klety lnfnomlitt(BCSIJ puhpshed bylPl and Sl(A onnefnmadferpeoeml puidaaa. III l definmthe ,,pnsibifilin oed ddies dthe irvss Desipnn,Luu Dnipn Eapiaeer mdLum 11-11urer, unless ethmrise defined by 1109 Coastal Bay Camrmlisf ed upseie vitiop by of Fdes Dohed.Fee I.,, Design Engineer is NOT the luildioR Oesipoer or lru,sSyshnEnli—In toy building: All sopitofad Inns ore as Whed in 11`11. Boynton Beach, FL 33435 (epyd1b1@10I4 AT Ralf rF. hFodudindHis dmomnd, in aey I— is prohibircd r'nhon rmrcn pnmission ham AI Pool Tassm-F lias lee, r.E. P Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482445 60769 J7 Jack -Open „ , g 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 3 = 11i5/MecnanlCai 2 = 378/0-8-0 (min. 0-1-8) 4 = 75/Mechanical Max Horz 2 = 167(LC 6) Max Uplift 3 = -151(LC 8) 2 = -224(LC 6) Max Grav I 3 — 189(LC 1) 2 = 397(LC 13) 4 = I. 262(LC 17) FORCES. (lb) Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=475/130 BOT CHORD 2-9=-263/43 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cati II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 i 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. of this truss. Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 METek Industries, Inc. Mon Mar 02 13:47:39 2015 Page 1 ID:cS2yUAsdrwV4V5ztDl W WpPzmH46-rCWdw3PjWcl a7HuAu5ii8cvkJRpcv2lgnmkJiBzeyYo 6-2-0 LOAD CASE(S) Standard WAINING-Please Ihorrughly review the `A41OOF TEUSSFSrSEEEEII, WHAT SEMIS A CONDITIONS (MOTOR reffill1(CNOfIlEO6EYFNr firma. Yerilfdesige pnmmdas and mad eater w 19, Imfs Design Dmwiag ODD) and IN, Inlin Lee, P.E. Were., Sheel hetme a,e. U., allenise stated no the TOD, anly Milek,onnedor It, hall be used ba the i0D la k Wiid. A, a Tar' Des E 1ULIUS LEE, P.E. pow s m gm npinret(i.e.,Spmivlry Fmpmm4, If, seem mmy 1OO reprneolsmmeeptvma of the ptelersunal engmenmgrespensiti6ly lmtke design of lhe,'nple Less deputed as the lDD wly, ondet lPl 1. The design asmmpfnns, laof prwd�fmas, witobiN¢wd use al This Muse lot may, Building is the respaasibilily of the Ovmt, the Be.,, aulhmr¢edtrgmt a the Building MiAner, in the ,Most at the ll(, the ti(, the 1«o1 haild'mg(ode and DPI 1. The approval of the SOD and troy bell are of the bass, ierludial handling, slampe, instagotion nod branng, shollbe the responsibirly of the Building Casio -and 0A869 (a trade,. All antes set out in the iDD and the padianmd gaiderinesat the raildigCompetent Safety lnfmmatioe(B(SI(poh 4nd by Wind SlfAee refeemed In, lenemlpuidame. SPll definesth-sponsibiitiesond dutietofthe Truss Designer, Truss Design hgineer and Truss Mmnufalam, unless otherwise defied by a 1109 Coastal Bay Contrasting upla Ueriliq hyoll Turks attired. The Loss DesignFngineer is NOT the lniirfiq Designer or Draft System Engimer farmay building. All ropitoGmd Terms am or defined in IN 1. Boynton Beach, FL 33415 fapyrighl J2O1Y AT Ioal Luues-hlin, See, H. lepredurtien of this domareal, in my form, is prohibited vClmt voigm pemiision ham AI loaf Imssu-Llios lee, P.E. Job Truss Truss Type Ply Std. Pac./6811 El A 60769 RA Jack -Open �Q,y 4 1 A0482446 � I Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:39 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI W WpPzmH46-rCWdw3PjWc1 a7HuAu5ii8cvlyRsOv2lgnmkJiBzeyYo -14-0 248-0 6-2-0 14-0 2-8-0 3-6-0 a 2x4 = LX4 II 0 0 Dead Load Defl. = 1/16 in 2-8-0 2-8-0 6-2-0 3-6-0 Plate Offsets (X,Y)— [3:0-1-2,0-0-1],[3:0-5-13,0-1-10] [6:0-2-0,0-0-8] [7:0-2-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.53 Vert(LL) 0.10 5-6 >741 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.14 5-6 >510 240 BCLL 0.0 ' Rep Stress Iner YES WB 0.00 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 25 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 'Except* B3: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-11 cc purlins. BOT CHORD Rigid ceiling directly applied or 9-3-2 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 4 = 140/Mechanical 2 = 448/0-8-0 (min. 0-1-8) 5 = 77/Mechanical Max Horz 2 = 167(LC 6) Max Uplift 4 = -105(LC 8) 2 = -244(LC 6) 5 = -11(LC 8) Max Grav 4 = 140(LC 1) 2 = 448(LC 1) 5 = 257(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-438/253,3-4=-1317/1317 BOT CHORD 2-15=381/354, 15-16=381/354, 7-16=381/354, 6-7=48/275, 3-17=1373/1267, 3-6=354/381 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 4, 244 lb uplift at joint 2 and 11 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard p WAIDId6PluuOaougllyurk.lhe'AdIDOnpDSSFS('S(If[116ENfl1(1(IYS6f0D0RI0X1(IISiDY[IrdllYlYjA([ND'd([D6IYEYI'(arm.YmDydeupopio®elenoodreoioolesooltisGutDesigo0msiag�OPwdlleJefmstee,P.F.leleremeAMbfineote.DAe,,b..h.firtedaThe TOD,aalyMAN, —amr JULIUS LEE, P.E. plalenM1oO be uud IonbelOD the eteld. At n Lou Dcsig, Fojeuer (iespminlly [vg®eeiJ, the sed.o ovy feed ecpi—iog iesp6tifily Im [be dngge nl the sI gle Toss dephled oe the IDD eely,eodet RI I. The lotion m-pl'.n, kodeg,nedtmn, saitAdty end me el thh I I., Toy osp Hldmg is the esihility 01he 0..",The D.r.rs emhodudegeof of the Boild'np0esTy.r,in titfomeet of the%C, thelK, the local Mail; code cod y%I.IbeopptoeoI ofThe IDD and toy&Id use of tit Test, Wading landl'ng, stmoge,(otlollulian cod boueg. sleO be The responsilil'tly of the SaMog Desigeer and #34869 Cathode, AD ..to, el out m the IDD and tit pmhn and peidelines of Ill. lildop(onpomnt Solely ladmmaliat061)pobfished by ITT ead SKA om nlnennd lot pnenl poidoon.INIde(nnthe nspesibilllin and TIA, of tit loss Oeslpnn,LuuTait, rnpin., nedLnu Meoofed-,enhu alb -in defined byo 1109 Coastal Bay Cenlmd cited upon in enifinp by all pifini-Ind.Tit I.,, Decipo[cleat, is NOT the ITT&T; Dnipner aeI Syslem[niuenlm onyhuiidelp. Ml mpitoD¢d urns oe of eelued inl%I. Boynton Beach, FL 33435 b'yripht`J7011 Al Intl rnneo-lolmt lee, p.E. lepednDien of this dmemem, in nay lore, is pnhihited ritbel.eilho peimissim bon Al leolymsses-Min ilea, P.I. an . Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482447 60769 J7C Jack -Open , 1-4 1 Job Reference (optional) AT Kuur I FORT PIERCE, FL 34946, design@attruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Mon Mar 02 13:47:40 2015 Page 1 ID:cS2yUAsdrwV4V5ztDIWWpPzmH46-JO4?7PQLHw9RIRSMSoDxhgSvor73eVY_OQTtFezeyYn 3-2-0 6-2-0 1 4 0 3-2-0 3-" II 2x4 = Dead Load Dell. = 118 in LOADING (psf) TCLL 20.0 TCDL 1115.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20101TP12007 CST. TC 0.58 BC 0.97 WB 0.00 (Matrix-M) DEFL. in (loc) Udefl L/d Vert(LL) 0.13 5-6 >555 360 Vert(TL) -0.17 5-6 >430 240 Horz(TL) 0.04 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except` 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live B2: 2x4 SP No.3 I loads. OTHERS 2x4 SP No.3 BRACING-1 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a TOP CHORD I Structural wood sheathing directly applied or 6-0-0 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. pudins. 1 5) Refer to girder(s) for truss to truss connections. BOT CHORD I Rigid ceiling directly applied or 2-2-0 oc bracing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at MiTek recommends that Stabilizers and required joint 4, 224 lb uplift at joint 2 and 36 lb uplift at joint 5. cross bracing be installed during truss erection, in 7) This truss has been designed for a moving accordance with Stabilizer Installation guide. concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, REACTIONS. (lb/size) nonconcurrent with any other live loads. 4 = 155/Mechanical 8) "Semi -rigid pitchbreaks with fixed heels' Member 2 = 378/0-8-0 (min. 0-1-8) end fixity model was used in the analysis and design 5 = 109/Mechanical of this truss. Max Harz 2 = 167(LC 6) Max Uplift I LOAD CASE(S) 4 =-111(LC 8) Standard 2 =-224(LC 6) 5 = -36(LC 8) Max Grav I 4 — 155(LC 1) 2 = I 397(LC 13) 5 = 272(LC 21) FORCES. (Ib) Max. Compli'Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-458/344 BOT CHORD 2-12=-503/407, 7-12=-503/407 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat.111; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 1 2) Plates checked for a plus or minus 0 degree rotation about its center. WINNING-Puns-es-ketbe*Ad NDDF 7HM CS111111, UNFIA1 IFIAISNdONDBIDAS(USTOkII rAUIPIJATINOWIFDBFPINr I... eerily des'rye pumeleu andread,otetwleis Dos Drip,Dro.ivgilDOJend tkeyoUoslee,P.E.Ielere.eSled belme use. Unlessother.ise stated a, the TOD, only AUTelmnae ' 1 mh„knnbea amnbetglkbe,nge.A,nnn„oei F JULIUSLEE,P.E. P gn ngmeer (i.e., speNmly r,gke.(, tNn,eot an n,y too reyne,e,r,weneptame none pink„nnnt eaginenmg �e,panubaly Im ma design aum,mgla nn„ eepblea nn me IDD hall, noder tPl L the ae,ipn o„o.pr°n,, lnod�og rnnd�f.os,,uimurry and o„onnis uo„ Ter any Aoiiding is in responsibility of the Owner, the Danner, aNhumed agent or the h1ding Designer, in lkcard,ul al the INC the III, the 1.1 buildingrado and IN f. the uppwardoBhe FDO and any field use of tic Truss, Model Wiling, storage, insloilolion and hearing, stall he the iespe,sihilhy of the killing Designer and #34869 Whaaac AD units set out in the TOD and the p.dimsand guidel'mes of the Bulding(omgooenl kieq Maturation (16gpvbfikri by TPl and SKA.,,.aferenrtd for geoeml guidon.. IN defeat ikerespoasibillties and duties of the Truss Designer, bass Design [opinea and Oast Mared.darn, anless aMaeise defined by a 1109 Coastal Bay tented offeedegou in vesting by og parties unsolved. The I -Design rn(men it NOT the luiiding Designer or Les, Sydee ralinea far any build'mp. All mpilabaed Wart me as defied MIT 1. Boyralon Beach, FL 33431 hplripbta g011 AItself lee, tE, lepodudioo el Nis dwemerA, k oil leim, is pmlebited virAool rtilieo pnadssiw Im. AI Inof Trusses-LNm lee, t.f. Job Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 RD Jack -Open 1 2 1 A0482448 1' Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar.02 13:47:40 2015 Page 1 I D:cS2yUAsd rwV4 V5ztDI WWpPzmH46-JO4?7 PQ LHw9RI RSM SoDxh gSuXr9ceV Y_OQTtFezeyYn 6-2-0 3x4 = 6-2-0 6-2-0 Dead Load Defl. = 1/8 in Plate Offsets (X,Y)— (1:0-1-4,0-0-61 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 0.67 Vert(LL) -0.15 3-6 >501 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert( L) -0.28 3-6 >258 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) 0.02 1 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-12 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 = 275/0-8-0 (min. 0-1-8) 2 = 195/Mechanical 3 = 80/Mechanical Max Horz 1 = 126(LC 6) Max Uplift 1 = -103(LC 6) 2 = -154(LC 6) Max Grav 1 = 353(LC 13) 2 = 195(LC 1) 3 = 264(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-7=-394/122 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DO L=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 1 and 154 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard p WAINING-Plnse lhuovpAlynvie•the 'A.I IDOFTIUSSUrs[IIIIti 601111 TINS B(ONDITIGNS(IISIOMIR rIffill A(INUMDGIMEW Ium.Peril, design paudenoed,ead.1.m this boss 0,s,pa Om•i.,ODD) wl the Via, I.,, P.E. We—, Sbnl We,,aw. Dvless ohe•iseimkd oe he lDD,nly Miiekmonedw JULIUS LEE P.E. phles shill he oaedto,Ib,TOD to be vo9d. As a hue D,sq,Ipmeet 0., SpniadlyEaguentIbauoimany TDOmpesen,oe mueptaneof the p,o/essiaoel mpiwnngInpensi0ifdy la Ik d,oga of thesingle Tmn deputed oo the IDO.11,00k, RIL the dniga vaomprrooy kodiog,aedili s, su11a1161y ead use al This Tmss Iar any 8416ag is he seep -minty of the 0n,, Ike 0•.(,a fluuD,dog.1o, the ladkg Desipner,inthe anial al the 11G he 11(,the 1.1kiidiopnde cad TP11. The gpaovolad the TOD and any field use el he Tross. indedial bondrmp, slamle, h0ollafion and Wang, shall be the,espesi111Dp ad the Baildinp Oesignn and #34869 Cmft.dae ADnot,,sel of in the TOD and he pradias aad loid,hon ofhe luddivp(omronedUklylef—iceiR61) pahf,hed by TPl and SB(A as e1 a,Jla, Ion emlpuidcna.Tlld,fmniknspansihihVes and dulies of the lass Desilner, Iran Do,' go Eagiaeer and truss Manudadater, Was, oba h, defined byu 1109 Coastal Bay Gmud opieed upon ie•ridnl byoll p.M,,invoked. tkWe DedgelolinBoynfom Beady FL 33435 (epyrigbt®1011 Al fool Ir000sdol'ms lee, P.E. lepradadian of this daomenl, H aoy loan, is proM3ited •Uloot niltenpetmisskn Ima AI LoI kuvn-Julias la, P.E. Jobe Truss Truss Type Qty Ply Std. Pac./6811 El A I A0482449 60769 1 MV2 Valley ,A 1 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com d Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:40 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI WUpPzmH46-JO4?7PQLHw9RlRSMSoDxhgS2LrLTeVY_OQTtFezeyYn 2x4 4.00 F12 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lind PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(fL) n/a - n/a 999 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING! TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 48/1-11-4 (min.0-1-8) 2 = 37/1-114 (min. 0-1-8) 3 = 1111-11-4 (min.0-1-8) Max Horz 1 = I 23(LC 6) Max Uplift 1 = 18.(LC 6) 2 = -32(LC 6) Max Grav 1 = 226(LC 14) 2 = 37(LC 1) 3 = 211(LC 15) FORCES. (Ib) Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat 111; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-,6-0 tall by 2-0-0 wide will fit between the bottom choid and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 1 and 32 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I WAIVING -Please 6atubl atiew An TRUSSES 1 6N 1 p BY 1 S('SEIIE�,FE1piE1LISt(ONDIIIONS(USIONEIrpIIYEPjA(rN0'YYIpD6fYn1'lam.YnilpdesipoporanetnsandreodoolnanlhishussDesiglOrmivg(IDD)endlbeJolnslee,P.E.Ie(events[eelklmeese.UalesSolEereisesloledae�elOO,onlpLliiekrannMor IULIUSLEE,P.E. pWto shell he used is, the TOD 1. be mid. As o Loss Desige leli Ci.e.,SperioNy[agwen), the sell toaa11OO iepaseels oearepleaeui the pmfessioodt.giraainptespeoubiOy[a the 662. of the tingle T depaed so the IDD only, undo TPl 1. the designswmpOeny bannsto.difam, suklulily ad use of IMs Lou In ney Building is the nspoosibiGq of the 0-1,fit O—', otbxind agent of the Building Oes'ryner, in it, comest of the ll4 the If(, the ten.[building rode end TPl 1. The oppmol of Me [DO and any hell use of tit Tim including badOng, stoale, inslollation end Evening, shell he the responsleiOty of the hildmg Designer and #34869 Unh.da. 10 totes set out in fit IDD.od the patties end peidelines.1the raildiq (omroeent Solely lol—otioe (16I( pebhsbed by ill end SBCA ere refeanad for gennol puidome, 1P I defines the a ynndbiflies and duties of iEe Tress Designer Loa Design loginar old Huss Mi nalodnar, unless dberwise defined hr. 1109 Coastal Bay 1.00 ogteetoy in writing byo11 patia intuited. The lna Design [alma, is NOT the 106ol Designer or Truss Sydea Enliven le-y EoOdiog. All apiloQed lnmi ne us defined ie1P11. Boynton Beach, FL 33435 4pyrightkJ 7011 AI loaf Guxrsdeliut lee, P.f. lgrndudim.[this doroami, in only loom, is pmhibOed vThoa vdf.. p useissim fan AT Ieof Im..... Elias lee, P.E. Job Truss Truss Type Qty Ply Std. Pac./6811 El A 60769 MV3 Valley 1 1 A0482450 I 4 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:41 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI W WpPzmH46-obeOLIRz2DHIMb1 Y?WIAD1_CyFflNyo7E4DQn4zeyYm L 2-M 2-8-8 v d 2x4 4.00 F12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 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 2-8-8 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) 1 = 80/2-7-12 (min.0-1-8) 2 = 62/2-7-12 (min.0-1-8) 3 = 18/2-7-12 (min.0-1-8) Max Horz 1 = 37(LC 6) Max Uplift 1 = -31(LC 6) 2 = -52(LC 6) Max Grav 1 = 244(LC 14) 2 = 62(LC 1) 3 = 218(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1 and 52 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WLIXIX6 Plnse IhnooIblymin Ihe'A IIDOFIIUSS[S(SDITIj,6EX[IAITEIYSp(DNOIIOXS(IISIOY[I('IUYEI)A([gO'tO[O6FYEXr Ian.Y"11design pnonelea gad rtoI War oo Nair Truss Drip Droning(IOO)sod lied.fa,lee, P.E. hfere-Skrefhfore seD.hss albariu slolydoe IheTOD, only WTek<onnenor i klesrbailheusedlotOelDOmbsmOd. MoLossDesi (' JUUUS LEE, P.E. p gn oywa (.r.,fpeciollp [og®earl; the sad on oq IDD ignsnlr oe nnplame of Ik pralersiand aogioeniag resrntiEildP Im N Iesiga o1lEa single Guu depkled ae fAo IDD wlp, oohs IPI L The dssigo assumpGu, kodiog roadifmos, soilofiG¢ and ad rtdsLmr tat ary Ulding is the respani3ilily of hroe e Ones, Me Ofs aotherhed og.1 as the hildi.g Designer, in lit annual of the l[(, the 11C,he fond buildupad, an IN 1. The pp al 0the IUD aai rayfeld use of tic Truss, induliinp kaading,storage, inslalotias and haring. sbul he the tespo.,Wbay a0, hildiap Daipaa and #34869 (.mador. AY at,, set.4 is lie IDO aad the pradgrmrnd paidelnes al the hildi.g (onpaneat Surety hdornatioo P611 pabhshed by TPI and SI(A.le nrfaeaar [a, pane,.[ guidana. IPI I d,fa,s fie aspandhililits and duties of the Truss Designer, Truss Design [enter mdTne M.a.10 a1, unless othe rise defined try. 1109 coastal Day Canted opteedepon ienilb.1byoD perriesintohed. The ins,Design [npinea is NOT It, landing 00po, a Truss Syshn Tali —far any building. Allmpih@ed lease are as defied 1,IPI T. Boyntm Beach,R 33435 r.pyriom@2014 AT pal Yuas-blu, Ice. P.F. hrodnti e 0 tAis daomal, in oar [arm, is prohibited 0kon rime. par issien inn AI 1r.1T...... blur Ire, P.E. Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482451 60769 MV4 Valley p 4 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:41 2015 Page 1 ID:cS2yUAsdrwV4V5ztDI W WpPzmH46-obeOLIRz2DHIMbl Y?VIAADI_BbFd WNyo7E4DQn4zeyYm 4-0-0 4-0-0 7 d d 2x4 n nn 2 4 3 1.5x4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) LUMBER -'I TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 1 2x4 SP N0.3 TOP CHORD Structural lood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. cross bracing be installed during truss erection, in REACTIONS. (lb/size) 1 = 131/3-114 (min.0-1-8) 3 = 131/3-114 (min.0-1-8) Max Horz 1 = 61(LC 6) Max Uplift 1 = -51(LC 6) 3 = -72(LC 6) Max Grav 1 = 273(LC 14) 3 = 273(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat! II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) land C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This miss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3i 6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 1 and 72 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% I p WAIHIN6-Pleme'tAwoogMymieathe-AdROOFTIUSSFSrSFIIn�,GFN11At111YSA(ONOIIIDNS(USIO4.IIrLY1[jA(NNOMEDGwRy-xm.Vadyd6gopmemd dad,ad oonsonthis 1—DstsipD-iag(ND)aad[be laliashe, P.I.lbdv eSitelklmeuse.UAessat4enisesloledI.1b,TOO,onlyIiihmnaenx 1000SLEE P.E. pl.les shallhe used loi the TOO 1. be e.fid. Asa inns Dasiga Enpiam (i.e,5peddly IogmeeQ, Ibe s,W on.oy IDD iepnah a ntept—of the pofnsi—I ngiaaing raspeosibilily la Ibe design of the single Luse depNled as IEe IND sell, ender RI I, Tee dnig. assumplioas, leadiq as ifi-, witahgity and use of This Truss fa Mg. IA1 is the mspmli1i4 of the Omer, the Or.er's adhoriiedapenlmlhe Wilding Designer, in themdeal of toell[, IAe It(, Me laal huild'mpudeandlPl1. Beoppaml dib, TOO and ny field use el the Las, Fe ladmg hondlirg.Wrap, fin*laiaa aed bto ing, 0,11 be the ospoe irny of the doildhg Designs and #34869 (antraner.AO.ala wloW is lee 100 ced 6e pmnicesaad gaidefines of the loil4mg6mpm,at Safety lolarmnliaa(131lpub5,b,dby TH road Sl(A are ofr-1 for penerot goidaae.RlldeOnn th.... pndhlrn oad dWhs of the lass Designer, Tmss Design T.ginar and lmss Xnuhdan; anless.11N-im defined bya 1109 Coastal Bay (omma.peedupinie niliy byaO fork, ioxoInd. The Fairs Oaipe Fngioeer is NOT she huilding Designer orTrms System ingieea for am budding. Allmpilnfieed leans are as delieed in 1P11. Boynton Beach, FL 33435 6pyright91014 Al loot Torun-hlius lee, P.I. lepodueira of this deromed, No ..I rues, is prohibited staffer vM.. pnminln ham AI gml Losses-hli.s lee, F.F. Job Truss Truss Type Qty Ply Std. Pac./6811 El A A0482452 60769 MV5 Valley 1 1 J Job Reference a tiona Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc.. Mon Mar 02 13:47:42 2015 Page 1 ID:cS2yUAsdrwV4V5ztDlVVVVpPzmH46-GnBmY5SbpXP8_IrJZDGPmFXKVfzs6P2HTky_J WzeyYI 3-11-8 3-11-8 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 FBC2010ITP12007 LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 129/3-10-12 (min.0-1-8) 3 = 129/3-10-12 (min.OA-8) Max Horz 1 = 60(LC 6) Max Uplift 1 = -50(LC 6) 3 = -71(LC 6) Max Grav, 1 = 272(LC 14) 3 = 272(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .s nn F,, 2x4 1.5x4 II CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.32 Vert(LL) n/a - n/a 999 MT20 244/190 BC 0.37 Vert(TL) n/a - n/a 999 WB 0.00 Horz(TL) 0.00 n/a n/a (Matrix) Weight: 12 lb FT = 0% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 1 and 71 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAPNIX6 -Please Ihmooghly drier Ibe'A] kOOF TIUSSES(1EE01161NnAE TI RMS CONDITIONS (US10MIR VBUYEII AIBNDWIEDGIMINr Irm. Yaily design pmmelm v i reed at,, an this buss Dnip Dawisg(fDO) and IheJd'ms lee, P.F.lehame keel Belem use. Was, mhmrise stated ae the TOD, only Mae anno., ktes shell hearedfor lleIDDaMrood. As a Truss Dew falivat Y dtf JUUUS LEE, P.E. p (i.e., peri y ogmeer), the sed an say fOD represats as meeplvae el the prvlatronrl anpieem'ugtespemiBiOly la the desipe vl lie single Truss deplled au ehe lDD anly,vndet Rl 1. Oe desipv onumpinns, Hoding aadifmns, stiitoli67y mtd ose vl lhisLass Im my Banding is it nolair ility dthe Oam iw Orders sMhmned ogerel or the Building Designer, in the Meet .1 the llG the III, the lard buildisgude at TPl 1. the oprynol al lbelDBadonybellsmef the lass, iedoding hendiinp, sloap,isstdtotia tad brodng,Ralik,therespusilility oflbe Risibility Doignerard #34869 (enfroNr, pU sotn set oat id the IDDadlBe pankesaodpoidelinadlhe Build'np(omponenl Soletylnlmmalioa(BOI�poBOsBed BylPl on SlfA nerelmercei for penemlguidonn. IPildefma%e uspondhililies and ddiesoEMe lsuss Oesigner,Luss Oesipo Fepinar mdLuss Mmulalaer, unless rNerrise defined bye 1109 Coastal Bay (entaU agreed span I. milimg by an parts meshed. ke iris Berlin Edginen is NOT the Building Designer a Truss System Faliam for any braiding. All atitaNeM terms ere as defined in ITT 1. Boynton Beach, F1 33435 Lpyripht97611 AI pnl Imeesdv6m lee, P.F. tepedmtivn of this dx—ral, in any lame, is prohibited wOloot writes permission from AI Roof irises-Jallss lee, P.E. Jab z Truss Truss Type Qty Ply Std. Pac./6811 El A A0482453 60769 MV7 Valley a 1 1 1 Job Reference o tional Al KUUr' I Kl/JJCJ, r-UM I rlCb0.i1Z, rl-o U, U-1y1IpW.c ral LIZ-1II LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO' BOT CHO' WEBS BRACING TOP CHO Structural, purlins, e) BOT CHO Rigid ceilir cross 1 = 3 = Max Horz 1 = Max Uplift 1 = 3 = Max Grav 1 = 3 = FORCES. Max. Core when shoe TOP CHO v a 0 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Mar 02 13:47:42 2015 Page 1 ID:cS2yUAsdrwV4V5ztDl W WpPzmH46-GnBmYSSbpXPB_IcIZDGPmFXEgfvJ6P2HTky_J WzeyYI 5-2-8 1 1.5x4 11 2 4 3 2x4 % 1.5x4 11 )sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 0.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) n/a n/a 999 5.0 Lumber DOL 1.25 BC 0.60 Vert(TL) n/a n/a 999 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 n/a n/a 0.0 Code FBC2010/TPI2007 (Matrix) 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 lod sheathing directly applied or 5-2-8 oc :pt end verticals. directly applied or 10-0-0 oc bracing. ing be installed during truss erection, in e with Stabilizer Installation ouide. S. (lb/size) 185/5-1-12 (min. 0-1-8) 185/5-1-12 (min.0-1-8) 86(LC 6) -72(LC 6) -101(LC 6) 303(LC 14) 303(LC 15) Ten. - All forces 250 (lb) or less except 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 1 and 101 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 16 lb FT = 0% NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 j 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 Ithe bottom chord in all areas where a rectangle 3i 6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. WAININD-Plane thoroughly m+iea the'A.I NOTE TIUSSIS r5litilj, OINFIA( TENS A (ONDITIONS(IIS1O11111'BUYE1IA(KNOVVIED61B1Br Inset. Verily design Turned", and read autos oa Ibis Ross Design V-1til ODD) and thelolius lea, P.E.Id nine heel Talton use. Unless rely-, staled an the IDD, only Mid tannaeror 1ULIUS LEE, P.E. plalesshell be usied fob lhelODto he raNd. AsaLoss Design Fogieen(.e., Spetiully F.y..),it. ,at ra any TOD lepivals ue —pl... at 11.profi-imal engieeninguspmsithilily 1. the design of the sirgt,Taoss Inlaid a. the lDO aaty,andelITT 1. The dniyoos—plions, kadingrondir—,initohiliry and a,. of lhii Tos In any Building iethe eespcasibility dikeCarter,TheOwners authorized ogoal al the building Designer, in the muted el the ll4 the ll(,the 1.1 buildagrodo and TPl 1. the rppla+of at the lOD and aoy fieldrse of Meimss,inludngbandlhg, statope, uAollalian tad hroueA•shaO he Me respaorihilNy of Me luildirp Oesigoee ord #34869 (autorlrr. AO notes sal ad in the TOD and the piedias and guideliaeseflhe luddng(ompaoeal UNIT lavaralioe(B61) published by TPl aid SICA ore mfnmted for general guidons III l defines the responsibilities and duties ofthe irru 110litn, Tmu Designln7nen and loss Monofodner, unless etlneim defined by o 1109 Coastal Bay (yahoo opeeeduprn in aritinp by all prrNesirrolved. The Tress Oesilo Engineer is NOT theluildiog Designer erreuss System Enlimer In any bolding. All mpitolieeA Inmsmeas detieedin ITT 1. Boynton Beach, FL 33435 1 (opyrighl Oa 101) AI Anal irosses4dius Ley f,E. I'Froki ion al Mir dnumeot, is any loom, is prohibited nithoat arilfen l nmission term AI Ind fosses -Elias tee, F.E.