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p C.0 O cD pC WMN TAKEN ® MCEPTtO.NS MOT1:'e! J O O O SUBMIT SPECIFIED ITEM 0' REVISE & 'RESUBMIT CO M Uj Checking is only for general conformance with design concept of W J 00 00 C project and general compliance with Contract Documents. Contractor U LL d' d' is responsible for confirming and correcting dimensions at job site; ^ ^ For informstion which pertains to fabrication processes or construci;on J UN techniques, and for coordination of work of all trades. Checking of ti ti shop drawings shall not relieve the contractor of responsibility fot Z W , , deviation from require a is , f Contract Documents nor for errors or Q = X omissions i r Of Date — LO 0 N ADVANCED STRUCTURAL ENGIN ERING M IN40e, W Q 0 W ZFLL W U) I W W a � o 0w� o 0 z U) 0J cc un 0 W 1 o Q0 0 0 ° = z 2 WO `Z �/ V W --, q coo � Q m V) �' W O > U) W r� I 0 ~ 1 z- o > O o U) --I (0 p W 0 O W z J O � Q 0- J O rac r COPY C �� o J A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job 60770 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: STANDARD PACIFIC HOMES - SE FL Project Name: RIVERBEND Lot/Block: 30 Model: 6810 Address: 13305 NW BAYWOOD PL Subdivision: City:' County: Broward A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 MPH Roo Load: 45.0 psf Floor Load: 0.0 psf This ackage includes 92 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 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. I Seal # . Truss Name' Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0489374 A01 4/2115 13 A0489386 A13 4/2115 25 A0489398 B10 412/15 2 A0489375 A02 4/2/15 14 A0489387 A14 4/2/15 26 A0489399 B12 4/2/15 3 A0489376 A03 4/2/15 •15 A0489388 A15 412115 27 A0489400 B13 4/2/15 4 A0489377 A04 4/2/15 16 A0489389 B01 412/15 28 A0489401 B14 4/2/15 5 A0489378 A05 4/2/15 17 A0489390 B02 4/2115 29 IA0489402 B15 4/2/15 6 A0489379 A06 4/2/15 18 A0489391 B03 412115 30 A0489403 B16 4/2/15 7 A0489380 A07 4/2/15 19 A0489392 B04 4/2/15 31 A0489404 B17 4/2/15 8 A0489381 A08 4/2/15 20 A0489393 B05 .4/2/15 32 A0489405 B18 4/2115 9 A0489382 A09 4/2/15 21 A0489394 B06 4/2/15 33 A0489406 B19 4/2/15 10 A0489383 A10 4/2/15 22 A0489395 B07 4/2/15 34 A0489407 B20 4/2/15 11 A0489384 All 4/2/15 23 1A0489396 B08 4/2/15 35 A0489408 I B21 412/15 12 A0489385 Al2 412/15 24 1 A0489397 B09 4/2/15 36 A0489409 I B22 412/15 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Julius Lee. My license renewal date for the state of Florida is February26,2017. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. _ The suitability and use of components for any particular building is the responsibility of the building designer, per ANSI/rPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the constructlon documents (also referred to at times as 'Structural Engineering Documents') provided by the Building indicating the nature and characterof the work. The design criteria therein have been transferred to Julius Lee PE by [A1 Roof Trusses orspecific location]. These.TDDs (also referred to at times as 'Structural Delegated Engineering Documents') are specialty structural component designs and may be part ofthe project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility forthe design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes. ��tllllllj// yr-�, S. S.K �'',,. i Digitally signed by Julius Lee -\GENSc DN: c=US,,st=Florida,l=Boynton * N 34869 of Beach, o=Julius Lee, cn=Julius W_ .f STATE OF _� j Lee, ,email=leeengr@aol.com FCORIDPIM Date: 2015.04.02 14:21:27-04'00' rage i, of 1 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES AFLORIDA CORPORATION RE: Job 60770 No. Seal # Truss Name Date No. Seal # Truss Name Date '37 A0489410 B23 4/2/15 175 A0489448 J9A 412/15 38 A0489411 C01 4/2/15 176 A0489449 MV10 412/15 39 A0489412 C01C 4/2/15 177 A0489450 MV2 4/2/15 40 A0489413 CO2 412/15 I78 A0489451 MV4 4/2115 41 A0489414 CO3 4/2/15 179 A0489452 MV6 4/2/15 42 A0489415 C04 4/2/15 180 A0489453 MV8 4/2/15 43 A0489416 C05 4/2/15 181 A0489454 OJ1- 4/2/15 44 A0489417 C06 4/2115 82 A0489455 OJ2 4/2/15 45 A0489418 C07 4/2/15 83 A0489456 OJ3 4/2/15 46 A0489419 C08 4/2/15 184 A0489457 1361 4/2/15 47 A0489420 C09 4/2/15 !85 A0489458 PB2 412/15 48 A0489421 C10 4/2115 86 A0489459 P133 4/2115. 49 A0489422 C11 4/2/15 87 A0489460 V11 4/2/15 50 A0489423 CJ1 4/2/15 88 A0489461 V13 4/2/15 51 A0489424 CJ3 4/2/15 89 • A0489462 V3 412/15 52 A0489425 CJ3A 4/2/15 90 A0489463 V5 4/2/15 53 A0489426 CJ3C 4/2/15 11 A0489464 V7 4/2/15 54 A0489427 CJ5 4/2115 2 A0489465 V9 4/2/15 55 A0489428 CJ5A 4/2115 56 A0489429 CJ5C 4/2/15 57 A0489430 CJ7 4/2/15 58 A0489431 D01 4/2/15 59 A0489432 E01 4/2/15 60 A0489433 E02 4/2/15 61 A0489434 E03 4/2115 62 A0489435 E04 4/2/15 63 A0489436 E05 4/2/15 64 A0489437 E06 4/2/15 65 A0489438 EG9 4/2/15 . 66 A0489439 FG1 4/2/15 67 A0489440 HC6 4/2/15 68 A0489441 1-1J7 4/2/15 69 A0489442 HJ7C 4/2/15 70 A0489443 HJ9 4/2/15 71 A0489444 J1.4 4/2/15 72 A0489445 J7 4/2115 73 A0489446 J7C 4/2/15 74 A0489447 J9 4/2/15 Page 2 of 2 Y Job Truss Truss Type Qty Ply Pac/6810 El C A0489374 60770 A01 Half Hip 1 1 �Std 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. Wed Mar 18 13:52:51 2015 Page 1 ID:ji55gdegRg9?EOOT_pdSDy8?Mc-wirslJRFipceaEzTyFuaeSY4fsmbA?j25MOt9mz2 A -1-4-n 6-7-1n 14-5-9 20-2-1 , 24-1-0 . -30-1-10 36-1-6 42-2-0 , 47-1-8 ,. 2x4 I C? 0 561 &3&1 6.00 F12 6x6 = 3x4 11 3x6 5x6 = 3x4 11 4x6 11 Dead Load Defl. = 1/2 in = 6 7 8 9 10 11 E LV " `V VV VV 19 18 V VV V �V 13 12 4x6 —_ 3x8 MT20HS 5x8 = 3x4 11 3x8 MT20H5= 3x4 11 _ 5x6 = 3x6 = 6x8 = 3x6 = 8x8 = 10-6-2 20-2-1 24-1-0 33-1-8 t 42-2-0 47-1-8 10-6-2 9-7-14 3 10-15 9-0-8 9-0-8 4-11-8 Plate Offsets (X Y)-- [2:0-0-8 Edge] [4:0-5-0 Edge] [6:0-1-8 0-2-4] [9:0-3-0 0-3-0][12:0-3-0,0-3-01,[14:0-2-12,0-341,[17:0-2-8,0-2-12],[19:0-4-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.39 19-21 >999 360 MT20 244/190 TCDL ' 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.91 19-21 >619 240 MT20HS 187/143 BOLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.23 12 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 342 lb FT = 0% TOP CHORD 2x4 SP M 30 *Except* T3,T4: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 `Except' B3: 2x4 SP No:3, B5: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W11: 2x4 SP M 30 OTHERS 2x4 SP-No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-7-3 oc bracing. Except: 1 Row at midpt 7-17, 10-14 WEBS 11 Row at midpt 1'1-12, 5-19, 8-17, 8-15, 9-15 2 Rows at 1/3 pts 9-14, 11-14 !MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 12 = 2105/0-5-8 (min. 0-2-8) 2 = 2217/0-8-0 (min. 0-2-10) Max Horz 2 = 660(LC 8) Max Uplift 12 =-960(LC 7) 2 = 801(LC 8) Max Grav 12 = 2136(LC 2) 2 = 2217(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4051 /3243, 3-4=-3691 /2936, 4-5=-3588/2958, 5-6 2821/2407, 7=-2665/2404, 7-8=-2674/2411, -9=-2280/1898, 9-10=-991/829, 10-11=-985/825,11-12=-2142/1816 BOT CHORD 2-26=-3720/3544, 21-26=-3720/3544; 20-21=-2902/2920, 20-37=-2902/2920, BOT CHORD 2-26=-3720/3544,21-26=-3720/3544, 20-21 =-2902/2920,'20-37=-2902/2920, 27-37=-2902/2920, 27-28=-2902/2920, 28-38=-2902/2920, 19-38=-2902/2920, 7-17=-373/418,17-30=-2174/2488, 30-31=-2174/2488, 16-31=-2174/2488, 16-32=-2174/2488, 15-32=-2174/2488, 15-33=-1650/1931,33-34=-1650/1931, 34-35=-1650/1931,14-35=-1650/1931, 10-14=-409/477 WEBS 3-21=-480R87, 5-21 =-441/608, 5-19=-828/1053, 6-19=-371/446, 17-19=-2067/2536, 6-17=-417/704, 8-17=-433/378, 8-15=-791 /915, 9-15=-811/1139, 9-14=-1728/1511, 11-14=-1858/2217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) 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 100 lb uplift at 1ntrs1 exce..r lid=lb! 12=960 2=801 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 a.-,...e-.r ........V U. ...r ._ .... .._ .. Il WARNING - Please lhomeglip.ho;the 'A4 IGOF TNSSES("SESIFII, GENUALDOW 6CONDITIONS (OSTONERVICYFl1A(NNOWLEDGEMENT`fom,. Ynify design pommela, and nod netewnlhishoss Design DianiopROD(and the Arlius Fee,Pd Pefueme SheatheFonusa Dnlcss elhenrise smtedoo ehe ND, achy Nirei mnnnmr JULIUS LEE, P.E. plates shall be aced far the TOD t be olid. As a hunt Design Ingioen (ie, Spnidty EnpmeerR, the seal an any TOD nPnmots an anpto as at lire pahnia dtertmeenog lopoon-biflyto Me Win of the single To"depiaed on the Wendy, or do 1111. TAe design ossompNam, lending nadionne, solohOity and Us, of this boss ,at any loildiag is the rasp-ibn5ty, of the Owner, the Owoeis aolmried aged n the l hErg Designer, In the ronfeel of the lN(, the lit, the 1ml building sale and ITT 1. The apparel attire TOD and any fiell om of the iron, Wading handling, clamp, installatien and haring, straDheThe respe0blfij of the luildmg DesiRnerbad #34869 (oma to. All eats set all in the TOO and the polar and guidelines ofib, luDdagbeepearml Safely Idouretin(I(SBpublished by IN andSICA n afoundfar go Iguidanm. TPlideform the nspoeffilbe anddities of the TressDesigner, Loss Desilo 51b000ATrau 9anufadmer,.4-thawie defined by. 1109 Coastal Bay (ohm agned upon as w slag by all pmdn Intelsat The lass Design bib eer is NOT the budiag Design,, ff It Sylln Engineer ar any baddag. AO mpialind toms are as defined I. Rl 1. Boynton Beach, FL 33435 (apy6gbt02014 AT Iaeldnsses-lutiustee, P.F. lepmdonien al Ills duumeo; is any form, is pehihiled without writhe permission fain AT goof Trasses-lulus tee, P.F. a r Job Truss Truss Type Qty' Ply St Pac/6810 El C 60770 A02 Half Hip 1 A0489375 Job Reference o tional HI KUUr IK000=, rUKI I'ICKUC, rL 34540, 5x10 MT20 2x4 Q 4 3 2x4 II 12 0 26 4x6 = 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(fP12007 LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3,T4: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B3: 2x4 SP No.3, B5: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W11: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except el verticals. BOT CHORD Rigid ceiling directly applied or 3-7-3 cc bracing. Exc 1 Row at midpt 7-17, 10-14 WEBS - 1 Row at midpt 11-12, 5-19, 8-17, 8-15, 9-15 2 Rows at 1 /3 pts 9-14, 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 12 = 210510-5-8 (min. 0-2-8) 2 = 2217/0-8-0 (min. 0-2-10) Max.Horz 2 = 660(LC 8) Max Uplift 12 =-960(LC 7) 2 = 801(LC 8) Max Grav 12 = 2136(LC 2) 2 = 2217(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less when shown. TOP CHORD 2-3=-4051/3243,3-4=-3691/2936, 4-5=-3588/2958, 5-6=-2821/2407, 6-7=-2665/2404, 7-8=-2674/2411, . 8-9=-2280/1898, 9-10=-991/829, 10-11=-985/825,11-12=-2102/1816 BOT CHORD 2-26=-3720/3544,21-26=-3720/3544, 20-21=-2902/2920, 20-27=-2902/2920, truss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:52:52 2015 Page 1 I D:j i55gdegRq 9? EOOT_pdS Dy8? Mc-Pu O EVfS uT7 kVBOYf VyP p B g5 F PG5ovSzCKOm RiDzzhs9 -9 20-2-1 24-1-0 30-1-10 36-11 42-2-0 47-1-8 5 5-8-8 3-10-15 6-0-10 5-11-11 6-0-10 4-118 6x6 % 6.00 12 3x4 11 3x6 5x6 = 3x4 11 4x6 11 Dead Load Defl. = 112 in � = 6 7 8 9 10 11 3x6 \ 5 \ 8 0 17 14 ]oo 21 20 27 28 29 19 30 18 31 32 16. 33 15 34 35 36 13 37 12 3x8 MT20HS= 3x8 MT20HS 5x8 = 3x4 11 3x4 I I 5x6 = 3x6 = 6x8 = 3x6 = 8x8 = WARNING - Plena Thoroughly semia" The'A.I IOOF TIMES (SBIE11, GENEIAI I MS 6 EONDIBONS ENSTDNER ('I fides shoo k used la the 10010 he mmOd. Asa buss Oesipo Eogioee (�s, Slamlry Enpiaeer4We Seel an any TOO far any Building is the n1aresihirdy of the Osoa, The Or eel s anhorind agent athe Building Designer, in the mesh ladtwar. All autos eel adie the TOO mod to. families art puiddiaes at lie Building Earepotenl Sohryfe oneart e, Eoehod ingest open n mifmA hI dl polies imnnd. The has, Ot4 bliacris NOT 0e Building Designer a Bs fnpydghl©PON AI IomlTmsseelurius lea, P.E. PepmdurNan allAu dammen, loamy foam, is poh3Ded aiMouh 9-7-14 ' 3-10-15 ' 9-0-8 9-0-8 " 4-11-8 ' 8,0-2-41, [9:0-3-0,0-3-0], [12:0-3-0,0-3-0], [14:0-2-12,0-3-4] [17:0-2-8,0-2-12], [19:0-4-0,0-1-8] CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP TC 1.00 Vert(LL) -0.3919-21 >999 360 MT20 244/190 BC 0,86 Vert(TL) -0.9119-21 >619 240 MT20HS 187/143 WB 0.97 Horz(TL) 0.23 12 n/a n/a (Matrix-M) Weight: 342 lb FT = 0% BOT CHORD 2-26=-3720/3544, 21-26=-3720/3544, 20-21=-2902/2920, 20-27=-2902/2920, 27-28=-2902/2920,28-29=-2902/2920, 19-29=-2902/2920, 7-17=-373/418, 17-31=-2174/2488, 31-32=-2174/2488, 16-32=-2174/2488,16-33=-2174/2488, 15-33=-2.174/2488, 15-34=-1650/1932, 34-35=-1650/1932, 35-36=-1650/1932, 14-36=-1660/1932, 10-14=-409/477 WEBS t: 3-21=-480/787, 5-21=441/608, 5-19=-828/1053, 6-19=-371/447, 17-19=-2067/2536, 6-17=-4171704, 8-17=-433/378, 8-15=-791/915, 9-15=-811/1139, 9-14=-1728/1511, 4 11-14=-1858/2217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(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=125 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. At 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 100 lb uplift at joint(s) except Qt=lb) 12=960, 2=801. 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 ACKNOWLEDGEMENT' fam Pnily design paamelas end MUS LEE, P.E. ode ®aapanm of the fmteseuaoleapmadnp mspvaddrdyhr the desipo of t5e duple inns depMed aAlhe IDO awry, adalPl I. lie design aswmpNaas.laedml maNdaas, soitahSdy sad usealais boa sell(, the llC,ihe loml hoOdinp ode anllPl1. Theopproed of the lDO and onyfield ose of Me Tmss, mrFodmphmtllinp, ttomAb insngotioa aodhrmdop, shaOEe thetespoosihihry of Me lailLnp Wpnrad #34869 puSGshed by lPl andEB(A ore rdaeaed forpmeml poidmie. fell Wirm The neuilsib INN and dutiesatTho Tress Designer, Truss Oaigo Fagiaeaand Tress Naufatuer, unhssmthemise dullest Ny a 1109 Coastal Bay am Fagiotalaaayhuddmg ANaphlbredlermsasmdefined ie Thl. Boynton Beach, FL 33435 permissndmm Al RmofTruaes•Juhos lee,P.E Job Truss Truss Type Qty PIY Std Pac/6810 El C A0489376 60770 A03 Half Hip 1 1 Job Reference a tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 Is Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:52:52 2015 Page 1 I D:ji55gdeq Rq9?EOOT_pHS Dy8?Mc-P uO EVfSuT7kV BOYfVyPp Bg 5FPG 5o VSZCKDm RIDzZhs9 1 4-0 6-7-10 14-5-9 20-2-1 24-1-0 30-1-10 36 1 6 42-2-0 47-1-8 4-0 6-7-10 7-9-15 5-8-8 3-10-15 6-0-10 5-11-11 6-0-10 4-11-8 6.00 12 6x6 % 3x6 3x4 II 5x6 = 3x4 11 4x6 II Dead Load Defl. = 1/2 in = 6 7 8 9 10 11 ai MT20HSi 2x4 Q 4 3 3x6 5 3 W7 \5x10 8 W W 14 1 2x4 II 2 yc 1 2 _ _ ... ..... ........ 14 a�b Id 17 26 21 20 27 28 29 19 30 18 31 32 16 33 15 34 35 36 13 37 12 4x6 —_ 3x8 MT20HS 5x8 = 3x4 II � 3x8 MT20HS= 3x4 II 5x6 = 3x6 = 6x8 = 3x6 = 8x8 = 10-6-2 20-2-1 24-1-0 33-1-8 42-2-0 47-1-8 10-6-2 9-7-14 3-10-15 9-0-8 9-0-8 4-11-8 Plate Offsets (X Y)-- [2.0-0-8 Edge] [4.0-5-0 Edge] [6.0-1-5 0-2-4] [9'0-3-0 0-3-0] [12:0-3-0 0-3-0] [14:0-2-12 0-3-4] [17:0-2-8 0-2-12] [19:0-4-0 0-1-8] _ LOADING(psf) . SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.39 19-21 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.91 19-21 >619 240 MT20HS 187/143 BOLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.23 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 342 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3,T4: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B3: 2x4 SP No.3, B5: 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' I W11: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-7-3 oc bracing. Except: 1 Row at midpt 7-17, 10-14 WEBS 1 IRow at midpt 11-12, 5-19, 8-17, 8-15, 9-15 2 Rows at 1/3. pis 9-14, 11-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. I REACTIONS. (lb/size) 12 = 2105/0-5-8 (min. 0-2-8) 2, = 221710-8-0 (min. 0-2-10) Max Horz 2 = 660(LC 8) Max Uplift 12 =-960(LC 7) 2 =-801(LC 8) Max Grav 12 = 2136(LC 2) 2 = 2217(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -4051 /3243, 3-4=-3691 /2936, -3588/2958, 5-6=-2821/2407, -2665/2404, 7-8=-2674/2411, -2280/1898, 9-10=-991/829, 1=-985/825,11-12=-2102/1816 CHORD =-3720/3544, 21-26=-3720/3544, 1=-2902/2920, 20-27=-2902/2920, BOT CHORD 2-26=-3720/3544, 21-26=-3720/3544, 20-21=-2902/2920, 20-27=-2902/2920, 27-28=-2902/2920, 28-29=-2902/2920, 19-29=-2902/2920, 7-17=-373/418, 17-31=-2174/2488, 31-32=-2174/2488, 16-32=-2174/2488,16-33=-2174/2488, 15-33=-2174/2488, 15-34=-1650/1932, 34-35=-1650/1932, 35-36=-1650/1932, 14-36=-1650/1932, 10-14=-409/477 WEBS 3-21=-480/787, 5-21=-441/608, 5-19=-828/1053, 6-19=-371/447, . 17-19=-2067/2536, 6-17=417/704, 8-17=-433/378, 8-15=-791/915, 9-15=-811/1139, 9-14=-1728/1511, 11-14=-1858/2217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;. Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 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) 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 100 lb uplift at joint(s) except Qt=1b) 12=960, 2=801. 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 "A"", * Plme Ihorooghly rerinthe 'A41U0F TIUSSFS (illlill OEM INS A (ONOIIIOfiS (USI0ME1('IUYe1A0010'A4S06PYENr I.- Verdi, design pmometen ved madaotes oo this Teas Oaigo Omeing (TOO) oad]be Jubs lea, F1lefaeme Shut before me. Unless athangre stated an the IOU, aaly AGht mnaeUm I JUL#3 LEE, P.E. Plans s1aA N Deed for tee IOO to be raGd As o cross Design Engirzer [u, Sprinity Enpwerl,the sml oa ®y I00 aprzsenls m mapmra of ID<pmfessiaoolengmeednp aspans3ifily fa be desipo of Its sioplecross depNed an the I0O voty, wrier RI I: The design assomptieos.loadinp modNom, sodobBity and oseaf this Iron far coy laildho is the responsiibirdyofIke Ovner, the autos aethorind agent at the lailding Designer, a. the males ofiba 1141he Jac, the 1.1 building do and IN 1. The opponent al the 30 and any field are of the Tmss, inded'mg hurdling, smmpe, inste0at.1 hrndel, sbe0hethe seepaatibifity of the loil6og Oesigeero" #34869 [nmroUor. AU oahssat wtio the NO wAMe pmtins®d puidelioesoffhe lucid'mg(ampooenl kfelylofotmalion(I(SI)pohfshed ty TPl and Sl(A ore rderenadfargeoenl luidanm. IPtl deOoes lM1e mpoosfEOisiesmddoNes oftbe Fruss Designer, Fruss Onipn Fnpunraod yroa Monufatlurar, uolessotlervise le0ned lyo 1109 Coastal Bay United vaned upon in.&a by all probes marled The Truss Oas'ryo Engirter1, NOT the loULog Oesigaer a hoes System trip edmeayhadding AOaphoraedterms me os definedN RI I. Boynton Beath, FL 33435 (opydght0 f014 AI todimssesdufius lee, PE lepmdorhanaIftAmounted, is ray farm, is poh3h:d eithout •rhle petmissio t Isom At IoalTrvses-1,5ns lee, 71 Job Truss Truss Type T Qty Ply Std Pac/6810 El C -60770 A04 Half Hip 1 A0489377 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. Wed Mar 18 13:52:53 2015 Page 1 ID:ji55gdegRg9?EOOT_pdSDy8?Mc-t5ydj_TWERsMpY7r3gw2jteQ6gRgev3LZg\ _Ef7Zhs8 4x6 = 6x6 3x6 Dead Load Defi. = 9/16 in 603x4 11 3x6 — 3x8 MT20HS= 3x4 II 4x6 11 0 12 — ' 6 7 8 9 10 11 12 3x6 / 5 5x6 WB5 8 W W9' 2x4 4 3 1 3 1 2 B2 0 18 15 j6 27 22 21 2829 30 20 31 19 32 33 17 34 16 35 36 37 14 38 13 6. 3x6 T 5x6 WB= 3x8 MT20H5= 5x8 = 3x4. 11 3x4 I I 5x6 = 6x8 = 3x6 = 8x8 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 } Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP M 30 *Except* T4: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B3: 2x4 SP No.3, B5: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except el verticals. BOT CHORD Rigid ceiling directly applied or 3-7-10 oc bracing. Except: 1 Row at midpt 7-18, 11-15 WEBS 1 Row at midpt 12-13, 5-20, 18-20, 8-16, 10-16, 10-15, 12-15 cross bracing be installed during truss erection, 1A REACTIONS. (lb/size) 13 = 2107/0-5-8 (min. 0-2-8) 2 = 2215/0-8-0 (min. 0-2-10) Max Horz 2 = 598(LC 8) Max Uplift 13 =-965(LC 7) 2 =-786(LC 8) Max Grav 13 - 2111(LIS 2) 2 = 2215(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-4145/3347, 34=-3830/3089, 4-5=-3710/3115,5-6=-2976/2579, 6-7=-2943/2628, 7-8=-2953/2632, 8-9=-2508/2076, 9-10=-2508/2076, 10-11=-1092/910,11-12=-1085/906, 12-13=-2076/1791 BOT CHORD 2-27=-3747/3643,22-27=-3747/3643, CSI. DEFL. in (loc) I/deft TC 1.00 Vert(LL) -0.37 20-22 >999 BC 0.87 Vert(fL) -0.92 20-22 >612 WB 0.98 Horz(TL) 0.24 13 n/a (Matrix-M) BOT CHORD 2-27=-3747/3643,22-27=-3747/3643, 22-28=-2936/2995, 21-28=-2936/2995, 21-29=-2936/2995, 29-30=-2936/2995, 20-30=-2936/2995,7-18=-432/498, 18-32=-2402/2760,32-33=-2402/2760, 17-33=-2402/2760,17-34=-2402/2760, 16-34=-2402/2760, 16-35=-1787/2097, 35-36=-1787/2097, 36-37=-1787/2097, 15-37=-1787/2097,11-15=-391/456 WEBS 3-22=-436/732, 5-22=-464/603, 5-20=-730/962, 6-20=-443/509, 18-20=-2166/2565,6-18=440/742, 8-18=-404/380, 8-16=-804/902, 10-16=-796/1137, 10-15=-1757/1536, 12-15=-1870/2238 JNOTES- 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) Plate(s) at joint(s) 4, 6, 9, 12, 13, 2, 19, 7, 18, 17, 11, 14, 22, 3, 5, 20, 8, 16, 10, 15 and 1 checked for a ,pt plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 21 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 = 10.0psf. L/d PLATES GRIP 360 MT20 244/190 240 MT20HS 187/143 n/a Weight: 331 lb FT = 0% 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=965, 2=786. 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 1 WAINING•Pk flu ougblp ed,eribe'A4100F71usis('SI111111GFN(1111SIMS6(ONGI110NSNSi0NF1d'WYE1IAIXNOWIFD6EYEXrfam. ynily.desigopommdnnmdmodban usthisTnssOWlisDmefuglIDO)Wtb,fuf nle,P1let—,Shedbefu.use. Unless mherwius.1dedmthe MO. uslyMid omed11 JUUUS LEE, P.E pldes flat be used 1. the TOO 1. bmlii Asa Toss Usige We tlr T.e, SyNlelly bib bib. seal m.qy TO D reloads m aaphm of nthe prefessi—I mlaeenul sespushi(dy far the deslpl of the tingle Truss depideda the IDD only, ruder RI 1. the desipt nsub#ns, Industwditian, sdabJny out useef this drum for my 1616e0 is the sesponsibifdyofthe Demur, the Oven, adhorindageu or the 106g Oenignr, is the muea dthe It(, Its It(, the loud buil6og tad, and Wl1. The upland of the IDO and oeyfteM use tithe Tmss, iodadiig bondling;stamp, iash0atin and beedeg, sba0 be the r,spooubifity dhe lulldml bfpued #34869 (uuhodor. AO oohs sal out In the IUD mdtbe psodi-tad poiddimseffbeluildlgUceps--Salary lnforubio�lb(SppuhOtbedbylPl ood5l(A are ret,maed forgeoael goidmn. iPllderioaslherespondbUities oedduliesolthe irvss Desipney huss0migo FnpiaeermdLms Wnufalumt, uolessmhaarise defoed hyo 1109 Coastal Bay Us m agreed up. iu aNmg by all parties washed The Truss Oesig. bunter is NOT the 14d'mg 0esigier a Trust System fegioeei Its q buil&g. All upitilu d hams a, us Must is OR 1. Boynton Beach, Fl. 33435 (opyrigltOBlR Al laalimsserlu0odm, P.F. &pmdutliandlhisdommem,bbuyfasm, is pot,Thted®Oboalurmlm peudsdaa hem Al loot Tutus-loGoslm, P.E Job Truss Truss Type ` Oty Ply Std Pac/6810 El C A0489378 60770 A05 Half Hip 1 1 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. Wed Mar 18 13:52:54 2015 Page 1 ID:ji55gdegRg9?EOOT_TriSDy8?Mc-LHW?wKT8_k DRih2dNRHG5AcT4oMNMvVnKFXm5zZhs7 1-4 5-9-0 10-11-8 16-2-0 22-9-10 28-7-12 34-7-11 40-5-13 47-1-8 4 5 9-0 5-2-8 5-2-8 6-7-10 5-10-3 5-11-14 5-10-3 6-7-11 4x6 = 6.00 12 5x6 WB= 16-2-0 (psf) SPACING- 2-0-0 20.0 Plate Grip DOL 1.25 15.0 Lumber DOL 1.25 0.0 Rep Stress Incr YES 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP M 30 `Except` T4: 2x4 SP No.2 B0T CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` W5: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pUrlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-9-8 oc bracing. WEBS 1 Row at midpt 12-13, 7-19, 7-17, 8-16, 10-14, 11-14 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 = 2105/0-5-8 (min. 0-2-9) 2' = 2216/0-8-0 (min.0-2-10) Max Horz 2 = 536(LC 8) Max Uplift 13 = -968(LC 7) 2 = -770(LC 8) Max Grav 13 = 2198(LC 2) 2' = 2216(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3=-4074/3245, 3-4=-3873/3143, 5=-3809/3160, 5-6=-3211/2669, 7=-2822/2506, 7-8=-3158/2640, 3=-2808/2266, 9-10=-2808/2266, -11=-1802/1415 )T CHORD 26=-3528/3561,21-26=-3528/3561, -27=-3053/3207,20-27=-3053/3207, -28=-3053/3207,28-29=-3053/3207, -29=-3053/3207, 19-30=-2691 /3155, 5x6 = 3x8 MT20HS= Dead Lo%14)? 1. = 7/16 in 12 19 ---. .- .. -- -- -. -- -- -- -- Id 3x8 — 3x8 MT20HS= 5x6 WB= 241-2 31&-0 39-2-5 7-11-2 7-4-14 7-8-5 CSI. DEFL. in (loc) I/defl Ud TC 0.90 Vert(LL) 0.3317-19 >999 360 BC 0.79 Vert(TL) -0.6919-21 >813 240 WB 1.00 Horz(TL) 0.23 13 n/a n/a (Matrix-M) BOT CHORD 2-26=-3528/3561,21-26=-3528/3561, 21-27=-3053/3207, 20-27=-3053/3207, 20-28=-3053/3207, 28-29=-3053/3207, 19-29=-3053/3207,19-30=-2691/3155, 30-31 =-2691/3155, 18-31 =-2691/3155, 17-18=-2691/3155, 17-32=-2512/3018, 32-33=-2512/3018, 33-34=-2512/3018, 16-34=-2512/3018, 16-35=-2023/2474, 15-35=-2023/2474, 15-36=-2023/2474, 14-36=-2023/2474, 14-37=-1250/1551, 37-38=-1250/1551,38-39=-1250/1551, 13-39=-1250/1551 WEBS 3-21=-293/502, 5-21=-332/497, 5-19=-628/805, 6-19=-736/1081, 7-19=-645/384, 7-17=-99/312, 8-17=-262/298, 8-16=-689/744, 10-16=-676/929, 10-14=-1382/1250, 11-14=-1015/1544, 11-13=-2470/1994 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) All plates are 3x6 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 303 lb FT = 0% 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=968, 2=770. 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 WAINING. PLene 11-aghly son.the1420OFTIOSSES CIIIIIII GENEIALISIAIS G EONOIBONS(USTONR rICYE11AMDKIEWLIENr form. NmNy desipo pammeten ad uod ante, oo 16, Inns Design Om iop(TOO) aid the l et Lee,P.B Idaoe Sheet befoo see. Odess albende doted oo Iha N0, oo¢kihb mnneUar I JUUUS LEE, P.E. pldes shaO he used for Me It 1111 oold, 1111111, Cesipo Eopiaen (e., Spaivlry Enpioeest She seal an mY 100 upresed, w maptana of the pahsdaaoleapmeedop nspons2igryfar the design of the sirde Ins, depiUed on the SON) aaFy, order RI I. the design oswmptieas, loodinp roedmaas,,oiohpiry nod usealthis To„ Its®p loild'ap is the responsihifny of the Comer, the Goneis adhnriod a gent or the Boddinp Onipoer, in the (oiled of the 116 The 11Gthe Not building ode end TPl1. The oppmsel of the TOO and coy field use al the lmss, indudieg handling, stmoge, Loddenand brodap, MR be the raspenthifily of the luildiog Oesigem and #34869 Lantrotoe. AC no less at ad is theEO and the Indias®d luideCee, of the Uldiog lomponed Solely lotomdioo(8BSI) published by TPl and SBfA meseteamed to, pend guidon. INldries the rnprulbilifiesedd,N,, of the Truss Onipner,Tess pasige Enginacrond loss Alooufmdmer, anJ.—f—iso defe'd by o 1109 Coastal Bay Loatrooaseedgonionilmpbp vU polies wdol Th,Tms,D,,Ip Eogwesis NOl lho Auildmp0edgeesoT Sydem Eogiaen tot set budding. All mpedfed terms me as defined to IF] 1. Boynton Beady R 33435 lopgdgbl©2014 Al tellTos"Woflus Lee, PE tepodeden of Ibis dot-ot, io oay to., i, preh'bded ailb,d ni leapemu,siedn. At 1.1Train, -logos Lee, P.I. - Job Truss Truss Type Qty Ply Std Pac/6810 El C 60770 A06 Half Hip 1 1 A0489379 Job Reference (optional) Al rcuur I rcuaana, rurc I 1-Ir—MUC, ru AU47, aesigrl(`aaiiruss.com nun: P.ouu s uct a zu-14 rnnu P.ouu s um s zui4 ml E ex Inaustnes, Inc. wea mar its 1s:oz:o4 zuio II>sa:1 4x6 = 3x4 = 6.00 12 5 3x4 = 7 Dead Load Defl. = 1/8 in 6 3x8 MT20HSI- 3x4 3 1.5x4 11 2 1,e 1 16 11 10 17 9 18 19 20 8 3x4 = 3x8 = 5x6 = 3x4 = 1.Sx4 li 6-7-14 14-2-0 22-0-4 6-7-14 7-6-2 7-10-4 Plate Offsets (X,Y)-- [2:0-2-0,Edge],[5:0-3-8,0-2-01, [7:Edge,0-1-81,[8:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.21 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.33 8-9 >800 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 132 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except verticals. BOT CHORD Rigid ceiling directly applied or 4-4-8 oc bracing. WEBS 1 Row at midpt 3-9, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 972/0-7-4 (min. 0-1-8) 2 = 1090/0-8-0 (min. 0-1-8) Max Horz 2 = 532(LC 7) Max Uplift 8 = 460(LC 7) 2 = 455(LC 8) Max Grav 8 = 972(LC 1) 2 = 1090(LC 1) FORCES. (lb) Max.-Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-1667/1346, 3-4=-917/790, 4-5=-787/821, 5-6=-702/882, 6-7=-154/279 BOT CHORD 2-16=-1781/1420,11-16=-1781/1420, 10-11=-1781/1420,10-17=-1781/1420, 9-17=-1781/1420,9-18=-632/440, 18-19=-632/440, 19-20=-632/440, 8-20=-632/440 WEBS 3-11=0/330, 3-9=-784/950, 5-9=-28/255, WEBS 3-11=0/330, 3-9=-784/950, 5-9=-28/255, 6-9=-604/577, 6-8=-896/990 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) 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 100 lb uplift at joint(s) except at --lb) 8=460, 2=455. 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 A WAIRING- Plan, lborwgilyreeis. tbe'A•IROOF TIMSESrS@li11GBBIASl11MSi(ONDIBONS(MOIA@i•W7(I1AO(NDIVIEDS(YENT'I— Vastly dm'goponatadusoodnedoof—athis rnuDesign On.ioR(TOO) sdthe Job. he, P.R.We rveShotbetmeoa.Oat.,.1herstis, enlhe108,wryAfiTekmoneoor JUUUSIEE,P.E. plates shoN h ased lot Me [DO lobe toed. As g Goss Design Eopioen (i.e, Spatially Enpineetl, the seal an eoy TOO «pteseols m maplanm o11he professional npheerinp tespoos3iOly for IDe design of the single Tnssdepided onlAe @DoaIP, under RI 1. The deti�nm mpfians, loofrep <oerAions, soitabOiry sod usaolthis (nst foram laddmg is the misanihirdyofthe 0woer,the 0neis amhodeed ajul nnhe hoiiding Onipse,i.the ne;,at.10'lt4Its 11(,the led huildiognda and TH 1.Th,gpmsol ofthe TOO aM myfeW use of the Trees, isold'ug0®dling, slomga,intanalioe®d hntig"hollbo@e«spomihiGryofthe lulldiop0esigeerond #34869 fenhotlor. Allwhs sel aolwlhe IDO nd@a pnnins ohd puidtlivesol theluilr�og(ompaneol Sahry lnlormohoo lB[SQyablisAed by TPl onI SlU ore ufe«ued hrgmmolpuidsou. iPlidefioes@enspsn4hgilies onddetiee of Me iron Designer, Luss Oedpo Foyiourondimv Mnufmluter, onlesso@ervisedefned hyo 1109 Coastal Bay. (aohoo apssedopanin enemy by olipmlies Nrshed.The T«ss Oat. Eolioeer is NOT It.luild'mg Oesipon ar Truss System hpineer fotanybAd'mp•AD repiitlhrdtetms oremdelioedis lPl1. Boynton Beach, FL 33435 @pyrighl©f016 AI lgof Tnsseslupos ln, Pi. [ep«doNoo al0is doames4ia my form, is pnhmeed ui@ool Leo petmissiee bore AI loei insnsJoDut lee, P.E Job! Truss Truss Type Qty PIY Std Pac/6810 El C A0489380 60770 A07 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 MiTek Industries, Inc. Wed Mar 18 13:52:55 2015 I D:ji55gdegRg9?EOOT_pdSDy8?Mc-pT4N8gUml2642sG EB5zWoljm8U7n6xhe0_5 4 -0 7-0-4 11 0 1 16-11-6 t 22-0-4 14-0 7-0-45-1-13 4-9-6 5-0-14 I W6: 2X4 ]Y 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 4-5-13 oc bracing. WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 967/0-7-4 (min. 0-1-8) 2, = 1095/0-8-0 (min. 0-1-8) Max Harz 2 = 461(LC 7) Max Uplift 7 = 457(LC 7) 2 =-449(LC 8) Max Grav 7 = 967(LC 1) 2 = 1095(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 25=-1577/1259, 3-4=-1061/962, 4, 5=-867/957 BOT CHORD 2L 15=-2063/1561, 10-15=-1598/1321, 91-10=-1598/1321, 9-16=-1598/1321, Si-16=-1598/1321, 8-17=-768/606, 1j7-18=-768/606, 18-19=-768/606, 7-19=-768/606 VkEBS 3-10=0/288, 3-8=-550/706, 5-8=-401/441, 5-7=-942/1014 4x4 = 3x4 = 3x4 II Dead Load Defl: = 5/16 in 4 5 6 Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical 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 100 lb uplift at joint(s) except at --lb) 7=457, 2=449. 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 AWIRING-Phas,thamughlyeseis. the 1.1 ROOF BUSSESI'SF1LE11, GENEaSTERMS A(ONDITIDNS(IISTOMR rifF11ARNOWLEDGEMRr fern, May dent.pe—eteis and send notes on this Truss Deup Omniog (TDD)and the Julius Lee,P.E. Reasons Shed before use. Unit. .1horedse noted of the TDD, only AUTuk necessity /ULIUS LEE, P.E. plans ME Oa used tar the TOD to be act As a Desge Engineer(., Sperielty Figment Me sml as my TOD repsese as ne..Plan.of the pmhwand mpnenring rspnsblydyto, the Atipa.1the suite Truss depicted oa the TOO only, coder RI 1. The design asmmpfiam, Imd&aP resdrtiaas, SaMUUy tad use at We Imu tapuss r nay loild'mq is the mspesdbiGty of the O ter, The Dennis authorizedageof a the Saildiag 0tsipr, is the mated of the ll(,tic B(, the local huildmg rude and TFE 1. The appmed.1the TOD and any fidd as, of the Trees, ioduag handling, lamp, insm0otie. and hmdog, shill he the respo.diUly of the loilLog Oesipoerand #34869 Consent, 1U notes rut casts the TOD and the ponies, and guiddino aftbe InUdeog(ompsomt Safety lef-d'mn)8(SI) published by ON WSR(Aor. nhrumed for intend guidanes. Rll ddmes thenspotdbgities anddufies olihe Truu Dmiii-, fross Mile (ngim-ATie,, Manddmer, selexath..k.asked by a TT09 Coasiai Bay (onrttctayadoPeo hrrirhphy ill porfies mcolsei Thelmss Oesgs Fegieser is MOT the luUdmq Oespenarnss Syslen Eopiaeedv onyhuUSmp. Allmpnofaedtesms meas defined in Rll. Boynton Beach, FL 33435 (eppighl©IDl4 AL fact Trussen-Mas lee,P.F.hinedodimof Ills dommed, is ary form, is pob3Ded Went nOlm janni .it hem AS R.1Trunts-Me, Lee, P.F. t Job Truss Truss Type 4ty Ply Pac/6810 El C 60770 A08 Half Hip 1 1 �Std A0489381 Job Reference (optional) -I ,.. E ....,.,.,,- —" r „_,w,_, r , .,•e- , ��eyedL,a r el Uaa—... —I. r.- a vase o ZU Iv rrtne. Y.000 b vGs 0 LU 14 IVII I eK ITIOU5111e5, InG. VVeO IVlar -I0 13:OL:00 LU 10 4x4 = 3x8 = 3x4 lead Load Defl. = 1/4 in 4 5 6 6.00 2 1.5x4 3 J W3 T X371 1.5x4 II 2 � 1 14 9 15 8 16 7 4x4 = 5x10 = 1.5x4 11 Us = 10-2-0 16-1-2 22-0-4 10-2-0 5-11-2 5-11-2 Plate Offsets (X,Y)-- [2:0-2-8,Edgel, [4:0-2-4,0-2-0), I[7:0-3-0,0-3-0], [9:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.27 9-13 >958 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.52 9-13 >510 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 - 7 n/a n/a BCDL 10.0 Code FBC2010(fP12007 (Matrix-M) Weight: 122 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' B1: 2x4 SP M 30 WEBS_ 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-10 purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 7 = 967/0-7-4 (min. 0-1-8) 2 = 1095/0-8-0 (min. 0-1-8) Max Harz 2 = 389(LC 7) Max Uplift 7 = -459(LC 7) 2 = -430(LC 8) Max Grav 7 = 967(LC 1) 2 = 1095(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-157711347, 3-4=-1246/1111, 4-5=-1041/1071 BOT CHORD 2-14=-1618/2003,9-14=-1618/1334, 9-15=-909/854, 8-15=-909/854, 8-16=-909/854,7-16=-909/854 WEBS 3-9=-359/574, 4-9=-126/288, 5-9=-324/286,5-8=0/312, 5-7=-1122/1051 NOTES- 1) Unbalanced roof live loads have been considered I this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical 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 100 lb uplift at joint(s) except at —lb) 7=459, 2=430. 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 WUNINO•Plmsa lhamaghly me inthe 'A.I ROOF FROM rSHLEI'L CENTRAL Tall&CONDITIONS (DSTONG1'WYFQ]AaNDIYiFDgimr h—Ye,dy eaipo pammlets ni End ernes alms Tna Design D-bag((DD(mAtheIdas In,P.E Pehrene SAeel hefemase.OWns a6enh,stated an It, TOO, oaly Whit conder �UtIUS LEE, P.E. Oates aid he used lot the TOO to be vdi As a Tress Onipo hlp tP sex Sptidq(n@aaer6Moa cr y represents co asuptnm of the p hnianiullaeedall respaasihihly for the desip at the sialth crassdepM,d an the TOO uh,aed.RII.The design nsanpNon. loadlap roadiiaos, nit iffty and use at this hass fat a"90d'np is the nspansihiretyofthe Oener, the Oneis omharhad apeal erthe Building Onigner, is the raalen at lit rlOheMt. the land bilLngeade aadRl 1. The EpproaoI of the TOO and onyNEW om at the Trass, mdudiag haadgag, s1.rape, inngmin End tandng, shall he lhoraspenbifity of Me 1.111hp Desipoeraid #34869 (aMradn. All nosescat oat is the IOD aid the pactires seed poidehoo at the Building(anpanaal Setoty lnfnnatial�(1161)puhhshed by TPl and SlU me refemnedfarpeamI guidaan. TPl l derives lb-pamMDifin aid data, at the inn Designer, Truss Mile Task uroodTsns Manful—, oasem a0arrhe dented by 1109 coasial Boy [oahm opeedgpagio nOmp by ollpaties measeaA lhelnssOnipn Fepiaeer is NOT Ma IuNd'mg Mips or Itas Sphn Engien,lnsay iuOdiep. AN capitalized hrcas ae as Mind at If1. Boynton Beach, FL 33435 (apyriipht0tall AT IntTrnsesdohus lee, Pi. Bepredodianallhh donned, he my hi., is pehMBed v',]beat rrBtee prni,sdednn Al Ioo1TrIsce,45. In, Pd Job, Truss Truss Type } Qty Pac/6810 EI C60770 A09 Half HipA0489382 7PIYStld Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:52:56 2015 Page 1 ID:ji55gdegRg9?EOOT_priSDy8?Mc-HgelLOVOW MExg?rpkoUILWGOdtRtrOdoFeker_zZhs5 1-4-0 4-11-0 8 2-0 15-1-2 22-0-4 1 4-0 4-11-0 3-3-1 6-11-2 6-11-2 WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uid, REACTIONS. (lb/size) 71 = 971/0-7-4 (min. 0-1-8) 2 = 1091/0-8-0 (min. 0-1-8) Max Horz 2 i = 317(1-C 7) Max Uplift 7 = -459(LC 7) 21 = -408(LC 8) Max Grav 7 = 21 = 971(LC 1) 1091pC 1) RCES. (lb) x. Comp./Max. Ten. - All forces 250 (lb) or less except an shown. P CHORD =-1658/1399, 3-4=-1403/1210, =-1219/1164 T CHORD 5=-1600/1505,10-15=-1600/1419, 0=-1150/1194, 9-16=-1150/1194, 6=-1150/1194, 8-17=-1150/1194, 7=-1150/1194 10=-255/426, 4-10=-150/335, 5-8=0/340, 7=-1365/1218 4x4 = 3x8 — Dead QIDefl. = 118 in ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 7=459, 2=408. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the- Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WAINING•Pleme lheraoghly mrieethe'A.S IODTTIES (181111, GINIPA(IINSA(gNU1TIDS(OSTOMEI('IVYEIIAIXNO'Wl[OGFYENr form Verity Milo paoaelasoodrrad oofena this lnss Mile Omrdug(MO)and thableas lea, 1`1 lefereme Sketbefaeuse. Voless otitarlse stated on [he ND, aty Webmmadur JUUUS LEE, P.E. plat-keA be used to, the TOO to bmEd. Asa Bose Oesipe Ingiae I (iz, Sperieily Phase'), the ad as ®Y SOo lepmseds do oaeptoom of the prof.ioundeagmearing nspaasiblDlyfar tie desip of the still, Tmssdepided on the SOD only, oado RI 1. Ike design mmapNous, Wdial roaMe,,, milohSty and usealthis Trap loranyeeildicg is the respansihildy of tie Games, the Career's aallerieedagenf or the 606rg Oeslgoa,i. the mtledalhe ll(, the llf,the 1.11uildeal mde a adlPi 1. Theoppmrol One ND and any field are al the Tress, haduding handful,storage, iastaflalion east bridal, shill he the mspoesibility ofthe euildiiag Oesileerand #34869 (oefrudor.Allnoros ulaudia the lOOml be prndins and loidaloa ad lbe Buildng(ompeoenl Saferylnlamotian(0(SO pvhlishad by TPl and SA(A ore reteaared for penenl goid®n. Wildefiaes0amspoouEOities and Mitsui the rose Oesigaer, Truss Oesipe Feliaeeraid Tress Needed—, out aftruimdeliaedbya 1109 Coastal Bay (oohed oyeedapain ni(mp by all panties mralred. IDeimss Oesrya faliaeer is N011k lurid'mpfiesipaeror6oss Systea rnpmen lmaoy hmldmA. Allsepdolrzedlvernead,loadia ❑II. - Boynton Beady FL 33435 (opyrighl©f01{ AS Ioolimueslufius lee, Pi. lepmdofioo of Ims dxomem, is my form,is preEOded rilAaul rritlee pesandaa Bom AI IaalTmstef •luhus lee, Pi Job Truss Truss Type A City, PIY Std Pac/6810 El C 60770 A10 Half Hip Girder 1 1 A0489383 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. Wed Mar 18 13:52:56 2015 ID.ji55gdegRg9?EOOT_ dSDy8?Mc-HgeILOVOWMExg?rQkoUILWGxotRQrJAoFeke 4x8 = I 1 1 11.5x4 11 6.00 12 vV m 1.5x4a112 Ell 24 11 25 26 10 27 9 4x4 = 1.5x4 11 5x6 WB= 5x8 = 6-2-0 LOADING (psf) SPACING- 2- TCLL 20.0 Plate Grip DOL 1 TCDL 15.0 Lumber DOL 1 BCLL 0.0 * Rep Stress ]nor BCDL 10.0 Code FBC2010/TPI2( LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 *Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W4: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except er verticals. BOT CHORD Rigid ceiling directly applied or 6-1-9 cc bracing. WEBS T-Brace: 2x4 SYP No.3 - Fasten (2X) T and I braces to narrow edge of web wi 10d (0.131"&') nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 7 = 1689/0-7-4 (min. 0-2-9) 2 = 1637/0-8-0. (min. 0-1-8) Max Horz 2 = 245(LC 5) Max Uplift 7 = -948(LC 5) 2 = -862(LC 6) Max Grav 7 = 2167(LC 25) 2 = 1637(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-2958/1465, 3-16=-3625/1672, 16-17=-3625/1672, 17-18=-3625/1672, 4-18=-3625/1672,4-19=-3625/1672, 19-20=-3625/1672, 5-20=-3625/1672, 6-7=-281/249 BOT CHORD 2-24=-1432/2602, 11-24=1432/2602,_ 11-25=-1434/2631, 25-26=-1434/2631,� Dead Load Defl. = 3/16 in 3x8 t I 3x4 11 28 29 30 8 31 32 33 U 7 3x6 11 5x6 = CSI. DEFL. in (roc) I/deft Ud TC 0.97 Vert(LL) -0.26 9-11 >999 360 BC 1.00 Vert(TL) -0.43 9-11 >602 240 WB 0.82 Horz(TL) 0.09 7 n/a n/a (Matrix-M) BOT CHORD 2-24=-1432/2602,11-24=-1432/2602, 11 -25=-1 434/2631, 25-26=-1434/2631, 10-26=-1434/2631,10-27=-1434/2631, 9-27=-1434/2631,9-28=-1273/2737, 28-29=-1273/2737, 29-30=-1273/2737, 8-30=-1273/2737, 8-31=-1273/2737, 31-32=-1273/2737, 32-33=-1273/2737, 7-33=-1273/2737 WEBS 3-11=-60/616, 3-9=-464/1270, 4-9=-649/577, 5-9=-565/1126, 5-8=0/921, 5-7=-3117/1401 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=0A8; MWFRS (envelope); cantilever left and right exposed ; end vertical 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 100 lb uplift at joint(s) except at —lb) 7=948, 2=862. 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 Weight: 116 lb FT = 0% 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 103 lb up at 6-2-0, 90 lb down and 122 lb up at 7-0-12, 90 lb down and 122 lb up at 9-0-12, 90 lb down and 122 lb up at 11-0-12, 90 lb down and 122 lb up at 13-0-12, 90 lb down and 122 lb up at 15-0-12 , 90 lb down and 122 lb up at 17-0-12, and 90 lb down and 122 lb up at 19-0-12, and 90 lb down and 122 lb up at 21-0-12 on top chord, and 229 lb down and 136 lb up at 6-2-0, 230 lb down at 7-0-12, 230 lb down at 9-0-12, 230 lb down at 11-0-12, 230 lb down at 13-0-12, 230 lb down at 15-0-12, 230 lb down at 17-0-12, and 230 lb down at 19-0-12, and 230 lb down at 21-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 7-13=-20 Concentrated Loads (lb) Vert: 3=-40(B) 11=-229(B) 16=-90(8) 17=-90(B) 18=-90(B) 1 9=-90(B) 20=-90(B) 21=-90(B) 22=-90(B) 23=90(B) 25=-36(B) 26=-36(B) 27=-36(B) 28=-36(B) 30=-36(B)31--36(B) 32=-36(B) 33=-36(B) l WARNING-11aos.@orn.01r nnalb.44ODr➢USSES('SQISII DFIQPALRWS6[DNDBIDNS(DSTDIIS(PYEnAIXNO'N[[D6Se1SNPterm.Y,,dYd.n,aP.rnr.seod read notes an this Lao Desipe Dsaeiap(ED)ad lakfrvs See,PE Yetaen<a Sleetlelwe ose. OdessolAarriw rt.tedmfhe lDD,w¢L4ietmennlor JUUUS LEE, P.E. pldm sha06e osed lot the lOOhheeaOd Aso frvss0e4po[opiaea Q.e, rpetidq [nputery Me seal on myN represeanmoaephna ad the prahaiead eepneeriap rmp anii6ry for lAeMiPpolthe shop Tnss depicted an the Muly,aoder 1111.The design usamptaur,load'mp nalfionL saitoOSry mdoseatUis [aoa far ay is the topaasdhirdt at the 0.a,, the 0a %adhannd clearer the Ruildinl Onipaer. in the roe�eddfhellG lAa IIf. Ba laced haddnl red, and TPI I.IDeanted at the TOO and aay field an aS Me ran, IndAnp hondiinp,smmpe,innd.hoe®d hoarg,shall be the tespolsihifity at Ma ladl6op Omigaarond 1134869 (aM000eAll Dotes set out h the TOO ad[be psadlns®d nuiddinesdthe laildinl(onpooenl Salery Id.-flaf(304 puhrahed by lPl ead Sl(A are rdecemed hrlenard paideon. tPlldefinn Me responGhDiHes wddoths of the Tmss Designer, TauCorrea Sorio-ad rase MeodmMo,.1 athen9e delved4 1169 Coaetol Bay Urm agreed epac is md'cel by dd Rntias braked. the lns OWnn (almer is N011ha Raildhal iksipan nTnss Sydea Top ,rder,ay lidEal. All opiloGeedhrms me u defoed h It] 1. Boynton Beady, FL 33435 [.0l;hl©2DAAI 1.07 askfiodea,P.L Repadafiao an Ns donmeN, iamy Iosm, is(aoh3AedviMoalI .wiffle. pemissioa Inn AS Real Tmum-Mar he,P.E Job Truss it Truss Type Qty Ply Std Pac/6810 El C A0489384 60770 A11 Half Hip 1 1 Job Reference (optional) Al !,ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Kun: /.buu s Uct 3 zu14 rnnt: y.buu s Uct 3 2u14 MI I ex industries, Inc. Wed mar Id w:dcdd to td t ID:ji55gdegRg9?EOOT_1riSDy8?Mc-IsC7YM WOHfMol9QdIW?_ujo58HpzajCxU ITB NC -1-4-n a-7-1n 14-5-9 20-2-1 , 24-1-0 , 30-1-10 36-1-6 1 42-2-0 , 47-1-8 , 6x6 % 3x4 11 5x6 = 3x4 11 4x6 I I Dead Load Defl. = 112 in 6.00 F12 3x6 = 6 7 g 9 10 11 CHORD 2x4 SP M 30 *Except* T3,T4: 2x4 SP No.2 CHORD 2x4 SP M 30 *Except* B3: 2x4 SP No.3, B5: 2x4 SP No.2 S 2x4 SP No.3 *Except* W11: 2x4 SP M 30 ERS 2x4 SP No.3 CHORD tural wood sheathing directly applied, except end BOT CHORD Rigid ceiling directly applied or 3-7-3 oc bracing. Except: 1 Raw at midpt 7-17, 10-14 WEBS 1 Row at midpt 11. 12, 5-19, 8-17, 8-15, 9-15 2 Rows at 1/3 pts 9-14, 11-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 210510-5-8 (min. 0-2-8) 2 = 2217/0-8-0 (min.0-2-10) Max Harz 2 = 660(LC 8) Max Uplift 12I =-960(LC 7) 2 I -_-801(LC 8) Max Grav 12 = 2136(LC 2) 2 = 2217(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-4051 /3243, 3-4=-3691 /2936, 4-5=-3588/2958,5-6=-2821/2407, 6-7=-2665/2404, 7-8=-2674/2411, 8-9=-2280/1898, 9-10=-991/829, 10-1 1=-985/825,11-12=-2102/1816 BOT CHORD 2-26=-3720/3544,21-26=-3720/3544, 20-21=-2902/2920, 20-27=-2902/2920, BOT CHORD 2-26=-3720/3544,21-26=-3720/3544, 20-21=-2902/2920,20-27=-2902/2920, 27-28=-2902/2920, 28-29=-2902/2920, 19-29=-2902/2920, 7-17=-373/418, 17-31=-2174/2488, 31-32=-2174/2488, 16-32=-2174/2488, 16-33=-2174/2488, 15-33=-2174/2488,15-34=-1650/1932, 34-35=-1650/1932, 35-36=-1650/1932, 14-36=-1650/1932, 10-14=-409/477 WEBS 3-21=-480/787, 5-21=-441/608, 5-19=-828/1053, 6-19=-371/447, 17-19=-2067/2536, 6-17=-417f704, 8-17=-433/378, 8-15=-791/915, 9-15=-811/1139, 9-14=-1728/1511, 11-14=-1.858/2217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) 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 100 lb uplift at joint(s) except at --lb) 12=960, 2=801. 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 Chard, 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. WARNING-PI<use ihoo.phtr rosier thv'hi Q ROOF TIUSSESrSE1111 DENERA I1LBS & CONDIDONS (OSTONERI'BOTEt1AM0'WIEDDENENr fe.m. te,ny deign pmame n-i rrvdater a thiv Toss Desipe amriog RDD)adthelulius lee, P.E. Bef r-Shathelae use. Unless efherrisv sl.td w lhv lDD, aty ADTeh (aonetlnr 1UUU5 LEE, P.E. ID dui r sem fiom to mo6Nans saitahni rod use afthi. he plmenhaOhosed for the lDD to M1e valid. Asa Trvss Design Fopinen Q.e, Jpaivlty Enpiaver�lAv seal ao oar NDrryreseas ao aaptvnm of lM1e pra(esnanolenpneerinp usponaTiAir hr Me desipoafthe sinme inodepided on the ROT silly, uoda FPI I. e � s p p fy Feranrhild'mpisMe responsi6ifAraFlhe Ownee, the Oroeisomhoriudaprol rrthe Building Deriver, loth. (.red of the 1p(, the lBCthe local huNfirg do and TPl 1. TheopptosoW Use TOD end my Field as .[the Truss, mdudmp h®dune, stnet;lvstanalioa and bracing, stall be the respe.sihllitr offhe luildiop Desipeu and #34869 (vord".AD ah, of out is the TOD and Me Padir's ad paideliae, of the Building(rmpaoenf Safetr lnlamoti.,18(Sp published by TPl and SB(Aare mfranal far Rev eol gold..,. fel l dollar the ropnoubilities and duties of the Truss Desipner, Truss Dale Enli-end Truss N.nufe r, unless olb-io dnF.,d hro 1109 Coastal Bay (aahmr agreed upon in wiling by all pmtiu involved. The Truss Design fogi.eer is NOT the luOdiag Driller, a Truss System fngioeer for any buNding. All apit.had Was, ae as Moed in Fit 1. Boynton Beach, FL 33435 (veyvipbt@2014 At Roof IF lufiudee,PE Repmlumao o11M1is d.omeN,i..ry ter., is prvh3BedriMaul nNteopermissiaehum AI RalTos,<s-laGu, lee, P.E n Job Truss Truss Type Qry Ply Std epc/6810 El C 60770 Al2 'Hip 1 1 A0489385 Job Reference (optional) 1truss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:52:58 2015 Page 1 ID:ji55gdegRg9?EOOT_ dSDy8?Mc-D2mWmiXe2zUfvJ?psDWDQxLHgh8cJAw4iyDIvszzhs3 3-10-9 21 4-0 24-1-0 30-11 8 35-0 4 42-2-0 46-8-047 8 I- N 7-5-7 2-9-0 6-10-8 4-0-12 7-1-12 4-6 0 0- -8 5x8 = 3x6 — 6.00 F12 3x4 11 3x6 4x6 — 3x4 I I 5x6 — Dead Load Defl. = 1/2 in = - - 6 7 8 9 10 11 12 3x6 3x8 MT20HS-- 5 W7 10 W 2x4 4 3 3 1 W3 2 2x4 11 c? 12 / B1 m o 8 15 In?In9 0 27 40 22 9P 29 4130 31420 32 33 34 17 35 16 3643 37 44 38 39 c o 19 14 13 4x6 — 5x10 WB= 3x4 11 3x8 MT20HS= 3x4 11 5x8 = 7x8 = 3x6 = 6x8 = - 11-9-1 214-0 4xj-t-0 33-1-8 42-2-0 47-1-8 11-9 1 9-6-14 2-9-0 9-0-8 9-0-8 4-11-8 LOADING (psf) SPACING- 2-0 TCLL 20.0 Plate Grip DOL 1.1 TCDL 15.0 Lumber DOL 1.: BCLL 0.0 ' Rep Stress Incr YE BCDL 10.0 Code FBC2010/TPI20( LUMBER - TOP CHORD 2x4 SP M 30 -Except' T4: 2x6 SP No.2 BOT CHORD 2x4 SP M 30'Except' B3,B5: 2x4 SP No.3, B6: 2x4 SP No WEBS 2x4 SP No.3 'Except' W10: 2x4 SP No.2, W13: 2x4 SP M, OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. E 1 Row at midpt 7-18, 11-15 WEBS 1 Row at midpt 5-20, 8-18, 8-16, 9-16, 12-13 2 Rows at 1 /3 pts 9-15, MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 2 = 2220/0-8-0 (min. 0-2-10) 13 = 2102/0-5-8 (min. 0-2-8) Max Horz 2 = 693(LC 8) Max Uplift 2 =-81O(LC 8) 13 =-955(LC 7) Max Grav 2 = 2220(LC 1) 13 = 2142(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-3938/3102,3-4=-3595/2833, 4-5=-3437/2859, 5-6=-2723/2265, 6-7=-2521/2303, 7-8=-2529/231 1, 8-9=-2173/1830, 9-1 0=-951/81 1, 10-11=-955/810,11-12=-945/799, 12-13=-2108/1827 BOT CHORD 2-27=-3603/3422, 27-40=-3603/3422, CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.94 Vert(LL) -0.44 22-26 >999 360 MT20 244/190 BC 0.96 Vert(TL) -0.92 22-26 >610 240 MT20HS 187/143 WB 1.00 Horz(TL) 0.23 13 n/a n/a (Matrix-M) Weight: 358 lb FT = 0% BOT CHORD 2-27=-3603/3422, 27-40=-3603/3422, 28-40=-3603/3422, 22-28=-3603/3422, 21-22=-2978/2983, 21-29=-2978/2983, 29-30=-2978/2983, 30-41=-2978/2983, 41-42=-2978/2983, 31-42=-2978/2983, 20-31=-2978/2983, 7-18=-390/383, 18-33=-2014/2314, 33-34=-2014/2314, 17-34=-2014/2314, 17-35=-2014/2314, 16-35=-2014/2314, 16-43=-1670/1961, 36-43=-1670/1961,36-37=-1670/1961, t: 37-44=-1670/1961, 38-44=-1670/1961, 15-38=-1670/1961,11-15=-500/584 WEBS 3-22=-422/686, 5-22=-344/577, 5-20=-911/1100, 6-20=-117/353, 5 18-20=-2028/2512, 6-1 8=-500/81 1, 8-18=-508/426, 8-16=-770/907, 9-16=-801/1114, 9-15=-1723/1479, 12-1 5=-1 882/2221 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 Extedor(2) zone; canfilever left and right exposed ;C-C for members and forces A 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 It 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 100 lb uplift at joint(s) except (jt=lb) 2=810, 13=955. 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 YBAINING•Pines, lho,.oghiy wine the 'A.] IOOFBUSSES rSittlij, THEIR IRMS A(ONDITIONS(IBIOMFriullAwayrinsuaNr loan Yady design pmomete,eeedread roles. this Loss Design D-ol(IOD)und theJelius lee,P.Llefe,.me Sheet before— Unless ahendse noted oo the TOO, only Eck memodor plalenhoD Im used In, the TOO to be v6d.Atr Tmss Design EnBinea iie, Spaioity fnpineaL the aal on any100 represents on ourpmnn of the professional engineering lapoaibliilyfor the design of the single grssdepided on the [DO auty, order WE 1. The design mnmpNens, londeg me6tieos,sollabdity end use of this lass JULIUS LEE, P.E. far any loildiog is the impeesib]htyofthe Omna, the Gimm, nulherited rgenl a the BoUdinp Dal gner,ie then atetl oithell(, Be IIf, Me long hoil6ng mde oM IPI I. IDe oppmval oflbe IDO and enyfieW useai the T,.ss, mdnd'ug hondiinp, stmoge, insn0o00r®dhndrg, shnllbelheresponibi0ry alMe BoilLop Designer and #34869 (ennmtm. All metes set not ie the lDO end the prousl end guidelines ofthe 811hing(ompanent Safety Inform, Joe (B(SI) published by TEE end SB(Am-fenoudfor peen,.]guidee,.. TEE ldnrioeslb—,pondbitities and dotiesofthe Truss Designer, Truss Design Enjoe eed Tress Meeufmlmee, unless mthernioe defied by. 1109 Coastal Bay frnho0 rp¢ednpan in wrilinphy all ponies ioealred. The Truss Design Engineer is 801 the Building Designer or Truss System Fngineer far any budding. AllnpAol'¢ed terms ere as defined in fPl1. - Boynlon Beach, FL 33435 feryriphl©ION AI loaf imsses-lotus lee, P.F. @pmdudioneridisdomm<N, io wy form, is proh3Bed vt@opt rriilen permission Imm AI loot lrvsses-lug,. lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489386 60770 A13 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 MiTek Industries, Inc. Wed Mar 18 13:52:58 2015 Page 1 I D:ji55gdegRg9?EOOT_pNSDy8?Mc-D2mWmiXe2zUfvJ?psDW DQxLIyh8HJA14iyDlvszZhs3 1 4-0 6-8-12 12-8-5 114 24-1-0 31-0-14 35-2-2 42-2-0 47-1-8 4 6-8-12 5-11-9 fi-7-11 4-9-0 6-11-14 4-1-3 6-11-14 4-;11-8 6.00 •12 5x8 = 3x4 11 3x6 5x6 = 3x4 I I 4x6 Dead Load Defl. = 9/16 in = 6 7 8 9 10 11 3x8 MT20HS-- 2x4 \\ 3 4VV 3x6 i 5 W3 W7 , W7 W 1 2x4 II 2 ` s 1 2 Bi 17 14 o jab 38 26 21 2720 39 40 28<a9 30 31 42 163233 15 43 48435 45 36 37 4x6 - 19 3x6 =5x6 WB= 5x8 = 18 3x4 I I 3x8 MT20HS= 13 12 3x4 11 5x6 = 6x8 = 3x6 = 8x8 = 9-2-9 19 4-0 24-1-0 33-1-8 , _ 42-2-0 47-1-8 9-2-9 10-1-7 4-9-0 9-0-8 9-0-8 4-11 8 Plate Offsets (X Y)-- [6:0-6-0 0-2-8] [9:0-2-4 0-3-4] [12:0-3-0 0-3-0] [14:0-2-8 Edge][17:0-2-12,0-2-81,[19:0-4-0,0-1-81 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.41 19-21 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.00 19-21 >566 240 MT20HS 187/143 BOLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.23 12 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 336 lb FT = 0% CHORD 2x4 SP M 30 *Except* T4: 2x4 SP No.2 CHORD 2x4 SP M 30 *Except* B3: 2x4 SP No.3, 135: 2x4 SP No.2 S 2x4 SP No.3 *Except* W11: 2x4 SP No.2 ERS 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc pu' lins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. Except: 1 Row at midpt 7-17, 10-14 WEBS 1 Row at midpt 5-19, 8-17, 8-15, 9-15, 11-14 2 Rows at 1/3 pts 11-12, 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 2104/0-5-8 (min. 0-2-8) 2 = 2217/0-8-0 (min. 0-2-10) Max Harz 2 = 634(LC 8) Max Uplift 12 = 961(LC 7) 2 =-797(LC 8) Max Grav 12 = 2120(LC 2) 2, = 2217(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2!3=-4026/3150, 3-4=-3769/3048, 4 �5=-3616/3066, 5-6=-2879/2427, 617=-2761/2487, 7-8=-2773/2497, 819=-2383/1984,9-10=-1034/868, 10-11=-1025/861, 11-12=-2083/1800 BOT CHORD 2,38=-3575/3507,26-38=-3575/3507, 21-26=-3575/3507, 21-27=-3027/3043, BOT CHORD 2-38=-3575/3507,26-38=-3575/3507, 21-26=-3575/3507, 21-27=-3027/3043, 27-39=-3027/3043, 20-39=-3027/3043, 20-40=-3027/3043, 28-40=-3027/3043, 28-41 =-3027/3043, 29-41 =-3027/3043, 19-29=-3027/3043, 7-17=-459/504, 17-31=-2179/2529, 31-42=-2179/2529, 32-42=-2179/2529, 16-32=-2179/2529, 16-33=-2179/2529, 33-43=-2179/2529, 15-43=-2179/2529, 15-44=-1799/2120, 34-44=-1799/2120, 34-35=-1799/2120, 35-45=-1799/2120, 36-45=-1799/2120, 14-36=-1799/2120, 10-14=-462/538 WEBS 3-21=-349/583, 5-21=-4041574, 5-19=-794/1002, 6-19=-295/443, 17-19=-2084/2514, 6-17=412/709, 8-17=-514/463, 8-15=-773/882, 9-15=-783/1110, 9-14=-1 779/1524, 4=-1874/2228 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 ;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 100 lb uplift at joint(s) except Qt=lb) 12=961, 2=797, 9) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard F I""fG•Pleaelbaroughlymsievthe•A.n0OFTIMSESrSTl1FPJ,GTNEPATIIEMSt(BNOBIONSNSiONFYr1UTfl]AIXNOBM1FO6EYENrrem,,ynilydesryopmometnsaadreodootesoalhisTnuOesipOmaiagflDD)ondt1ahliuslee,PEPefurn-SheerhefweuaOnto,,dhawi-ld,desthe TOO, w¢IGTeYmurada JULIUS LEE, P.E. plafas elan he used tat the TOO to Be I,Gd. As a hour Design legions, (,.!,Bpaiel4Ingin'sL the seal an nor Tell rep rtm Is m maptonm of the art iaoal eagmeadnguspaneibiNryfor the design of the single Truss depicted on the Wan¢,ad. IPII.[be design essumpfiom, loading manianr, aftIly ad asset this Our, W vy Raiding is the asponsihirteofOR War, to, Oroni omhoriad agent or the Building Designer, in the Wool at Its[K, On 11C, the led kildiog.do end TPl l.The approral of the TOO and our field us, of the Truss, indedieg What, shago, instagaAao and bradog, shelf be the respossihiOry of the Wilding Designer and #34869 (aftessa. Ig ootessel nuliolhe NO and Oa prmims and guidellnu of the DuilLng(onpnaenl5orerytnfasmatian(B(SlSpublisM1ed by iPl and SB(A ere nfeanmdfargegeml galdmo. TPl l Md OerespaodbitiAm and doties ofthe Truss Designer, Loss Design [diaer and Truss Moadsuivir, arlessotherook. defined by a 1109 Coastal Bay (onhod apaedapovthenilmp hp all ponies mn6ed. The Truss Oesip Engineer is NOT the Lfldmg Dollar. Lou System lnAmeafos art kildog. Agmpihlrted tams as as dermedio Rl 1. Boynton Beads, FL 33435 (upright®]014 AI toorirvsses•luGus Ia, PA. repmdosfiao of Nis domaaa, m any lorry is prnhthded aitAous nNla pesmisdoe Imm At IootLunes •locus lee, P.E Job Truss Truss Type 4ty Plv Std Pac/6810 El C 60770 A14 Half Hip 1 1 A0489387 Job Reference (optional) HI RVVr IRVJJCJ, rVf[I r-irm r, rL JRy'40, 3x8 MT20HS: 6.00 F12 2x4 \\4 3 2x4 11 2 ?t 1 � 23 4x6 = itruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:52:59 2015 Page 1 ID:ji55gdegRg9?EOOT_ dSDy8?Mc-hFJuz2XHpHcWXTa?QxlSz8uUg5TG2d3ExcylRJZZhs2 17-4-0 24-8-4 1 32-1-0 39-94 47-1-8 5x6 = 6 18 2I 25 17 16 3x8 MT20HS= 3x8 = b4ad Load Defl. = 9/16 in 7 8 9 10 11 26 27 37 28 153830 "14 31 " 32 13 33 34 35 36 12 3x8 MT20HS=5x10 MT20HS= 36-7-7 LOADING (psf) SPACING- 2-0-0 CSI. DEF-L. in (loc), I/deft - L-/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.53 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.05 15-16 >538 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.94 Horz(TL) 0.22 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 287 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W5: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-13 purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 11-12, 5-16, 7-16, 7-15, 8-13, 10-13, 10-12 cross bracing be installed during truss erection, in REACTIONS. (lb/size) 12 = 2104/0-5-8 (min. 0-2-10) 2 = 2217/0-8-0 (min. 0-2-10) Max Horz 2 = 572(LC 8) Max Uplift 12 = -966(LC 7) 2 = -781(LC 8) Max Grav 12 = 2220(LC 2) 2 = 2217(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-4034/3197,3-4=-3813/3067, 4-5=-3750/3088,5-6=-3145/2573, 6-7=-2754/2433, 7-8=-2893/2356, 8-9=-2092/1631,9-10=-2092/1631 BOT CHORD 2-23=-3524/3528, 18-23=-3524/3528, 18-24=-3046/3190, 24-25=-3046/3190, 17-25=-3046/3190, 16-17=-3046/3190, 16-26=-2539/2969, 26-27=-2539/2969, 27-37=-253912969, 28-37=-2539/2969, 28-38=-2539/2969,29-38=-2539/2969, 15-29=-2539/2969, 15-30=-2155/2616, BOT CHORD 2-23=-3524/3528,18-23=-3524/3528, 18-24=-3046/3190, 24-25=-3046/3190, 17-25=-3046/3190, 16-17=-3046/3190, 16-26=-2539/2969, 26-27=-2539/2969, 27-37=-2539/2969, 28-37=-2539/2969, 28-38=-2539/2969, 29-38=-2539/2969, 15-29=-2539/2969, 15-30=-2155/2616, 30-39=-2155/2616,14-39=-2155/2616, 14-31=-2155/2616,31-32=-2155/2616, 13-32=-2155/2616, 13-33=-1306/1586, 33-34=-1306/1586, 34-35=-1306/1586, 35-36=-1306/1586,12-36=-1306/1586 WEBS 3-18=-318/530, 5-18=-334/489, 5-16=-684/868, 6-16=-639/1010, 7-16=-465/346, 7-15=-346/539, 8-15=-460/632, 8-13=-1150/1136, 10- 1 3=-957/1491, 10-12=-2457/2040 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) All plates are 3x6 MT20 unless otherwise indicated. 6) Plate(s) at joint(s) 1, 4, 6, 9, 11, 12, 2, 17, 18, 3, 5, 16, 7, 15, 8, 13 and 10 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s)-at joint(s) 14 checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=(b) 12=966, 2=781. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A WARNING - then.thunghly her the 'A•IROOF IDRSESI'SI(IE11WORK FIRMS 6(BNNIWONS(OSTO1RF 1111Ya1A(AIOLEDsuorfmve,dyMile Pentadaseodrndootesonlb, hen Design Dinig(TDO)aodtb,hrmcIre, P.EAefe-Sheelhefonme.IlelesseiheerisesloteialhelON,helyAUTe..der JUUUSLEE,P.E. plmar s1a06e used for Me NO ta le solid Ar a Iruu Oesipa Eopiaeerjlm, Spmulty FnpinemAMe seal ao any ROD mpaseds m ampleam of 0e pmMaiaeal eapmeeriop rzspoosWay foe Me dnipo dthe duple Tandepiad ere the TOO ale, Wee RI L The design msompfins, hudleg medifiam, wimhmq oed use of Mir I- fee ooyheildmg 1,the rnponsihifdy of the Diner, the O.We amheriudeg.1., the hildhij Oeripner, in the mntat efthe III, the It(, the teal beddiel d, and IN 1. The eF-I tithe TOO and any field use of the Tma,mdud'mp hondliap, nempe, Installation end binding, shod he therespoosihifity of the hilOop Oesipeer and #34869 (oA.W. All We, et out in the TODmd Me peons and puidetiou of the tauilding(amgnanl Welt lefmmdidn)h(SI) pehrioed by TPl and SlUneuMendforpeeeml puidmle. 711 deMn the mspmvh0ilhe oed dales .1 the Truss Wipoer,I Mile Fnpieeerand We kededmm, unle-theorise defed hyo 1109 coaetal Bay (oafiatl apnea opev in mifiophy dl pmtles mrolred. The hun Duipi Eegieeee is NOT the huldmg Design, a I ass Symet hitmee Way hdiel. AllmpOalOed tem cre e, defined le ON 1. Boynton Beach, FL 33435 (opprfghl02014 Al hmfTmcse hH.,(ee, PE iepmiodimalth4deomed, umyI-, is pnhaOd nildml. Mee pnmiuioo fore Al 1.1T-,,e-14.he, P.E Job! Truss Truss Type �� Qty Ply Std Pac/6810 El C A0489388 60770 A15 Roof Special 1 1 Job Reference o tional Al Kuur I KUAAtb, ruK I rICKt.a, r'L J4y40, aeslgnfaai truss.com Kun: /.ouu s uc( J LU i F rrinu /.ouu 5 ual J LU I'} IVII I e1( If IUUSllleS, mu. vvuu MGI to IJ.uJ:UU 4u to I D:ji55gdegRg9?EOOT_priSDy8?Mc-ARtGBOYvaaIN9d9BzeYhVMQeMVgin4eNAGi: -.1-4-0 8-3-8 13-2-13 19-3-0 . 21-2-0 , 27-4-7 34-2-8 40-1-11 47-1-8 ►aStfQill -Ivz 5x6 = 6.00 12 6 5x6 = 2x4 11 3x6 = BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-8-11 oc bracing. WEBS 1 Row at midpt 12-13, 5-17, 6-17, 7-17, 7-16, 9-16, 9-14, 11-14 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 = 2104/0-5-8 (min. 0-2-9) 2 = 221710-8-0 (min. 0-2-10) Max Horz 2 1 = 543(LC 8) Max Uplift 13 =-925(LC 9) 2 =-797(LC 8) Max Grav 131 = 2178(LC 2) 2 = 2217(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4045/3357, 3-4=-3693/3040, 4-5=-3601/3068,5-6=-3019/2644, 6-7=-2966/2659, 7-8=-3245/2739, 8-?=-3245/2739,9-10=-2238/1774, 10;11=-2238/1774 BOT CHORD 2-24=-3587/3539,19-24=-3587/3539, 19L 25=-2865/3030, 25-26=-2865/3030, 181 26=-2865/3030, 17-18=-2865/3030, 17- 27=-2834/3218; 27-28=-2834/3218, 28-29=-2834/3218, 16-29=-283413218, 15-16=-2197/2639,15-30=-2197/2639, 30-31=-2197/2639,14-31=-2197/2639, 14-32=-1394/1679, 32-33=-1394/1679, 33-34=-1394/1679, 13-34=-1394/1679 WEBS 3-19=-448f719, 5-19=-362/523, 5-17=-734/922, 6-17=-2048/2397, 7-17=-1671/1484, 8-16=-508/588, 9-16=-817/914, 9-14=-1 184/1178, 11 -1 4=-1 060/1557, 11-13=-2502/2090 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) at joint(s) 4, 6, 7, 10, 12, 13, 2, 19, 3, 5, 17, 8, 16, 9, 14, 11, 1 and 15 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 18 checked for a plus or minus 4 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL 10.Opsf. Dead Load Defl. = 1/2 in 3x4 11 panels anu at all panel pomis along me aollom u ril 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 �WINING •?It flit-gbly osier the'A4 ROOF TRUSSES (11111111 CEUSAITERMS 6CONDITIONS (USICAncSUYEllAOENDW(EDGENENT' I-Yndy design panmeha eadread notes on this Tray Design Nesting ODD) and the lnlios lee, P.E. Pefnenn Sheet helose - Unless olbe.6, stated an the TOO, only Al ve-ft JUUUS LEE, P.E. plmes shoo he used far the IDO m he solid. As a Truss Desipo Enpioea (Ix, fpeoiulry FnpineerAOe seal oo any ND npaseml oo mttlhnre of the pmfessiaeanl enpineerinp mspom3ilNyfa Me design of the angle Taudepiaed on the ND anty, Dada IPI I. ❑e design nssogryfiuns, loefrnp oand�fiaas, saihhlity nod use anf this I In, any Building 1ethe raponsihifiryol the a.", the Olatis oaharind agent a,heBuildiag Ungnm, is the .led ofthe If(, the lSlthe loml boddi,goad. aad 1111. IDe opposed of the TODaad any Gulf use of the Truss,mdullig houndng•slorage, instaOatiaa and handful, shall be the responsibility of the Building Design. and #34869 ,Connote. Ali sales set out ie the TOD and the Radius, and guidelieesofth, BuildlegCompuannt Safety lel-alk.)B(51) puRfshad by Rl and Se(A an afi-nd fur peaaot guidaoa. IPlldef the respunsibillfi-told.fusofth. Truss Designer, Tress Gaulle Ealineerand Tenn Neoulod-, unless ofherah. defined by 1109 Coastal Bay Cannst aniseed upana in,nil by .11 pasta Indeed. Re Tans Design Engineer is NOT the Building Onignee or Doss System(ngioea for any buldml. All apildind fnms me as defined in Rl 1. Boynton Beach, It. 33435 (opynghlOr014 AI leafTnias lol us Lee, PA. Repadati-I this dommem, is any lam, is Enhaded withoohnineo permi Sian from Al Roof Treat, •loses lee, P.F, I Job Job Truss Truss Type Qty PIY Sid Pac/6810 El C B01 MussTypch 3 1 A0489389 Job Reference (optional) Al KUUt- IKUSSt5, t-UKI b'ItKUt. I-L 34y4b, Itruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:00 2015 Page 1 ID:ji55gdegRg9?EOOT�mSDy8?Mc ARtGBOYvaaIN9d9BzeYhVMQhKVgen9yNAGis_lzzhsl 1 4-0 3-3-9 6-7-8 11-7 8 16-1-6 21-4-0 0 3-3-9 3-3-15 4-5-13 5-2-10 6.00 12 .5x4 11 12 1.5x4 II 8 151.21 14 22 11 23 10 24 9 6x8 = 3x4 = 3x4 = 2x4 II 2x4 II 4x4 = 5x6 = W5151 0 Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.11 12-13 >999 360 TCDL 15.0 Lumber DOL 1.25I BC 0.86 Vert(TL) -0.25 12-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007l (Matrix-M) LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 *Except` B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-11 cc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-1 cc bracing. WEBS 1 Row at midpt 8-9, 7-12„ 7-9 cross bracing be installed during truss erection, in accordance with Stabilizer Installation euide. REACTIONS. (lb/size) 9 = 941/0-5-8 (min. 0-1-8) 2 = 1059/0-8-0 (min. 0-1-8) Max Horz 2 = 690(LC 8) Max Uplift. 9 = -605(LC 8) 2 = -339(LC 8) Max Grav 9 = 941(LC 1) 2 = 1059(LC 1) FORCES. (lb) Max. Comp.lMax. Ten. - All forces 250 (lb) or less when shown.. TOP CHORD 2-3=-1649/839, 3-4=-1927/1306, 4-5=-1155/568, 5-6=-1074/589, 6-7=-1116/817 BOT CHORD 2-20=-1682/1421,15-20=-1682/1421, 4-13=-372/526, 13-22=-2032/1749, 12-22=-2034/1747, 6-12=-314/513, 10-24=-544/474, 9-24=-544/474 WEBS 3-15=-353/497; 13-15=-1563/1332, 3-13=-320/288, 4-12=-877/1026, 10-12=-449/424, 7-12=-1079/928, 7-10=0/256, 7-9=-884/1014 WEBS 3-15=-353/497,13-15=-1563/1332, 3-13=-320/288,4-12=-877/1026, 10-12=-449/424, 7-12=-1079/928, 7-10=0/256, 7-9=-884/1014 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, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=605, 2=339. 6) 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. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Defl. = 1/8 in PLATES GRIP MT20 244/190 Weight: 162 lb FT = 0% p WAANINO-Pleoso lhemepb!y nrinthe'A-] ROOF TIUSSISrSalli'l GFNFIASTHAIS A(ONOIBONS(OSIDk-rIUYFIlAIXNO'WIFDGWFNr Ierm YerAy desipo paometen nod rzedudes un tks Doss Onip Ore"iop(1DD)ond the lutes lee, Pi Wereme Sheet before use. Unless otherwise slated a the TOO, eely NGTeks a., JULIUS LEE, P.E. plehI shoo be osed los the IOU k N ropd. As a IIuss Oesipt Egpigeer Q.e, Spesielry Enpinerl,Me seal eo eoy�DOlepreann ee napnnm olfhe psonsdeem e-pneedop rzsponsibilily Br Me desipo olthe single roes depicted on the IDD enty, Dodo SPI I. Ile design osnaphons.loe6op modAians, soihhBiryand useollbls boss he coy leild'mpisMe mspensihlriry olthe 0"oer, the Owoeiseothori:edepenl oc Ma Building Onipner,mthe spWay dthe le(,the lr(, the lend) buil6epmde end TPI I.Thenppsoml uflhe lOOond onyfledd ose aFlhe ima, mdnd'mg Aondfmp,smmpe, ndugoNeo end hndoN sbuNNethe respoosibiriry ufMaluil6og Desiponrend #34869 (enhtdor. All tons set um ie the TOD end the pratinsnod guidelines ofthe WhIs;6npouent SeNly We, mulion(B(Sl) published by TPl end SETA w-hrened fngmeml puideem. TPl l defines thenquesibilitin and duties of the Tress Designer,KossDxlgnFng{ -uru-d Tmn knulustonr, Dolts efln-k. defnedhyq ", Coastal Bay (enhnd agreed open in wrUnle by Gil pudles hundred. Thelmss Design Fnpioenis NOT the Building Itesipen erlimss Syden Engineer lw any lugd'wB.<AB mpitdieed terms ne es defnedlo Rl 1. . Boynton Beach, FL 33435 (opyright(i30N AS loaf TrmsesAurius lee, PE Iepmdodit-ol Mis dommem, ie mry foss, is proh3Ned wilbo-t snOlee permissiee Imm AI loaf irvues-lurioslee, P.E Job Truss Truss Type City Ply Std Pac/6810 El C I A0489390 60170 B02 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 MiTek Industries, Inc. Wed Mar 18 13:53:01 2015 Page 1 ID:ji55gdegRg9?EOOT_1riSDy8?Mc-edReOjZXLutEmnkOXL3w2ZzsguAg W WfXOVRPW BzZhsO 178 I I%8-35 1117414 21-7-61--00 , 21-4-0 330 3-32 3-10-0 2x4 SP No.2 2x4 SP No.2 *Except* B2,134: 2x4 SP No.3, B3: 2x4 SP M 30 2x4 SP No.3 *Except* W10: 2x6 SP No.2 2x4 SP No.3 tural wood sheathing directly applied or 4-1-14 oc s, except end verticals. CHORD ceiling directly applied or 4-5-10 oc bracing. 1 Row at midpt 10-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 2 1 = 105510-8-0 (min. 0-1-8) 22 = 937/0-5-8 (min. 0-1-8) Max Horz 2 = 656(LC 8) Max Uplift 2 _-352(LC 8) 22 =-563(LC 8) Max Grav 2 = 1055(LC 1) 22, = 937(LC 1) :ES. (lb) Comp./Max. Ten. - All forces 250 (lb) or less except shown. CHORD 1642/896, 3-4=-1811/1209, 1881/1437, 5-6=-1760/1447, 756/375, 7-8=-537/347, ?=-937/1046 BOT CHORD 2-2 =-1683/1417, 20-26=-1683/1417, 18-(19=-15/251,4-18=-283/442, 18-28=-1208/1017,17-28=-1208/1017, 17- 9=-679/605,16-29=-679/605, 15- 0=-529/412, 14-30=-529/412, 8-12=-761/753,12-32=-514/448, 11-32=-515/448 6.00 F12 Q 10 Dead Load Defl. = 5/16 in BOT CHORD 2-26=-168311417,20-26=-1683/1417, 18-1 9=-1 5/251, 4-18=-283/442, 18-28=-1208/1017, 17-28`-1208/1017, 17-29=-679/605, 16-29=-679/605, 15-30=-529/412, 14-30=-529/412, 8-12=-761/753,12-32=-514/448, 11-32=-515/448 WEBS 3-20=-297/417, 18-20=-1554/1385, 14-16=-328/564, 7-16=-42/269, 12-14=-819/746, 7-12=-315/332, 8-11=-895/1029, 6-18=-975/915, 6-16=-636/827 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 3x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed'for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 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 100 lb uplift at joint(s) except at --lb) 2=352, 22=563. 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. - Pleen lknoughlyeeriew the'A.1 ROOF TRUSSES r51llEl1. GENERAL MILE se (ONO) PONS [U SIC M [I CEDY111 AM OWLEDGENENr to, . Verify design purne0 wand and at,. an this Iran Design Undoing ODD) and thelulios lea, P.E. Nefereom Shortbefae use Unlessother+ise stated oa the LOU, only AhTd mooed°, JULIUS LEE P.E. O be used far the TOO to be valid. As a Truss Design Engieeee fix. Spaielq Fngmerl, the seal on any TOO represents an.¢plan of the pmtessland engineering mspansihility for the design of the single Ease depicted on the JDD soft, ands IPI 1. The design marapfions, loading coroners, suitability nod use of far puss Nding is the nsponsibility .1 the a.", the Ouneri aahoriud ageat nthe building Designer, in the centers of the ll[, the Idi the 1.1 building cede and PO 1. The approval at the TOO and any field use offbe Truss, enduring handling,storage, installation end hearing, shall be the responsibility of the building Designer ad #34869 . AO noros set ausio lha iDO and lM1a ryodins and guidelines of the Building[smpooeal kfety lnlormaloo lg(SI)pohgshedhylPl and SlG ore mfenwed for general goidonse. TPllderines lM1arespomingitiesmddotiesaf the rrsss Oesigner,Lussgesigo fngineerand Tmn Alanufodunr, unless alhereise definedhya 1109 Coastal Bay Roof pan in rniliag by ell parties mrolred. The Truss Design [aerate is NOT the building Designer a Loss SyrtemEngine. far any banding. Allnpholindferms are as defined is TPl 1. - Boynton Beach, FL 33435 loofTrdare1rfus Lee, PA. gasp educti of this doomed, in any form, is Enal ibM wUnart vnilleo paMaias Inn AT 1.1Trusses-Julius Tee, P.F. Job Truss Truss Type Qty Ply Std Pac/6810 El C 60770 B03 (Half Hip 1 1 A0489391 Job Reference (optional) Hl KUUr- I KUJJtJ, r-UKI M1=KUr, rL 34V41Js itruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:01 2015 Page 1 0 3-4-8 5-0-0 6-5-0 3-3-8 ' 4x8 1.5x4 11 6.00 12 7 8 1.5x4 II 6 3x4 W5 ' 8 3x4 4 5 3x4 3 n 15 �-•re=rrrr�maiseeeea� , 23 10 24 9 4x4 = 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.13 10-11 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.27 10-11 >956 240 BCLL 0.0 * Rep Stress Incr YES WB 0:74 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2010/TP1200 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2,134: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-11 purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-11 oc bracing. WEBS 1 Row at micipt 8-9, 7-1, cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 941/0-5-8 (min. 0-1-8) 2 = 1059/0-8-0 (min. 0-1-8) Max Horz 2 = 594(LC 8) Max Uplift 9 = -493(LC 8) 2 = -378(LC 8) Max Grav 9 ee 941(LC 1) 2 = 1059(LC 1) FORCES. (lb) Max. CompdMax. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-16511988, 3-4=-1923/1443, 4-5=-11641733, 5-6=-10161754, 6-7=-1196/1107 BOT CHORD 2-20=-1665/1425, 15-20=-1665/1425, 4-13=-372/527,13-22=-1981/1731, 12-22=-1983/1730,6-12=-453/736, 10-24=-317/296, 9-24=-317/296 WEBS 3-15=-353/497, 13-15=-1555/1340, 3-13=-301/276, 4-12=-837/956, 10-12=-281/236,7-12=-1336/1131, WEBS 3-15=-353/497, 13-15=-1555/1340, 3-13=-301/276,4-12=-837/956, 10-12=-281/236, 7-12=-1336/1131, 7-10=0/297, 7-9=-898/962 NOTES- c 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 7-9 (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 100 lb uplift at joint(s) except (jt=lb) 9=493, 2=378. ;ept 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 0 Io Dead Load Defl. = 1/8 in PLATES GRIP MT20 244/190 Weight: 167 lb FT = 0% WAMING-PIeoso thomagbly reeimrth,'A.] RODFTRMSrSILLE1I, GENERAL TERM f B(ONDIOONSNSTOMFIrKYNORIA((NOWLEDGEMENT'fam Yerily de,ipnpommete�sond rzadmteson this Loss Design Dmni�ry ODD(rndfhelulius Lee, P.f,Reface,, Shodbeloreose. Daeaolho.h. stand. the lDO, Daly Ltiiek mined°' fUOUS LEE P.E. plans s1o0 he used far the 100 to Devoid Asa Bun Oesipo Ingiaeer (i.e., Spasirlry Enpineai,the seal as en� ODD regional no armptonm of the poteviaaoleopineerinp responsibility far Me help of the single imss depided an the TOD only, order RI 1. The design assomptiaas, IooGog ma6hans, nihbUily Dad e-f this truss far aay loildiag is!, nsprns3il'rtyotlhe0eraer,lbe Oweeisoahorindrpenl .,the Building Oaigeer,iolhelrnestnet ofthe ll(,the ll(,Melaal buildagrodeaNTP11. Theapperaltshbe TODanderyBeldose efthe Tomes, mdodinph®dlinp, storage, ashol l ad bmdng, shall he the responsibility of the Building Designer and #34869 (omarl All AN,nl not io the TDD red the gratis and guidelines oflhe Building(ampanenr Safety lnlarmohoa(0(SI)pugG,hedhyTPl and SOG maraereaed for genera guidance. lPllde(mes theresponsihJities oeddotias oflhe imss Designer. imss Design Fr(ireeroedTmssMmutatunr, unlessathe�in dd'med hyo . 1109 Coastal Bay [anhal npreed nporin writing by allpaliat inralred. The Truss Design Engineer is NOT the Buddirg Designs Boynton Beath, FL 33435 [opyrigAl©IDII0.11ao1TrussasJulius Lec, Pl. Pepmdodiaa ollAisdommea, m goy fen, is pmhibBed witlwl mitten peimi0admm AL Roof Trusses JuOus lea, P.E. Job Truss Truss Type Qry Pac16810 EI C60770 A0489392 B04 Half Hip 1 7PIYStld 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 MI Iek industries, Inc. Wed Mar 18 13:53:02 20i5 1 ID:ji55gdeq Rq9?EOOT_pdSDy8?Mc-6p?Oc3a96C?5CwJa53b9bmW2flVOF2vgdZBy2e r1 4-0 4-9-14 12-044 16-0-8 21-4-0 1 4- 4-Q-14 7-3-0 3-11-10 5-3-8 T3: 2x4 SP No.2 B T CHORD 2x4 SP M 30 *Except* B1: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-8, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 8 = 944/0-5-8 (min. 0-1-8) 2 eo 1056/0-8-0 (min. 0-1-8) Mbx Harz 2 = 532(LC 8) Max Uplift 8 = 436(LC 8) 2, _-390(LC 8) Max Grav 8 = 959(LC 2) 2 = 1056(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 213=-1700/1236, 3-4=-1351/881, 4i5=-1329/914, 5-6=-602/472, 6 7=-461 /475, 7-8=-908/958 BOT CHORD 2116=-1792/1482,11-16=-1792/1482, 10-11=-963/832, 10-17=-963/832, 17-18=-963/832, 18-19=-963/832, 9119=-963/832 1=-459/741, 5-11=402/559, =-660/867, 7-9=-887/862 4x4 = 3x4 = Dead Load Defl. = 118 in 6.01) R 2 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=125 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 100 lb uplift at joints) except at --lb) 8=436, 2=390. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard l WAPNING-Phase...... bly rerievoo'A•I ICOSIIUSSES rSaI[I�, OEIOPALISlXS6fON01A0Nf fOSTONE1r60YE[]AOOIO'fllE06FYENr form. Yeidr des'ryn ponmehisend uod Dates era lms rnss0eu{o 0ionioq(f001 ond16eJufos lee,PE YefererceS6eef E:fore use. OWess elhneise sloledoo the l00, ruin lGfdmonerlor JUUUS LEE, P.E. plates sid he and Im the 100 to be Wd. As a Truss Cesito fatinen (e, Speridq rn f ...I the seal as any TOC tepresents an maptaam of the ryotessiosal entraining sospvasiEifry tar the ded� Alhe tittle Truss depined on the IDO anry, mdm RI L lEe design ossampfiom, loodug medmom, suitoOTry end use of this lrvss for any laiid'mp is the responsibility of the Cents, the 0eoeis oohoriad alem or the luilding Omipser, he the onleaf of to It the l8L the lord hoildelode AndTPl 1. The apparel of the d00 and any field use of the Truss, oludhg What, lamp, InstoOmioo and hooding, shelf he thermpeoihility of the lrilImg0esitaerand #3`d UnNador. All auto, tset in the TOOand the promises and yoidaliam of the Building ranpamot Safety Interrelates l0n11pubrrched by TP1 end SBCA are nfenmedforgenmolgaidame. TPI I deMes 16eresponuh0ities ovd doles of the Trust Designer, Truss Design fntiaeerand Truss Menufudmtg unless wimsu 'diet ad hyo 1109 Coastal Bay fashm apretd epos h rod'mq by of Omties nrohed The into Design Eotmem is NOT the lu0ding gesitneo ar floss System rapines lmosy m9dog. Allophifred firm for mi defned in Rl 1. Boynton Beach, FL 33435 (opynghlBgOM Ai lootirvssesdslius lee,PE l:pmdosfios of Cis dvmmeo, io my Imo, is prsh�lDed eilhoaf srtDlee permitiles from AI loalTrusses-Mat lee, P.E Job Truss Truss Type Qty Ply Std Pac/6810 El C 60770 B05 Half Hip 1 1 A0489393 Job Reference (optional) H I RVur I RVJJCcn, rum i rICRI'C, rL J Z140, 4x4 = Itruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:02 2015 Page 1 ID:ji55gdegRg9?EOOT_pdSDy8?Mc-6p?Oc3a96C?5OwJa53b9bmW_ulVsF01gdZBy2ezZhs? 3x4 6.00 F12 4x8 = 5 3x4 6 11 3x4 4 3 W4 10 15 10 9 16 8 17 18 7 1.5x4 II 3x4 = 3x4 = 5x6 = Dead Load Defl. = 1/8 in LOADING (psf) SPACING- 2-0-01 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.251 TC 0.87 Vert(LL) -0.20 7-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.32 7-8 >802 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M), Weight: 121 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-7 cross bracing be installed during truss erection, in REACTIONS. (lb/size) 7 = 936/0-8-0 (min. 0-1-8) 2 = 1064/0-8-0 (min. 0-1-8) Max Horz 2 = 470(LC 8) Max Uplift 7 = -411(LC 7) 2 = -407(LC 8) Max Grav 7 = 936(LC 1) 2 = 1064(LC 1) FORCES. (Ib) Max. Camp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-1522/1231, 3-4=-841/552, 4-5=-728/580,6-7=-246/272 BOT CHORD 2-15=-1883/1524,10-15=-1403/1272, 9-10=-1403/1272,9-16=-1403/1272, 8-16=-1403/1272, 8-17=-663/660, 17-18=-663/660, 7-18=-663/660 WEBS 3-10=0/332, 3-8=-705/846, 5-8=-316/557, 5-7=-901/906 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) 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 100 lb uplift at joint(s) except at --lb) 7=411, 2=407. 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 E WAPBIN6•Pleesa lhmaagblyaeienthe "" ROOF TDOSSIS(S111111611BBAl1I1BSA(ONOITIONS(aSTDO6(i B(TEA1A(NND'NLiusi NrIwm. yaNydesigepmomelnsmireodnoteswlhit irose6ni�Oroniug(10D(ond tlelu�s(ee,P.E/eferemeSheq helweosc 0mms elEcnise stoteiwlhe lOD, Daly F4Tetmoaetlar JUUUS LEE, P.E. 0 a, shall be red [a, the TOO Ia be odd. As a Trust Unipa Fapimn(i.e, Slaidtf Erf... Lit, seal an ary TUB rep reseaIsoueaepeoaa1the pa6snaoul esl'neenagurpoasihll(yfar the desipoalthe tingle Trussdepidedoa to. IDDaoly,�ado, IN1.Theresign msomptien,lending oon6Naas, sadolsry ndusealthB tees Ia, oay hildiel is the msponsifiibryalShe(rear, the Meis Merited ageal a the faulting Designer, a therouters allbeR(, the lit, Ile loml b0ing code andTfl 1. The append area TOO and outfield us, of theTrans, indud'ag handbag, stamp,, inhoUn io and Israel, shell be Theresyoniblity offer loiWinp Desin,rand #34869 (aerator. AO notesalaolmthe IDO eod Ma Podins and goidrsines allhe Buildng (Deponent Satery lnlmmnion(B(Sllpuhfshedly lPl Dart Sf(A mereteruaadforgenerulpuldsrn. Fit l fifes the responsibilities and duties of the lassDesigner, Truss Design Falineerand Truss Bonufadurer, unless othersatermed bye 1109 Coastal Bay fanDm ap,eed span is nOmp ly all ladies®rolreA The Truss Desipa Eoliaeer is NOT the Building Desipoer ar tort System Failures lorary Trading. Allapitatitedlermsmeosdefinedinilll. Boynton Beach, FL 33435 (apyagbtOl0ld AI loaf Trvsseslu6n lee, PE Pepradarsianal Itfs daamem, is mtloin, is Paul"fed "iMou •niNee Prmisdaa hem AI DwiTresres•laries Bee, P,E Job - Truss Truss Type Oty Ply Std Pac/6810 El C A0489394 60770 B06 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 MiTek Industries, Inc. Wed Mar 18 13:53:03 2015 Page 1 ID:ji55gdegRg9?EOOT_pHSDy8?Mc-aOZPpPantV7yO4tmfm6C7_27uirm_SPgsDwW b4zZhs_ 1 4-0 2-8-0 6 4 5 12-0-8 16 8 4 18-8-0 21 4-0 1 4-0 2-8-0 3-8 5 4-7-12 1-11-12 2-8-0 I REACTIONS. (lb/size) 8 = 916/0-8-0 (min.0-1-81 2 l = 1084/0-8-0 (min. 0-1-8) Max Harz 2 = 408(LC 8) Max Uplift 8 = -411(LC 7) 2 = -418(LC 8) Max Grav 8 ' = 916(LC 1) 2 1 = 1084(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2143/2062,3-4=-1791/1420, 4-5=-1083/821, 5-6=-880/845, 8-j 0=-873/845 BOT CHORD 2-21=-3162/2866,21-22=-590/401, 16-22=-590/401, 3-23=-1382/1305, 15- 23=-1382/1305, 15-24=-1696/1568, 14L 24=-1696/1568, 13-14=-1696/1568, 121 13=-1696/1568, 12-25=-594/602, 25126=-594/602,11-26=-594/602, 11 rr27=-584/631, 10-27=-584/631 WEBS 4-14=-70/352, 4-12=-754/928, 3-i 6=-156/309, 6-12=-392/435, 4x4 = 3x4 = 1.5x4 1 5 Dead Load Defl. = 1l4 in R 7 ylip uv�- I.CJ 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 20.0psf 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. 8) Bearing at joint(s) 8 considers parallel to grain value using ANSIffPI 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 100 lb uplift at joint(s) except at=lb) 8=411, 2=418. 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 1 iWABIIXG•Pleoselhoroeptlyrninthe 'A.I[0OFTRUSSES ('SR1111GERI1A11119S!CONDITIONS CUSTOMER ('lUYEtjA(KNOKEDGEYINrfun YelilyMitt pammalenoodacaladnaaIS, Tna0nignD-iog(FDD(ondthe Min lee,Pilafeme,$beathefe,,coo. Vale. scientist stated cal Its TOO, calyAUTatmmaslor fUUUSLEE, P.E. places""heacedfar Me IGU to too.D..Asa(ass Usslgo Eapioeac(le, Spesiully Eopiotal,tle aoI ao my NO mpmsems ae maptuna al the pofessiaeoleapmeeriopresponm'biliry"'Mednigodthe dopte iondgided on Ibe I00aoh, order RIL the design omvnlpfions, toodap maddioas, snit". and use ofthis (ruse Im toy lailtag istbe, fespomiblWy of the Goals, the Oness aolhoritedopool of thehildinp Oes'ryeer, 1. the coated afthe W, thelKA, loal boitdinp rode and TIC I. The nppaool of the ME s f my Elk! me of the Truss, indudiag hondlinp,,mope, iWoUdiao mod Wall, shot be the rospo,sibi ly of the luilding 0niFmod #34869 (oMMor.Allaotas set oulio the NG nod the paadiasand goiddioes this beildingCoaponnt Safely Ideraotiao(SCSI) published byRi end Sl(A ore refartmedfarpeard guidnu. TPl I Mules the mponsihilitim aiddaties of the pros, Dmigam, Fats 1I login. adiaa kochdecer, calls, athenria defined by o 1109 Coastal Bay (eohms gledepoo it niNop by oil pmtin b-Ind.The ya„Daigo Eepiaeer is EDT the RoOft Gutter orless System Eaymei lac lay buDCiag. AN mpr1oked faces me as dermed is Fit 1. Boynton Beach, FL 33435 (apyrighl©7UI4 Al loolTassndu0us lees P.F. &pmdosNoaal lhndemvum, io my lore, is prehtNed aitAoul nBleepermisdao hem Al loolTrume,-I.E., Eoa, P.E Job Truss Truss Type Oty PIY Std Pac/6810 El C 60770 B07 Roof Special . 1 1 A0489395 Job Reference (optional) r., nvvr a ........ rICRI+C, ra- uslyn�W_d ILIuss.cosn Run: t.ouu s ucL a zu 14 r'nnc y.ouu s uce a Lu14 IVII I ex ineusmes, ID:ji55gdegRg9?EOOT_pdSDy8?Mc-3a-OZ-P1pPantV 5-9-11 10-8-0 15-6-5 181810 -0 3-1-11 4-10-5140 2-0 4x4 = 5 6.00 12 4 6 Wed Mar 18 13:53:03 2015 Page 1 nftn607_2AZir0 ZlgsDwVVb4zZhs_ 1.5x4 II 3 2 \ /I I- - 7 01) 14 12 11 ETjr 211 24 25 27 13 28 29 30 31 1 1.5x4 II 3x8 MT20HS= 3x8 = 1.Sx4 11 9 3x6 � 3x8 = 2-8-0 5-9-11 10-8-0 15-6-5 18-8-0 21-4-0 2-8-0 3-1-11 4-10-5 4-10-5 3-1-11 2-8-0 Dead Load Defl. = 3116 in l0 i to 0 LOADING (psf) SPACING- 210 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.2 TIC 0.81 Vert(LL) 0.18 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.30 10-11 >855 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.39 Horz(TL) 0.19 8 n/a n/a BCDL 10.0 Code FBC2010frP120011 (Matrix-M) Weight: 108 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-1 puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. cross bracing be installed during truss erection, in REACTIONS. (lb/size) 8 = 958/0-8-0 (min. 0-1-8) 2 = 1055/0-8-0 (min. 0-1-8) Max Harz 2 = 155(LC 8) Max Uplift 8 = -377(LC 9) 2 = -430(LC 8) Max Grav 8 = 958(LC 1) 2 = 1055(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-2016/1667,3-4=-1791/1545, 4-5=-1 147/1072, 5-6=-1 147/1072, 6-7=-1802/1557, 7-8=-2053/1761 BOT CHORD 2-24=-2233/2689, 24-25=-409/421, 16-25=-409/421, 3-26=-993/1313, 15-26=-993/1313,15-27=-1220/1572, 14-27=-1220/1572, 13-14=-1220/1572, 12-13=-1220/1572,12-28=-1231/1582, 11-28=-1231/1582, 11-29=-1231/1582, 10-29=-1231/1582, 10-30=-987/1307, 7-30=-987/1307, 9-31=-454/461, 31-32=-454/461, 8-32=-2382/2782 WEBS 5-12=-565/649, 6-12=-697/772, WEBS 5-12=-565/649, 6-12=-697/772, 6-11=-61/371, 4-12=-686/760, 4-14=-53/367 NOTES 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vesd=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) All plates are 3x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 8=377, 2=430. 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•Pleoselha.ogglymrier the -Ad IDOFTIUSSES(11111r),GWIALTQMS6 CONDITIONS CUSTOAU('BUYInA(IMOWIFDGEYENT'fun. Ymiydnippammeleroad aedeal,,,. Ibis Tmu Oosipo Diming (MO)adthe loyms as, RE Aefereme Sheet heloreose. (fiat eth-h. slated on [he TOO, only l damn. In' plates shun blood fa, the TOO to he laid. A, a Truss Oesign Engioea(L.., Speanty Engineerd the senloe any�DO rela etsn uaptonce of the protessiaeal engineenag tespeasibllitytu the design of the single T— dephledan the TOO anly, order Rl 1. The design oaemplio., lacing necklines, suihbBiry, and use of this fross lUUUS LEE, P.E. he any laildiag is Me respansihiUtyat[he Omer, the Oneis aotkriad agent no the Building Designer, in the aetea of the fk(the IK, the 1.1baildllon fide and TPI 1. the app,e,ol of the IDD and anyneW us, of the TmsL including Loading, sf To, wsanefio¢nd hndeg, shall be the r,,poesNMI of the loilliq Desigoerand #34869 Contractor. All hot., of at in The TOO and lie p,utlas andgoiddiae, of The BuiUMf.uponot Safety hlor.utian(BCSI( published by TPI and SBCAaa,de.uad for general golden.. TPI l defioas The mpotaibnities and defies at The cross Desit-,Russ OWIn E¢liaeer and Tess Manulodurar, unless aa.io defined by 1109 Coastal Bay Coahud optual upon in n,idng by all paces in,ol,ed. The Truss Best. Engineer is NOT the luilding Designe,dT,uss Systen Engineer To, any building.AU.pitnlhedlerms na os defined in Ml1. Boynton Beach, FL 33435 (opyrigh107O140.1 IaolT.sas•Joliut lee, P.F. PepmdaNa¢ol Mis dn.ae¢I, ie any fo,m, is prohibNed vilh Iul e,Ul. pe,mission bon AI pnf Tsses-lariu, lee, P.E Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489396 60770 B08 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designLaitruss.com Hun: J.buU s Ldct 3 ZU14 runt: f.buu s uct s zuT4 ml d eK Inoustnes, inc. vvea mar la lo:53:u4 to to rage I ID:ji55gdegRg9?EOOT_pdSDy8?Mc-2C7n01bPepFodESzCUddgBbM76BAj1 Dz5tg36WzZhrz -1- 4-0 2-8 0 5-9-11 10-8-0 15-6-5 18-8-0 21-4-0 1-4-0 2-8-0 3-1-11 A -5 4-10-5 3-1-11 2-8-0 REACTIONS. (Ib/size) 10 = 958/0-8-0 (min. 0-1-8) 2.' = 1055/0-8-0 (min. 0-1-8) Max Harz 2 = 148(LC 8) Max Uplift 10 = -371(LC 9) 2 = -425(LC 8) Max Grav 10 = 958(LC 1) 2 = 1055(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2j3=-2027/1670,3-4=-1782/1521, 4=5=-1153/1068, 7-8=-1153/1069, 8-'9=-1792/1532, 9-10=-2063/1763, 5 i6=-962/1037, 6-7=-962/1037 BOT CHORD 2126=-2238/2705,26-27=-410/422, 18-27=410/422, 3-28=-964/1299, 17-28=-964/1299, 17-29=-1195/1560, 16-29=-1195/1560, 15-16=-1'19511560, 14-15=-1195/1560,14-30=-1206/1570, 13-30=-1206/1570,13-31=-1206/1570, 12-31=-1206/1570, 12-32=-958/1293, 9132=-958/1293,11-33=-455/462, 33-34=455/462,10-34=-2386/2797 WEBS 6-14=-531/626, 8-14=-672/734, s 6 7 Dead Load Defl. = 3/16 in IVmVVrma wi ted[11UI1`.1 JIIUVVt I, LUIIIUCI IJVL— I.AQ F11d LU grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live. loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 10=371, 2=425. 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 WAPIIING %eoe Iharoghly review the'A.1 PDDE TRUSSES (101111, GIN1111111MS Is CONDITIONS CUSTOMERVIVI1IACRNCTRIOGTMENT' f— taly deign poemem, of reed ease on this Ion Boise Omwiag (TI O) eedthelollo lea, Pi Refe'me Sheetbder. ose. Unless ethenrisa tlaed to the TOO, poly AhTok—du ae, gag he osed for Me TOO to be solid. A, a Tla,s OeL Eo et a Sodol En seat the seal ao IDD rerzsels ao aaehar, of the aevdaool eonemn ren sihif for the deg Ithe sit a loss deidd calhe rDD I*, order Rl 1. The design 10005 LEE, P.E. d 7o Ain e G , P IY D ®Y P P W 7 1 Poo dy goo pl p gnesumptiom,loedmp aeditioos, saaobatry sod ose of this ion la,aay 1161sieg 1,the 'spaoibirdy of the Ormee, the Owois onhviad agent onhe Bonding Uesigoer,I. the (.led of the UK, the I1C.Me hood baliq ode and TIC 1. The epp of The TODond any&Id osoofthe Tons, adefmg beediso, nsroge, huhsh,fiaeadhredng, shell he the respoINUty of the loillso Oesigeersed #34869 Caaredo. AD .1 1test to the TOD of the prod"', and puideliees of the Isildil(oepoenl Setoff hformaie,(B(9) poblishad by TPl end SICA eve nfuseedfor geemal guidon'. ITT ddmes the'spondbNitin od doge, of the Truss Deep,,, TossNip [Iieeerand inns Mooed-, onlessathervio defieed by a 1109 Coastal Bay Caohm ap�eedopoo iomiNopby dl pmdesinolr<1 the To„Deslga Eaploeeris NOTthe landing Design, ago, Systemlefteerfmoaylmldmp. AD'pihlaodtermsoemdefiaedis IN 1. Boynton Beach, FL 33411 (opysightOlDli AI loll,oseesloUd Lee, Pi. lofToseee •lobos ho,P.E. ' Job Truss Truss Type Qty Ply Std Pad 810 El C 60770 B09 Roof Special. 1 1 A0489397 Job Reference (optional) Itruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:05 2015 Page 1 ID:ji55gdegRg9?EOOT—priSDy8?Mc-WOh9E5c1 P7NfFO19mB8sCP8TQWXGSWf6JXPdeyzZhry 5-9-11 10-8-0 1 15-6-5 18-8-0 , 21-4-0 , 3-1-11 4-10-5 4-10-5 3-1-1 46 1.5x4 11 3x8 MT20HSzz 5 6 7 1 12 3x4 - 3x4 4 8 �T 3 % Vy 7 16 14 13 28 15 183x4 29 3x8 = 30 1.5x4 II 31 3x8 MT20HS= 3x4 = 1.5x4 11 10-8-0 9 113233. t 3x4 = 4x4 = 3x4 = 3x10 = v r "I0 o 34 Dead Load Dell. = 5/16 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.30 14 >842- 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.51 14 >498 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES WB 0.23 Horz(TL) 0.21 10 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 105 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except` B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-11-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, it accordance with Stabilizer Installation euide. REACTIONS. (lb/size) 10 = 958/0-8-0 (min. 0-1-8) 2 = 1055/0-8-0 (min. 0-1-8) Max Horz ' 2 = 125(LC 8) Max Uplift 10 = -349(LC 9) 2 = -403(LC 8) Max Grav 10 = 958(LC 1) 2 = 1055(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-2264/1856, 3-4=-167411378, 4-5=-1224/1107, 7-8=-1224/1107, 8-9=-1684/1390,9-10=-2282/1934, 5-6=-1 115/1075, 6-7=-1 115/1075 BOT CHORD 2-26=-2515/3053, 26-27=-334/341, 18-27=-334/341, 3-28=-822/1187, 17-28=-822/1187,17-29=-1043/1439, 16-29=-1043/1439, 15-16=-1043/1439, 14-15=-1043/1439,14-30=-1055/1449, 13-30=-1055/1449, 13-31=-1055/1449, 12-31 =-1 055/1449, 12-32=-815/1181, 9-32=-815/1181,11-33=-381/382, 33-34=-381/382,10-34=-2652/3131 WEBS 6-14=-232/380, 8-14=-420/417, WEBS 6-14=-232/380, 8-14=-420/417, 8-13=-81/384, 4-14=-414/404, 4-16=-73/380 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft; Cat. 11; Exp C; Encl.', GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. . 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide.will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=349, 2=403. 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 rWABIINB-Pleas, Ihomoghlynsi.11b. 10 ROOF 11NSSf51'SSSI1116011IALTIIABL(DNDIBDNS(OSIDHHrBUYiI'JAODID'd'1E06FYfNrloms Yndydnippart—fen aaireedaoks con Ihi, Tress Desire O—ioppDDland to. locos Lee, PIlate,-, Sheelteton a,. Unless olheniso stated ones the TOD, mp luTetnvnod" JULIUS LEE, P.E. pat-14.0 banned forth, TOO to be,& Aso—Oesila ingieen (Le, dprulry Egineml, M, seol oo anP ND npnuas an aneptonmof the pmtes6anolanpnrerinp rtspnsibigtyhr toe drip altos single lmsdepiAed an the IODanty, miler RI I: fbe dsipn asanmpfian,, loodal randrtans, soihbdiry and use of this fmm far airy 60dmgi,Maempnsihigryat the Ormer, Ot Owoeisoofhaindagenf or Me Building Oesipoer,m flu malen oItltill, the 11(. Ito loud buildng code and ❑II. The appmeal alliesTDD and any field use of the irass,ioMail handgng, smrnga,insm11o1im and bradog,AM, thmspitulfly oItb, luilGnl Onip-nd #34869 (oaft.m. All at., sec out in the TOD and no p asio, and pidegon of the Building(acpoannt Safety hfannotionlB6llpubg,bed by TPl and Site en nlerensed(a, Rental guidance. TPl l defines the nspmibiliths and Meant the Tram Designer, Buss Design[aliaeeeandTruss Acnutmtune, unlese0b-ise Wised by 1109 Coastal Bay (oubaa Woodopu in snkg by all pares lanleed. The moss Do0gnbopioeer is NOT the Budding Designee ar iioes System Rep lmanyluddial. Allmphli dtermsmeos defined ie Ol 1. Boynton Beath, FL 33435 (opyrigE101gH Al laolTmsserlurius lee, Pi. &pmlocNonal INsdommem, u aoytam,is aehdON vilhoulLeNlea psau,slae hum AI 1.fTm,sbs-lu5a, lee, P.E Job, Truss Truss Type Qty Ply Std Pac/6810 EI.0 A0489398 60770 B10 HIP GIRDER 1 Job Reference (optional) Al 'ROOF TRUSSES, FORT PIERCE, FL 34946, designLa1truss.com Run: 7.6UU S UCt 3 2U14 F'nnt: y.6uu S Uct 3 ZU14 mi I eK Industries, Inc. Wed Mar lt1 13:W:U6 LUIb rage 1 ID:ji55gdegRg9?EGOT_pdSDy8?Mc-_bFXRRdgAQV WtYcLKvf5lcgmAvv4Bz2GYB9AAPzZhrx 1 4 0 2-8-0 6-2-0 10-8-0 1512-0 18-8-0 21 4-0 1 4-0 2-8-0 3 6-0 4-6-0 4-:6 3-6-0 2-8-0 5x6 no..d 1 4 non = 1y1 a in 3x4 = 3x4 = 3x4 = 3x4 = 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 0.47 Vert(LL) 0.18 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.30 10-11 >640 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.18 8 n/a n/a BCDL 10.0 Code FBC2010[TP12007 (Matrix-M) Weight: 205 lb FT = 0% BER- CHORD 2x4 SP No.2 CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3, B2,B4: 2x4 SP M 30 S 2x4 SP No.3 ERS 2x4 SP No.3 CHORD tural wood sheathing directly applied or 6-0-0 oc BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 8 = 1569/11:8-0 (min. 0-1-8) 2 = 1669/0-8-0 (min. 0-1-8) Max Horz 2 = 104(LC 6) Max Uplift 8 = -868(LC 7) 2 = -923(LC 6) Max Grav 8 = 1569(LC 1) 2 = 1669(LC 1) FORCES: (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2'3=-3484/1947,3-4=-3381/1975, 4-24=-3942/2206,24-25=-3942/2206, 5,25=-3942/2206,5-26=-3942/2206, 26-27=-3942/2206, 6-27=-3942/2206, 6=7=-3398/1966, 7-8=-3301/1813 BOT CHORD 2128=-2444/4268,28-29=-706/1122, 16-29=-706/1122, 15-16=-173/430, 3;30=-1455/2488, 15-30=-1455/2488, 15-31=-1760/2987,14-31=-1760/2987, 14-32=-1780/3030, 13-32=-1780/3030, 13-33=-1780/3030, 33-34=-1780/3030, 12-34=-1780/3030,12-35=-1716/3047, 35-36=-1716/3047, 36-37=-1716/3047, 11 -37=-1 716/3047, 11-38=-1697/3003, 1b-38=-1697/3003,10-39=-1442/2477, 7L 39=-1442/2477, 9-10=-182/353, 9-40=-715/1199, 40-41=-715/1199; BOT CHORD 2-28=-2444/4268, 28-29=-706/1122, 16-29=-706/1122, 15-16=-173/430, 3-30=-1455/2488, 15-30=-1455/2488, 15-31=-1760/2987, 14-31=-1760/2987, 14-32=-1780/3030, 13-32=-1780/3030, 13-33=-1780/3030, 33-34=-1780/3030, 12-34=-1780/3030, 12-35=-1716/3047, 35-36=-1716/3047, 36-37=-1716/3047, 11-37=-1716/3047, 11-38=-1697/3003, 10-38=-1697/3003, 10-39=-1442/2477, 7-39=-1442/2477, 9-10=-182/353, 9-40=-715/1199, 40-41=-715/1199, 8-41=-2294/4187 WEBS 4-14=-363/820, 4-12=-504/1175, 5-12=-541/471,6-12=-489/1162, 6-11=-365/830, 3-16=-663/431, 7-9=-738/437 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 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; 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 100 lb uplift at joint(s) except Qt=lb) 8=868, 2=923. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 lb down and 76 lb up at 6-2-0, 73 lb down and 95 lb up at 7-0-12, 73 lb down and 95 lb up at 9-0-12, 73 lb down and 95 lb up at 10-8-0, 73 lb down and 95 lb up at 12-3-4, and 73-lb down and 95 lb up at 14-3-4, and 55 lb down and 76 lb up at 15-2-0 on top chord, and 284 lb down and 208 lb up at 6-2-0, 237 lb down and 30 lb up at 7-0-12, 237 lb down and 30 lb up at 9-0-12, 237 lb down and 30 lb up at 10-8-0, 237 lb down and 30 lb up at 12-3-4, and 237 lb down and 30 lb up at 14-3-4, and 284 lb down and 2081b up at 15-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-6=70, 6-8=-70, 16-21=-20, 10-15=-20, 9-18=-20 Concentrated Loads (lb) Vert: 4=1(F) 6=1(F) 14=-284(F) 12=-59(F) 5=-73(F) ll=-284(F) 24=-73(F)25=-73(F) 26=-73(F) 27=-73(F) 32=-59(F) 34=-59(F)35=-59(F) 37=-59(F) Q WAPNING•Pimse th-gkly mierthe'A-nOOFUMSB('Siltlll OENIIIII[tYSk(ONDMBNSIUSTOMUI'IUYE1IA®IO'WLEOgWENT'Iwm Ymilydeeigt paumesm end rmdatteson this imss Oeeigo Oroaing ROOlond theJdius lee,Pdtde-Sbedbefineoe,Ust-Ols,Mwildedoehe MD. uelylhhkaamdar JUWS LEE, P.E. as h these title he ased lee lea to be s&L As a It ost Oesiga Eaginea [L.. Spnielty agineesL the Seel oa ® are y TOO seprese 1, al phme of the pafassind eagheerinp rasp esibilily Fir the design dthe sine], Tiles fss depeled e MD aoly, order RI 1. The desipo enumptien, Inku soldillem, suitebsty and mdthis Koss larony ltilditp is the sesponsihilityaS the a.", the Oneis adhorind elites st the lmld'mg Design', be the totted efthe IK, the lK, the W building led, and TPI I.The tpp te I tithe TOO W any field use of the Tmes, sedudieg headiing,stamp, indelioeond bredq, shall be he respoesibiOry tithe Milling Oesignerond #34869 (aaNtdor. All nunsml our is the TOO and Oe p etims and goiddinas d the luild'mg(ampee,nlLfely lnhsmotiaa (861) pobashed by TPI and SKA om hresidhrgeneml quid®m. TPI lddmes the aspenabOitiemedddies tell, imss Omigner,Tros, Omilt[ngioe-dTells Madeciusn, vnlnt ther.io defed by 1109 Coastal Bay (ttnmogmedopehe i&gby0pmtieshaolmdihaimssOesigoEopimerisNOlfheluadmpOeepeesahtssSyslemFagiaadmtoykuUdop.AampBef¢edtamsmeosdeanedieRll. Boynton Beath, FL 33435 (tpydgbl©f014 AI tatlTmsserltrius Ice, P.E. tepsodafiot al Bis damned, io ®y ftrm,is pekihited aihoal ntllee pesmissiat from II teat Imsees-lorios lea, P.L Job Truss Truss Type Qty PIy Std Pac/6810 El C 60770 B12 Half Hip 1 1 A0489399 Job Reference (optional) HI RVVr IRUJJCJ, rum rICRI.C, rL 34y90, LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2,64: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-11 purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-2 oc bracing. WEBS 1 Row at midpt 1 9-10, 7-13, 7-10 dross bracing be installed during truss erection, in REACTIONS. (lb/size) 10 = 941/0-5-8 (min. 0-1-8) 2 = 1059/0-8-0 (min. 0-1-8) Max Horz 2 = 652(LC 8) Max Uplift 10 =-558(LC 8) 2 =-357(LC 8) Max Grav 10 = 941(LC 1) 2 = 1059(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-1649/901, 3-4=-1927/1367, 4-5=-1155/642, 5-6=-1069/653, 6-7=-1115/881 BOT CHORD 2-21=-1678/1422, 16-21=-1678/1422, 4-14=-368/525, 14-23=-2027/1749, 13-23=-2029/1747, 6-13=-313/513, 11-25=-541/474, 10-25=-541/474 WEBS 3-16=-349/493, 14-16=-1556/1330, 3-14=-319/286, 4-13=-877/1024, 11-13=-445/423, 7-13=-1078/928, Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:07 2015 Page 1 I D:j i55gdeq Rq9?EOOT_mS Dy8? M c-Snovfne I xkdN UiBYucAKHgD uOJDGwKh Pnrujjrzlhm 8-7-8 11-7-8 16-1-fi 1__I_ 14 3 4-8 5-0-0 45-14 3-9-10 1-5-0 3x4 = 6.00 12 1.5x4 11 Dead Load Defl. = V8 in 9 8 3x 7 7 1.5x4 II 3x4 fi 3x4 � 5 3x4 - 4 3 :4 11 12 1 14 13 2122 1615 23 12 3x4 = 3x4 = 2x4 11 2x4 11 6x8 = 6x8 = 0 Io 24 11 25 10 4x4 = 5x6 = CSI. DEFL. in (loc) I/deft L/d TC 0.69 Vert(LL) 0.1113-14 >999 360 BC 0.86 Vert(TL) -0.2513=14 >999 240 WB 0.58 Horz(TL) 0.07 10 n/a n/a (Matrix-M) WEBS 3-16=-349/493, 14-16=-1556/1330, 3-14=-319/286, 4-13=-877/1024, 11-13=-445/423, 7-13=-1078/928, 7-11=0/256, 7-10=-879/1003 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 10=558, 2=357. 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 PLATES GRIP MT20 244/190 Weight: 161 lb FT = 0% 1 WACYINU•Pleaselhwapllyaaierl6e'AdROOF TFUSSISli0lI110HULIIgAIS6IUNDIBONSfusTojottuyig'Idf11oaLi➢swimrfwmYnifpdesipnpmametmsmireaArehsanlh,I.,,Uesige0roeiogROD)undtEelufsfee,PllefnaveSAeeflelmeo:e. Morsels end.,stores . the TOO, rely Vda-ft' JULIUS LEE, P.E. pldes shoo hosed Inthe 1111111 cold. As a Goss Design InpineeII.a, Spedislly fnlipart the sealao ary IUD repasech as—ple. of the piefesdaal esoli inl responsibility fe,it, design of lbe single fast depidel on 0e DID only,orde, Ill 1. Use design assampioos, leadmp andmoos, ailbUdy nod me ofIble Sass far any hildg is Its asponslbilryafthe Oaaey the Oneis onhoriad agent or the hiblog Desigeer,i. the roolea ofIt. llf, the lMthe led buid.0 rode and TPl 1. The oppend .1 The TOO and any Dild o,, of the fross, hdudiog Forming, stirep, hodshn ad hmdop, shot he the rmpeesibiliity of it. lailSng Desiperaed #34869 firrWa. At naps set ieutie the TOO and its endias and guiddias aflbe SAIgog 6ropomot Way Id-otior(g[Sgpub5ded by SPl and SlfA aeah—dingeowlgold..,.If] l defines th rupoodhdifn cod Me,olthe Trum Designer, free, Omlgn Fogiaeerond cross Mauhdonr, oohaathervia Mks 4 o 1109 Coastal Bay fantod elred opoo In owing by ell podia iarohed the lass Dolls fogieeeris NOT the luldml Designer m lilIoa Systemingineer Way buddinl. All apldaedhire at on defined I. IF] 1• Boynton Beach, FL 33435 fapysight®gold Al listfasses•Jel is tee, M. lepahrNo sof this donates, is myhrm,is prelailed nilho l.. perminiae fan AT 1.1Issuaes M. La, 71 Job 1 Truss Truss Type Qty Ply Std Pac/6810 El C A0489400 60770 1313 Half Hip 1 1 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 2U14 MI I eK Industries, Inc. wed Mar 1ti 1S:6j:U/ 2015 I D:j i 55gdegRg9?EOOT_pdSDy8?Mc-Snovfn a IxkdN U iBYucAKHq DwQJ DGw IZPn rL ,14-0 3-3-0 , 6-7-8 11-7-8 17-11-0 , 21-4-0 12: 2x4 0" I'll3U BOT CHORD 2x4 SP No.2 *Except* B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-11 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 quide. I REACTIONS. (lb/size) 9 = 941/0-5-8 (min. 0-1-8) 2 = 1059/0-8-0 (min. 0-1-8) Max Horz 2 = 590(LC 8) Max Uplift 9 =-489(LC 8) 2 =-380(LC 8) Max Grav 9 = 941(LC 1) 2 = 1059(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 651/994, 3-4=-1923/1449, 4-8=-1163f737, 5-6=-1016/758, 6-7=-1192/1105• BOT CHORD 2-20=-1664/1425, 15-20=-1664/1425, 4-13=-372/527. 13-22=-1 981/1732, 12 ]22=-1982/1730, 6-12=-446/726, 10124=-328/306, 9-24=-328/306 WEBS 3-1�5=-353/497, 13-15=-1553/1340, 3-13=-302/277, 4-12=-839/959, 10112=-288/245, 7-12=-1321/1120, 0 6-3-8 3-5-0 4x8 1.5x4 II 6.00 F12 7 8 VVC6J 3-15=-353/497,13-15=-1553/1340, 3-13=-302/277, 4-12=-839/959, 10-12=-288/245, 7-12=-1321/1120, 7-10=0/294, 7-9=-893/956 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 100 lb uplift at joint(s) except at --lb) 9=489, 2=380. 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 hdels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Defl. = 1/8 in E WARNING - Plants 0amagblyrnis. the 'A-IROLE TI USE ES01LLF11, GENERAL IFRUNS a(ONDITIONS(US1DWFp('IUTFIIAONOA'LEDGEMINrfin. WerITT design pommelenandieadoolesoothis Truss Design Dmning(ND(andtheJuliusLee, P.ENelereurEast hefomase. Unless otherwise slated amthe MIT, anlyNi imanedor �UUUSLEE P.E. plate{Shah be used 101 the TOD In be I.Ed.A,atree 0.19. Enylia.(Le, Spmielty EnginemLthe seal oa any TOO Taprends aTa"Ptanm at the pmfessianolengineedog Tell, ibllity for Me design of the single Lass depided an The MD only, under TPI I, The design msuepliam, lending mndiNans, and.blity and useatthis (suss ie eoyluiddwg is the msissuftilyatThe Dumer, the Onsevs amharind legal at the Building Designer. in the eodem of He It(, the lIGIhe land haildinp coda and TPl 1.The opprural Tithe MOWanyfield usem the Truss, neatening boating,steruge, iavdalioo and heading, shall be The responsibility Tithe Building Desigaerand #34869 (emadn. All rotes sea at in the LOU and the pastimes end guiddioes of the Building(ampnnent Safely lnlmmatinn(B(S1l published by ITT and SB(A are Wanted Ran general guidanm. TPl i defines The nsgaiblitim and Win of the Truss Designer, Truss Design Engineer and Truss Manuladunp unless otherwise defined 4 u 1109 Coastal Bay ,Connedogmed upon in miting by ell penes dnraired.TheresaDedgn Eogdeeer is 901 The Building Mignat ar Was System Engineedor any bedding. Allnpitained terns are as defined in 1?]1. Boynton Beath, FL 33435 1.pya d@IDIIAI ReaFTrusses-Iufinlee,P.F. Job Truss Truss Type Oty Ply Std Pac/6810 El C 607�70 B14 Half Hip 1 1 A0489401 Job Reference (optional) 1.5x4 II 2 o. 1 Itruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:08 2015 Page 1 ID:1155gdegRg9?EOOT_priSDy8?Mc-xzMls7ewh21E6rmkRKhZg i m l4jZifn2Z?VeHFHzZhry 5-8-0 11-8-2 - 1 15-11-0 21-4-0 4x4 = 6.00 F12 6 3x4 5 3x4 W 1.5x4 \\ 4 3 2 16 11 10 17 18 19 9 20 3x4 = 3x4 = 3x8 7-5-3 15-11-0 21-4- 3x4 = 7 3x6 11 Dead Load Dell. = 3116 in LOADING (psf) SPACING- 2-0-� CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.2 TC 0.83 Vert(LL) -0.26 9-11 >969 360 MT20 244/190 TCDL 15.0 Lumber DQL 1.2§ BC 0.84 Vert(TL) -0.46 9-11 >549 240 BCLL 0.0 ' Rep Stress Incr YE$ WB 0.64 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 132 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- , TOP CHORD Structural wood sheathing directly applied or 4-4-6 purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-1 oc bracing. WEBS 1 Row at midpt - 7-8, 7-9 cross bracing be installed during truss erection, in REACTIONS. (lb/size) 8 = 941/0-5-8 (min. 0-1-8) 2 = 1059/0-8-0 (min. 04-8) Max Horz 2 = 528(LC 8) Max Uplift 8 = -428(LC 8) 2 = -395(LC 8) Max Grav 8 = 957(LC 2) 2 = 1059(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-1616/1074, 3-4=-1417/1008, 4-5=-1 321/1033,. 5-6=-610/457, 6-7=-474/483, 7-8=-907/947 BOT CHORD 2-16=-1595/1381,11-16=-1595/1381, 10- 11 =-972/846, 10-17=-972/846, 17-18=-972/846,18-19=-972/846, 9-19=-972/846 WEBS 3A 1 =-364/592, 5-11 =-511/599, 5-9=-621/812,7-9=-881/865 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 8n MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=428, 2=395. 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- Please Ihomoghly .is. the'A-I ROOF TRUSSES rSELLEII, OFMERAE T RMS B CONDITIONS CUSTOMER rRUFErJ A(NAOWIEDGIMENr form. sandy design perometns and ,ad notes an this Dress Design Owning(TIED) and the Julius Lee, P.E.Refesento Sheethefine use. Unless afhemise statedon Ile ID0, only 111,1,..d.r Ideas shoo be .,ad [a, the TOO to be audit As a buss Design Engiaen Q.e,Spnialty Enginenl,the seal ao any TOD represents .9 plan. of the pofemianol,agm",ing responsibilityto, Me design of the shad, Transdepided on the TOD aoth and. TPI 1. Its, design ossoTW,, loodnp conditions, WRIEDn' and useoNIn, Tress JUUUS LEE, P.E. far any 1611fip is the responsibility op the O.af, the Oneeis authorized agent or the Building Designer, in lheIceatetl of the IRL the Il(, Me loml building cad, and TPl 1. The appe,ol of lb, TOO ad any field use of the Imes,mdefing hon�nR, stomge,iasra0ohnsnod trading, shollbe the rnpaasibiUry of the leilonR Desipoerold 1134869 Commnor.All u,w waal in The TOD and the pronins®d Uniform, of the IdIding(amp.-ISoloy Warmadwn lB(SlJ pubfispedty TPl and SB[A out nfammed fmgeoerd quid®m. 1P11 drones the msponsidUities and doNesaltbeimss Designer, DussDesign Faginanand Tress Monutatlurer,mteu othen.l. de hyo 1109 CoastalFL Bay33 Coe«a«apreed upon in eniing by all Ionian invoked. The frees Design fogioeeris NOT The Building 0esigon Doss System Enpiecut far any building. All mpialaedto,. ma as defined in ITT 1. Boynton Beach,435 (apyrigll©IDIA Al loaf Imsseslulius Lea, P.F. ReptoducDonol INs doaumeut, io orylorm, is pmhibBed wilAoat s"Dleo permissiao (out AI Root Dunes-luGas Lee, P.L Job Truss Truss Type Oty Ply Std Pac/6810 El C A04894O2 60770 B15 Half Hi{i 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. Wed Mar 18 13:53:08 2015 Page 1 ID:ji55gdegRg9?EOOT_pdSDy8?Mc-xzMls7ewh21E6rmkRKhZg1 m?LjXrfmRZ?VeHFHzZhry 1 4 0� 7-10-1 13-11-0 21 4-0 7-10-1 6-0-14 7-5-0 Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouida. REACTIONS. (lb/size) 7 = 932/0-5-8 (min. 0-1-8) 2 = 1068/0-8-0 (min. 0-1-8) Max Horz 2 = 466(LC 8) Max Uplift 7 = -410(LC 7) 2 = -410(LC 8) Max Grav 7 = 932(LC 1) 2 = 1068(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - Ail forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1533/1452, 3-4=-836/575, 4-5=-732/600, 6-7=-247/282 BOT CHORD 2-15=-2205/1726,10-15=-1324/1209, 9-�10=-1324/1209,9-16=-1324/1209, 8-,16=-132411209, 8-17=-664/664, 17,-18=-664/664, 7-18=-664/664 WEBS 3 i10=0/331, 3-8=-658/791, 5-8=-343/557, 5-7=-892/896 6.00 F12 4x8 = - 3x4 11 Dead Load Defl. = 1/8 in r....... es. 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 100 lb uplift at joint(s) except at --lb) 7=410, 2=410. 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 r WAPNIND-0ease 1l"emphlyrnieafhe'A-I IDDE RaSSESrS[LIEI'J,GFN(IAS I[WSL(DNDIODNS(USTDNO('WTft')AOItID1Vl(D6FYENr 1omL Vailydesigopmamele edreedoalesou IN, T—Onipa D-ki;ODD)odfb,le[sI,,,P.E1,Nn.eSheelbetaeose. OWess olBemse slafedoo the lDD,wry Miietmmmar JUUUS LEE, P.E. pldes shaD h used Ins Ito SDD Is he end As o Irons Design Fnpieea Qx, Speriilry EnpiseeA Me seal as mY IDD npreseals m mephnre elite professiayslenpmeednp sespans2ifiry for Me desigl dlhe sisple moss depicted on the IDD eary, order RI I. She de,ipn sssaepdsm, knEcp road�fians, seitahDiry and osealthis Irons be, oarlaiAgalb"espasibifrq.11h.a.", 1.Theepp,on1diba TDDandanyflelduseafthe Tess,induct'aBhesdling• stamgosm0alieawdbruang, shall he theaspoesihiliry .1 the handing Desigoerand #34869 (metar.Mime, set out le the TODmd the gadins eed puid,ieas elite Buildleg(aepeneslShty Id-1he(161)puhgshed by ON WSB(AennfeneedIs, geaenl psideen. iPll define, 0e re,paa 3gifies ssddufies stfheinss Designer, Luss Dnileblie-esd(nn ksufad—, soles, sfh—k, dereed by 1109 Coastal, Bay Tensed ogeed upaaio viDng by all parties inyalyd The Tas,Wigs Eepiseer is NOT llerugd'eg Mph, e huss System Engineer for shyh7dnp. AD npilaad tees ine a, defeedia SPI 1. Boynton Beach, FL 33435 Uppriphl@ID14 AT I'd T.—Jsriu,Lee, P.E. lepndusdeeel Dd, d.eem, io eay tare, is peh3Bed vilhaaf m'lln p inssfadnn AT goof Trusses-luhas lee, Pd Job Truss Truss Type Qty PIy Std Pac/6810 El C 60770 B16 Half Hip 1 1 A0489403 Job Reference (optional) N1 RVVr rRVJJCJ, rurm ricrCl.C, rL J4ZI'fU, 1-4-0. m 1.5x4 II 2 0 1� 4x4 = @altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:09 2015 Page 1 ID:ji55gdegRg9?EOOT_priSDy8?Mc-PAwg4TfYSLt5k?Lw?1 DoNFIBg7wgOHfiE9NgnkzZhru 6-7-13 11-11-0 16-5-12 21-4-0 6-7-13 5-3-3 4 6-12 4-10-4 4x4 = 1.5x4 11 3x4 = Dead Load Defl. = 1/4 in 4 5 6 6.00 ,12 3x4 3 , 15 10 9 8 16 17 18 1.5x4 11 3x8 MT20HS= 3x8 = 5x6 = 9-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.33 7-8 >763 360 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.61 7-8 >420 240 BCLL 0.0 * Rep Stress Incr YES WB 0.42 Horz(TL) 0.04 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* B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD 'Structural wood sheathing directly applied or 2-2-0 purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-9 oc bracing. WEBS 1 Row at midpt 5-7 cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS: (lb/size) 7 = 937/0-5-8 (min. 0-1-8) 2 = 1063/0-8-0 (min. 0-1-8) Max Horz 2 = 404(LC 8) Max Uplift 7 = -420(LC 7) 2. _ -408(LC 8) Max Grav 7 = 937(LC 1) 2 = 1063(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-1540/1096, 3-4=-1020/772, 4-5=-829/790 BOT CHORD 2-15=-1719/1449,10-15=-1382/1294, 9-10=-1382/1294,8-9=-1382/1294, 8-16=-571 /575, 16-17=-571 /575, 17-18=-571/575,7-18=-571/575 WEBS 3-10=0/287, 3-8=-550/697, 5-8=-370/433, 5-7=-909/922 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. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extericr(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 100 lb uplift at joint(s) except at --lb) 7=420, 2=408. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 122 lb FT = 0% A WAININU-tledsalhomoghryrnine ties 'A-IROOF TIME rSatFrl61RIPALFIRMS 9(DNDIBDNS(USIDA(Y(BUYRIAIXNDWLFDEA[MrIarm.Yudydesigopmamelnsaodnedoatesanlhis Ties, Design Ome1pQDDlend the hf.,so, polet..,SleedWent nse. Unless mherisevoted oalhoIDD,aa¢AUretmannter JUUUStEE,P.E. ploles shnU be and for the TDO to is "" Ar o Irns Design Eopinn Q.e, Sperislry Enpmemt0e scot oo aay 19D represents n aaephna of [be profesdanol edpiaeedop responsTiUry far [to detipo of the singleton depicted an the 10Dadly, antler RI 1. Ibe design dssampNws, loe6np osdrtisag oiohJry end aseaf 0is fross I, sey Baildiali is the mspomilii[ilyof the Dwner, the 0r ', oolharindagent or the SaildinDDesi�er,1.the olted.1the 1B41he II(. the fool heilding (ode a ad IN 1. Do oepmeul.ofthe IDD and anyfiald use of the frns, mdodmp hoedling,stooge, IsstaUetioo and boual, sbalbe therespoosibihry ofthe lolidieg Desigoerond #34869 (omrarlm.All nstesml ed io the TOO and the posts., sod goidelion of the hilding(ompsenl Welt fief -al mnl8(Sll published by INend SB(Aon.,sh.nmdf., gsnenl goidoo. IN I Miss, the respeosihilities oed dniasafthe roar Designer, ton Design Fnglnearnnd Two stesubdmtt,Imiss, alh,.i. ddindhyn 1109 Coastal Bay (osiew Wood opaninmitmg by ell polies iooleed. The TrussDest.hilioser is N0l the Beilkil Dullest or Do, Syste.hinm lmoey Wdmg. All apitor¢ed terms me as derided to FPl T. - Boynton Beach, FL 3341, (apyrigh1873H Al laaftmsmsdugos ln, Pd lepsdsfioe of IIUs dammem, m ®y form, is psAaBel vilGool rdiiea pnodsdas Imo AI LoolTossm-Tagus tee, Pi Job; Truss Truss Type aty Ply Std Pac/6810 El C A0489404 60770 B17 Half Hip 1 1 Job Reference (optional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:09 2015 Page 1 ID:ji55gdegRg9?EOOT_ 6SDy8?Mc-PAwg4TfYSLt5k?Lw?i DoNFIDP7xMOISiE9NgnkzZhru 1 4-0 5-9-1 9-11-0 15 7-8 21-4-0 1� 0 5-9-1 4-1-15 - i 5-8-8 5-8-8 pkirlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-12 cc bracing. WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7i ee 936/0-5-8 (min. 0-1-8) 2 = 1064/0-8-0 (min. 0-1-8) Max Horz 2� = 342(LC 8) Max Uplift 7 = -429(LC 7) 2, _ -398(LC 8) Max Grav 7 = 936(LC 1) 2, = 1064(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-'3=-1532/1230, 3-4=-1187/953, 415=-999/939 BOT CHORD 2 15=-1427/1923,10-15=-1427/1301, 910=-738/816, 9-16=-738/816, 8-16=-738/816, 8-17=-738/816, 7i 17=-738/816 WEBS 3�110=-365/581, 4-10=-55/266, 5110=-271/290, 5-8=0/300, 5-7=-1078/978 4x4 = 3x8 = 1.5x4 11 Dead Load Defl. = 1/4 in anu nynA uxpubvu lul mtllnutelb anu lulutl0 a 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 100 lb uplift at joint(s) except at --lb) 7=429, 2=398. 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 WAINING. Plaa the-ghly n,im lWA-1 IO IFTIUSSISrSBEII GUIG5 TIWS A CONDITIONS Iam. T<aly desige pm.mins and,nd nines an ahn ias, Oesile OueingR001aad the Irks lee,1`11dMeaa Shnthefae ose. Ualess aftwise stored .[he N0, o,ly fATekaned.r me,sloG he a,td hllAe lOO to hl,did. Asafnee Bann hgltom2$ued Inmeerl,M,se.lo.an l00 sopas on aaehna ofthe roasdaad la mnra ,es ael'klll Tarthe design of the sloe fassde,ded on the l00e coder 1111. des, assam tines, loedmp rmdNoas, uitohOi and meallhis lnsf /UVUS LEE. P.E. of c gi G, P� 7 c r l P I' I Po h ao d v' 4r, oo P N Iat any toddag Isthe nspa.dhi0ty of the Omer, the Omnis aathaned agent as 1064 Design".kt the,omen of the I[Qke llC the load beiZagmdo and Tit 1. The oppm,aI of the TOD and any Cold ... f the Tnss, Wedieg noodling, storage, haidde, And hudng, do0 he 0-sponihlfry of the loilding Oesignnand #34869 Cannon.,. All mfee setoat to the 100 and the p oohas ead laidelioes of Its Ulding6atpeoul Solely lef-atlon(l(S11 pdfleod by IN ad Sl[A ore nfeaued to, pend guid®n. TPll fifes the rup.mlhlilles nod datasaf the Truss Designer, lass DWI. Eaglue,and To,, Alenefdmar, aoleu tharia Mind by 1109 Coastal Bay 1.0ey Wood ago. is eni ing AT all pmfies brrd"L The iron I),sp i.gieeer is NOT the luldag Oesipee, ar fuss Synem T.pf.ea for any hoOkli. Aliapitd¢ed hams me., defined is 1711. Boynton Beady Fl. 33435 6progh161014 Al feet Tu..... Moseji.&pmdusNonaltAis doamem,in anyform,,: prakBNed viftoul.,dle.pe,missialf-AIloolT....doEos lee, P.E. Job Truss Truss Type QtY Ply Std Pac/6810 EI C 60770 B18 Roof Special 1 1 A0489405 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. Wed Mar 18 13:53:09 2015 Page 1 ID-ji55gdegRg9?EOOT_priSDy8?Mc-PAwg4TfYSLt5k?Lw?1 DoNFICG7v8ODgiE9NgnkzZhru 1-4-0 3-3-6 10-8-0 13-5-0 17-2-12 21 4-0 1 4-0 3-3-6 7-4-10 2-9-0 3-9-12 4-1 4 4x6 = Dead Load Defl, = 3/16 in 4 4x4 = 1..5x4 11 6.00 12 5 3x4 = 7 1.5 4 2 3 3l / 5 � 1.5x4 II 2 16 11 10 17 9 18 8 3x4 � 3x4 = 3x8 MT20HS= 3x8 = 5x6 = F 5-1.0-0 13-5-0 21-4-0 zzn z1 •s _n Plate Offsets (X,Y)-- [2:0-2-10,0-1-81, [8:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) -0.21 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.37 9-11 >688 240 MT20HS 1871143 BCLL 0.0 Rep Stress ]nor YES WB 0.67 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Cade FBC2010/rP12007 (Matrix-M) Weight: 120 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* NOTES- T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 1) Unbalanced roof live loads have been considered B1: 2x4 SP No.2 for this design. WEBS 2x4 SP No.3 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) OTHERS 2x4 SP No.3 Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; BRACING - h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS TOP CHORD (envelope) and C-C Extedor(2) zone; cantilever left Structural Structural wood sheathing directly applied or 4-8-4 o and right exposed ;C-C for members and forces & ns, except end verticals. MWFRS for reactions shown; Lumber DOL=1.25 plate BOT CHORD grip DOL=1.25 Rigid ceiling directly applied or 4-1-9 cc bracing. 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in indicated. accordance with Stabilizer Installation guide 5) Plate(s) at joint(s) 1, 4, 5, 7, 8, 2, 11, 3, 9 and 6 checked for a plus or minus 0 degree rotation about its REACTIONS. (lb/size) center. 8 = 948/0-5-8 (min. 0-1-8) 6) Plate(s) at joint(s) 10 checked for a plus or minus 5 2 = 1052/0-8-0 (min. 0-1-8) degree rotation about its center. Max Horz 7) This truss has been designed for a 10.0 psf. bottom 2 = 311(LC 8) chord live load nonconcurrent with any other live Max Uplift loads. 8 =-392(LC 9) 8) * This truss has been designed for a live load of 2 en -407(LC 8) 20.Opsf on the bottom chord in all areas where a Max Grav rectangle 3-6-0 tall by 2-0-0 wide will fit between the 8 = 948(LC 1) bottom chord and any other members. 2 = 1052(LC 1) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at FORCES. (lb) joint(s) except Gt=1b) 8=392, 2=407. Max. Comp./Max. Ten. - All forces 250 (lb) or less except 10) 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=-1896/1732, 3-4=-1555/1314, nonconcurrent with any other live loads. 4-5=-1352/1217, 5-6=-1177/1027 11) "Semi -rigid pitchbreaks with fixed heels" Member BOT CHORD end fixity model was used in the analysis and design 2-16=-1915/1704, 11-16=-1915/1704, of this truss. 10-11=-899/950, 10-17=-899/950, 9-17=-899/950,. 9-18=-715/773, 8-18=-715/773 LOAD CASE(S) WEBS Standard 3-11=-506/831, 4-11=-449/564, 4-9=-324/577, 5-9=-739/710, 6-9=-462/599,6-8=-1078/1013 F WAPNING-PlemelhanoRift raimuth"A-IROOF BUSSES (9BIHIGLIBULTCLNSS(ONDMONSCUSTBIRetu'mAIXNOWLLociorhrm.VaBpdesignpmeorzfeneodreadomesmltislnnUNpnGmemg000lmdthl slee,P.EAehreneSAeetheforaosa0ulessolhmiseslmedoetheIDB,wfrFGiekmnnetlor JUUUSLEE,P.E. plmenhoU h ased las the 100 to hneNd. As u Truss Oedpo Iapian ru, Staidly Entomb Ne seal as ory TOO lepasems on anphna of the pmfessland eogmeering uspaadbilily for the design dlb siogleTrossdepided on the ROD only, order 1111. Ne design msampfious.loodml [mdNans, soitoESry en7 oseallNs Iron the #34869 lot my IdIdieg isthe nspens3irdyallhe Dana, OumeisoahortudoI'd or the Odifing 0atgner, le the to+d oftheIIC, the BE, the 1.1 building(ode end TPl 1. Th, ppmeol of lie END end offleW use d lie Truss, iodud'mA loading, slmope, InsmOotios all b dng, shell bemerupunbility of the Wilding Designered Codroder. AO notes set ad ie the MO and the Eureka, and addsli fthe bilfmg6repenent Sohty lnlcrmotlen(IKSll published by TPl end SIVA oenfreendfor Ronenl guideme. TPl T defioame respoodh0ities ood detin al the fro, Designer, Tmss Design Falineeraed Lon Aeolian., uohnatbenise defend by a 1109 Coastal Bay (ontted opnedopea in edUughp dl porUes washed. The lmss Design Engineer is NOl the luUrmg Oecigeet a dies System Engines for ony, buOding. Allapitolhedtermsmeas defned to OFF 1. Boynton Beach, FL 33435 fopydgAt©IDN AI raallmnes-lolios lee, Pt Pepmdadionalthudaaoum, ie ®y loan, is prohm�Bei *ilhaolntlleapermisdae ham AI PadTruss,,-Me, he, P.E. Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489406 60770 B19 Common 3 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. Wed Mar 18 13:53:10 2015 Page 1 ID:ji55gdeg Rq9?EOOT_priSDy8?Mc-tMU2HogADf?yL9w6ZkklvSrOWXEA7kgrTp7NJAzZhrt 1 4-0 3-3-6 10-8-0 18-0-10 20-8-0 1-4 3-3-6 7-4-10 7-4-10 CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 *Except* Bl: 2x4 SP No.2 S 2x4 SP No.3 =RS 2x4 SP No.3 CHORD tural wood sheathing directly applied or 4-9-10 oc CHORD ceiling directly applied or 4-6-12 cc bracing. 7 = 925/Mechanical 2 = 1028/0-8-0 (min. 0-1-8) Max Horz 2 ' = 168(LC 8) Max Uplift 7 = -356(LC 9) 2 = -416(LC 8) Max Grassy 7 = 925(LC 1) 2 = 1028(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1862/1763, 3-4=-1528/1363, 4-5=-1427/1259, 5-6=-1633/1579, BOiT CHORD 2-19=-1579/1660, 10-19=-1579/1660, 9-10=-613/900, 9-20=-613/900, 20 21=-613/900,21-22=-613/900, 8=-613/900, 8-23=-1360/1430, 7-23=-1360/1430 , 4-1 0=-415/61 1, 5-8=-351/651 5x6 = Dead Load Defl. = 5116 in 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) Plate(s) atjoint(s) 1, 7, 7, 2, 10, 3, 4,8 and 5 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) atjoint(s) 9 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 7=356, 2=416. 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 WARNING •Please thoroughly msiew the 'kl ROOF TRUSSES ('SELIni, GENERAL TERMS B (ONO➢DNS (USTOMEII'BUY111AOINOWLED6EMENT, form Vanity design promoters and tea drafts an @is Truss Design Drawing RDDlond thehlios Lee, P.E.lefereme Shes, before one. Unless otherwise stated on the MD, rely MiEd ..ad., E IUUus LEE, P.E. plans slr0 h used IontAs NO N Be valid. Ann Truss Design Engineer h.e, 6ps,islty Enpines,l,tAe seal an any NO reporters an s,ctptana of the prafessianrl engineerirp ctsponsihility(rr the design of @e sinpleians depicted an Ih ND anry, under RI I. The design assomplirm, lording mrdiNans, suitability and can at this Toss far any laildial is the no"oulbirdyofnheOwner, the Oweeis authorized agent or the Building Designer, hunts oulandthe DID, the IBC, Me loot huil6eg ode and �Pll. the apprrml atfhe NDand anyfieltl use oft6e ions, indudiag tmdlinp, snampe, msmlanioa andhrrdnp, shrllhetbs respousi6iGry of Me Boildopgesignnr and #.,869 I C.Aradon. dllno n set and is The TOO ad the predicts mod guidelines at the Building (amponenlSr(ery lnlarmmion lB(S11 published by ad gB(A me retaremedfor general guidanm. IF] I deMas lM1a responsihUfies and dofiesaliM1e IInu Designer, ions Ossigo Engineer Manufacturer, ualessar6er"ire defned 4. 1109 Coastal Bay I(antrotl npreed upenin wndia0by dl Radios mealoed The rears Design Coined is NOT the Building Designs, or Truss Syrian Engineer for any Adding All npimthednzms moos defined in Thl1. Boynton Beach, FL 33435 (opysight©SDIA AI IarlLnsseoJudius Lee,P.L lepmdunian of Mu dmamem, in any form, is paAibAed wilhoot•rNleo permission Gompl Roof Tosses �IuGus lee, P.F. Job Truss Truss Type QtY PlY Std Pac/6810. El C 60770 � B20 Common 2 � A0489407 Job Reference (optional) —1 11— env-— , v aw , -o-ea , aaiyptl,a nsuaa.uuut 3-3-6 6.001112 1.5x4 3 - . 1.5x4 II 2 / 3x4 = LOADING (psf) SPACING- 24 TCLL 20.0 Plate Grip DOL 1.� TCDL 15.0 Lumber DOL 1.s BCLL 0.0 * Rep Stress Incr YE BCDL 10.0 Code FBC2010frP120C LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B1: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly. applied or 4-8-2 purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 2 = 105310-8-0 (min. 0-1-8) 6 = 1053/0-8-0 (min. 0-1-8) Max Horz 2 =-137(LC 9) Max Uplift 2 _-424(LO 8) 6 =-424(LC 9) Max Grav 2 = 1053(LC 1) 6 = 1053(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less e when shown. TOP CHORD 2-3=-1914/1813, 3-4=-1580/1412, 4-5=-1584/1408, 5-6=-1920/1812 BOT CHORD 2-19=-1520/1706, 10-19=-1520/1706, 9-10=-568/950, 9-20=-568/950, 20-21=-568/950, 8-21=-568/950; 8-22=-1535/1713, 6-22=-1535/1713 WEBS 4-8=-408/615, 5-8=-501/806, 4-10=-412/609, 3-10=-498/801 NOTES- 1) Unbalanced roof live loads have been considerec this design. for Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:11 2015 Page 1 I D:ji55gdegRg9?EOOT_priSDy8?Mc-LY2QU8ho_z7pzJ VJ7SFGSgNY4wa7sB7?iTsxsczZhr; 18-0-10 2111 22-81 7-4_1n �_n_a ��n 5x6 = 4 10 9 20 21 3x4 = 3x8 MT20HS= 15-6-0 \ 1.5x4 5 1 8 22 3x4 = CSI. DEFL. in (loc) I/deft TC 0.78 Vert(LL) -0.34 8-10 >747 BC 0.93 Vert(TL) -0.68 8-10 >374 W 3 0.43 Horz(TL) 0.05 6 n/a (Matrix-M) 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) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) atjoint(s) 1, 7, 2, 8, 4, 5, 10, 3 and 6 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 9 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 2-0.4wide 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 100 lb uplift at joint(s) except at=lb) 2=424, 6=424. 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 Dead Load Defl. = 5116 in 6 1.5x4 11 \' Io 3x4 = L/d PLATES GRIP 360 MT20 244/190 240 MT20HS 187/143 n/a Weight: 105 Ib FT = 0% L A WARNING-Phonethauugblyrnienathe'LIROOFBUSSESrSEU11,GENERALHUNTSd(ONOITIONS(IISTONER('WIE11A(KNOWIEUGaIEBT'farmhardydesignTaramelasoadaadnotesanthisTnmDesignUa*ingJUDIandTheJuliuslee,P.I.RefaremeSheetbeforeusaUnlessotherwisestatedonOeTOO,onlyAUTehaaaeaor JULIUSL plates... To asadla....ID0loberalid. Aso imss lesiRn Eopieea(im., Spnielty fnpineerLMa seal oo an�I00 mprcseols oaaneprana Whopmhssiaaal<npueeaogmsponsihiliryfortledaiRo of the single imssdepided on 41e l00anfy, under RlL tnedasipnossumpfiom,loafing saedifians, suit�ility enduseot(AiF (ma EE,PE. hr my loildupisfhecmpansihirny of the 0*ner, the Owaeisoolhomed agent ar the Building Oesipner,mtheiroemp ofths lR(, the llf.Melpml boildiop code and lPl 1. The appeadoHbe TOO aM myfield use ofthe Trans, Medial handling, stamps, botaUstian and hrodnl,eholl both,respoasibilty afMe luildiog Designerand #34869 Container. AO notes set outia the TOO and The Qradlesanit guideF.-fthe luilding(sespooentSedety lntmmmmn(B(RI(pobgsbed by IN and Se(AmerafereoadPor general guidanre. TEE l defines manspoasihpilias anddvdesaltbe imss Designer, Lasslesipo Fngiaeerand lassManukdunr, ratan a0arvise def edhyo 1109 Coastal Bay (annual agaedapan in vnilmg by,U parties involved. The Truss Design Engineer is NOT the Building Designer �r imss Sptm Engineecf-irbudding. All mpBoriaed tams are as deleted to tPl1. Boynton Beach, FL 33435 [opyagh10R014A1[anfTusserlulius Lee,P.E. Pepmducfional Thu doormen, io my lorm,is'mATNedait�oal*Nlea permissiao hum Al Roaf lrasms �Jurius lee, P.E Job i Truss Truss Type QtY PIY Std Pac/6810 El C A0489408 60770 B21 Hip 1 1 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. Wed Mar 18 13:53:11 2015 Page 1 I D:ji55gdegRg9?EOOT_pdSDy8?Mc-LY2QU8ho_z7pzJVJ7SFGSgNZJwdbsCX?iTsxsczZhrs 11-2-0 M-0 5-1-5 10-2-0 10.8r0 16-2-12 21-4-0 1-4-0 5-1-5 5-0-12 0-6-0 5-0-12 5-1-5 0-6-0 2 = 105310-8-0 (min. 0-1-8) 8 = 1053/0-8-0 (min. 0-1-8) Max Horz 2 = -132(LC 9) Max Uplift 2 = -422(LC 8) 8 = -422(LC 9) Max Grav 2 = 1053(LC 1) 8 = 1053(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1573/1473, 3-4=-1160/1066, 4-5=-958/1064,5-6=-958/1064, 6-7=-1160/1066, 7-8=-1573/1478 BOT CHORD 2-19=-1124/1899, 10-19=-1124/1352, 10 20=-1128/1352,8-20=-1128/1899 WEBS 3-1 0=-453/681, 5-1 0=-435/583, 7-10=-453/680 NOTES- 1)IUnbalanced roof live loads have been considered for this design. 3x4 = Dead Load Defl. = 1/4 in 3x4 = 5 6 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=422, 8=422. 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-11earetiareughlyseimrtho'A.1100HIMSTSrSallll, GLNEIALTEIMSG(ONOITENS(OSTOM1o('IOtEt'IAOLNOWLEGEMir farm. yauydesigapmumele endreadsolesm thislss Design Otaeiag(ED)ad lit Jufios(ee,Ulilateng5hatbelosuse. Unless elherwise sided m the 100,a SNleiarmed., Ialessbo0 heased In, the EO to it rifid. As a Imes 0esigo Ea aea to Sinuosity F lupus LEE, P.E. p gi (., p fiery npiheeeLOe seal aamy ED rtprtted, ss arcophns slibe ps(e,daeal espmeeriapsepaosidlDyfsr Me design of dolls Truss on the MD only, El 1. [be design usamptiam,Issdiap medusas, ssilobNlry sad us, Trust for onyluilduplsMe responsibility aline a.", the Owner's irrigating agent or the Building Designer. in the ("text dMe Ill, the lX the loml building code WIN 1. The opnevel nlibe EO and any Field m,ef theTruss, handling healinl,smmpe,in,filotimand usual, shall be the requesibilty fib, luildnl Desigaeread #34869 (toreador. ANmies,etoutiotheEOandtheprodlasandgoiddioxoftheailding(ampmenlSderytnlmcomim(B(SI)pubraboidbyEfand511Aesshousand(a,generalguidons.litIdelta,,thermism.shNiliesanddutiesoftheTrussDesigner,TrussOesigoEngineeradysssManufacturer,anlexallb-isedefinedbye 1109 Coastal Bay Contrast speed span is suing by all parties seabed. The buss Design Taipei. is NOT the Buildial Designer a Trans System Ealiiana for any huldial. Allspitslhed arms are os dersedia Ell. Boynton Beath, FL 33435 (opyeighl®ilN AI loot imssesduGm Lee, PE &pmdadion of Hiudasmem, is my tam, is pnhttNed wiMad melee paausuaa Ism AI Imlirusses-laius lee, P.B Job Truss Truss Type QtY Ply Std Pac/6810 El C 60770 B22 Hip 1 1 A0489409 Job Reference (optional) „I rcuur Iicuaxa, 1-1-0111 rICKI,C, rl-ava4n, 1.5x4 11 2 1 4x4 = 6.00 12 . I 1.5x4 3 8-2-0 LOADING (psf) SPACING- 2-0• TCLL 20.0 Plate Grip DOL 1.2 TCDL 15.0 Lumber DOL 1.2 BCLL 0.0 Rep Stress Incr YE BCDL 10.0 Code FBC2010/TPI20C LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-6 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 auide. REACTIONS. (lb/size) 2 = 1053/0-8-0 (min. 0-1-8) 7 = 1053/0-8-0 (min. 0-1-8) Max Harz 2 =-109(LC 9) Max Uplift 2 =-402(LC 8) 7 =-402(LC 9) Max Grav 2 = 1053(LC 1) 7 = 1053(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less a when shown. TOP CHORD 2-3=-1 572/1389, 3-4=-1 310/1192, 4-5=-1132/1144, 5-6=-_1310/1192, 6-7=-1572/1389 BOT CHORD 2-20=-1034/1489,11-20=-1034/1343, 10-11 =-684/1131, 10-21 =-684/1131, 9-21 =-684/1131, 9-22=-1 040/1343, 7-22=-1040/1493 WEBS 3-11=-271/440, 4-11 =-1 88/314, 5-9=-190/383, 6-9=-271/440 NOTES- 1) Unbalanced roof live. loads have been considere( this design. Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:12 2015 Page 1 I D:ji55gdegRg9? EOOT_priS Dy8? M c-plco i U hQIG FgbT4Vg9mV_twlgKukbiP8w7cUO2zZhn 13-2-0 16-5-1 21-4-0 22-8-0 5-0-0 3 3-0 4-11-0 4x4 = 4x8 = Dead Load Defl. = 118 in 4 5 1.5x4 -5- 6 11 10 21 9 22 3x8 =3x4 = 3x4 = CSI. DEFL. in (loc) I/deft L/d TC 0.66 Vert(LL) -0.18 9-19 >999 360 BC 0.97 Vert(TL) -0.34 9-19 >752 240 WB 0.17 Horz(TL) 0.05 7 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;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 100 lb uplift at joint(s) except Qt=lb) 2=402, 7=402. 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 7 1.5x4 II , \8 Io 4x4 = PLATES GRIP MT20 244/190 Weight: 107 lb FT = 0% l - WAWIINO-Please lbmooghlyruieslbe'bI gDOF11DSSfS(Till[1�.fEX(illl[WSL(ON01➢ONf(OSf011FY rgDYEI]dUINOWIFD6EYENr 1mm. Yniip desi(e ponmeten mlmdoohs®Itis lmn0esipe 0tonog(f00(aullheluT.IW, PE iefereme Shoat helore one. Onless mherxise staled., the TOD, sely FDht..a, IUUUS LEE, P.E. plmes sboD be aced fan Ne IDD to ha.ofid. Asa least Design lagin"liu, sped.14 [I &.OIL to see].1 osy iDD sepseseds aesteptanco a the p otesdaaal eigi-siep usperail iflyrer the design of the shoe icons depided Who TDO only, under RI 1. Ile, design essompfion, I.oding coadfioas, s.itabildy and usedthis Inn lard yloading is the uspondfiifilidthe Dour, to Ouaeis odhmieed ogoa, the luiidleg Dnipner,u the tooted oft. il(,to ID(,the led building code and Tit 1. the oppsonol of the IDead onyOeld an titheTress, mdudi,gb®di.p, sWnpe, mstadotiao and May,sh.11 be the r,,ponihiOly ofNe loildiop Design,,eal #34869 (.drMor. All Was sd ad io the TDO and the pcodinsand g.idd-Ofto luildng(.mp.-t Solely Idareaii.o(B($gp.bfshed by iPl.nd SBfA.n ulenwed hr pe.eml g.idon.a, iPll defines the nsp.nsihilities o.d dotias olNe irossDesign, Tess Culpagi,n-d inns Rated-, unless mb-in doted by, 1109 Coastal Bay Cohan .good open is ad'mg by all podini-I L the puss Design Engineer is 0011he ludd'mg Dedgeerorl rose System lnpineerloraoy tiddler. Alimpitaind terms an, as defined is 911. Boynton Beach, FL 33435 (opyr'rybl©IDU AI IoolTnsses•Jufa tee,PE g.pmdadioo of Nis doamem, io myreim, it prolu30edoiNogt adh pe-issi.dn. Allodinnes-1d.,[,e, P.6 Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489410 60770 B23 Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn(dal truss.com Run: I.6Uo s Uct 3 2U14 runt: r.euu s Uct 3 2u14 MI I eK Inaustnes, Inc. wea Mar is Ts:oarTZ Zuio rage i I D:j i55gdeq Rq9? EOOT_pdS Dy8? M c-pl coi U hQl G Fg bT4Vg9m V_twge KzgbXz8w7c UO2zZhrr 1 4-0 6-2-0 10-8-0 15-2-0 21-4-0 22-8-0 , 1 4-0 6-2-0 4 6-0 4-6-0 6-2-0' 1-4-0 e 7x10 MT20HS= 7x10 MT20HS= 3x12 7 yXIu MIZgms— 8x8 = 3x6 II 3x12 = 3x6 II DING(psf) SPACING- 2-0-0 20.0 Plate Grip DOL 1.25 15.0 Lumber DOL 1.25 0.0 ' Rep Stress Incr NO _ 10.0 Code FBC2010rrP12007 BER- CHORD 2x4 SP M 30 *Except` T2: 2x6 SP 240OF 2.0E CHORD 2x6 SP 240OF 2.0E S 2x6 SP No.2 `Except' W2: 2x4 SP No.2, W3: 2x4 SP No.3 ERS 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss�erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 3462/0-8-0 (min.0-2-14) 6 = 3463/0-8-0 (min.0-2-14) Max Horz 2 = -86(LC 7) M'ax Uplift 2 _ -1763(LC 6) 6 = -1740(LC 7) Max Grav 2 = 3462(LC 1) 6 = 3463(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7208/3664, 3-18=-8928/4560, 18-19=-8930/4561, 4-19=-8945/4568, 4-20=-8945/4568, 20-21 =-8930/456 1, 5=21=-8928/4560, 5-6=-7209/3612 BOT CHORD 87/6349, 2-23=-3209/6376, 209/6376, 10-11=-3187/6317, 187/6317, 24-25=-3187/6317, 87/6317, 9-26=-3106/6317, 106/6317, 8-27=-3106/6317, 22/6376,6-28=-3122/6376, 15/6349 1=-289/913, 3-9=-1686/3253, =-2089/1155, 5-9=-1645/3226, 4-6-0 CSI. DEFL. in (loc) I/defl L/d TC 0.98 Vert(LL) 0.30 8-9 >847 360 BC 0.65 Vert(TL) -0.53 8-9 >480 240 WB 0.84 Horz(TL) 0.13 6 n/a n/a (Matrix-M) WEBS 3-11=-289/913, 3-9=-1686/3253, 4-9=-2089/1155,5-9=-1645/3226, 5-8=-289/913 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; 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 100 lb uplift at joint(s) except at --lb) 2=1763, 6=1740. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Dead Load Defl. = 3/8 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 131 lb FT = 0% 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 950 lb down and 444 lb up at 9-0-0, 950 lb down and 444 lb up at 120400-0-0, 950 Ib down and 444 lb up at 12-4-0, 130 lb down and 224 lb up at 6-2-0, 90 lb down and 122 lb up at 8-2-12, and 90 lb down and 122 lb up at 13-1-4, and 186 lb down and 228 lb up at 15-2-0 on top chord, and 264 lb down and 122 lb up at 6-2-0, 230 lb down at 8-2-12, 940 lb down and 491 lb up at 8-11-4, 940 lb down and 491 lb up at 12-4-12, and 230 lb down at 13-1-4, and 264 lb down and 122 lb up at 15-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7=-70, 2-6=-20 Concentrated Loads (lb) Vert: 3=-130(B)5=-130(B)11=-264(B)8=-264(B) 18=-90(B)19=-950 20=-950 21=-90(B)24=-36(B) 25=-940(B) 26=-940(B) 27=-36(B) WAINING- Please lhsnughly, i.tbe'A.IADOFTINSSIS('SltlEII.UNIIAITEUASB(ONDIBONSNSTGN6r611YE1j AIXNONIEDGIMENS'Smm VadysinignpmomeN-ndreaI ri as this Tren Design Oneing(ED)end the Julius Les, U lehrene Sheel belure use. thinselk dse nof,d an the IDD, sal "I", onedor JUUUS LEE, P.E. Theses sl aU Nand le, the 1001, be rul 1. As a Truss Onigu Eegisen ro. Seedily FnpueerA the seal ea soy TOO «presorts eauapunn d the pssussind eopioearmil nsp e,hurity her the dnipo 0 the single Testsdepiaed en the MDank, gain TPI I. Its deign mnnptises, loadnp auditions, n tehdty ead me 111Cis tun it, any luild'ng is the respemihirdyel the Omer, the Oeseh oaheriaed ei n the 161die; Onipon, be the aut"I of the AT, the 11(, the load huildisg ads andTH 1. The uppeyul dthe TOO ud eny field use .1the No, Wittig beedlinp, slanpe, imu0utios uE bindsp,shah be the resputiubiNly site loildiop Oesigoaand #34869 (amri All sons sal set he the IDD®d Me intakes sued gehhOu.s d the luilOng(aerponmt Sui lnlasnmiso(9611 piby TPl and Sl(Anierefnnaedfe, geaad poidnan. iPll defines the resprosi6ilities osddoties elthe Ten Designer,Guu Oesipo EsgunerandTna Masufxlumr, glass othewlsadermadh{s 1109 coastal Boy Issues agreed eyes he srthug by ell pe,fies bereleel The Truss Dedgs Eagisnr is NOT the luOdg Desipaet aTies, Synee Enpueerlu say b0diel. All isifalued terms at as deflued is T111. Boynton Beady FL 33435 (spynihiO2014 AI IedTassesJulius lee, 1.1. Iep udedienal this dnnnem, is ®y torn, is inhibited niMoal,ailles peonissias Inn At be[Trume •lulus lee, P.E. Job Truss Truss Type City Ply Std Pac/6810 El C 60770 C01 Common 1 1 A0489411 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. Wed Mar 18 13:53:13 2015 Page 1 ID:ji55gdegRg9?EOOT_pHSDy8?Mc-HxAAvgi3 WaNXCdehEtHkX5TsikGeK4X19nL2wVzZhrq ,1-4-0 6-3-6 13-2-13 18-3-0 23-5-10 28-11-12 4x4 = 6.00 F12 6 3x4 3x4 5 7 J 3x4 2x4 11 1.5x4 4 8 3 \ 6 2 5 v 17 12 18 11 19 20 3x4 = 3x4 = 3x6 = 10 21 22 23 9 3x8 = 5x6 = 28-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.52 9-10 >671 360 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.98 9-10 >354 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 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 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-6 cc bracing. WEBS 1 Row at midpt 5-10, 6-10, 7-9 cross bracing be installed during truss erection, in REACTIONS. (lb/size) 2 = 1404/0-8-0 (min.0-1-11) 9 = 1284/0-5-8 (min. 0-1-8) Max Horz 2 = 392(LC 8) Max Uplift 2 = -575(LC 8) " 9 = -456(LC 9) Max Grav 2 = 1404(LC 1) 9 = 1289(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-2278/2015, 3-4=-1895/1687, 4-5=-1785/1715,5-6=-1169/1263, 6-7=-1168/1247,8-9=-177/255 BOT CHORD 2-17=-2015/2096, 12-17=-2015/1968, 12-18=-1260/1401,11-18=-1260/1401, 11-19=-1260/1401,19-20=-1260/1401, 10-20=-1260/1401,10-21=-774/856, 21-22=-774/856,22-23=-774/856, 9-23=-774/856 WEBS 3-12=-466/743, 5-12=-397/527, WEBS 3-12=-466/743, 5-12=-397/527, 5-10=-737/934, 6-10=-736/712, . 7-10=-28/271, 7-9=-1301/1209 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf,- h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate. grip DOL=1.25 3) Plate(s) at joint(s) 4, 6, 8, 2, 12, 3, 5, 10, 7, 9 and 1 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) atjoint(s) 11 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=575, 9=456.. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Dell. = 7116 in PLATES GRIP MT20 244/190 Weight: 168 lb FT = 0% 1 WARNING -Please ihunghlym01eth,'A4 ROOF1IUSS6(9ESIilIGFNFPAl1Ft1AS6(DNDIIIUNS(USID11FAr1UYlIlAaNDWIEDGEmimr I—YeNYd,,ippmomelns 11.1,n themse sluledoo the IDD, ouh ltiieA rnueuer pldn0,Nle Deed roe It, IDDt,he,urid.A,,Flu, hsiga Ergnl,.,,Sp,ti,lry himul,lh, ud ae.or IDD mprm,dsuuneept.. d the pmfmiad nomfigmsp„dililyf,r a, dtslpf m, smpm I— d,pia nIMIDD,nry,nd,rIN1. the dmip smmpfi,ns,I„di� medmns, miimary aad seal Mi,9mss 1000S LEE, P.E. loi„yliddizg istEe tespoosihifihaplhe0won, phe Owsadharindapnl onhe l0f.pDesilner,athmaladthell(lie llCthe 1om@ailkgod,.o011.Th,oppneddlh, IDDandonpfield use deh,Tm,adudmAhmdNnA•smreA6 ism0olioe m�dhreuoA•shclnetEerespoosihiriry of%ehi1d1IOOesipoerond 134869 f,mr„mr. All note, set and I. lh, TOO th pn,tin, evd puidefwes dthe Nuilding(nmpemd S,(elp mmrmolm;(B(SI)poAN,hed hylPl,nil SA(A un mfe,e,ndhr Aenml goidm,e. iPll deMes O, nspoodhilities a,d dills oplhe cross Designer, Luse Desila Fn(i,eermdTmss M,oul,eluier, unhssothervisedefned hyo 1709 Coa"al Bay [antraa,prndapaa i, wilmphpol pmfiesmrdrzi@e imes D,sipn Eupieett is N01@, Auildinp D,dpnrar Ls,Sy*.E%in,eelma,yh ild.g. All ghlhd terms.... defined to IF] 1. Boynpan Beach, FL 33435 (,pyriAhl©70N AI hdimsurJurius he, P.F. &pr,d,aio, of IAis d,mmed, i, ®y hm, is pmh3U,d vilh„t i, Nln permissiap (inn AI lool imaes-lufos lea, P.E Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489412 60770 C01C Roof Special 2 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 MiTek Industries, Inc. Wed Mar 18 13:53:14 2015 Page 1 I D:ji55gdegRg9?EOOT_TriSDy8?Mc-17jZ7AjhHuVOgmDuoaoz4l??R8c?3PwROR5bSxzZhrp gg 28-11-12 T1-4- Cr6-3 6-3-6 Or11-0 5.2-15 23-0-1 0-3-8 6.00 12 4x6 = Dead Load Defl. = 7116 in i 6 3x4 % 3x4 5 7 3x4 2x4 II 3x4 8 3 4 W5 As 8 1.5x4 II 1 v c� 1 2 B4 Im / 23 17 24 25 14 262928 34 30 311 10 11 9. 3P 18 16 15 6x8 = 4x4 = 3x4 = 4x8 = 1.5x4 II 3x8 = 1.5x4 11 7x8 = 3x6 I I 6-6 3 124-3 18-3-0 19-2 0 24-4-15 , 27-5-028-11-12 6-6-3 • 5 10-0 5 10-13 0-11-0 5-2-15 3-0-1 1-6-12 PI to Offsets (X Y)-- [11:0-4-8 0-1-8] [13:0-2-8 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCkL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.45 12-13 >764 360 MT20 244/190 TC L 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.91 12-13 >380 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.13 9 n/a n/a BC,DL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 182 lb FT = 0% T iP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP M 31, B4: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W9: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pullins, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-13, 6-15, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 21 = 1409/0-8-0 (min.0-1-11) 9! = 1295/0-5-8 (min. 0-1-8) Max Harz 2 = 392(LC 8) Max Uplift 2 _ -576(LC 8) 9 = -448(LC.9) Max Grav 2 = 1409(LC 1) 9' = 1295(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2293/1880, 3-4=-1802/1594, 425=-1648/1616,5-6=-1223/1254, 6-ii=-1236/1273, 9-11=-1240/1158 BOT CHORD 2 23=-1872/1964, 18-23=-1869/1964, 17-18=-1869/1964, 17-24=-1869/1964, 16-24=-1 869/1964, 13-27=-796/881, 27-28=-796/881, 28-29=-796/881, 29-34=-796/881,30-34=-796/881, 30-31=-796/881,31-35=-7961881, BOT CHORD 2-23=-1872/1964, 18-23=-1869/1964, 17-18=-1869/1964, 17-24=-1869/1964, 16-24=-1869/1964, 13-27=-796/881, 27-28=-796/881,28-29=-796/881, 29-34=-796/881,30-34=-796/881, 30-31=-796/881, 31-35=-796/881, 12-35=-796/881,12-32=-669/1207, 11-32=-669/1207, 10-33=-588/0, 9-33=-588/0 WEBS 3-18=0/296, 3-16=499/595, 5-16=-149/401, 5-13=-723/827, 13-15=0/335, 6-13=-605/615, 13-16=-1299/1435, 7-13=-51/262, 7-11=-1281/1315 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 8 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=576, 9=448. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8)"Semi-rigidpitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard pl WAIHING-Please 0omoghly,nievthe'A.1100F1IUSSES jSBI[11, GFHnAITSIMSA[OOOIBONS CUSTOMER r1UttP}AMOrThE FYFOPSoma YnJydnignpmamele-rdmad aotesoa this fnu 0esigsOmnop(1DDjartd the kif s[ee,P.E lefettmeSheet Cefon use. Ualessathenisa staled oo the TOO, wly[4htmo�¢or JULIUS LEE, P.E. pldee shd Ae rued for the TOO to he valid. As a Ours Oedgo Cagioem l" Sp party fngioeerO Me sealan any Too repmseats ao—ploare of the pmfenieud eapmeedop mspoas3iliryfor Ibe desipo of the duple imss depided untie TOO ady, order IPI 1. TOe design assempdoos, loadop medfiass, mihEOiry and useal@is Trms far or NEUTg is the mspond6ifiryo11 The Oemes,the 0oaeis authorized agenhr The 60fing Origin, be thorned alik11[, The IB[, the taut hsildlegmdeWIN 1. The approrl at the TOO and any field use of the Truss, inded'ag Tourist,storage, lWallatioe and bridal, shell be the respossibildyolthelaildinp Oesigaerand #34869 [omrmlor. All oaks set oil la the TOO the prudas and gaiddian alpha luilJg[entered Safety lef-Then JS[Sll published by TPl and Sl[A no mhnaed far general goldeare. IPlldefes the nsponsib0ides and duties alibi Tins Wiper, Truss Onigo fngiaerand TinsMaoufo<tomr, sales, otheruim dermed by, 1109 Coastal Bay Cases. aprttdspaa iomdmpby all pmlies igvalml IDelruss oedpsfopiettr is 901 the laOdagDesigner aTruss System from for aay Iddiof. AllmpWiledtermsonandetinedia Rll. Boynton Beach, FL 33435 SopyrightOIDIA Al lodTrvnerla0oslee,Pi &pmdomooanhudammem, io aoyform; is proN30ed oilAool nAteopermi,daa Imm AI loaf Tmnes-la0as Lae, I Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489413 60770 CO2 Common 1 1 Job Reference (optional) AI Ruur. Imuooao, rum riamur,, rL 34y40, I(Fuss.com Run: t.ouu s uc( 3 w14 rnnc r.ouu s uct 3 a-14 IwueK ID:ii55adeaRo9?EOOT odSDv8?Mc-17i2 Inc. vvee Daar to w:a3:-I4 to -to 5x6 = Dead Load Defl. = 5116 in 6.00 12 6. 3x4 G 3x4 5 7 3x6 - - 5x6 1.5x4 Q 4 8 3 3 5 2 3 4x6 VRB 1.5x4 II 12 Iv 20 15 14 21 22 13 23 12 24 25 11 26 10 3x6 = 3x6 = 3x8 = 4x6 = 5x8 = 2x4 II 3x4 = 0-3-6 18-3-0 28-9-0 34-6-0 0-3-6 7-11-10 10-6-0 5-9-0 Plate Offsets X,Y -- 2:0-3-0,Ed e , 8:0-3-0,0-3-0 , rl1:0-4-0,0-3-0 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.261 TIC0.67 Vert(LL) -0.41 11-13 >842 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.72 11-13 >476 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC.2010/TPI2007 (Matrix-M) Weight: 195 lb FT = 0% 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-8 purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 1 Row at midpt 5-13, 6-13, 7-11 cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2 = 1338/0-8-0 (min. 0-1-9) 11 = 1881/0-5-8 (min. 0-2-4) 10 = -34/Mechanical Max Harz 2 = 283(LC 8) Max Uplift 2 = -552(LC 8) 11 = -712(LC 9) 10 = -141(LC 15) Max Grav 2 = 1338(LC 1) 11 = 1881(LC 1) 10 = 174(LC 27) FORCES.- (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-2136/1905,3-4=-1753/1576, 4-5=-1642/1605,5-6=-1019/1153, 6-7=-1011/1141, 7-8=-148/456, 8-9=-428/438 BOT CHORD 2-20=-1645/2056, 15-20=-1645/1841, 14-15=-890/1270, 14-21=-890/1270, 21-22=-890/1 270, 13-22=-890/1270, 13-23=-324/643,12-23=-324/643, BOT CHORD 2-20=-1645/2056, 15-20=-1645/1841, 14-15=-890/1270, 14-21=-890/1270, 21-22=-890/1270, 13-22=-890/1270, 13-23=-324/643, 12-23=-324/643, 12-24=-324/643,24-25=-324/643, 11-25=-324/643 WEBS 3-15=467/744, 5-15=-395/535, 5-13=-742/934, 6-13=-648/580, 7-13=-69/397, 7-11=-1551/1362, 8-11=-414/662, 9-11=-369/594 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 ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plate(s) at joints) 4, 6, 2, 14, 15, 3, 5, 13, 7, 11, 8, 10, 9 and 1 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) atjoint(s) 12 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for triJss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=552, 11=712, 10=141. 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 WABIIN6-Pleasethntpblyreieath'L11OOFBUSSES (11111i1,6FIN1AnEWS6[DNDI➢DNSNST011E7(r01'E['JAIXND'sS'lED6EYFNrIwm.YerJydesigrporometenndtndaonsulbnTnssOW;sDn NgODD) aadIhJ9 slee,1`1141 eraeShuthe(owns. Dulenelhcssrisesemeda "'TO0,w¢Idileinaaemr - JUUUS LEE, P.E. Flores sha0 be gs,d lot the TOO N he euDd.Asuhuss0esipuEnpiueer(1.e, Synidq N1Nen�the seal an say 11i tepouds gp gneptanrt of the pmfessiaad egmeerinp aspeefibiTdyhr Me dnipa dIh dupleTrmsdeputedon the TOO only, wderlpl I. The design aswmpfions.lpodury mn&tia se.11 a ad malthn Toss Idranylaildiapislherapondhirdy allhe Oxnery the 0veeis oalhrind spa ar the Miff Unipner, N the roted of the ITT, the n(, the least h9tag cede eedTllT.Th. oppeul tithe TOD and or field its,.11h, T.,,, hedadng haidling, stange, NsNDulin ad Nadgg,shell be The e,spaesihifiry cfffieloildmp Oesipaeronl #34859 (oahador. Alla t.,setoutie the TOO ad the poins ad puiddlus of the Buildng(aapanenl saiery lnlormoligo(861) puhsbed by ITT and SKA enreh—dfor peered guid.n. TH l hfn the rnpufhUitin ad deflnaf the I.%Designer, Tooss Mile Eopie-nd Toss Nuedal n, eel—thervlse defned Ero 1109 Coastal Boy (wnatopreedepaohnilNjbyellVerdesiaeallo.TheTrussCoil.boaeerisNOT the SeUdmgOssilt aTossSystessNpienttat uybuOfNp.All npilek,dWas aeIts leanedwlet 1. Boynton Beath, FL33435 (opollit@1D14 AT InfTnnes-hUus See, M. kpmdsdioo el IN, don 0. N aay lass, is preTNed ailbaul,nNteepnmissiaa has 111.1Tress.,Is; F.F. Job � Truss Truss Type Oty Ply Std Pac/6810 El C A0489414 60770 CO3 Common 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. Wed Mar 18 13:53:15 2015 Page 1 ID:ji55gdegRg9?EOOT_priSDy8?Mc-DKHxKWkJ2BdFSwo4M IJCcWYEOY_aow3bc5g8?NzZhro 14- 6-3-6 13-2-13 18-3-0 23-3-1 30-2-6 34-6-0 4-0 6-3-6 6-11-7 5-0-3 5-0-1 6-11-5 4-3-10 1.5x4 5x6 = 6.00 F12 6 - - - -- -- 14 -. .- -- — -- 11 3x6 = 3x8 = 5x6 WB= 3x4 = 5x6 = 3x6 = 3x4 = 18-3-0 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 20.0 Plate Grip DOL 1.25 TIC 0.76 Vert(LL) -0.30 16-20 >999 360 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.59 16-20 >702 240 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.12 11 n/a n/a 10.0 Code FBC2010/TPI2007 (Matrix-M) CHORD 2x4.SP M 30 CHORD 2x4 SP M 30 S 2x4 SP No.3 =RS 2x4 SP No.3 TOP CHORD Str ctural wood sheathing directly applied or 4-2-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 1 Row at midpt 5-14, 6-14, 7-14, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1651/0-8-0 (min.0-1-15) 11 = 1534/Mechanical Max Horz 2 = 283(LC 8) Max Uplift 2 = -664(LC 8) 11 = -584(LC 9) Max Grav 2 = 1651(LC 1) 11 = 1534(LC 1) -ES. (lb) Comp./Max. Ten. - All forces 250 (lb) or less except shown. CHORD 2819/2532, 3-4=-2440/2208, 2331/2236, 5-6=-1706/1800, 1707/1800,7-8=-2035/1969, 2142/1940 CHORD 203/2449, 16-21=-2203/2449, 1463/1886, 15-22=-1463/1886, 1463/1886, 14-23=-1463/1886, 1346/1757,13-24=-1346/1757, 1346/1757, 12-25=-1 346/1757, 1592/1790, 11-26=-1592/1790 5-16=-377/539, WEBS 3-16=-459/735, 5-16=-377/539, 5-14=-746/928, 6-14=-1261/1190, 7-14=-560/734, 7-12=-76/324, 9-12=-29/272, 9-11=-2124/1964 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=664, 11=584. 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 Dead Load Defl. = 1/4 in 1-7 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 196 lb FT = 0% 1 WARNING-Ple-Jise oghlyreeinwthe'A-IROOFFIUSSISrSE11111,CENERAITERMSICONDIBDNS(USEOMIRrRUYE1IACINOWLEDGEMENrtorm.Miiydesignpn—jousead,adootesoathhslran,DesignDlamalITODlaadthe1,16sin,,?.EWon-Sheetbehnuse. Unless otha,eisn stated oaIheDOE, only Mileianned°r JULIUS LEE, P.E. plates sholl be used par the TOO to be s9d. As a puss Design Engineer li.e., Spedulty DelianrA the not on any TOD repasems an ataptanse of the prof nnnool engmeedoo rzsponsibility for It, design of Ibe single lmssdepided on the TEND only, under RI 1. The design assumptions, loading cauffens, suilabBity and useaf This Luse for toy luildiug is the responsibility of the a.", the Gateis amhorind agent I, the Building Designer, in the anlesl of the If, the llC,the 1.1 building code and ITT 1. The appose! ofthe TOO and any field um at the lass, windieg handling, sIarapa, insmgethen and Gadag, IM be th-,pooulihty of the Wilding Omparand #34869 famadoe. All notes set out in the FOD and the pradtas and guidelines of Ikeluil6ag fomponenlSnfety lnfamallonlBCSlj published by IN and SICA me.ofanmed for gone.[guid—. FPl I Mien the rtspunubgdiet oad We, afthe truss Designer, Loss Design Enginaerand inns Maoufadener, unless ather"iss defined by a 1109 Coastal Bay �fmhotl ag¢ednpodN aiNnp by all pmtiesinrelsed. lbe truss Design Engineer is NOl the luildinp0esipoerortross System Engineer loroay Auddiap. Allnpimlhedterms me as dehnedio fPl l: Boynton Beach, FL 33435 I[apyrigM©70A AI laoflasses-Julius lee. P.E Hepmdufian of Ibis dxamem, io any form, is paAi6Ned "ilhout wdilee permissioa from AI iaalLusses-degas Lee, Pi. Job Truss Truss Type Qty PIY El C A0489415 60770 C04 Roof Special 1 1 �StdPac/6810 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. Wed Mar 18 13:53:15 2015 Page 1 ID:ji55gdeq Rq9?EOOT_RriSDy8?Mc-DKHxKW kJ2BdFSwo4M IJCcWYEUY_cotCbc5g8?NzZhro 32-6-0 6.00 12 5x6 = Dead Load Deft. = 1/4 in 6 3x4 2x4 11 3x8 MT20HS_ 5 7 3x4 5 3x6 1.5x4 4 89 3x4 3 3 10 1.5x4 II 2 / 7 11 9 12 � � w � 1 rY 17 26 21- 202728 29 30 31 0 16 32 14 3x6 = 3x4 =3x6 = 19 4x8 = 18 3x4 11 13 128 3x4 = 7x8 = 6x8 = 2x4 11 2x4 11 3x6 11 LOADING (psi) SPACING- 2-0- CSI. DEFL. in (lac) I/defl L/d TCLL 20.0 Plate Grip DOL 1.2 TC 0.75 Vert(LL) -0.30 21-25 >999 360 TCDL 15.0 Lumber DOL 1,2 BC 0.76 Vert(TL) -0.59 21-25 >700 240 BCLL 0.0 * Rep Stress Incr YES WB 0.93 Hbrz(TL) 0.14 12 n/a n/a BCDL 10.0 Code FBC20101TP120071 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B3,135: 2x4 SP No.3, B4,136: 2x4 SP I WEBS 2x4 SP No.3 *Except* W11: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-3 c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-2 cc bracing. WEBS 1 Row at midpt 5-19, 6-1 cross bracing be installed during truss erection, in REACTIONS. (lb/size) 2 = 1647/0-8-0 (min.0-1-15) 12 = 1531/Mechanical Max Horz 2 = 285(LC 8) Max Uplift 2 = -662(LC 8) 12 = -582(LC 9) Max Grav 2 = 1647(LC 1) 12 = 1531(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-2811/2525, 3-4=-2432/2200, 4-5=-2322/2228,5-6=-1704/1801, 6-7=-2333/2474, 7-8=-2290/2155, 8-9=-2409/2244, 9-10=-2473/2238, 10-11=-770/470, 12-14=-1477/1338, 11-14=-403/369 BOT CHORD 2-26=-2202/2442,21-26=-2202/2442, 21-27=-1459/1877, 20-27=-1459/1877, 20-28=-1459/1877, 28-29=-1459/1877, 19-29=-1459/1877, 19-30=-94/262, BOT CHORD 2-26=-2202/2442,21-26=-2202/2442, 21-27=-1459/1877, 20=27=-1459/1877, 20-28=-1459/1877, 28=29=-1459/1877, 19-29=-1459/1877, 19-30=-94/262, 18-30=-94/262, 17-18=0/255, 7-17=-413/665, 17-31=-1784/2189, 16-31 =-1 784/2189, 16-32=-183412128, 15-32=-1834/2128, 15-33=-1852/2216, 14-33=-1852/2216 WEBS 3-21=-459/738, 5-21 =-379/54 1, 5-19=-742/912, 6-19=-574/646, 17-19=-821/1257, 6-17=-1103/960, 8-17=-311/291, 10-14=-1916/1800 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 ;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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=662, 12=582. 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. PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 215 lb FT = 0% 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Please Ihons tyn,i.the'A4 ROOF Iiussts(9ELLELj, GENERAL TERMSd(ONDIBONS(NSTOWIRrRUYInAIXNOWLEDBEMENrfarm. YerNydaipa ponmeters and readnoteson This inn Design Dmniog(<DD)andlM1elutius tea,P.LRe(aena Sheethefom ace.Has, mhernisa stafedan the TOD, only MiTsk oaneam R t jUUUS LEE, P.E. plWes sM1aO he used los Me IDD to he nNd. As o buss Design Eogiaen Via., Spesinity fapiaeahMe reel on an/ ROD mpsesems nn aaptanm of the pmfessianoleapmecrioR msponsibility far the design of the single truss depiaedan Ik IDD anty, uodn RI 1. the design msemptions, loading coodNans, soimbgiry nod use of IM1is Goss Inr nay luildiug is the msponnibilityofthe Osma, the Onsoeia onhorimd a gent at the ruilding(nigner, in Ikecoateat of the It(, the lx,the tool building ode and TPl t. the appmaW olihe lODandnnyfiel0 ose of Me lna,ioduding M1nedlinp, slompe,insmOofion andbndnp, sM1nllAe the mspoasibiliry ofihe luildopgesipnerand 1134869 (coansr. All notes of oat in the IDD and the Insatiate not guidehaes oflbeTalking (ampoosel Safety lnlors WhenlB(Sq published by IN ad SR(A ore aelenaedfor general guider¢. lPlldermes the respoosibgitiesandduties ollha cross Designer, Buss Oasiga FaginaaortdTmss Mnouhaumq ualessother"ise deimed be 7709 Coastal Buy (canna agmedepaninmUingbynllpertiesionleed the Done Design Eogianes is NOT the BuRding Ougans Buss System Engineerfor anybuildinp. Ali mpdolBedmrms ae ns defined io lPl 1. Boynton Beath, FL 33435 Copyrighl©RDU Al loolTrvsserlulius lee, P.E. RepmdosOanallNudommeaf, m oay foam, is Inhibited aillllfiant ♦,k eo permissioe fine Al Roof Tones-lurias lee,P.F. Job i Truss Truss Type Gary Ply Std Pac/6810 El C A0489416 60770 C05 Roof Special 3 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. Wed Mar 18 13:53:16 2015 Page 1 I D:ji55gdegRg9?EOOT_pNSDy8?Mc-i WrJYsixpVm534NGv?rR9j5P8xJCXKFkdaiXgzzhm 35-1-4 rJF_" 6-3E 13-2-13 i 18-3-0 24-5-8 28-6-0 _ 32-3-13 32,6-0 36-6-0 1-4-0 6.3E fi-11-7 5-0-3 6-2E 4-0-8 3-9-13 0- -3� 2-7-4 1-4-12 3x8 MT20HS1, 1.5x4 C 4 3 1.5x4 II C? 1 2 W 0 27 37 3x6 = 5x6 = 6.00 F12 3x4 5 2821 29 20 38 3031 1 U 32 3x4 = 3x6 = 4x8 = Dead Load Defl. = 1/4 in 2x4 11 3x4 7 3x8 MT20HS-- 89 1.5x4 10 BE 0 112 .5x4 II dn 1i 17A 1 I� jo 18 33 16 34 14 35 13 36 3x4 = 3x4 11 5x8 2x4 11 6x8 = 3x6 11 2x4 11 35-1-4 LOADING (psf) SPACING- 2-0-0 CS'- DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC0.76 Vert(LL) -0.30 21-26 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.59 21-26 >704 240 MT20HS 187/143 BCL 0.0 Rep Stress [nor YES WB 0.94 Horz(TL) 0.16 13 n/a n/a BCpL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 217 lb FT = 0% BER- CHORD 2x4 SP M 30 CHORD 2x4 SP M 30'Except` B3,B5: 2x4 SP No.3, B4,B6: 2x4 SP No.2 S 2x4 SP No.3 'Except` W10: 2x6 SP No.2 ERS 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-7-9 oc bracing. WEBS 1 Row at midpt 5-19, 6-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1672/0-8-0 (min. 0-2-0) 13 = 1674/0-7-4 (min. 0-2-0) Max Horz 2 = 247(LC 7) Max Uplift 2 = -671(LC 8) 13 = -661(LC 9) Max Grav 2 = 1672(LC 1) 13 = 1674(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2863/2571, 3-4=-2485/2247, 4-5=-2375/2275, 5-6=-1758/1852, 6-7=-2451 /2566, 7-8=-2416/2257, 8-9=-2619/2387, 9-10=-2720/2377, 10; 11=-2863/2528, 11-13=-1672/1639 BOT CHORD 2-27=-2116/2488, 27-37=-2116/2488, 28-37=-2116/2488, 21-28=-2116/2488, 21-29=-1373/1925, 29-38=-1373/1925, 20-38=-1373/1925, 20-30=-1373/1925, 3d-31=-1373/1925, 31-39=-1373/1925, 19-39=-1373/1925,19-32=-66/262, BOT CHORD 2-27=-2116/2488,27-37=-2116/2488, 28-37=-2116/2488,21-28=-2116/2488, 21-29=-1373/1925, 29-38=-1373/1925, 20-38=-1373/1925, 20-30=-1373/1925, 30-31=-1373/1925, 31-39=-1373/1925, 19-39=-137311925, 19-32=-66/262, 18-32=-66/262, 17-18=0/255, 7-17=-396/639, 17-33=-1812/2401, 16-33=-1812/2401, 16-34=-2011/2478, 15-34=-2011/2478, 15-35=-1959/2379, 11-35=-1959/2379 WEBS 3-21=-459/737, 5-21=-378/540, 5-19=-742/910, 6-19=-582/641, 17-19=-764/1309,6-17=-1167/1060, 5-17=403/409, 8-16=0/277 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 8t MWFRS for reactions shown; Lumber DOL=1.25 plate gdp•DOL=1.25 3) All plates are MT20 plates unless otherwise - indicated. 4) Plate(s) atjoint(s) 4, 9, 2, 18', 7, 17, 11, 15, 14, 13, 21, 3, 5, 19, 6, 8, 16, 1, 12 and 10 checked fora plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 20 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 = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=671, 13=661. 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 QWAAXING-Please lkoraaphy noise, the'A-I 19OFC1USSES TSa811. GENEIAIT(L4SA. (ONO IRONS (gSTOYEA('11WRI AMOWLEOG10lNr fmm Yet desk. peramovs and and noes son this [as, Oesipl)-iog(TOD)aualMehra, ta, PL Aefenes. Skattetae ma Unless mhervimsload n rite TOO, anty k5Tek mnnetler JULIUS LEE, P.E. out,, stag he used In, the TOO to he solid. As a Cass Design Eagiaeer (i.e. Specialty EneinenL the seal no my TOO toprtsems no aaptan. of the p.tessiaeal engineering respoosibillyfe, He desipo of the single Truss depided an 0e TOO ady, uada Ill I. The design essemptiom, landing toodtmns, soilabi ity and use of this Imss to, say 16NI Iisthe"'Pow3iGty of the a.", [be Ovoeis amhorind agent me the luilding Dollar, 1. the stood at the I[(, the le(,the tad kuildol code ad Rl 1. The oppoess!ofl, TOD end top field use of the rmss, iandiog hadIng,storage, iostallatiom ad hemp, shelf be the npasikiGty of the luildiop Onaperand #34869 (armadoe. AD miss set not in she TOO cad the pales ad guidelines of The luildingComponent Safety Intermedics(l(Sp puhlisfisd by Mad SICAmeate.andfcr Room.]guidm"e. ITT l defines the te,poosilUitinad datin alit. Truss Onigner, Gass Oesipo Eopueercndi.nMa.ufatlnn,, uoless,alkenise detieed hyo 1109 Coastal Bay (aahoaagaedapen in snthng tydlpmtiesia.fed. Thelass Design Eaginat is NOT The Ridding Oesipom a Loss System Engineer foraoy tuildiop. Allapiokad hrmsone as defined in lit 1. - Boynton Beach, FL 33435 fopyright©1011 AI lootT.sses-lafias lea, Pi tep.deoion of Misdommea, m aarhrm,is pretOded viMoot rritle. permissied.n di AoolTrmses •IuGas lee, P.f. Job Truss Truss Type Qty PIY Std Pac/6810 El C 60770 C06 Roof Special 1 1 A0489417 Jab Reference (optional) NI KUUr- IKUJJtb, r-UMI MtZKL.C, 1-L34`J4t3, 1.5x4 II Ih 1 2 l 3x6 = truss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:17 2015 Page 1 ID:ji55gdegRg9?EOOT_pdSDyB?Mc-AiPhICIZapuyh EyTTiMghxdauLfRGmnt4PJF3GzZhnn 35.1-4 5x6 = 6.00 12 6 3x4 K8 MT20HSi 5 .5x4 �� 4 3 3 2x4 11 3x4 7 3x8 MT20HS- 89 1.5x4 I 10 1.5x4 11 R5 10 12 27 21 20 28 2930 19 31 18 32 16 33 14 34 �3 35 3x4 = 3x6 = 4x8 = 3x4 II 3x4 = 5x8 6x8 = 2x4 11 3x6 11 2x4 II 35-1-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.30 21-26 >999 360 TCDL 15.0 Lumber DOL 1.2 BC 0.80 Vert(TL) -0.59 21-26 >704 240 BCLL 0.0 ' Rep Stress Incr YESf, WB 0.93 Horz(TL) 0.16 13 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B3,B5: 2x4 SP No.3, B4,86: 2x4 SP No., WEBS 2x4 SP No.3 *Except* W10: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-7-9 oc bracing. WEBS 1 Row at midpt 5-19, 6-17 cross bracing be installed during truss erection, in REACTIONS. (lb/size) 2 = 1672/0-8-0 (min. 0-2-0) 13 = 1674/0-7-4 (min.0-2-0) Max Harz 2 = 246(LC 7) Max Uplift 2 = -671(LC 8) 13 = -661(LC 9) Max Grav 2 = 1672(LC 1) 13 = 1674(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-2863/2571, 3-4=-2485/2247, 4-5=-2375/2275, 5-6=-1769/1852, 6-7=-2444/2557, 7-8=-2416/2257, 8-9=-2619/2387, 9-10=-2720/2377, 10-11=-2863/2528,11-13=-1672/1639 BOT CHORD ' 2-27=-2116/2488,21-27=-2116/2488, 21-28=-1373/1925, 20-28=-1373/1925, 20-29=-1373/1925, 29-30=-1373/1925, 19-30=-1373/1925, 19-31=-66/263, BOT CHORD 2-27=-2116/2488, 21-27=-2116/2488, 21-28=-1373/1925, 20-28=-1373/1925, 20-29=-1373/1925, 29-30=-1373/1925, 19-30=-1373/1925, 19-31=-66/263, 18-31=-66/263, 17-18=0/255, 7-17=-384/623, 17-32=-1812/2401, 16-32=-1812/2401, 16-33=-2011/2478, 15-33=-2011/2478, 15-34=-1959/2379, 11-34=-1959/2379 WEBS 3-21=-458/738, 5-21=,-378/540, 5-19=-733/898, 6-19=-571/634, 17-19=-771/1316,6-17=-1151/1046, 8-17=-403/409, 8-16=0/277 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical 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) at joint(s) 4, 9, 2, 18, 7, 17, 11, 15, 14, 13, 21, 3, 5, 19, 6, 8, 16, 1, 12 and 10 checked fora plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 20 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=671, 13=661. Dead Load Defl. = 1/4 in 1rn9 it PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 218 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 E WAANIN64IemetA—Ahlpmeis. tha'Adp09FRUSSESrSELL[P'jOENSIALIDMSL(DNDMONS(OsloNFqE'80y111Af1010A'1F06Emitirfemi.yailydesgnpmomehnnuimdmhsoalM1iefmss0aipoDm�op(NO)mdlhelalrvslee,PiPehrtmeSlrcetlefonose.OdesemhemsesfatedoalhaID0,onlyldTeYrawmor JUUUSLEE, P.E. tides sba06e aced lot Me NO n Ae slid. Aso it., Oesigo Enpiaeet)i.s, Stultify Enpiaeul, the ml sesmy+Map M. as-PIEn of [he pmfessmsd esgmeednp respa tibilify for the hsipn of the duple Tnts depicted on as IDD Ely, order RI I. It. desipn setomptim,. lE iag tm&Nem, nilabdify and sse efthie a es far aoyhild'mg is thetesponsihiily of the Owner, Its Dwaeis ouhuhul oaf at the BaildAry Designer, w the rtotetl olibe 114lhell[,tle lord building ride and Rl 1. Re appioad ofthe TOD and any field as fthe insL'mdading hording, out Is, inodeoas®d Awing, she 3be thenspasibilify af0e d I&I 0nipaerond #34869 Iadradm. All Met HE out is the TDD and the pradins and goldefiaesaf the luildinp(animal Sehly lnfornolian (0(SI) patishul by rPl and Sl(A ore re fmandforgeneelgaidaue. lPil ddwes0erespontiAOities mddotiet ofihefrom Deslpnab Last Omipa Enpinearanlrmss Masutsduur, unlessathervisdefued hya 1,09 Coastal Bay, (abut spored qu i -ong by dl patlo balaed. rhelns ONgn Engineer is NOr the WOditl0aiga i Ernst Syslea Enginat fur my Wilding. Ail npitdad hias me as defined ie [?11. Boynton Beath, FL 33435 (apyrigAl©fill AT -edrrmseNu6us lee, Pt. &pmlodioaal Bis danmed, in ®y larm, is peh30ed edAwi nNlee pamissiae hem AI bear ...-lo6m lee, P3. Job Truss Truss Type Oty Ply Std Pac/6810 El C A0489418 60770 C07 Hip 1 1 Job Reference (optional) tiI ROOF Inuoxa, rums rirmt_.r, rL 04W40, OeSRJnI✓E lil Ubb.GOtt1 MUM 1.0w8 UCL 0Lu 14 once. r.ouuss.iu ocv Ivrv-Icn nwuaulaD,nw. a ae o w.o ��,., image I D:ji55gdegRg9?EOOT_prISDyB?Mc-A!PhICIZapuyhEyTriiMghxdYiLhiGo8t4PJF3G7Zhrr i1 4-0 5 2-12 12-2-12 16-1-0 20-5-0 24-3-5 31-3-8 35-1 4 36-6-P 5-2-12 7-0-1 3-10 4 4-4-0 3-10-5 7-0-2 3-9-12 1-4-12 5x6 = 5x6 6.00 12 Dead Load Defl. = 5/16 in 6 7 3x4 3x4 5 8 5x6 WB� 5x6 WB� W 1.5x4 4 9 1.5x4 1i 81 3 10 m 2 .3 11 11 1 II 1.5x4 II 1_ \ 122 cn 1 2 83 1 13 d di 29 19 30 18 31 32 17 33 16 15 34 35 14 36 3x4 = 5x6 WB= 3x8 = 3x4 = 3x4 = 4x12 11 3x6 — 3x8 MT20HS= 8-4-8 16-1-0 20-5-0 28-1-10 35-11 35 2-0 8 4-8 7 8-8 4-4-0 7-8-10 6-11-10 0- -12 Plate Offsets (X Y)-- [2:0-3-0,Edge] [4:0-3-0,Edge], [6:0-3-0,0-2-0], [7:0-1-12,0-1-12] [9:0-3-0,Edge], [12:0-8-10,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Inc) I/deft Ud PLATES GRIP TCL'L 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.23 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.54 14-16 >777 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) 0.16 12 n/a n/a BCDL 10.0 Code FBC2010/TP12007 - (Matrix-M) Weight: 218 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 'Except* 10) "Semi -rigid pitchbreaks with fixed heels" Member T3: 2x4 SP No.2, T4: 2x4 SP M 31 BOT CHORD end fixity model was used in the analysis and design BOT CHORD 2x4 SP M 30 2-29=-2242/2621, 19-29=-2242/2621, of this truss. WEBS 2x4 SP No.3 19-30=-1502/2037, 18-30=-1502/2037, OTHERS 2x4 SP No.3 18-31=-1502/2037, 31-32=-1502/2037, SLIDER 17-32=-1502/2037, 17-33=-1024/1663, LOAD CASE(S) BRACING- .16-33=-1024/1663, 15-16=-1412/1934, Standard TOP CHORD 15-34=-1412/1934, 34-35=-1412/1934, Structural wood sheathing directly applied or 3-9-1 cc 14-35=-1412/1934, 14-36=-1695/2009, purlins. 12-36=-1695/2009 BOT CHORD WEBS Rigid ceiling directly applied or 4-9-14 cc bracing. 3-19=-422/689, 5-19=-386/546, WEBS 5-17=-657/853, 6-17=-611/609, 1 Row at midpt 7-17 7-16=-571/576, 8-16=-528/730, MiTek recommends that Stabilizers and required 8-14=-65/312, 10-14=-60/317 cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Unbalanced roof live loads have been considered REACTIONS. (lb/size) for this design. 2 = 1680/0-8-0 (min. 0-2-0) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) 12 = 1671/0-8-0 (min. 0-2-0) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; Max Horz h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS 2 ' = 226(LC 8) (envelope) and C-C Exterior(2) zone; cantilever left Max Uplift and right exposed ; end vertical right exposed;C-C for 2 =-654(LC 8) members and forces & MWFRS for reactions shown; 12 =-636(LC 9) Lumber DOL=1.25 plate grip DOL=1.25 Max Grav 3) Provide adequate drainage to prevent water ending. 12 = 16710(LC 1) 4) All plates are MT20 plates unless otherwise indicated. FORCES. (Ib) 5) Plates checked for a plus or minus 0 degree Max. Comp./Max. Ten. - All forces 250 (lb) or less except rotation about its center. when shown. 6) This truss has been designed for a 10.0 psf bottom TOP CHORD . chord live load nonconcurrent with any other live 2-3-2993/2650, 3-4=-2673/2366, loads. 4-5=-2564/2388, 5-6=-196511983, 7)' This truss has been designed for a live load of 6-77-1691 /1834, 7-8=-1944/1963, 20.Opsf on the bottom chord in all areas where a 8-9=-2232/2083, 9-10=-2304/2060, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 10-' 1=-2404/2185, 11-12=-551/480 bottom chord and any other members, with BCDL = BOT CHORD 10.0psf. 2-29=-2242/2621, 19-29=-2242/2621, 8) Provide mechanical connection (by others) of truss 19-30=-150212037, 18-30=-1502/2037, to bearing plate capable of withstanding 100 lb uplift at 18-�1=-I602/2037, 31-32=-1502/2037, joint(s).except at --lb) 2=654, 12=636. 17-32=-1502/2037, 17-33=-1024/1663, 9) This truss has been designed for a moving 16-33=-1024/1663, 15-16=-1412/1934, concentrated load of 200.01b live located at all mid 15- 34-35=-1412/1934, panels and at all panel points along the Bottom Chord, I4=-1412/1934, nonconcurrent with any other live loads. r WAPNING-Plmselhomeph¢nrie�the'A•IABOFIINSSESpi0SE1�,GENElAL1E1MS6(BN01➢ONSNSiBNFArBBYEr1A(NNB'sylEh6EYENrform yerilydesigoporametesuodaadooasaalNsfnss0esipnOmaiopQODJnndthelurmsfee,P.E.lehsenmSheelhefoleuse. Win,ohn,eil, mledonin, IDU,only Wide oonesmr �ULIUS LEE P.E. piutes Iai0 be used rat theTOD to he mod. As a fmse Design Engiaeef (1.e, Spinally E'lle i, the seal as any IBD mpleseafsoa inception, at the pafessionol npoeeriop aspainbi0ly for the d,,Ipn of the singleTnssdepided an the TIED only, uoia111I. Ike designassamptioob loodol taedidians, suitobhn and as, of this lass #34869 to, any Wddld.g is the msponsibifty of the O"aee, the Dranis anhariad ogeat or the Buildlep Designer, I. the oetastat the Of, the W, the lend toddling man and TPll. The append of the ME and airfield usa at be Tass, nodal hondfiq, smapa, iastaBntinn and heading, shoo be the tespomibiEy of the BoilRog Denton, and Cenhmoe.AD mms at out In the TOD and the peenlas and guideliaa effi, BeildlngComperl Saftly lnfalmotino18611 pubbshed by TPl and SICA ore mtemnredfo, general goid.,..TPI l defines the uspsesihilities and duties of the Truss Bastian, Trust Onion Engineer and inns Acaululuar, unoss othamise defined by a 1109 Coastal Bay Edefend agceedapao in nitog by all Indhsinralred The Not Design fare eer is NOT the Building Desigoet or Tees Syden figment foriny bAldiop. All mpiinind tans are as defined In fill 1. Boynton Beach, FL 33435 Cppydghl©7014AI NITainn-1u1ius Lee, P.F, goolfranni-lobos lee, P.E. Job Truss Truss Type QtY Ply Pac/6810 El C 60770 C08 Hip 1 1 �Std A0489419 Job Reference (optional) es I muur I r[uoomo, run I r r-muc, rL J9yg0, ,1-4-0 7-3-12 ttruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:18 2015 Page 1 1-4-0 7-3-12 6-9-4 4-2-0 14-2-0 6-2-6 6-5-14 1-4-12 6.00 12 5x6 = 3x4 — — 5x6 = Dead Load tle8. = 5116 in 5 6 7 3x6 3x 0 4 3x4 3 W 4 8 43 5x6 - 5 9 1.5x4 11 1.5x4 11 1 10 m 2 11 to 27 17 28 16 15 29 30 31 14 13 32 12 33 4x12 11 3x6 = 1 5x4 11 3x8 MT20H6= 3x8 = 1.5x4 11 3x8 = 3x8 MT20HS-- 7-3-12 14-1-0 22-5-0 28-7-6 3%1i-4 35 _0 7-3-12 6-9-4 8 4-0 6-2-6 6-5-14 0 -12 Plate Offsets (X,Y)-- [5:0 4-0,0-2-8], [7:0-4-0,0-2-8], [10:0-8-10,Edge] LOADING (psf) SPACING- 2-0-I TCLL 20.0 Plate Grip DOL 1.2 TCDL 15.0 Lumber DOL 1.2 BCLL 0.0 Rep Stress Incr YE! BCDL 10.0 Code FBC2010fTP1200'. LUMBER - TOP CHORD 2x4 SP M 30 *Except' T3: 2x4 SP No.2 130T CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 < purlins. BOT CHORD Rigid ceiling directly applied or 5-2-3 oc bracing. WEBS 1 Row at midpt 6-15, 6- cross bracing be installed during truss erection, in REACTIONS. (lb/size) 2 = 168310-8-0 (min. 0-2-0) 10 = 166710-8-0 (min. 0-1-15) Max Horz 2 = 203(LC 8) Max Uplift 2 =-637(LC 8) 10 =-611(LC 9) Max Grav 2 = 1683(LC 1) 10 = 1667(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less e when shown. TOP CHORD 2-3=-2864/2390, 3-4=-2197/1940, 4-5=-2080/1968,5-6=-1870/1902, 6-7=-1818/1859,7-8=-2094/1920, 8-9=-2409/2084, 9-10=-576/115 BOT CHORD 2-27=-1951/2469, 17-27=-1944/2469, 17-28=-1944/2469,16-28=-1944/2469, 15-16=-1944/2469, 15-29=-1278/1920, 29-30=-1278/1920, 30-31=-1278/1920, 14-31=-1278/1920,13-14=-1586/2045, 13-32=-1586/2045,12-32=-1586/2045, 12-33=-1586/2045,10-33=-1586/2046 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.88 Vert(LL) 0.2512-14 >999 360 MT20 244/190 BC 0.79 Vert(TL), -0.5414-15 .>780 240 MT20HS 187/143 WB 0.82 Horz(TL) 0.21 10 n/a n/a (Matrix-M) Weight: 200 lb FT = 0% BOT CHORD 2-27=-1951/2469, 17-27=-1944/2469, 17-28=-1944/2469,16-28=-1944/2469, 15-16=-1944/2469, 15-29==1278/1920, 29-30=-1278/1920, 30-31 =-1 278/1920, 14-31 =-1 278/1920, 13-14=-1586/2045, 13-32=-1586/2045, 12-32=-1586/2045, 12-33=-1586/2045,10-33=-1586/2045 WEBS 3-17=0/323, 3-15=-697/840, 5-15=-425/570, 6-14=-330/238, 7-14=-403/526, 8-14=-315/498 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 8, MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=637, 10=611. 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, nonconcbrrent 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 g WARNING -?It VaraogWyrninthe'A•( ROOF 111RSESj'IIIIII,GENEPALIVIMOO(ONDIFIONS(DSIQLF[('N11r)A(1(NOWIEDGEDEB6eedoonsaolhistins,0esipa0meiag(f00) rto-YodyMinInamefenaoaMlEelurmc(ee,PEPe(erenoSketheforense.OnlessolAcnisene(elatheND,w¢Ffi(etranoetlor JUUUSLEE,P.E. pIdea 111111 osd 11, the 111 to 1e aold, 1111111, Design Fngioan pa., Spuk[45'noeW, no seal ao ooy IDO apmuds oo aaphnee of the pmfesdaed eapneering rztpnsibililyto, the Mile of the single inn saluteda.0e TOD only, Met IN 1. Ih, design ossampfiaos, Ieedmp Puts, euDaKly and use of this lines It oaf Iseldleg is Ma mspondbiflry d the Oman, the Deansaalhorizal ogante,the Bailfogpesipner, h Ile Cooled of the II(' the NBGthe lad hoitding Cole and 111N. The oppmeal afte, TOO and any fleld use of the rmss, indud'mg boadlag, stamge, hstdolioo and bodel, shah bethe ropo.nbIlly of the p61flog Desigaaand #34869 (onnoda. All nobs of alidhe TOD anA the pradiae and Ididinn of the Iolidiag(ampaeenlSuldy oul, Ah.lB(SI) pnblided by IN ad SB(A ore rdenmed forgeneml gold.,. ITT l defines the mgaadbpitin and duties dibe Tress Deslpn,Tsai, Deep Enpineerand has, Wooded-,uatess wberaise defined by 1109 coostol Bay [oahmf agned opoa in,nfogbydlpaties in,ohad. the essgesipn Fopinea is N011he Building Oesipofra Des, System Fnyoeeiloe noy baddmg. Allnpniffidtetmsmeosdefloedio TTl 1. Boynton Beach, FL 33435 Upinghl®yD14 Al 1,dTrusseP14ss lee, P.E lepmdosdonal lhbdommed, m my form, is pealdbded, Moat eeBRe l a umiaa l-AI HoolTrvssee-laGos lee, P.F. Jab' Truss Truss Type Qty Ply Std Pac/6810 El C A0489420 60770 C09 Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com r1 4-Q 6-10-11 12-1-0 1-4-0 fi-10-11 5-2-5 5x8 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 Mttek Industries, Inc. Wed Mar 18 13:53:19 20i5 I I D:j i55g d eq Rq9? EOOT_priS Dy8? M c-65XSAtn p6Q8gwY6rb7O8nMjvp915kmCAXjoM8 18-3-0 24-5-0 29-7-5 35-1-4 36-6-0 1.5x4 II 5x8 = Dead Load Defi. = 1/4 in 3x6 = 1.5x4 11 5x6 = 3x8 = 3x4 = 1.5x4 11 4x12 11 3x6 = 6-2-0 K195G1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.22 14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.42 14-15 >996 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.19 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 201 lb FT = 0% TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 132: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-1 cc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1683/0-8-0 (min. 0-2-0) 9 = 1667/0-7-4 (min. 0-1-15) Max Horz 2 = 180(LC 8) Max Uplift 2 = -612(LC 8) 9 = -585(LC 9) Max Grav 2 = 1683(LC 1) 9 = 1667(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2859/2354,3-4=-2366/2094, 4-5=-2281/2172,5-6=-2281/2172, 6-7=-2210/1978, 7-8=-2372/2029, 8-9=-520/188 BOT CHORD 2-26=-1952/2464, 16-26=-1912/2464, ld-27=-1912/2464,15'27=-1912/2464, 15-28=-1381/2028, 28-29=-1381/2028, 2d-30=-1381/2028,14-30=-1381/2028, 14-31=-1305/1936,31-32=-1305/1936, 13-32=-1305/1936, 12-13=-1305/1936, 12-33=-1550/2008,11-33=-1550/2008, 1'(-34=-1550/2008, 9-34=-1550/2008 WEBS 3-16=0/296, 3-15=-526/644, WEBS 3-16=0/296, 3-15=-526/644, 4-15=-316/477,4-14=-286/474, 5-14=-487/552, 6-14=-396/587, 6-12=-142/350,7-12=-198/297 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 ail 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 100 lb uplift at joint(s) except at --lb) 2=612, 9=585. 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 �0' WARNING Pleose lharoe04 reuinlhe'A.1 ROOFIIIRSf51'101d�, GPNEPAIIFWSAfON01iIBNf NSIOMEorSBYEtjAIXXOWLf06EMFHr Iarns Nailydesign pmometeaandrndelmoothishoss0'sign Blowing JOB) and the Julius too, P.F.Refenme Sheet Intention.Unlessollsolum stotedos the lg0'sudy FGTetmmetlor ode, be In, Me TOO to be Idi As a TransDesign bibles(1A., Sjud.By login IMe sect as say mpnseafs ua naeplonmefthe pafesfined eognee ing rzspoasibililyfar the design at the sinot Toss repined on The ROD only, Ile design assumptions, looting molitiom, suihbiliyand use of this Imes IUUUS LEE, P.E. for my huildieg is the responsibility of the Gnu, the 0oaeis oothorindogedm the RnihNng Design,,,I.th-weetafthe It(, the lit, the load hoilGng rude led TPI 1. The oppmeal of Ill, TOD and any Into asset the Trans, intlud'ng heading. slmoge,inmBofioo and Ruling, shall be to, r4a,bility of the building Outigeer and #34869 I famrador.Ail rotesrat am in the TOO and the pradum; and guidelines lithe RuilBalTraponell Safety lntarmmion(0(Sllpuhlisted by ITT and SRfAn-Immedfargeneml guidanm. IPI I Wines the nspsnsih0llies and duties of the Truss Designer, Ties, Design Fasiaeer eery Monufoounr, unlossafhnvise dated by 1109 Coastal Boy faaNMopmedopaoin ard'mg hp all pallet hnlred. IDe imss Omigv EnOionr is NOT The OuDd'mg Designer or Truss System tributes Its any building. All npinOeed terms are as darned In 1111. Boynton Beath, FL 33435 (rolfbl62014 At feltTmsmrlufias tee, PL Repmdm0uo of Ill!, temmed, IN my (arm, is peshBBed without aside. perausdaa feud AI Roof T—as-Julio, Ire, P.E Job . . Truss Truss Type Qry Ply Std Pac/6810 El C 60770 C10 Hip 1 1 A0489421 Job Reference (optional) LOADING (psf) SPACING- 2-0 TCLL 20.0 Plate Grip DOL 1.1 TCDL 15.0 Lumber DOL 1.1 BCLL 0.0 Rep Stress Incr YE BCDL 10.0 Code FBC2010/TPI20C LUMBER - TOP CHORD 2x4 SP M 30 •Except T2,T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 purlins. BOT CHORD Rigid ceiling directly applied or 5-1-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 2 = 173610-8-0 (min. 0-2-1) 10 = 1736/0-8-0 (min. 0-2A ) Max Horz 2 = 131(LC 8) Max Uplift 2 =-596(LC 8) 10 =-596(LC 9) Max Grav 2 = 1736(LC 1) 10 = 1736(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-2969/2525, 3-4=-2638/2270, 4-5=-2318/2133, 5-6=-2852/2555, 6-7=-2852/2555, 7-8=-2318/2133, 8-9=-2638/2269, 9-10=-2969/2525 BOT CHORD 2-25=-2019/2573, 16-25=-2019/2573, 15-16=-2019/2810, 15-26=-2019/2810, 14-26=-2019/2810, 14-27=-2020/2810, 13-27=-2020/2810, 12-13=-2020/281 0, 12-28=-2024/2573, 10-28=-2024/2573 WEBS 3-16=-340/562,. 4-16=-651 /844, 5-16=-765/619, 7-12=-765/619, 8-12=-650/844, 9-12=-340/561 I@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:19 2015 Page 1 I D:ji55gdegRg9?EOOT_priSDy8?Mc-65XSAtnp6Q8gwY6rb7O8nMjtd9KSkiRAXjoM88zZhrk 15-5 9 21-0-7 26 5 0 30-6-2 36 6 0 7-10-0 5-6-14 5 4-9 4-1-2 5-11-14 1 4- 3x4 = Dead Load Defl. = 5/16 in 5x6 = 3x4 = 3x8 MT20HS= 5x6 = 4 5 6 7 8 1.Sx4 i 9 T 1.5x4 II _R11 10 11 Io 16 15 26 14 27 13 12 28 3x8 MT201!5=' 3x4 = 3x8 = 3x8 = 3x8 = 3x8 MT20HS= CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.93 Vert(LL) -0.2912-24 >999 360 MT20 244/190 BC 0.77 Vert(TL) -0.6112-24 >724 240 MT20HS 187/143 WB 0.79 Horz(TL) 0.16 10 n/a n/a (Matrix-M) Weight: 187 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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=596, 10=596. 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 h WAPNING•Plesse lhomoggtyarieW lhe'A•IgOOF1lOSSEf(iBlEl'), OFNFUl IEU15L CONDITIONS(TISTOM 1•hmntfa......... iHr form Ywy design pmesulateadread sates sn ehls rass Oe,i�Drseiog(fOD)end lhek�s(ee,PEhefereaeSNesihefsie use.fidestelhendseadelonthe TDD,wty YDreh mnneoal JU US LEE P.E. pldes shoo hesadlx the i00 to he enfid Asohoss Oedpn Esgissa Qx., Speeidry Fnpin,u),th-du-1 apauxs as naeptmm of the pmfessbnal eepularinpuspsss0itity for Me dssipnalfhe single iassdepidelsn0e l00 aaty, under Rl 1. he design ssssmptises, Ioodiop seaMess, seitah dyaduseolCis(rose U let mp 161ding is the tespu6birtp of the OWna, The OW.Weukriad spent x the Building Design, is the mnt'st Ifie [I(, the 11(,the fxd hoilLng sets ed TPl1. The oppinndefthe IDO and ney field use eftin Toess, bouktih®dring.donne,iubfinNee®lhrodng, shollbe the aspouihlfity dbe hiding Oaigner and #34869 (smrdv. dll em, set to in the TOO and the prndias and geidefines aflhe hutldinE(eupeal Sdety, left —lion lh(Sll p bruhed by TPl and Sg(Auer,f,..,d for genarel Nuideem. iPliderises MerespondhBitiehmdduliesollNe moss Designer, hose Dasiga Enpieeerundreo Menu(yo—,odes, dherwia delved by 1109 Coastal Bay (steed egnedup pinching by ell pullet brdwd The Tos, Design inginsa is NOT the h ild'mg Designee stltsu Sptteu Eitge lmsayhildtng. M cephdizedarmsmsnsdeGaedtatPil. Boynton Beach, FL 33435 (spyliphl©IDM Al loaf rassesduhus lee, P.E, hepaduoianal Ibis dsamex, ie my form, is pahIDhed clhwt chlee pnmissien Imm AI goof busses-lu6m lee, P.E Q Job Truss Truss Type Qty Ply Std Pac/6810 El C 60770 C11 Hip Girder 1 2 A0489422 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 Industnes, Inc. Wed Mar 18 13:53:140 Zulb Nage 1 ID:ji55gdegRg9?EOOT_priSDy8?Mc-aH5gNDoStkGXYhhl8rvNJZF5 ZeWT9xKmNYvgbzZhr y1-4-9 4.4-8 8-1-0 14-10-15 21-7-1 28-5-0 32-1-7 36-6-0 17-10-0 1 4- 4 4-8 3-8-8 6-9-15 6-8-3 6-9-15 3-8-8 4 4-9 14-0 Dead Load Defl. = 9/16 in 3x8 = 5x8 = 1.5x4 11 3x8 MT20HS= 5x6 = 6.00 12 4 Ta 5 6 7 TA 8 1.5x4 II 2 3x4 3 4 3x4 9 �1 T.1 10 1.5x4 II „ ,6:4 26 27 19 28 18 29 30 17 3132 16 33 34 35 15 14 36 13 37 12 38 39 4x6 = 2x4 11 4x4 = 5x8 = 6x8 = 2x4 115x10 MT20HS= 4x8 = 2x4 11 4x6 = 4-4-8 1 8-1-0 14-10-15 21-7-1 2%5-0 32-1-7 3610 4 4-8 3-8-8 fi-9-15 6-8-3 6-9-15 3_ 4,_; 4-4-9 sets (X Y)-- [2:0-3-4 0-1-1] [4:0-6-0 0-2-8] [8:0-3-0 0-2-01 [16:0-2-8 0-4-4] i (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft L/d PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.52 15-16 >850 360 MT20 244/190 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.91 15-16 >484 240 MT20HS 187/143 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.18 10 n/a n/a 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 445 lb FT = 0% TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31, T3: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 *Except* B2: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-1 cc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-7 cc bracing. WEBS 1 Row at midpt 7-13 REACTIONS. (lb/size) 2 = 4295/0-8-0 (min. 0-2-9) 10 = 3324/0-8-0 (min. 0-1-15) Max Harz 2 = 108(LC 6) Max Uplift 2 = -2225(LC 5) 10 = -1559(LC 4) Max Grav 2 = 4295(LC 1.) 10 = 3324(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8958/4771, 3-4=-8782/4849, 4-5=-1130116136,5-6=-11301/6136, 6-7=-11301/6136,7-8=-5846/3000, 8-9=-6477/3263, 9-10=-6842/3320 BOT CHORD 2-26=-4259/7952, 2-27=42710975, 19-27=-427lf7975,19-28=-427117975, 18-28=-427117975,18-29=-429217869, 29130=4292/7869,30-31=-4292/7869, 17�31=-4292/7869,17-32=.-429217869, 16j32=-4292/7869,16-33=492519721,, 33134=-4925/9721, 34-35=-4925/9721, 15135=-4925/9721,14-15=-4925/9721, 14136=-4925/9721,13-36=-4925/9721, 13137=-2884/6081,12-37=-2884/6081, BOT CHORD 2-26=-4259/7952,2-27=-4271/7975, 19-27=-4271/7975,19-28=-4271f7975, 18-28=4271/7975, 18-29=-4292/7869, 29-30=4292/7869, 30-31 =-4292f7869, 17-31=4292/7869, 17-32=-4292f7869, 16-32=429217869, 16-33=492519721, 33-34=4925/9721, 34-35=-4925/9721, 15-35=4925/9721, 14-15=4925/9721, 14-36=4925/9721,13-36=4925/9721, 13-37=-2884/6081,12-37=-2884/6081, 12-38=-2884/6081,10-38=-2884/6081, 10-39=-2873/6061 WEBS 4-18=-967/1533, 4-16=-2119/4055, 5-16=-479/361, 7-16=-1280/1911, 7-15=-277/957, 7-13=-4592/2543, 8-13=-1227/2525, 9-13=416/273, 9-12=0/281 NOTES- 1) 2-ply truss to be connected together with 12d (0.13111x3.251e) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 cc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 cc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc 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; 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) All plates are MT20 plates unless otherwise Indicated. 7) Plate(s) atjoint(s) 1, 4, 6, 8, 11, 2, 3, 19, 18, 16, 5, 15, 7, 13, 9, 12, 14 and 10 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) atjoint(s) 17 checked for a plus or minus 3 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at t joint(s) except at=lb) 2=2225, 10=1559. 12) 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. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 696 lb down and 486 lb up at 8-1-0, 388 Ib down and 247 lb up at 9-0-12, 388 lb down and 247 lb up at 11-0-12 , 388 lb down and 247 lb up at 13-0-12, 358 lb down and 235 lb up at 15-0-12, and 358 lb down and 235 lb up at 16-0-12, and 1775 lb down and 831 lb up at 17-5-4 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, 4-8=-70, 8-11=-70, 2-10=-20 Concentrated Loads (lb) Vert: 18=-696(F) 16=-309(F) 29=-353(F) 30=-353(F) 32=-353(F) 33=-309(F) 34=-1775(F) IWAINING-Pleese thano.011 series, the 14ITOOF II0E5rsliti1ti TOM ITEMS I(UNOITIONS(USS011(IrOuryujAcKNI'A'iSGGaur ham ynOy desige pmanen.seod road at,, athis inns Design Dressing ODD) ontithe blios(ee, Pi befen.,Saint,loreoit. Ualeso 4-ise stated or No ED, oo¢ Affska V JULIUS LEE, P.E. plot,, shall he used its the TOO to he eofid As a Iris Built. folio en Qs, Spaioly Fnliaeerh the sentoo nay IOU represents oa anelt—of the pafendteel,opine<do0 msptasihlldy for life design tithe duple lass depicted ea the TDO only, undo fit 1. Ile design nstmptioss, load�ap madNons, seitalOiry and use a1Nis Lua Nor any loildieg Msrespersibiliiff of the Diner, the 0uaeis talhoriud ageol er the Bmldial Omilaer, is the mnteet of the fl(, the ll(,the Tom] hoil6ng cattle aadTPI1. IheoppmroI dthe ODD and onyfield omdlheTruss, mdudiag handboo, ,forest, msmVatiiocad bndel. shell he the mpoosilifry al The luilit Oniga,rand #34869 (.=Mar. All oohs set tN in ihefUD and tM1e prndias aid goiddine, dlle BoRdiog(ompomntSehly lnlo,malita lB(SDpulli,hadhyiPl uri Sl(Are—faasedforginvol gaidonu.(Pll defines the respoadlilities and ddie, of the Truss Onigmr,fits, Oesila Faliieer and TrussMmuferiau, antes, otherwise defed by a 1109 Coastal Bay Contrast olnd upon is mitmg by all parties maleei TheTruss Design Ealinn is NOT the Building Designs n lastSy,fea Enpaoer 1. say boViiag. All arotahed nms no as delaed io 911. Boynton Beach, FL 33435 (aryrighlO7014 AT lannon s-lufiu,tee. PE Iepadafita al IN, doamed,i,.1Tom, is prohibited Whnuf vino pnmlidae has ASI.ITa„e,-logos fee, 1`1 Job Truss Truss Type Qty Ply Std Pac/6810 El C 60770 CA Corner Jack 12 1 A0489423 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, ltruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:21 2015 Page 1 ID:ji55gdegRg9?EOOT_pHSDy8?Mc-2TfCbZo4el OOArGEiYQcsnoMeyC6CoFT?1 HTC1zZhd 0-11-11" 0-11-11 1.5x4 0-11-110-11-11 ' LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in' (loc) I/deft L/d PLATES 'GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/1'PI200 I (Matrix-M) Weight: 7 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-1, puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 2 = 187/0-8-0 (min. 0-1-8) 4 = -10/Mechanical 3 = 3/Mechanical Max Harz 2 = 63(LC 8) Max Uplift 2 = -95(LC 8) 4 = -10(LC 1) 3 = -7(LC 8) Max Grav 2 = 286(LC 13) 4 = 199(LC 17) 3 = 47(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less 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 Extedor(2) zone; cantilever left, right exposed ;C-C for members and forces & MWFF for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotati about its center. 3) This truss has been designed for a 10.0 psf bottor chord live load nonconcurrent with any other live loa 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. cc 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A MADE eieeathe 'A-IROOF HUSM('SF101G(N(BAlFEARS &(GROMONS(NSIOAFI(omnA(RNgWI(mforse- %dydeiiupmumeloseodreodnmeemIbis Truss Dump NevingRBO) end the Folios Lou, PLh1mea,Sketbefore use. Unless do isastoteivaItsED,onlyARM(aoertor )UUUSLEE,P.E. flutes shog k ased in the TOO to be eoOd As o Truss Design fogiuea 0." Spertdty fnpioenl, the snhoney �OO tepreseds no ooeplon,. of the professioeel eogmeedng rerpensiwI tyto, 6e design of the dnlle Truss defined an Ik ED only, ad. IBI 1. 0e design unmpdoe4lndiel nodelieus, suDdi ity and use dthin Truss larony lNdmp is Me nsponibilNyal the Osnn,Ihegwoeisonhonnd opens or the Build'mp Oasiper,ulhe wmedoltbodCthell(, be loml hun6npmie asdlPl 1. The oppmol utthe TOO oM my told use of the lines, indedbg burning, nonp,h,fd.ion and lndng, stun be theaspoosibiOty of the JoH&l Oes1"iund #34869 (ed,.nn. All nuns set no is An TOO and lba lundia, and piddina of the loildng(onpnent Sofetylnrormutianl8(Shpubli;ed by ;?I end SB(AweWaeuodfotgeeird gold.,.. ip11de6nenl6e respoodhilities nod dotlesollbe Truss Oesiper, trod Union Fuji eear und Tom Monotone.;'elen nth k. darned by' 1109 Coastal Bay (entroo ogned up. In onitug by ill Fallen loeolnd. The inns Design fnpioeer is NOT lk Building Oesigen of Tmn Spten fnpineer l-ey boildiop. dllapilolrzed terns rue os defoed io fPl1. Boynton Beach, Fl. 33435 [upyrighlO An AI InlTnsns•lufim lee,P.F. Agmdoufiao of lM3 dnomen, io eoyhrm, is proNTNed wdbeut uNl, paniWen f.. AI Awl Irunes-10.lee, F.F. Job Truss Truss Type QtY Ply Std Pac/6810 El C A0489424 607170 CJ3 Comer Jack g 1 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 32014 MiTek Industries, Inc. Wed Mar 18 13:53:21 2015 Page 1 ID:ji55gdegRg9?EOOT_priSDy8?Mc-2TfCbZo4e1OOArGEiYQcsnoMey98CoFT?1 HTClzZhd 2-11A I �2 -11-111 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 0.32 Vert(LL) -0.01 4-8 199 360 MT20 244/190- TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.01 4-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 14 lb FT = 0% CHORD 2x4 SP No.2 CHORD 2x4 SP No.2 =RS 2x4 SP No.3 CHORD tural wood sheathing directly applied or 2-11-11 cc BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 73/Mechanical 2 = 255/0-8-0 (min. 0-1-8) 4 = 28/Mechanical Max Horz 2 ' = 123(LC 8) Max Uplift 3 _ -68(LC 8) 2 _ -109(LC 8) Max Grav 3 = 73(LC 1) 2 = 328(LC 13) 4 = 224(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-270/25 BOT CHORD 2-9=-201 /328 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except 0t=lb) 2=109. ' 7) This truss has been designed fora 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 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Pates checked for a plus or minus 0 degree rotation abo t its center. 3) T is truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 ABNING Pleaso @arowphlp msiewlhe'A.I ROOFTAUSSES (4B1F11, GENERAL TERMS A (ONDIBDNS (USTOMIRrI lFl1A(NNO NI EDS1017loam. Really design p pane rs and rendnates an this Loss Design Droning (TDD)ond IheJuhos Lee, P.E. Rderenre Skethefore use. Unless athernim slated an the TOD, only Milk mamdm LEE, P.E. ptotes shoo be used for the IDD to be solid. Aso (rues Design Engineer (i.e., SpinallyEnpineer4 Me seal od any DID "Parents"Parentsan mttptanre of the professional engineering responsibiligfar Me design .1 the sinplA cross depicted on the ND only,under TPI I. the design onampfiansaooCmg caodNans, suilohiliry and ose of this Ran"Ran"1dLuus far any Building is the responsibility of the Darner, the Ownei$ aulharited agent as the Building Designer, in the staled ofthe ll(, the lG(,the local Aailding redo and TPI 1. The opprosol ofthe TOD ad any field are of the Ls,,adud'ng handling, mmap, installation ad Madng, sbndhe the respoosiliirily of the luildiag Desiile"and #34869 (yqmrmlm. AN net., If ore in the TODmd the pmrtius and gaidelines of the Hidig(amparent Safely lnfnrnminn(B(SI) pdRahed bf TIN and Sl(Aao referemad Tarpon.)guldmre. fig datums the rosponsibRitiu end duties afthe Truss Oesigaar, Truss Design Eelioanrand Truss Manufacturer, oohns.themis. derided by a 1109 Coastal Bay (dlInlrW agreed pan in nriligby all parties inealeed The loss Designbilneer is NOT the Rallied Designer orI System Fngineer for any building. All capitalized terms me as defined in fit 1. Boynton Beach, FL 33435 (dpyrighl© 2014 At [netTosses•Julius Lee, F.I. lepmduman o1 this dmumem, in any form, is preldited Wheat.91. peamisdae}mm AT leap Trusses.bleas Lee, P.F. Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489425 60770 CJ3A Corner Jack 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. Wed Mar 18 13:53:22 2015 Page 1 ID:ji55gdegRg9?EOOT_pHSDy8?Mc-WgCaovpiOLWFo?gQGGyrO_LCW M UzxFUdEhl OkTzZhrh 2-8-0 2-11-1,1 2-8-0 -3-1 LOADING (psf) SPACING- 2-0 5 TCLL 20.0 Plate Grip DOL 1.2 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YEAS BCDL 10.0, Code FBC2010/TP1200 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 133: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS. (lb/size) 1 = 146/0-8-0 (min. 0-1-8) 3 = 43/Mechanical 4 = 98/Mechanical Max Horz 1 = 90(LC 8) Max Uplift 1 = -36(LC 8) 3 = -35(LC 8) 4 = -40(LC 8) Max Grav 1 = 285(LC 13) 3 = 43(LC 1) 4 = 264(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less e when shown. BOT CHORD 1-13=-268/235 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust; Vasd=132mph; HVHZ; TCDL=S.Opsf; SCDL=5.0ps1 h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left right exposed ;C-C for members and forces 8o MWF for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rota about its center. 3) This truss has been designed for a 10.0 psf bott( chord live load nonconcurrent with any other live loi 3 6.00 F12 0 N 2 T1 B2 B3 vS 1 2x4 = 5 16 4 m1.9 B1 U, 4 II �. 13 14 15 6 0° 1.5x4 11 2x4 = CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TIC 0.06 Vert(LL) -0.00 6-9 >999 360 MT20 244/190 BC 0.27 Vert(TL) -0.01 6-9 >999 240 WB 0.00 Horz(TL) -0.00 4 n/a n/a (Matrix-M) Weight: 12 lb FT = 0% 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in -all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3, 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 A Win IfpulnijA(I(NOWLEDGEYFNrhares.findsdesignpammnnwodmodnatesa,ThishnsDesigafraningODD)andtheJulius[to,P.E.hfierznaSheetbeloreuse. Unless otharxisostated oaDr. TOO, only l,GiM...... �ULIUS LEE P.E. plates shelf be used tar the TDD to be valid As a Ties%Design Engineer IL" Syaiofty EnainenL Me real an any TOO npreseots oa nteptrna of the pmtossiand engineering aspnnsibilNyfar the design of the shile Truss deputed an the MD rely, vada IPLI. flat design naamphom, leading tarMNone, suitability and use of E d. Tiuss tar any loildinAhthe msponiihibry of the Ormer, The Draeisaulhoriaed agent or the Building Designer, mt¢etontenl rftbe ll4lhe ll[.Me gaol hufidingmdt and lPl 1. The approval of The ND and anyfield use at the ins,, toNod'upNon9mg, storage, insmOmirr®Bhodnp, shop be thea,prnsihibry of the Building Desipoarnd #34869 Conhost., All rotor .1 ratio the TOO and Me pashas ad guidelines Tithe Building(opponent Sofetylninlnathe.O(Sllpuhlished by Planned SB(Aso-fenatedforgeneml guidann. TPl l defines Ne eesponslEDities wddotiena(theTruss Oesignar, Luss Dasiga FngioeerondTmn Nonufotlurm, inters athervise defnedhya 1709 Coasfal Bay Canhaa vpaedopan in mMnp lay ellpnries inrolred The Luss Deslg. lalineer is NOT the Building Didgeelr or Ties,Sy%ten li,re,nfarity Building. Alfnpinlhedlermsn.T, defined in TPI 1. Boynton Beach, FL 33435 (Tpydghl®lOn Al loafTnssesdulius lee, P.E. Bepmdoaianal Mir drwmen, io myfarm, is prohi6Oed mthoulvMlee pamisswn fmm AI Poolhom-Lfiuslea,P.F. Job Truss Truss Type Qty Ply Pac/6810 EI C60770 TSId A0489426 CJ3C Corner Jack 3 b Reference (optional) Al KUUh I KUSJtb-, I -UK I Mt:KUt, t'L .54U40, eeslgntaa-liruss.com - Kun: d.ouu s uct o cu I•r rn1 Is. r.ouu s v o cv 19 rvu s en rnuuau rca, a w. vvcu ry a r r.<�.n« <.. w I D:ji55gdegRg9?EOOT_priSDy8?Mc-WgCaovpiOLWFo?gQGGyrO_LXOMVDxFUdEh 10 14-0 2-M 2-11-111 1 male unseis tll Tl-- lz:u- I-Yu-I-uJ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TC L 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 7-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.01 7-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 16 lb FT = 0% CHORD 2x4 SP No.2 CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3 ERS 2x4 SP No.3 CING- CHORD ;tural wood sheathing directly applied or 2-11-11 oc 1s. CHORD I ceiling directly applied or 10-0-0 cc bracing. 'ek recommends that Stabilizers and required ss bracing be installed during truss erection, in REACTIONS. (lb/size) 4 = 43/Mechanical 2 = 255/0-8-0 (min. 0-1-8) 5 = 82/Mechanical Max Harz 2 1 = 123(LC 8) Max Uplift 4 = -35(LC 8) 2 _ -98(LC 8) 5 = -29(LC 8) . Max Grav 4 = 43(LC 1) 2 = 332(LC 13) 5 = 258(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom choi d live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. 7) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING.Please thormgblyreeierfle.1IROOF TIUSSES('SELlin, GENERALTELNSB(ONDITIONS(USTONER('BOYERIA(BNO'BIEDGEOENT' form. Unless alherwisestated an the TDO,ty01alinnnenar Yl lures sAoU Ce ased(os theiDO tohevoGd. Asefinsotei nbo nees ie Serial Ennenl the not a.a°IDDn rnIstsoomater. of themhuianol engineering res shrl for the design Un,inle Truss deided oa the TDOw under fit 1. Tie design msom Uons, loodsnPron&fans, soilebui ad",,, at Ibis boss JUUUS LEE, P.E. p R 9i �� , P ty li Y P P P U A P°° i• NY D R P only, An P ty° for coy Build'mg!,thenspomihilityof the Orme, lbe Oronsoulhoriad agent or the hliding Designer, m the Win of the DIC, the W,the 1.1 building rode and TPI 1. The appnot of the TOO unit any fielduse of rise Trans, including handling, storage, installation and hrodng, shell be the respoesihirity of the Building Oesigner and #34869 fomrM°r. AD ashes set out in the TOO sod the premiss and guiddinm of the Building(umpreneat Safety Information(B(SI)publiOnd by TN and SB(A ore insured far genmal guideon. 911 defines the responslblifim anddutla,efibe Truss Denver, Thus, Design fogimmand Truss Alanufadureg u°Insatherrise defied by 1109 Coastal Bay Canhoa agreed open in airing byuil parties brushed. The True, Design Fogineer is NOT the BuOdmg Designer or imss System Engineer fur any building. All rapit°liadtesms are us delined in Of 1. Boynton Beady FL 33435 (upyrighl©g014 AI Reaf Tnenm.Julius tee, P.F. Repmdustisnaf This dmumeo, is any f nar is prabland rthent nilln. permissiau ham At le,11senes-Julius In" F.E. I Job Truss Truss Type Oty PIY Std PaC/6810 El C 60770 CJ5 Corner Jack 8 1 A0489427 Job Reference (optional) mI muur I muJJCJ, rums riamt-c, rL J9V40, Itruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:23 2015 Page 1 I D:ji55gdegRg9?EOOT_IriSDy8?Mc-_smyOFgK9fe6P9PcgzT4xCtevmnkgikmSLmaHwzZhrg 4-11-11 4-11-11 3x4 = q LOADING (psf) SPACING- 2-0- CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.22 TC 0.59 Vert(LL) -0.05 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 12 BC 0.49 Vert(TL) -0.08 4-8 >710 240 BCLL 0.0 ' Rep Stress Incr YET WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 20 lb FT = 0% LUMBER - TOP CHORD 2x4SP Not BOT CHORD 2x4 SP No2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. cross bracing be installed during truss erection, in REACTIONS. (lb/size) 3 = 128/Mechanical 2 = 361/0-8-0 (min. 0-1-8) 4 = 46/Mechanical Max Horz 2 = 185(LC 8) Max Uplift 3 = -120(LC 8) 2 = -146(LC 8) Max Grav 3 = 128(LC 1) 2 = 388(LC 13) 4 = 241(LC 17) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD' 2-3=-683/591 BOT CHORD 2-9=-1138/881 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Ops1 h=25ft; Cat. 11; Exp C; Encl., GCpi=0A8; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left right exposed ;C-C for members and forces & MWF for reactions shown; Lumber DOL=125 plate grip DOL=125 2) Plates checked for a plus or minus 0 degree rota about its center. 3) This truss has been designed for a 10.0 psf bottc chord live load nonconcurrent with any other live loi 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jtAb) 3=120, 2=146. 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, nonconcurrenfwith 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 ( WARNING - Please thoroughly reris. the 'A.IROOF TRUSSESCSB1Erj,GENERAL TERMS ICONDITIONS(OSTDIBnlyduYEnAuffilwINGENENrIerm.ye,Uyrdesignparometersend,adsalesasthinTres,Besig.Maki(IDO)andlheluliosLee,P.LlefaenesSaturat(omese.UnlessotherwisestatedonlheTOO,onlyATelsconeoar �UWSLEEP.E. y.pyrighI@ Ids, shall be used for the HIT to be valid. As u Loss Design Engineer (L., Specialty Enpinen),the seal on in y TOO represents ao amepon¢ of the pmhssioodengh"oug msponsibility far Me design of the single Tran Jghhda. the TOO only, under 1111. lie design assurt;Eons, loading mnGfians, suitability and use of thin hues r say tarring ist o respunsibiGty at the Dane', the Loans authorizedgent or the Building Designer, in the anted of the IN, the ll6the 1.1 building (ads ad IN 1. The optional of the TOO and any field use of the Trans, indedingb®dling,¢hrage, iandation and hosing, shall he the respeasibiltry aftbe Doildiag Designerand #34869 sotro4ar. All auto,.. Odin the TOO and the petition and guidelines fibs Buitding(amponenl Sahly trier man.(8(9) pehGshed byTH and S8(Aure tfenmed far pound guidann.TFI I Miens the responsibilitin and duties of the Truss Designer, Truss Design Lighter end Truss Alanufmhnr, arInsathervisedef ed bya 1109 Coastal Bay oulrud agmedupan in ariliog by ell Fusin hundred. the Trans Mtge [agree. is NOT the Burring gesigoerlIa truss System Engineer for any building. All opitalhed terms sons as defined is FEE 1. Boynton Beach, FL 33431 ID14 At RMTnaecluNusLow, P.E. Repodu(Nanaf thin dmomef, in any farm, is pnhihued at beat ,tja.p partake Inn At Raf Transes-lulus lee, P.E Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489428 60770 CJ5A Comer Jack 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 Is Industries, Inc. Wed Mar 18 13:53:23 2015 Page 1 I D:ji55gdeq Rqg? EOOT_pdS Dy8? M c-_smyOFq K9fe6 P9PcgzT4xCtiW mm u g i kmSL maHwzzhrg 2-8-0 411-11 2-8-0 2-3-11 1.Ox4 11 2x4 = 11i 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 0.36 Vert(LL) 0.05 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.06 4-5 >937 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 4 n/a n/a . BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 132: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlihs. 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 = 251/0-8-0 (min. 0-1-8) 3 = 113/Mechanical 4 = 78/Mechanical Max! Horz 1 = 152(LC 8) Maxi Uplift 1 = -82(LC 8) 3 = -95(LC 8) 4 = -30(LC 8) MaxGrav 1 = 339(LC 13) 3 = 113(LC 1) 4 = 252(LC 21) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-546/667 BOT CHORD 1-10=-1104/727, 6-10=-274/195 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and rightl exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOLL--1.25 2) Plates checked for a plus or minus 0 degree rotation abodt its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 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 WAOIING- Please Ihanegblynaiem the'A4 ROOF TIMES rS0IE1'L GFNEg1LTERMS B(ONOIBONSCUSTOMS reUFERI ACKNOWLEDGEMENT` term. Tony dents proteins ad ,ad safesoa@i,Cnrs Design Dneing(04end the Mine fee, Pd Aefereme Sheet befine one. Unlssefhenisn paled os the IDD, oelyMiieh acneoor Isles shaO As need In, the TOO to isadd. As o imss Design Falls C. Seki mein the seal as Inor eseNs m msetnm of the fessival engmnriop ns nsiCili toe the dnt fth. sin,T—en Wed a a the iDDas design userepriaatWrog taadrions, soUoENlry end useolehis G,a JUUUS LEE, P.E. p (., p ry g L mry epr pe pro po ry ne W p' astir, oader Rl 1. lie Boild'mg is the rapinsibiGryaithe Omaeg the Career's oolFariad agent or the Boildinp Designs, as rho rotten sltbe II(, the IBC, the last hoilding reds and RI I. The oppmsol of the IDD and snyfield um dths Tress, itdodieg Fondling, storage, iulaOoliaa ®d Intel, shall be 0e,espaesihiNry 'fib. Adding Dniposanl #34869 (onrtanas. All notes set out in the COD and Me pranins and guidelines of the Building0ropanenl SeferylnlmmotianlB(SB Far by IN and WA a-f-randfar postalguidean. TPIIMr., the responsibilities and doliesa(th,Tres, Designer, i,uss Design Eagi-sual Tnss Masufartuny unless otherwise defined 6y a 1109 Coastal Bay Coenotl agaed opatiomitiap by all0�lesmreM1ed. The Tress Design Fnriaeef is NOT the Building Designer or Cross System Fnginar treaty buUfing. Allapitol¢edtttms se udefinedie Ml1. Boynton Beach, FL 33435 fsppnpMOIDld Al ladimsses-luGus lee, PE tapm(oaioo al this domment, in oryfarm, h pahmued ariMool anklea pamissae from At Fwf Connotes -terms Lee, P.E Job Truss Truss Type Qty PIY Sta Pac/6810 El C 60770 CJSC Comer Jack 3 1 A0489429 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. Wed Mar 18 13:53:24 2015 Page 1 ID:ji55gdegRg9?EOOT_SriSDyB?Mc-T2KLDbrywymzl J_pNh_JU PQtTA5aP9_vh_W7pMzZhrf -1-4-0 2-8-0 4-11-11 4 6.10 12 2x4 II 0 3 aV N m T1 n N 63 1.5x411 2 4x4 = g1 13 m 0 1 n n 12 ? 0 0. 1.5x4 II 2x4 = 2-8-0 4-11-11 2 2-3-11 Plate Offsets X,Y -- 6:0-2-0,0-0-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1. 5 TC 0.35 Vert(LL) 0.05 5-6 >999 360 MT20 244/190 TCDL - 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.06 5-6 >958 240 BCLL 0.0 ' Rep Stress Incr YES _ WB 0.00 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 21 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 B2: 2x4 SP No.3 chord live load nonconcurrent with any other live OTHERS 2x4 SP No.3 loads. 4) * This truss has been designed for a live load of BRACING- TOP CHORD 20.Opsf on the bottom chord in all areas where a Structural wood sheathing directly applied or 4-11- 1 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the purlins. bottom chord and any other members. BOT CHORD 5) Refer to girder(s) for truss to truss connections. Rigid ceiling directly applied or 10-0-0 cc bracing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Gt=1b) 2=138. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, ir 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 = Ill/Mechanical 8) "Semi -rigid pitchbreaks with fixed heels" Member 2 = 350/0-8-0 (min. 0-1-8) end fixity model was used in the analysis and design 5 = 75/Mechanical of this truss. Max Horz 2 = 185(LC 8) Max Uplift LOAD CASE(S) 4 = -94(LC 8) Standard 2 =-138(LC 8) 5 = -27(LC 8) Max Grav 4 = 111(LC 1) 2 = 382(LC 13) 5 = 250(LC 21) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-484/405 BOT CHORD 2-12=-797/653 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Op 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 & MWItion RS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree roll about its center. Plemelhoroeghlymriee the 'A.] ROOF TIDSSES(SSIIIrJ, 6FN1111 TNSA(ONDITIONS (DST OMERnuldr)AfROMKiDGisdar lw soaaldesgn pmcaaaaa oolund nahs uo 18,Truss Design DianiogQDDSsad the lorrvsl" Pi let... Shothfon U.N.osa.mAarti" total ca the MD. only, Wei.-dor JUUUS LEE, P.E. ILWAIVING glees sAaO flamed Sasthe 1DD to Na rnld. As a Cuss WIG logiaea ile, siluialry le. Ran. L the ".1 any any TOO toy ads aG mapmnse of the pmlesimol eegmeerop m,pon,i67filyfar the design of The stapleban, sledded an the TODady,Dodo, III1. The design marption, Ioodiap tov6Nans, sniabiiry, a ad use atlh]s Imo far any laddisg is Muesptnsihility of the Ones, the Ovoeis amhetised Glen] a the foldiu Ouileer,�the"'' aafibe ll(, the HK the Boar]haildiiogmd—dull. The opptn,ol ofba IDOaad any TWA use of the Dons, mrludieg haominl,storage, msleganceadhmdap, shed he the tespousihifity of Me luilGng Designer cad #34869 (afladm. All net.,salem in the TOO a ad Me pmdesard goide]ines ailhe building(aopeceat Safety 11-2inn TB(S�pubr,h.dhy TPl and SB(A are, f—milfargeoemlluidonre. III] defeat the respansihiliSies and dries of the Truss Designea i,uss Basis, Ingieeerand Test Munfied o, Dales, olb-im defined by 1109 Coastal Bay (GalmdGgeed span in snO'mg byGli parties inralred. TheTmss Desige tali is NOT The luddeg Oui'yet at cross System Enyoeat for any handles. Allmpitdited terms as. as deliood in 1111. Boynton Beach, FL 33435 [apyright(j 1O14Al laafimssecJo6us lee,PE leprodotOaeallNs doamem,uarylorm, is palu�Na�•Ohoot*rDleG permiuiaGfmmdl loofTrvsses•lolos fee, P.F. Job Truss Truss Type - Qty Ply Std Pac/6810 El C A0489430 60770 CJ7 Comer Jack 2 1 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. Wed Mar 18 13:53:24 2015 Page 1 ID:ji55gdegRg9?EOOT_priSDy8?Mc-T2KLDbrywymzl J_pNh_JUPQoNA1 YP9_vh_W7pMzZhrf d1 4-00 6-11-11 -6-11-11 Dead Load Defl. = 1/8 in 0 0 A 6-11-11 6-11-11 Plate Offsets (X Y)-- [2:0-5-12 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.14 4-8 >581 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.25 4-8 >327 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 26 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP' CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 an 183/Mechanical 2 = 471/0-8-0 (min. 0-1-8) 4 = 61/Mechanical Max,Horz 2 = 247(LC 8) Max ;Uplift 3 = -173(LC 8) 2 = -185(LC 8) Max Grav 3 = 183(LC 1) 2 = 471(LC 1) 4 = 256(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPICHORD 2-3=-1306/1524 BOT CHORD 2-9=-2397/1561 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 100 lb uplift at joint(s) except at=lb) 3=173, 2=185. 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 WARNING - Fines, Ihmn,gily mtim the'A-1 ROOF HUSSIS rSEIIE1), CENTRAL TURNS If CONDITIONS CUSTOM rBUYE1IA(NNOKEDGENSNr tone. Yaifr design pmamcta, end reed Dotes oo Ibis Fna OaiUl Dmmop1100) and tM1eJulvs lee, P.E lehrem SheetBelore osc Unless othtrerise stater w Iha TOD, oa¢ AhKa-der lmessboU be used Inribe Too tube mfid. Aso truss Desi Eo Beer la,S eri,f En er Ibe seoloa® IoO re esemswma Iona of lM1e teuiaaol ea lnterin ss ns3iot hr lbe deli ,fMe sin einende Ned an the lDOa aoderlrl 1. 0e desi assemuoos, feudal continues, suilcil and use olfhis truss 1000S LEE�P.E. v ea � I p h eiae 4 r yr v vra 1 R e Po r n at v' �r, a" v' R b for ony Building is the nespoasibihtyofTh, Unit, the Oroeis omhmited ogenl it the Beingosipoer, in the coaled of Me 11C, the liCthe Coal hadding code one 711. The nepioeal oftbe ED and outfield use eltheTcoes,fishing bundling, elorage, Instefltion end ludng, shell be the rapowiifryofik loddl.g oesigeerand #34869 [amiomot.Allnmetul a of is the COD end the pwlasu,d guidelionohb.Building (ampooenl SofetylnimmmioupRCSB published by Rl end SBCA ore aleamed Tor geenrol Sold—. Tell fires the responsibilities nod duties of The Truss Deslg,er, Truss Oesigo Full -,end Truce Muoulammer, unless ab..io defined by, 1109 Coastal Bay (aanoa ogreedopa,ia,aifiephy all pmlies mralred The lass Design Engineer is NOT the Bulding Doigaa or Dust System fnpiem,1. nay belifj. Allapbulrtedtermsmeosdermedic Rll. Boynton Beach, FL 33435 (opysigblOgglA AI FoolTasses-loNus Lee, Pf, lepadoaieo a11Efs dammed, w my form, is poEDBed viNons vBleo permissia,ham Al RoalTasses-lufios lee, F.F. Job Truss Truss Type Qty Ply Std Pac/6810 El C 60770 D01 Common 4 1 A0489431 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. Wed Mar 18 13:53:24 2015 Page 1 ID:ji55gdegRg9?EOOTUAriSDy8?Mc-T2KLDbrywymzl J_pNh_J UPQosA45P6Uvh_W7pMzZhrf -1-4-0 4-11-15 9-6-0 14-0-1 19-0-0 4x4 = Dead Load Defl. = 1/8 in 4 6.00 F,2 1.5x4 1 1.5x4 3 5 1 1.5x4 II 2 6 M of 1-81 �o I 15 4x4 = 7 16 5x8 = LOADING(psf) SPACING- 2-0;0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.24 7-11 >948 360 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.40 7-11 >568 240 BCLL 0.0 Rep Stress Incr YOS WB 0.22 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2010/'rP12047 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, irj accordance with Stabilizer -Installation Guide. I REACTIONS. (lb/size) 6 = 854/Mechanical 2 = 949/0-8-0 (min. 0-1-8) Max Harz 2 = 141(LC 8) Max Uplift 6 =-334(LC 9) 2 ea -387(LC 8) Max Grav 6 = 854(LC 1) 2 = 949(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less excel when shown. TOP CHORD 2-3=-1363/1270, 3-4=-1013/950, 4-5=-1013/950, 5-6=-1366/1274 BOT CHORD 2-15=-999/1644, 7-15=-999/1164, 7-16=-1003/1168, 6-16=-1003/1673 WEBS 4-7=455/538, 5-7=-387/590, 3-7=-383/585 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=334, 2=387. 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 3x6 = PLATES GRIP MT20 244/190 Weight: 86 lb FT = 0% A WARNING-A—tb-olifyvevimIn'A.TROOF TADSSESrSLLLfI'yG(NSP HUSA(DNDITIONS (US r01ALPrADT(A'IAIXNoffi milrSam.yeaydm,aneeetnsonireedootesoolhisirossDesiprgroeiegllDOfondeEelo�sLee,P.EReferemeSkeel6eroreose.DoleaolDenrisastaleiaelNe100,oeFyADfctrannerlor JUUUSIEE,P.E. limas eloD Da used IoeMe IDO n le voGd As a Trams Deilpo Frpiaea Pa, Speeidry Enpueerb the cool co any IDD repaseme as mcopfon a of Be pnfesdaeal ealin"rml mspanstilDyfar As design of the sinpfe fnssegldid onfhe IDDanry, order TTI I. Be design assumptions, loading conditions, nihbNlty and ove of [his fares far any Poildhp islhermprnsihiNy of he Done', the Owoeisovfharhed opens or the doilditp Deeipner,m0e.also of Me Fit, Its W. the land baildialmde and TPI I. The approved oflha TOO and any field use of the Tnsm,ioded'ml bonfling,startle, InsleDmion and bcodal,shaltbethe responsibility risks Building Domivaserl #34869 (amardar. All nubs set am in the TOD and the fast s end goideliovs of theAi ftinpenenl Safety harmation(NISI) puYNsked by TPl and SR(A on Weranedfar lite"guidovn. TPl (defines The eesponilkgities and delesalf6e Truss Designer, Truss Design Tagheerrnl Time Musketeer, unless otherwise defined by a 1109 Coastal Bay (a Wed agreed spar in mitiog by tell pities involved The Lars, Dmlpe Eogiemr is NOT the Balding DesilIgra mines Systen fnghm far oq Hiring. AD oinnI ed hrme—defied i0pl i. Boynton Beach, FL 33435 (opyrigbl©70NAl1ooflrvsserluGm Lee, Pi kptodudier al lkisdonmen,ie®y him, is preh�Lued aithan? Me. pamimi., Dom AI ImlTarsms-lubom lee,Pi Job Truss Truss Type City Ply Std Pac/6810 El C A0489432 60770 E01 - Scissor 3 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. Wed Mar 18 13:53:25 2015 Page 1 I D:ji55gdeq Rq9? EOOT,pHS Dy8? Mc-x Fuj Qxrah Gugf TZ?xOVYO dzxpa NU8 W53weFg LozZh re -1-4-00-8-0 6-5-0 12-10-0 14-2-0 1- 2-8 5-9-0 6-5-0 1-0-0 4x8 = 46 46 = 3x8 MT20HS// 6-5-0 Dead Load Defl. = 1/16 in 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 0.82 Vert(LL) 0.28 6-14 >541 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) 0.25 6-14 >612 240 MT20HS 187/143 BCLIl�1 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.07 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) I Weight: 62 lb FT = 0% TOP (CHORD 2x4 SP M 30 BOT ,CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 Left: 2x4 SP No.3, Right; 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigidlceiling directly applied or 4-4-4 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 671/0-8-0 (min. 0-1-8) 4 = 671/0-8-0 (min. 0-1-8) Max Horz 2 = 291(LC 7) Max Uplift 2 = -359(LC 6) 4 = -402(LC 6) Max Grav 2 = 671(LC 1) 4 = 671(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when (shown. TOP CHORD 2-3=-983/1751, 3-4=-983/1748 BOT CHORD 2-15=-324/193,2-16=-900/714, 6-16=-891/744, 6-17=-893/744, 4-17= 902/714, 4-18=-389/190 WEBS 3-6=-1678/792 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) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 1, 5, 2, 2, 4, 4 and 3 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 6 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 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 100 lb uplift at joint(s) except at --lb) 2=359, 4=402. 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 i Q WHINING. Ple daroughly-buthe'AI ROOF IIDSSISrSa11116041AMILMSt(ONDIiIONS NS10NF1r1UY[I'JAIXND'Nl[06EYfNr to- Wilydnignpommatu-4,ad ooles oe[us Tma Deng DioeinpRDO(o�thekllos lee,P.E geferema Sheet before osc Dokss eihenisestakdalhe lOD, wIT lUiekman<mr JUUUS LEE, P.E. plates shelf he used for the TOD to benoted.Asa I.. Oasigebit[noo Q.e, Shoddily TopwenL Do notoe any TOD np¢a0, so oagn.of@e psolnsiaoal agkeesing mirarabiydyfar the desipoatthe single Tress depid,d oa the TOD only, ands IPI 1. The design msompNloadin g ng tosta , soihhOiry and useaphis hass In, any t K.@is the ofar,ibifly of the War, the Mars wharind agent or the Building Designer,k@e too feel of the 11C,the W, the local baff&pmde and TPII. The opparol of the TOD and any field use of the Truss, branding trading, stange, insagction®d badog, shed be the responsibility of The frilding Dnprand #34869 [rwelor.AllnonsalouliethelDOendMeproninsroad goidelionet the Building feoponaalSolely Warrotion(B(SppohGshedbyINadSICAosonhaandfar general guidan.TPlld..thernpanshrlitiesanddutiesiftheTrussDesigner,TrussDesignFngianeandTassMaoufnaun4unlessothusuk,deruedbyo 1109 Coastal Bay fawn agreed a pan in uridog by ell puts keolred. The lass Wito bpi aeer is NOT the lu9dkl Designer or Truss System[npioen fa any building. AD capitalized tens ara as defaed is IN I. Boynton Beach, Fl. 33435 fupyrigbf6Nlg Al feet iasse Mas Lee,P.f.lepnlordan.1this doament, in any form, is pra it,ef"itbralhiller pnouniaa from AT 1.1 Taaes-Tubddee. M. Job Truss Truss Type Qty Ply Std Pac/6810 El C 60770 E02 Roof Special 1 1 - A0489433 Reference (o Jab ptional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, desi�n@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:25 2015 Page 1 ID:ji55gdegRg9?EOOT_ dSDy8?Mc-xFujQxrahGugfTZ?xOVYOdzuUaOO8Oi3weFgLozZhre 1 5-11-12 12 4 12 18-9-12 20-1-12 5-11-12 6-5-0 fi-5-0 -0- 7x6 II 10.00 FIT 3x4 Q 3x6 = v 12 16 11 10 17 9 18 19 6 20 3x6 11 3x4 = 3x8 = 3x6 11 3x6 = ' 5-11-12 12-4-12 18 -7 4 18- -12 5-11-12 6-5-0 6-2-8 0- -8 Plate Offsets (X,Y)--[1:0-1-8,0-1-81,[2:0-7-8,0-3-4],[6:0-0-8,0-1-121,[13:0-2-4,0-1-81 LOADING (psf) SPACING- 2-01 0 CS1. DEFL. in (loc) I/clef! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.13 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.35 BC 0.76 Vert(TL) -0.20 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) -0.02 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 174 Ib PT = 0% LUMBER-. TOP CHORD 2x4 SP M 30 *Except* T1: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W9: 2x8 SP No.2, W4: 2x6 SP No. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 8-13 BOT CHORD Rigid ceiling directly applied or 5-9-14 oc bracing. WEBS 1 Row at midpt 5-9, 2-5 cross bracing be installed during truss REACTIONS. (lb/size) 12 = 904/0-5-8 (min. 0-1-8) 8 = 986/0-5-8 (min. 0-1-8) Max Horz 12 = 725(LC 7) Max Uplift 12 = -439(LC 6) 8 = -405(LC 8) Max Grav 12 = 904(LC 1) 8 = '986(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or when shown. TOP CHORD 1-12=-846/814, 1-15=-909/781, 2-15=-901/782,4-5=-293/637, 5-6=571/666, 8-13=-930/874, 6-13=-929/873 BOT CHORD 12-16=-642/581, 11-16=-642/581, 10-11=-1018/885,10-17=-1018/885, 9-17=-1018/885 WEBS- 1-11 =-936/1049, 5-9=-410/31 1, 6-9=-313/424, 2-11=-468/609, 2-14=-445/786, 4-14=-448/789, except WEBS 1-11=-936/ 1049,. 5-9=-410/311, 6-9=-313/424, 2-11=-468/609, 2-14=-445/786, 4-14=-448/789, 2-9=-684/870, 2-5=-408/346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left 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 chard and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)12=439, 8=405. 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- Ifeose fhoaugdly iris. the 'A -I ROOF TRUSSES rS0l(r(, UKIAf FIRMS R(ONOIIIONS( SiWAER('IIlYE11AIXN0'tllf06[YFOr fmm. Yady duh;a pmemehrs aad readoohs as this Taa Betga Onn ag(TO01and the Jahu ire, P.E.left—. Steel before ore Vans Avohe third oo the W, ask Auld. -do, • JUUUS LEE, P.E. F,11-1,o Ae used belle TOO Ia he hold. Asa Imss 0edph Iniaeef (s,svda y Inpieeerl, Me seal as ray NB mpfereals m asaphomol the plofefriaeoleapeerdop mponnTifdy ter Me design of the tnple cross depitledan Me TOO nary, wda IPI I. The design asampfioas, loodmp roeGdom, rc0and�ry and use of Ibis Irosr fit my Rehiring is the lespamibilbyofthe Omer, the Owns omhoriudagemerthe 6aildioR Onipoerlhfhe maletaflAelR(.Oe IR,lbe foal haifdingadeandTF1 L N onaaalhfthe Waadanyfieldose afthe Tafs,induct'mgbandimp, sfampe, esmOhfion rod hndn6 shollOeIDererpomihiOry afthe loilfnR Omiplerand #34869 (terrorist. AN nano set out to the NO end the rymins®dguideliaesollha Noilding(ampaaenl Sofeh(InlarmWian(p(SI(poElished by TPl and SE(A oa ieleramedfor genet! poidaon. lPll drfiaes tAernpon4hilities ordduliesolehe Uust gosipner,Lungnlpo(npiaaeraad Tma Maaufadmu, uolessaherxise delved hyo 1109 Coastal Bay [mmw opseedepan is nrBinp by vll pmdts eraired. IDe truss Oeipn Fnpiaeer is NOT ehe RuBrmp Do ,Rati or Truss System lnpotr for any builft Wapitaraed fireas anas defend hi IN 1. Boynton Beady FL 33435 (straight 61014 AI Roof Taws -kiln fees, P.F. Rep odadioo of Ibis demand, in ®y form, is pahl nd without with. trun siaa ham 11 Real Tassa-lefios fee, P.E. Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489434 60770 E03 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. Wed Mar 18 13:53:26 2015 Page 1 I D:ji55gdeq Rq9? EOOT_pdS Dy8?Mc-P RS 5eHsDSaO hGc8 BV5OnZq V6mzlKtumC81? Eu FzZhrd 20-1-12 18-9-12 i1-8-12-6-1 5-11-124-5-0 12A-12 174--1-12 1a-2r8 , ' 6-5-0 -4- 7x6 11 0-7-4 10.00 12 5 1.5x4 11 4x6 3x6 = 34 6 7 3x4 3x6 = $2 W fO rn 13 133 0 3x6 = 14 14) 20 13 22 2 12 24 11 25 228 Io 17 16 3 9 -a. 7x8 = 5x8 — 3x8 — 7x88q p= 5 11-12 12 4-12 17-1-12 18.7 4 -6-12 4-5-0 8-5-0 4-9-0 - LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (hoc) I/deft L/d TCLL 20.0 Plate Grip DOL. 1.25 TC 0.81 Vert(LL) -0.12 12-13 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.17 12-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP ,CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 `Except' B3: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W1,W3: 2x6 SP No.2, W8: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc . purlin's, except end verticals. Except: 6-0-0 cc bracing: 8-18 BOT CHORD Rigid (ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at midpt 2-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 641/0-5-8 (min. 0-1-8) 17 = 56510-5-8 (min. 0-1-8) Max Horz 17 = 471(LC 7) Max Uplift 8 = -245(LC 8) 17 _ -291(LC 6) Max Grav 8 = 641(LC 1) 17 = 565(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 15-17=-537/571, 1-15=-520/589, 1-19=-533/503, 2-19=-528/503, 4-5=-144/464, 5-6=-381/483, 8-10=-613/559,10-18=-597/568, 6-18=-597/567 BOT CHORD 17-20=-256/139, 16-20=-256/139, 15-21=-281/323, 14-21=-281/323, 14-22 L-434/406, 13-22=-434/406, 13-23=-628/516, 12-23=-628/516, 11-26=''-151/352,10-26=-151/352, 9-27=-298/27, 27-28=-298/27, BOT CHORD 17-20=-256/139, 16-20=-256/139, 15-21=-281 /323; 14-21=-281 /323, 14-22=-434/406,13-22=-434/406, 13-23=-628/516, 12-23=-628/516, 11-26=-151/352,10-26=-151/352, 9-27=-298/27, 27-28=-298/27, 8-28=-298/27 WEBS 1-13=-675/605, 5-12=-327/242, 6-12=-196/264, 2-13=-279/461, 2-4=-240/691, 2-12=-389/633, 2-5=-251/144 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right expcsed;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) Bearing atjoint(s) 17 considers parallel to grain value using ANSI/TPI 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 100 lb uplift at joint(s) except Qt=lb) 8=245, 17=291. PLATES GRIP MT20 244/190 Weight: 177 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 WAINING- Pleme lharoogbly in.Toe'A.1 ROOF TRUSSES f'SELIFF1, CENTRAL TERMS t(ONOITIONS CUSTOMa)BOy[t1AMOWIED6IM[Nrf— lady design pmeonh,s ad ad nines an This 1— Miles Dressing TOD)and the Llbs[at,P.E Rehrene Sheer before use. Unless olhenise staled an the TOD, not lWTes..dor JUUUS LEE, P.E. pldeuaDM used the TOD to be aid. As a Truss Design E uer.,S ai [soneerLtheseal as TDDr aseals as a,ah. of Wa achusiusl engineeringes nAili for Be desi of rich, ided as DoTODonb,ndo, Rl 1. The design assomfions. IooGa raddices, sudahW and use of this here i ao oei ( K 4®r � P p wn h Una d w p e h for uy oildmpls We msponsihtdryallhe OrmeA the aveeisanhoriad oReal or the Building Designer, in the cooled of the B(, the 3C,the laW building ode and TPl 1. lne oppeeol oflhe lOD and onyfield usa afthe hints, indodiap Fondling, tlaoge, insagorioo nail bauop, shill he the aspaosibi6ry afPoe luilWnp Designer and #34869 (oanoAor. All notes sel curie the Na and We real and goidefaes of the l0ding(amlwasal Woof loft -lion (66I)poblshed by FR and SR(A mnthrerad To, general guidons. Tn l Wka theregn.sibilitiu and We, of the Tsar, Designer,True,MIT, Fngiaeerond T—Mmuforfueq aches, othenise defend by. 1109 Coastal Bay UnroofI wood one a.erriliag by ill Curtin inelud. The Fars Design [npieeeshe NOT The adda og Niihau ran,, System Engineer fvoarkildrg. Allaphloedfermsaea. defined in IPl T. Boynton Beath, FL 33435 (opyrig6l©7014 AT lo.H—whlius Lee, U. Repedafon al This d—st, in any farm, is pehWded wilbour.riNoe parities AT Roof Tosses-lufos tea, P.F. i Job Truss Truss Type Qty PIY Std Pac/6810 El C A0489435 60770 E04 Roof Special 1 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:27 2015 Page 1 I D:j i 55gdeq Rq9? EOOT_priSDy8? Mc-tdOTrctrDt8YumjO3 pXO522F7N5vcP_MNyknQhzZhre 1-6-1 5-12 1-12 , 12-4-12 , 17-1-12 1$ 12 4-5-04-5-0 6-5-0 4-9 0 8 4x4 = 10.00 F12 3x6 ii 4x6 3x6 = 3x6 = 3 5 0 1 r; W5 Y dt 83 B3 0 12 kb 3x6 = 1 a 1514 1811 19 10 20 7 8 6 223 �4 7x8 = 5x10 = 3x8 = 7x8 = 3x6 = 3x4 = 8x8 = 18-9-12 1212 5.11-12 — 12-4-12 17-1-12 18-7-4 Plate Offsets (X,Y)— 12:0-2-4,0-1-81, [3:0-2-4,0-1-81, [4:0-2-0,0-1-81, [5:0-1-0,0-2-01, [6:0-4-0,0-2-121, [11:0-2-0;0-3-01 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.12 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.17 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 168 lb FT = 0°/m LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 133: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W1,W4: 2x6 SP No.2, W8: 2x8 SP qo. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-10 cross bracing be installed during truss REACTIONS. (lb/size) 6 = 548/0-5-8 (min. 0-1-8) 15 = 548/0-5-8 (min. 0-1-8) Max Horz 15 = -493(LC 6). Max Uplift 6 = -187(LC 9) 15 = -291(LC 6) Max Grav 6 = 548(LC 1) 15 = 548(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or when shown. TOP CHORD 13-15=-520/462, 1-13=-503/486, 1-2=-450/411, 3-4=-347/352, 4-5=-373/371, 6-8=-521/472, 5-8=-505/484 BOT CHORD 13-17=-257/302, 12-17=-257/302, 12-18=-433/443, 11-18=-433/443, 11-19=-548/389, 10-19=-548/389, 9-22=- 1621349, 8-22=-162/349, 7-23=-297/30, 23-24=-297/30, 6-24=-297/30 WEBS 1-11=-479/541, 2-11=-272/385, except WEBS 1 - 11 =-479/541, 2-11=-272/385, 5-10=-209/267, 3-10=-273/360 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) 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) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 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 100. lb uplift at joint(s) except at=lb) 6=187, 15=291. 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 WARMING-Plesselho,mghiyueiewthe14ROOFTIMS8('51,111),GINEPAt11WSL(ONDITIONSNST➢N11r1tryalA(ATID'A'IEDGENENT'hsmyn0ydertopoinodat id mid ootesonef6,TiouDesign Min" JOO)aodthe Min Lee, P.ElelertmeSheethelodvie. llnlosothennsestateloothe TOD,oily ID7eYmwe,or JULIUS LEE, P.E. plot,, sbod be used Im the TDD to be m9d. As a buss Deslgo Tell— T."Spuidly Iopi m),to.seil on anyIDDmpmsedsmamplunm of the psshsdudeogneesiep rzsponvbiliyht the dulpe of the siople Then, depided on the IDD only, sede 911. to designessomptioes. bidet modmoes, sarobBiq mod oseafIgi, (toss In aey leild'mp is the tespodilildThe Dune, the Omens m0lbuited agent a, the Building Oeipner,m themdedaf the It(, the Ill, the lod Mot tide and TPI I. The opptonel of the TOD and my field use al the Tmss, milediog handling, stamae,hempotios ood lomml, shop be theempomihiGly of the luSldinp Ouigoemd #34869 somfe. AT We, W ed to the TDD and the penins and psidellus of the 11AIdiog (amp eortSohil lef-wee (MI) pubkhed by ITT and SPCA nuderenmd for gemmed gold..,. TPl l d,floe th—tpsndhpitin mad Me, of the Truss Desigmr, Bus, Design Folioaarand Tests Nenufadu u, oohs, oth,.i,, der ,d 4. 1109 Coastal Bay Cmmes opteed opoo io mhuss ing by ell portiesmisled The bD,op Topioeet is NDl the luldmg6,Igeh a Those System Engineer far may hoBdiol. All apilofeedIman me oe Mimed To 911. Boynton Beach, FL 33431 (oppipht©10N AT laotTrussesdufiuslee, Pi. Reptadsei000l This dommem, io my form, is pmh3l r dedd without wiflm penonae from AT RalTmaes-laDos lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489436 60770 E05 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. Wed Mar 18 13:53:27 2015 Page 1 I D:ji55gdegRg9?EOOT_pdSDy8?Mc-tdOTrctrDt8YumjO3pXO5221FN4JcOrMNyknQhzZhrc 18-7-4 1-e-12 6-0-3 12-4-12 17-1-1218-1112 6.12 45 7 64-9 4-9-01-0-01 0-5-8 4x4 = 10.00 FIT z 4x6 = 3x6 3x6 = 4 1 W4 v Cl) /6.- 7rh B3 0 3x6 = - 2 11 Itb 9 21 22 3x6 = o 14 1816 10 19 20 6 7 5 3x4 - 3x8 - 7x8 = 7XO = 3x4 = 3x6 = 3x6 = 1,-6-12 6-0� 12 4-12 17-1-12 1,8-7 4 fi- 1 4-5-7-5-7 6-4-9 4-9-0 -5- (psf) SPACING- 1-4-0 CSI. 20.0 Plate Grip DOL 1.25 TC 0.76 15.0 Lumber DOL 1.25 BC 0.71 0.0 ' Rep Stress [nor YES WB 0.57 10.0 Code FBC2010/TPI2007 (Matrix-M) TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' B3: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W1,W7: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ;ceiling directly applied or 6-0-0 roc bracing. WEBS 1 Row at midpt 2-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15 = 544/0-5-8 (min.0-1-8) 5 = 544/0-5-8 (min. 0-1-8) Max Horz 15 = 514(LC 7) Max Uplift 15 = -289(LC 6) 5 = -193(LC 9) Max Grav 15 = 544(LC 1) 5 = 547(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13-15=-520/457,1-13=-504/479, 1-2=-395/401, 2-3=-371/357, 3-4=-364/367, 5-7=-519/476, 4-7=-503/489 BOT CHORD 12-18=-439/448, 11-18=439/448, 10-11=-616/403, 10-19=-616/403, 9-19= 616/403, 8-22=-21 i/267, 7-22= '211 /267 1-11= i484/529, 2-11=-296/427, 2-9=476/433.4-9=-220/270 NOTES- DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.14 9-11 >999 360 MT20 244/190 Vert(TL) -0.18 9-11 >999 , 240 Hcrz(TL) 0.02 5 n/a n/a Weight: 153 lb FT = 0% 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) 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) Bearing atjoint(s) 15, 5 considers parallel to grain value using ANSI/TPI 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 100 lb uplift at joint(s) except at --lb) 15=289, 5=193. 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. A put PNIG-Plemelboroeghlymviealhe'bn08FTYUS, FSrSREE1'I,GENEIALRL41S6(DXDIiIDXEEOAONF7rWYEl]AOTIDIVlFD6EtIENrlarm.yadydesigaporometenood¢adeatesoalhiflnssgesipoDra�iag(fDDEundlEelulioslee,PEBeferm¢SMetheloreose.OnlessalM1ervisestalelooeheND,oelylGieEmmedor JUUUSLEE,P.E. plates lon be used lot the IDD to to raid. As a Tiose Designs t4".0"SBerialry Engin'.1 Me seal as mry NDtop ascals no¢apron¢ of the p¢fessiaud took ing¢aponsihiGhfar the desipo at the single fins; depid,d on IM EBD aah, ueda IN 1. The design usampfires,[adding inaSeoas, suitability cad a,,attltis fiv% for any ildag is the¢spansibibty of the Danes, the Bureaus aftrsed ogeal an he Building Dwpu,o the ;"fast of the RC,the W, the law building¢d, and Th 1. The approval atthe TOO and anyfield use tithe Ernst, indud'mg handhnp,storage, iutanetios and tarsal,shall be the respeuibihly of Me Widint Designerand #34869 (aonarfor. Alloor seI net in the TOO and Me Inrushes and goidelioesofthe guildng Component Sfetylnfm¢ation(BEA)publishad by IN.4SUB as r,f..,d fir terrorist Balfour.. TPl l Wines Me aspoasibRilies and duties of the Truss Designer,T¢ss Berlin poliarer and Toss Manufacturer, unless other"ise dalud by o 1109 Coastal Bay Consul aFredopta in sathng by ell trailer arrived. The imss Design faunae, is Mill the Bddmg Minor or Buss Sysam Edam to any building. M sapinfaed terms me as dilated a 1111. Boynton Beads, FL 33411 UpyrightOIDI4 At BaofTaees-dunus fee, P.F. gepmdmfian of thisdoamem, in any form, is prohibited without suntan prrmisfan hour At Banf Trios -Julius fee, PA. Job Truss Truss Type Qty Ply Std Pac16810 El C A0489437 60770 E06 Roof Special 1 1 Job Reference (optional) Al KUUt- I MUaata, r-UK I rtrKL r, r-L sva40, aesignlda-itruss.com nun: d.auu s act a /u-14 rnnr. P.ouu s vcc a dU-w ml I eK 4x4 = 10.00 Ft2° 3 8 9 10 7 11 12 6 13 14 5 3x6 11 5x6 = 3x8 = 3x6 11 LOADING (psf) SPACING- 1-1-0 CS1. DEFL. in (lac) I/deft Ud TCLL 20.0 Plate Grip DOL 1.26 TC 0.67 Vert(LL) -0.14 7-8 >999 360 TCDL 15.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.19 7-8 >999 240 BCLL 0.0 * Rep Stress Incr YES WS 0.60 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1,W7: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 cc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Row at midpt 2-6 cross bracing be installed during truss erection, REACTIONS. (lb/size) 8 = 54410-5-8 (min. 0-1-8) 5 = 544/0-5-8 (min. 0-1-8) Max Horz 8 =-178(LC 6) Max Uplift 8 =-258(LC 6) 5 =-21O(LC 8) Max Grav 8 = 569(LC 2) 5 = 556(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-504/439, 1-2=-350/264, 2-3=-346/316, 3-4=-352/305, 4-5=-507/402 BOT CHORD 7-11 =-252/357, 11-12=-252/357, 6-12=-252/357 WEBS 1-7=-364/485, 2-7=-267/311, 2-6=-263/261, 4-6=-116/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) 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 100 lb uplift at joint(s) except Qt=1b) 8=258, 5=210. 8) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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 Inc, V%i Mar 10 1amajoLo LU 10 PLATES GRIP MT20 244/190 Weight: 156 lb FT = 0% WAININD-PIWse Hare,gily asiew lhe'kI ROOF TIUSSES r541F11. GENFIAITINS B CONDITIONS tUSTOMEI rItYlIj AYKNOWIEOBEMENT'form Yalyd,optporometersodmad rotes aslhis rocs Oesipn Omwisg(NO)anl lhehlios fea,Pd lefertrceShedhelare use Ush-b-isestoled oalhe TOD,oely Mirehmnno., JUUUS LEE, P.E. odes slog he used in the TOD to he sold. An Truss Oesido Iapioem C., Spmidry Eagisee,Lthe secl so soy I00,apaseds se aapena d the Wofenioeclagit,triog mspotability for the desipo rtthe single Fast depided on the TDO only, Dodo, IN 1. The design asmaldfiom, loadiog meditiass, sagahliry nod useolthis bans fa, any loiidiag is the rcspsmiWfdyofthe O"am, the Onseeis adhoriad agent at the Building Designer, is the mated of the Ill, the lx,the foal hoildmprode andTH 1. The aspects] ofthe TOD and say field me of the Truss, Wooing handling, slaialosta0oNoo ad Rosati, shell he the resposihipry of the Building Omigearoad #34869 fa I l". All Wessel ad in the TDO ad lea putalie and puldeliaes d the Building Computers Sol+lnfaomatiW iml) punished I BM and WA ae afaamad for g.—I guidenm. iPl l dofioes lRe nspotahlities and Julies olfhe buss De:ipner, T m, Design Engineered Torn Mmufm—,.alas otherwise Miss, 4. 1109 Coastal Bay Contrsa apoeed open mining by oll pmfies involved. The Tmss Design[ogieee, is NOl the Building Dmipae, or Los System Falls,. In any holding. Allabefled hams me as defineds FBI 1. Boynton Beads, FL 3141, Copyright©2014AI [.all ..... ldim lea, P.F. RgUa isnal lhisdommed, io soy imm, is paeTpBed wilb,d wNteop areasiae form AI laalTmsws-labs lee, P.E Job Truss Truss Type Qty PIY Std Pac/6810 El C A0489438 60770 EG9 Jack -Partial 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. Wed Mar 18 13:53:28 2015 Page 1 ID.ji55gdegRg9?EOOT_pdSDy8?Mc-Lgar3yuT_BGOWwlacW2FeFbYEn U RL14VccU Ky7zZhrb 4-0-0 8-1-0 4-0-0 (psf) SPACING- 2-0-0 20.0 Plate Grip DOL 1.25 15.0 Lumber DOL 1.25 0.0 Rep Stress Incr NO 10.0 Code FBC2010fTPI2007 TOP'CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins. BOT;CHORD Rigid ceiling directly applied or 9-10-2 be bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1421/0-8-0 (min. 0-1-8) 4 = 1795/Mechanical Max Horz 1 = 246(LC 6) Max Uplift 1 = -544(LC 6) 4 = -821(LC 6) Max Grav 1 = 1421(LC 1) 4 = 1795(LC 1) FORCES. (lb) Max. ;Comp./Max. Ten. - All forces 250 (lb) or less except when,shown. TOP CHORD 1-2=-2547/950 BOTCHORD 1-8=-1021/2234, 1-9=-1028/2247, 5-9=-1028/2247, 5-1 0=-1 028/2247, 10-11;=-1028/2247, 11-12=-1028/2247, 4-12-1028/2247 WEBS 2-5=-726/1923, 2-4=-2508/1147 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd =132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=254; 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) Plaies checked for a plus or minus 0 degree rotation . aboutiits center. 1.5x4 4x4 = 3x8 11 4x6 11 4-0-0 CSI. DEFL, in (loc) 1/defl L/d TIC 0.43 Vert(LL) 0.05 4-5 >999 360 BC 0.46 Vert(TI-) -0.09 4-5 >999 240 WB 0.95 Horz(TL) 0.02 4 n/a - n/a (Matrix-M) 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=544, 4=821. 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) 834 lb down and 344 lb up at 2-6-12, and 834 lb down and 344 lb up at 4-6-12, and 834 lb down and 344 lb up at 6-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 14=-20 Concentrated Loads (lb) Vert: 9=-834(F) 10=-834(F) 12=-834(F) PLATES GRIP MT20 244/190 Weight: 46 lb FT = 0% WINING -Weeselboeaagblfneierthe'61ROOF THISSISCS111111,GSNIIJITUASL(UNNIIIGNS(IISIOAEIrEUYEt'IAIXNNB7fO6FLENr[am Verdrdesigoponmettesndreodnm—a Its fine, Onigo0meingODD) sbeJoGoslee,P.ElehsemeSAeeehefonose. Has, Arms, fthdooth ED,w¢AUfeimmurlar JUUUS LEE, P.E. plate, shoo be used tar Me ED to be mfid. As a huss Desige Loire"cu. spesulry Ingi.eerI th. seal oa any SOD "posed, as aapaaa of [be paf."kael eogmeeriog responsibility for Me design of the siree Front lapfd,d on the ND arty, order IF] 1. The design m-pfiou, ba.rmg m.d�tiaos, saitoENiry..duseof shin Iron fat.njB.Oddagistheaspons3ifdyati4.0m"r,Ibe Dwoeisaotho(udagemanhe Building Designer, io lEemnlea of Ma lg(, Ihelr(,me laol huN6ng rude and lPSL the oppsoeal ottbe IDDand myfelduse of Ma fib",iotludiopbadfinp, strage, laslallotiao ondhrauop, shoNEe Metespaosihifryafihe luil6op Onignarond #34869 fovhodot. IN naps set car to the ND and the podia-d goidelir".1 the Bui .0compnenl so(ory lef-rdies@61) pebUbed by TPl end SB(A ore mtenmodfor gennal quid®se. III l defines the suponsibliNs aid sides of the Truss Dmigner, Truss Design rngioeerandlTmss Naeufodonr, unln, oth-ke defined hya 1109 Coastal Bay (anncdogeedopa. he eabemg by e0 palm brthad. The lass Dug.fagi.eer is NOT lh, Uldbeg Design, a Tress System Fngineet(array buDrmg. Allapitrfaed for, ae as defined is IN 1. Boynton Beach, FL 33435 to,f inrus-dufius fee, F.F. Bepsadodionallbis d.—art, in say farm, is Inhibited allhoof "tdeo permi,sio. (ma AI RealTroaes - lair, fee, F.F. Job Truss Truss Type clty PIY Std Pal 0 El C A0489439 60770 FG1 Flat 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, 1truss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:28 2015 Page 1 I D:j i 55gdeq Rq9?EOOT_pHSDy8?Mc-Lgar3yuT_BGO Wwl acW2 FeFbRRnTSLygVccUKy7zZh rb 6-1-4 6-1-4 3x8 I I 1 5x8 11 2 Dead Load Detl. = 1/16 in 3x6 11 oxo — LOADING (psf) SPACING- 2-0; 0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.86 Vert(LL) -0.14 3-4 >476 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.22 3-4 >312 240 BOLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 45 lb FT = 0% LUMBER= TOP CHORD 2x6 SP 2400F 2.0E BOT CHORD 2x4 SP M 30 WEBS 2x6 SP No.2 *Except* W2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. cross bracing be installed during truss erection, accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 960/0-8-0 (min. 0-1-8) 3 = 960/Mechanical Max Horz 4 = 120(LC 7) Max Uplift 4 = -471(LC 6) 3 _ -481(LC 7) Max Grav 4 = 960(LC 1) 3 = 960(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or les when shown. TOP CHORD 1-4=-903/1318, 2-3=-903/1271 except NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.0p6f; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRSI (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members: 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 4=471, 3=481. 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) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-320, 3-4=-20 t WAPNIN6PIeonlbaraeghlyraievlhe'14ROOF liooDesipoDmnng(NOlandthelufmsEee,PdAe(ermaSkethefaeose.11.1m.1bnds hoodoesheED. aTTKI'liomedn' JUUUSLEE,P.E. Plates shall Oe used lot the TOO 1. he yard. As a last Daip. f.giaen �.e, Specialty footeetL the seal'ao any IDD nationals an a cedlonreof the professionaleopmeerinp tesponsihififf for the design of the single Truss depicted an The TOO arty, under IPI 1. The design ossanpfioes, loading rued mn, sona belly aduse of MBs grin let any loading is the tesponsialay41the Dxnea, The Ouneis antherind agent or the Building Dnigner)io the enled of the HIT,ThelK,the loel heading coda and TPl I. The approval .1 the TDDned any field use of the Truss, indoding bundling, stnage, iostagntioe and Intent, shell be the raponib'ddy oftla loiidinp Desiguerund #34869 (amsalocIII .,let sefoufI, the TOO end the pradies and puiddins of he Building(ampaanf Sotelyle-olion(1161) pubD,hed by TPl and SB(Aane rdeenedfor ge—I guidane. TPf l defien Me rusponsibdifies and dunes of the Truss Designer, Luss Design Engine it Truss Men nor, unlessofhervise defied byt 1109 coastal Bay fatten agreed ope.i. raihag by TO ponies hundred The lines Design egiaeeI is NOT the f0dieg Caliper orLoss System Eeed npinoriayboadol. AD rupdofnedhrms ore as definedm Rl1. Boynton Beads, FL 33435 (upyrigbl©SONAI loafTrusseti•lubn lee,PF.leped.,io. al This dueness. is®y rem, is foohIDOpd Qhaut veal. pecni'sis.( AB Hanffosses.lobos tee, P.E. Job Truss Truss Type Qty Ply Std Pac/6810 El C I A0489440 60770 HC6 RAFTER TRUSS 40 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. Wed Mar 18 13:53:29 2015 Page 1 ID:I n 1 E14n4krFMR5vCX81 ws4z2Ovo-pO7EG Iv51VOF74tmAEaUBT7iHBxp4QDerGDu UZzZhra 2-8-9 2-9-5 2-8-9 0-0-12 �o 0- -12 2-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL� 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.02 1-2 >999 240 TCDL, 7.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.01 1-2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) -0.00 2 n/a n/a BCft 10.0 Code FRC2010rrPI2007 (Matrix-M) Weight: 5 lb FT = 0% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc BOT CHORD Structural wood sheathing directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 70/Mechanical 2 = 72/Mechanical Max H'orc 1 = 86(LC 8) Max Uplift 1 = -88(LC 8) 2 =-132(LC 8) Max Gtav 1 = 70(LC 1) 2 = 72(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)' 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing (plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=1b) 2=132. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1A WARNING -Pfie thocoghlynvmthe 'A4ROOF TRUSSES ('SBI111,GENERA(ISLMSR(ONOITIONS(OSTOMERCSUIERIA(NNOWIEGGEAIENrtorm:venNydo" pmomdasend end nslanothin TsonDesign O-iogRDGtoodthe Miss (ee,P.E.Rohnne,Slow beforeone. Unless otherxiseslmednoIke TOO, only Nicktooned" JUUUS LEE P.E. plates be be seed to the TOO foheV.W. As a floss Oesiga Fenioea(i,e, Spedelly Eogkmi,the sent ou any IOU repeseots no oneptson of the Inhssioad ujin"agnspoosibililyfor he desigoofthe Bogle hossdeptil on the TOO only, odderIF] 1. the Milo unmptieos.Inedng ees&fne,,nihbhry nod use ofINs Inns to,any hildteg ishe raspoembilly of he Ulm,the Oaeer's aohorited oganl of Me goHq colic", in the nnleal of the 1R6it, 11(.he loci boffesgndo end FEE 1. The appmsot oftha TOO endonyfietd use of the Frms, mdoding hoodling,scegghshOatic ad Inning, shell be theresponbifily oflha 101feIOIngonrand #34869 In" or.Iill ooI., set not I. the TOO and he pro4ias®d Aoidefnof lie galidhg(snpoosol Solely lnfneen ion(1611 pnb5shed by TPl and SA(Ann afenned 6, geoerd goidmn. Rl l defines the re paosibilif.,and dutiesaf]be Troa Ensign, Iloa MR. log'— end Inns Menoletne, eslasaihe.!,, defied by o 1109 Coastal Bay (eotron eleeed open in wkg by AN pennies haaleed The Free, MR. Foghea is NOT he lefdleg Oesigon ar boss System Engionr to soy boOBol. AO sopihfned htns on, on defined in Thl 1. Boynton Beach, FL 33435 (opynot@ID14 At Reef Irvsse hgos Lee, PE hpndeaiooef his d—ot, is ory hen, is poh3uad vi boolbln. pernissiaa fn eAt Rest Tnaes-14. Lae, P.E. Job Truss Truss Type Qty Ply Pac/6810 El C 60770 FIR Diagonal Hip Girder 3 I 1 �Std A0489441 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, yl 1.5x4 II n@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:29 2015 Page 1 ID:ji55gdegRg9?EOOT_pdSDy8?Mc-pO7EG Iv5lVOF74tmAEaUBT7ioBoB40uerGDuUZzZhra 5-0-1 8-7-14 5-0-1 3-7-13 4.24 F12 1.5x4 3 12 ' o T1 9 11 B1 n A "g 14 15 16 6 _ 5 3x4 = Dead Load Defl. = 3/16 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1�2' TC 0.44 Vert(LL) -0.11 6-10 >927 360 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.62 Vert(TL) -0.28 6-10 >367 240 BCLL 0.0 ' Rep Stress Incr OWB 0.15 Horz(TL) 0.01 16 n/a n/a BCDL 10.0 Code FBC2010/TPI27 (Matrix-M) Weight: 38 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-C purlins. BOT CHORD Rigid ceiling directly applied or 9-8-1 cc bracing. cross bracing be installed during truss REACTIONS. (lb/size) 4 = 139/Mechanical 2 = 311/0-10-15 (min. 0-1-8) 6 = 248/Mechanical Max Horz 2 = 250(LC 14) Max Uplift 4 = -144(LC' 4) 2 = -223(LC 4) 6 = -121(LC 6) Max Grav 4 = 139(LC 1) 2 = 401(LC 11) 6 = 257(LC 11) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or when shown. TOP CHORD 2-11=-595/242, 11-12=-402/265, 3-12=-366/259 BOT CHORD 2-14=-342/561, 14-15=-342/379, 15-16=-342/379, 6-16=-342/379 WEBS 3-6=-419/378 cc except 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); 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 100 lb uplift at joint(s) except at --lb) 4=144, 2=223, 6=121. 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) 84 Ib down and 96 lb up at 1-4-9, 84 Ib down and 96 Ib up at 1-4-9, 6 lb down and 27 lb up at 4-2-8, 6 lb down and 27 Ib up at 4-2-8, and 29 lb down and 79 lb up at 7-0-7, and 29 lb down and 79 Ib up at 7-0-7 on top chord, and 4 Ib down and 51 lb up at 1-4-9, 4 lb down and 51 lb up at 1-4-9, 11 lb up at 4-2-8, 11 lb up at 4-2-8, and 20 lb down at 7-0-7, and 20 lb down ' at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +JRoof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pM Vert: 1-4=-70, 5-8=-20 Standard Concentrated Loads (lb) Vert: 11 =1 92(F=96, B=96) 12=53(F=26, B=26) 13=-58(F=-29, B=-29) 14=58(F=29, B=29) 15=1(F=0 , B=0) 16=-36(F=-18, B=-18) l WAININD•Pleoselhoa.phlysnierthe'A•I ROOF Russ's17-111,0INUALRiMSA(ONDIBDNS(USTOMRCtUttilAO(NOWIEDGimENr(ora*aydesigopmametersandreedaolmrelks imu Design Oraeiog (NOl mdthe JuDus lee, pi 11TW eSheethiamns Ush-lherrriee stated.. the TOD, eoly A4ldmannmr plmes shall he sed has the TOD to be dd.As as It Oaths hill .eer(u. Spekly Enpmeal, thi seal.o my TOD top msarts .a umplanm of the prAsorral argh, ria¢rmpo,"Iily far the deti¢a olthe sin¢Ie Sass depided as the TOD aoly,wdo, IM. Redesipnssompfi.m,1.admp medifiam, s.iNAJry.ad usea(this lrvss i""'" P.E. for my taildag is the inisonsitirdyallhe Ones, The Daris amhadad agent abbe Buildaq roa Designer, in the eel of Th,ll(, the UK, the hotel b(Mag coda ad TH 1.The appmsal of the lDDfiek and sayare [the Truss, md.dmp h®Rng,storage, installation Toad brocal, shall be the respoasibiriry, of the luilim¢ Onip.url #34869 Ustasser. AD ooms selool io the 100®d de pradins®dpuidef esalthe Built.g(ampoae.l kfirylnlormmua ll(SBpuhUshed by TPl and Sl(Amesefemmdfor geaerrl goidrna iPlide(es lM1e nsp.ovEDities®ddofies.l(Ce item Oesipaer,Lussgesiga(npuerr aodLuss Maoufodmq easier thenim defued by 1109 Coastal Bay 0abod.greed also in.&g by all part., besotted. The lass Design Toyota, is NOT the lmldulI¢ Design, or boss Syrtem hot Or, soy bmldag. ANapitalued terms oa as d,f.ed 1. RI I. Boynton Beach, Fl 33435 GpyrigAl®1014 AI ta.tlmsserluhn lee,PE Irpododi.aol bus domme.4u oryl.rm,h phhADel adhwt r,mle. pesatissioa ham AI ¢oaf lassos -lobos lee, Pi Job Truss Truss Type Qty Ply Std Pac/6810 El C 60770 HJ7C / Diagonal Hip Girder 2- 1 A0489442 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 3.4946, design@altruss.com 1.5: 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLLI 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2010[TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. MiTe'k recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 98/Mechanical 2 = 382/0-10-15 (min.0-1-8) 7 = . 312/Mechanical Max Horz 2 = 250(LC 4) Max Uplift 5 = -90(LC 4) 2 = -278(LC 4) 7 = -189(LC 6) Max Grav 5 = 98(LC 1) 2 = 466(LC 11) 7 = 312(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-464/342, 3-19=-887/468, 4-19=-565/325 BOT CHORD 2-21=-473/557, 3-9=-563/927, 9-22=-380/554, 8-22=-380/554, 8-23=-380/554, 7-23=-380/554 WEBSi 4-7=-610/419, 4-8=-97/251 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MI I eK gdalfl CSI. DEFL. in (loc) I/defl L/d TC 0.48 Vert(LL) 0.05 9 >999 360 BC 0.32 Vert(TL) -0.08 10 >999 240 WB 0.16 Horz(TL) 0.03 7 n/a n/a (Matrix-M) 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); 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 100 lb uplift at joint(s) 5 except (jt=lb) 2=278, 7=189. 7) "Semi -rigid pitchbreaks with ffxed•heels1e Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 96 lb up at 1-4-9, 84 lb down and 96 lb up at 1-4-9, 39 lb down and 56 lb up at 4-2-8, 39 lb down and 56 lb up at 4-2-8, and 22 lb down and 54 lb up at 7-0-7, and 21 lb down and 52 lb up at 7-0-7 on top chord, and 4 lb down and 51 lb up at 1-4-9, 4 lb down and 51 lb up at 1-4-9, 69 lb down and 54 lb up at 4-2-8, 54 lb down and 44 lb up at 4-2-8, and 50 lb down and 44 lb up at 7-0-7, and 46 lb down and 42 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70, 10-12=-20, 6-9=-20 Concentrated Loads (lb) Inc. Wed Mar 18 13:53:30 2015 Page 1 W61ESvkx5iiaas?bD5or o3wzR10zZhrZ PLATES GRIP MT20 244/190 Weight: 42 Ib FT = 0% Standard Vert: 18=192(F=96, B=96) 19=112(F=56, B=56) 20=-27(F=-14, B=-1 2) 21 =58(F=29, B=29) 22=-123(F=-69, B=-54) 23=-96(F=-50, B=46) WARDING I?Ieose llevengbly in. the 'A4100F TIDSSES("SELLER'), GENEIAITPWS6CONDITIONS NSIDkE1('101finAalOWIEDGENENr farm. Yndy design Terrorless ad uod oafare,Ibis fast Design D-iog(TOO)oad the],lies to,, P.E Refer.. Short before a,,.Dalessotherwinslatedon@e IDD, only N'ie4 roannlor MUS LEE P.E. glans s1o0 be tiedfor Me TOO to he id'it As,Imn Benito Engineer (.a, 5perielty Engiaery the W ae any ED"Trends a aapterrre of the profesunerl eagmeeeingaspo,n'7ibty to Me design of [be single Irosintded an the SOD only, order nl1. lie design issomptioa.loading m,6tians, milabDlif ad.,,,Ithis fron for ray Mining is the responsibRyol the Ormef, the Deni's whardedagent at the Building Designer, in the ea led tithe fg(,Ihe ll(,Me bond building rode a ad 7111.Tharp r000I ofib, IDO andanyfietd use of lbeinss,mdtd'mlh®dlinp,storage, lnsmndimred 6nfiel, sbdlb.thenspoasibifigofthel,ildmg Designerand 1134869 (amsadorl AOnoles set a a is the TOD and Me Tend! red goide0oes olth,Building (ampose,I Sdery lnlmmaian(RISI)pubGshed by TPl and 511A are rdoreaedfor lnaral gtidmm. Off l defies the nspn,ubi flies and data-11he cross Designer,Tmss DodgeFri..red To,, Noaufodurer,,nluaath—isa defioad byo Ti Coastal Bay (ornatagreedopan invoingbydlpanesmothedTh. TrussDesignbotimurisNOT the luBdmgOesigauaTruss System Engineer tosay Withal. ADmytol¢edterms aeasde0aedisRll. � Boynton Beady FL 33435 i (appighl07014 M Real Tressa 14a, lee, PI lepodtoia,of Misdos,mem,it say (on,is prohibited without w0fes pnmissios Dam AI[out Tresses •lobos lee, P.E Job Truss Truss Type Qty Ply Std Pac/6810 El C 60770 HJ9 Diagonal Hip Girder 1 1 A0489443 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 4.24 F12 3x4 3 1 1 1 1.5x4 11 2 1 e Bi 18 3x4 = 8 19 20 1.5x4 II Inc. Wed Mar 18 13:53:30 2015 Page 1 N61ESvkx5 iiaa n nb95om9o3wzRl OzZhrZ 4 5 Dead Load Defl. = 1/16 in 1.5x4-tW 6 4x6 J I 6-2-11 11-4-7 6-2-11 5-1-12 Plate Offsets (X,Y)-- [7:0-3-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1�25 TC 0.81 Vert(LL) -0.04 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1 25 BC 0.57 Vert(TL) -0.12 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC201 OfTP12d07 (Matrix-M) Weight: 57 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-10 cc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 445/0-10-15 (min. 0-1-8) 7 = 724/Mechanical Max Harz 2 = 309(LC 14) Max Uplift 2 =-301(LC 4) 7 =-472(LC 6) Max Grav 2 = 525(LC 11) 7 = 724(LC 1) FORCES. (lb) Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-799/379, 13-14=-855/408, 3-14=-772A00 BOT CHORD 2-17=-512/769, 17-18=-512/769, 8-18=-512/769, 8-19=-512/769, 19-20=-512/769, 7-20=-512/769 WEBS 3-8=0/282, 3-7=-846/564, 4-7=-271/274 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 lotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at—(b) 2=301, 7=472. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 84 lb down and 96 lb up at 1-4-9, 84 lb down and 96 lb up at 1-4-9, 6 lb down and 27 lb up at 4-2-8, 6 lb down and 27 lb up at 4-2-8, 29 lb down and 79 lb up at 7-0-7, 29 lb down and 79 lb up at 7-0-7, and 84 Ito down and 131 lb up at 9-10-6, and 84 lb down and 131 lb up at 9-10-6 on top chord, and 4 lb down and 51 lb up at 1-4-9, 4 lb down.and 51 lb up at 1-4-9, 11 lb up at 4-2-8, 11 lb up at 4-2-8, 20 lb down at 7-0-7, 20 lb down at 7-0-7, and 50 lb down at 9-10-6, and 50 lb down at 9-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-30, 6-10=-20 Concentrated Loads (lb) Vert: 13=192(F=96, B=96) 14=53(F=26, B=26) 15=-58(F=-29, B=-29) 16=-169(F=-84, B=-84) 17=58(F=29, B=29) 18=1(F=O, B=O) 19=-36(F=-18, 13 =-18) 20=-66(F=-33, B=-33) QWARNING - 'loose lhon-phly,eeine the'A.T ROOF TRUSSES('S111111, GENERALIFIMS A, IDNDITI03(IISTOMEI('IDYEIIAMOEILOGEMENr to,. Y,,Uy deign Fg es, end nod notes en this lnn Dnipn OmrinA(NDIend lhelUliuf lie,'.ERe(ne¢eSheat betoieuse. Unless mhenA,e slated on the IDD, poly AGTeh manta, JULIUS LEE, P.E. Finn shill b, used to the ND be he nofid. As a fins Design 14uff (Ie, Spaieily RepmenLEE a�eol oe ooy IDD reprexnls n a<eptoo¢af the ptsfetsisnolenp®ndop nsponuhitiry for %e dnip� of the un�e inns dephledanlhe IDO only, ender i!I I. The desipo essompNoos, loading neditian, nOnbUN end use of this Tnss lot ooy Reildbg is the mspen4bihirofthe 0.,, the 0ores r', Wheneedogen¢the lmlfng Neoper, m the anted oftbe R(, the 1pLthe loWbodfeginch edTH1. Theoppnonol sllhe NO and anyOeW use aftle imss, mdodmp bnBiop, slenpe,ms¢Dolioo and hndoA sbnllbethe rapsosibifiry afMe loildinp Oesigosrond #34869 (nohsda. IN min ¢Int he the ROD end Me p,odins nd guideline of the Building(ampanent Sefety lnf¢¢otin(8a1)publiOnd by TH nedSR(Annehnmed for geemd guideen.INldefwe,lb-'pooslbilitin nod dude,dibe Tina Onigen,In,, Oaipn(npiner and Tons Mentodemr, nnF.-A-M defined bye 1109 Cooslal Bay EnnneE ngood epee to enBmg by 0 palm mislead. The Inns Design Eoein, is NOl the Idd'mi Claim orToo,% Synen Enpina for nap bellfey. AOaphnr¢ed ft- me is direst he RI I. Boynton Beach, FL 33435 (opy,igbtd)R014 AR IntTnms-M. Lee, H. Repndnfiso oT W, do¢meot, is myform, is p,oki d vilhnf nifln pamissin f¢m At Inl Trvsses-likes too,'E Job Truss Truss Type Qty Ply Std Pac/6810 EI C `12 A0489445 60770 J7 Jack -Open 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. Wed Mar 18 13:53:31 2015 Page 1 I D:ji55gdegRg9?EOOT_pHSDy8?Mc-IPF_h_wLH6ezNO091fcyGuCv?_S?YKjxlai?ZSuhrY 6-2-0 6-2-0 m 0 el) 4x4 = Dead Load Defl. = 1/16 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ice) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.10 4-8 >737 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.17 4-8 >430 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010[TP12007 (Matrix-M) Weight: 24 lb FT = 0% TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 160/Mechanical 2 = 42710-8-0 (min. 0-1-8) 4 = 56/Mechanical Max Herz 2 = 222(LC 8) Max Uplift 3 151(LC 8) 2 =-170(LC 8) Max Grav 3 = 160(LC 1) 2 427(LC 1) 4 250(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-988/1063 BOT CHORD 2-9=-1902/1298 NOTES'- 1) Wind`. ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2).Plates checked for a plus or minus 0 degree rotation about it9j center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 3=151, 2=170. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard L WAHINOthe 'A.IIOOFTAUSSESCS111111•GENFLAL1FiMS&(ON31➢ONSCUSTOMER (,euyajA(NND'XLEousiBiPlormyailydagnpm.masenout reedoolewnlAisLooDnignOmeinglFDOlandtheJolioslee,P.EpefereneSheeshefonoscOrion lL-hr,shod.Its IDD,onIyA4ietsoonedor MUSLEE, P.E. fig.,shagbeusedI.,the TOD to be add. Asnline, Derain fe�ine.Bs, Spinally En@oeerl, the teal ae gay TOD rap rcseots on oseeplonsa of the pmfnsia.aleight ing rnpoosailltyfar Me design of the single Truss depidtd on the TOD only,nodesTBI I. the design moulains,lining maffian, mileages nad use at lot, has, far any Boildiog is the impanribirty of the B.,,, The Oceans nalhorind a girl or the Building Dninn, a the molest of the ll(, the 11(, Me brit building (ad. and Rl 1. The eppnal.1the MD and any field use if the Trans, andufeg fionOing,storage, instolatio. and hearing. sha3be the responsibility of the Buildnl Designer Dad #34869 (aohader. AU Dote, see net io she ND aodga psostinsond poidegandtha BuUdlog(amp.aevtSolerylnlwmnian iB[Slyp.bhsNed by iPl oolSBU meedeaaedtorgeoonl lord®m. Rl l dermes Do nspanailities and dates of the Truss Designer, Truss Castle Engine or ad fare Maubtfoar,®Ins otherria defined by. 1109 Coastal Bay fanNm opeeed opoo in aniMgby Ml ponlet inraleed IDe Truss Design Engineer is NDl the Bu3diag Desipnera�uss System Engineer lnr any bu3diog. All apital¢edterms are ns deli ed in Rl 1. Boynton Beads, FL 33435 [apyrightQIDld Al AnofTassasluDus lea, P.E ¢epmdofion of Ibis diem<n, in ivy hm, is prehihded aiMout nDlee permi,non Imm AI Bwl irvsas JuGos lee, P.E Job Truss Truss Type Pac/6810 El C 60770 J7C Jack -Open �Qt.y--[P1YF—FStd 5 1 A0489446 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, @altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:31 2015 Page 1 ID:ji55gdeq Rq9?EOOT_priSDy8?Mc-IPF_h_wLH6ezNO091fcyGuC_?_SEYKjxlai?ZSzZhrY -1-4-0 2-8-0 6-2-0 1-4-0 2-8-0 3-6-0 2x4 U Dead Load Defl. = 1/16 in c� N 9 a0 O I 2-8-0 3-6-0 Plate Offsets (X,Y)-- [2:0-0-14,0-3-9) LOADING(psf) SPACING- 2-� -0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.12 5-6 >615 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) 0.14 5 6 >510 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 25 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-010 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. cross bracing be installed during truss REACTIONS. (lb/size) 4 = 143/Mechanical 2 = 421/0-8-0 (min. 0-1-8) 5 = 79/Mechanical Max Horz 2 = 222(LC 8) Max Uplift 4 = -125(LC 8) 2 = -165(LC 8) 5 = -20(LC 8) Max Grav 4 = 143(LC 1) 2 = 422(LC 13) 5 = 257(LC 21) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or when shown. TOP CHORD 2-3=-865/985 BOT CHORD 2-12=-1662/1195 in except NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5,i0psf; 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 gnp DOL=1.25 2) All plates are MT20 plates unless otherwise indicates 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=125, 2=165. 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- Phone lhortoghlrreeiewlhe'A-( ROOF TRUSSES (Iffill',GINIIALIIlAISZMOTIONS(USTOAIEIrIDRl10NDKIDGEBENr faun. yady daipn pmumera, adaodoohs®this Truss Nip Dmsing(ROfand lh.M.[ee,P.E Isheaee Sheet heron use. Orders a0emise dddw the TO0.odybhTetammtln JUUUS LEE, P.E. pldes shell be red to, the TOD to he sd r. As a Truss Wife Engineer(L., Spmidly logineerl,I a so] so suy TOD apreseds as aceplonm of the podesi I segionirp respoosibililyfor roe deslgs of the single Truss depiOed an the IDD soft, order RI I. Re design ossumpliaus,doe&up ruu5tlors, rodohdift erd useal Thlsboss Is, uoy haild'md is the respona3irilyallhe Dsrer,lhe Daeeisrolhorind epeel sr lha Building designer, ie the roiled alfAe ll(, t1e lx, Me lad loilaiop code and iPl 1. Theoppiosoloflha TDDandonyfieldose allhe irurs, mdod'mgbmddnA�slarole, iostudotioo snd hrudnl. shullhelbe resporsihiGly afthe loilLrp desiprerand #34869 (aonoda.AD mhsul rod is the lDd®A the pordias oad poidedra of the BullGrgUurpureut.hj ldomd'mu(B(Sl) pahNrhed by IN and Sl0 nudnemedfor Roussel goiters. Rl l Mass the neperebilith, red We,ofthe Truss Deeper, Truss Units laginer.0mss l/wdodma, roless ob-.delved by a 1109 Coastal Bay (aohoaapaedop.o in wiring byell pants melted. The Truss design Teti is NOT the kilieg Union or Truss System Engineer for soyboYml. AD sopddaedtrust me as defined In Rl 1. Boynton Beach, FL 33435 (opyrighl©3ON AI loolTrvssvoluGuslee, Pi lepmdodior ad Ibh daaned, m ouy farm, is �emlued siMool srdler permissive from AI IaolTrvsses •lades lee, P.E Job Truss Truss Type Qty Ply Std PaC/6810 El C A0489447 60770 J9 Jack -Partial 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT- PI ERCE, FL 34946, design@al truss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. wed Mar 18 13:53:32 2u15 F I D:j i55gdegRg9? EOOT_priS Dy8?Mc-EbpMvKxz2Qnq_XbLrM7Bo5ID_O kF H k65XESY5u -1-4-0 4-4-13 8-1-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 478/0-8-0 (min. 0-1-8) 5 = 329/Mechanical Max Horz 2 1= 279(LC 8) Max Uplift 2 = -162(LC 8) 5 = -225(LC 8) Max Grav 2 478(LC 1) 5 378(LC 17) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10321245 BOT CHORD 2-10=-561 /1259, 5-10=-560/293 WEBS 3-5=-340/649 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. joint(s) except Qt=lb) 2=162, 5=225. 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 1.5x4 11 Dead Load Defl. = 1/8 in WARNING. Please thmougbryrmiex the'A.1 IOOF TIOSSUrS11111,6EHEBALILWS6(OHDITIONS(USTOMA('BUYE11A0(NOWIFOGEMInr is,. yaitydnign ponmete,end read notes on lhh imss Desipn OmrioDllDDlnnd thelolioslee,P.E.lefereme Sheet heloreom. Dnless mAnense stotedonlha ND, oeIp BUleY m�menor JUUUS LEE, P.E. onds, then be used lot the TOO to he valid. As u lines Min Engineer (is, Spedrily alien eLthe seal me my IUD nprzseotr no mnepmore oIthe ita essinneerin al eogI coapmnsibilily for the design of the simple I.,, depidd on the ROD ably, under TPI I. the design mrmptitm, Ine�g conditions, seddifiry mod usemf this I,ortry Bottling Itthe responsihi6ry of the Oenet, the Ommis amhmadeg,.l or the Building Designer, in the romtoo of the IR(, the EIC,the load uiliq code end TPI I. The nppmvel of the TOO end any field so of the hurt,udud'mg brdlinD•slmmge, imleatim and Wrung, shop be the responsibility ofthe loOdIng Udlov end #34869 am"let.AOnotes set omuthe TOO and @ insuliter®dloidtlioesafthe RAdgul(mmpterelSultry lmormmimm(3011polished byMend Sl(Amudesemedforposted poidena. It] ldtrinesthe rmponhiitiesouddopeofthe los, Derives, Tons, DmigolugiomruudTrmMmufmtmer,uolessmthm.h,refined byu 1109 Coastal Bay anned mgredoMn in visiting by oil prier ir,&d. The Rcoss Drop logi is HOT the Building Designer selrss System Engineer for mq buldhi. AUmpBuritedteemsmeesde6nedin Tell. Boynton Beach, FL 33435 fopyrigAl©RDIAAI IoofTrutoluGos lee.P.F. lepmdutliovmltAb dommevt,muvf finn, is peWaeedsrilEoal rttllee petmisrian lnm Al rani irvsses-lo6m lee, P.E Job Truss Truss Type Qty MY Std Pac/6810 El C A0489448 60770 J9A Jack -Open 3 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:32 2015 Page 1 I D:j i55g deg Rq9? EOOT_pHSDy8? M c-Ebp MvKxz2Qnq_XbLrM7Bo518 POq eHIT5XESY5uzzh rX 2-10-0 4-1-3 8-1-0 2-10-0 4-1-3 3-11-13 1.5x4 II 3x4 = 1 5x4 I I 1.5x4 II 5 Plate Offsets X,Y -- 3:0-1-4,0-0-2 LOADING (psf) SPACING- 2- -0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1�25 TC 0.74 Vert(LL) 0.08 3 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.13 3-7 >858 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) -0.05 6 n/a n/a BCDL 10.0 Code FBC2010(fP12007 (Matrix-M) Weight: 49 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0 15 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-2-6 oc bracing. cross bracing be installed during truss ere accordance with Stabilizer Installation oui REACTIONS. (lb/size) 2 = 570/0-8-0 (min. 0-1-8) 6 = 373/Mechanical Max Horz 2 = 326(LC 8) Max Uplift 2 = -212(LC 8) 6 = -237(LC 8) Max Grav 2 = 570(LC 1) 6 = 408(LC 21) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or when shown. TOP CHORD 2-3=-1198/1694, 3-4=-538/307 BOT CHORD 3-13=-666/455, 7-13=-666/455, 7-14=-666/455, 6-14=-666/455, 2-15=-2699/1609 WEBS 4-6=-518/758, 4-7=0/299 except NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5 ;Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate gnp DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where'a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=212, 6=237. 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 B WARNING -Please 11smelhiyneiexthe'A.IBOOFflussisI•SELLalGFNOAIIILHS&(GNNIIIONS(OSSOHFYrBOttA]AmawitDGENENrioml.yniiBdesipnp®amehnaadnadhotetoo1N,T D,siVD,,.i JOB) dtheJuliashw,PElefnemaSheethelareoI,. Gains niherdsestatdoelheED,74Aukkmmenor JUUUSIEE,P.E. Plates than he used fa the BOO to he lard. As a boss 0edpe hopiaea D.e, Spaialty Ingineeri,lbe seal an any fOD repmunts on eaeph ne of the p ahnimler gaeeriag nepaasihiGly far the desipoaf the call, inns depicted an the ED any,aeda IPI 1. the design assamptw,looding madition , saihbility and ma al this I., In, any ItHdmg is thensponsihifty.1 the Dema, the Onas aturited agent erne Building Oeiigner,I. or, (unless at it, fit, the 3t,the Iasih ifing rude cad TH 1. The clean.]at the EDand any field sae afMe Truss, Ndallagbonding. stones, astaNati.and hndng•shag to the responsibility etthe Bai]fiog Onigaaad #34869 (aahmha.ANsets, .1adNIn. EDand IN, pmtuesmidguidelimsIf"eBoildmg(aupeneal�Ohryl�far�alion@61)pubnchedhyINand SR(Aaandenared far ges,r.IReid—.iPlldefines[be nspoodhiitiesadduties chhe truss Deeper, Truss Design FnjwerandinnNoauhaura,ralosatb-isedefindbya H 09 Coastal Bay (aMad agreed span in as Al hy,0 parties braised. T..IsD".. Ealiaeer is XOi the BuO plua,,as, aress,Sy,fea hpmeer loreayhaildmg.Alf.pitarued teraat are as defioedia Rl1. Boynton Beach, FL 33435 (npyriphtd0IDl4 Al laoti.sserlu0us lee, Pi Repmdodlasal Oda daamea, h arilarm, is pmAL'sed vilhoat adln pemdsdae ham AB Pouf Imses-]oust lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489444 but l u J 14 Monopitch 12 1 Job Reference (optional) Al �OOF 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. Wed Mar 18 13:53:33 2015 Page 1 ID-.ji55gdegRg9?EOOT_priSDy8?Mc-inNk6gycpjvhchAXP4edLJI Iao9g01 eEluB5dLzZhrW -1-4-0 7-3-10 14-4-4 1-4 0 7-3-10 7-0-10 6.00 F12 3x4 II 4 4x4 = 1.5x4 II 5x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.21 5-6 >819 360 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.24 5-6 >700 240 BCLL 0.0 ' Rep Stress Incr YES WB , 0.87 Horz(TL) -0.03 5 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) TOP Cj ORD 2x4 SP M 30 BOT C ORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-12 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 = 757/0-8-0 (min. 0-1-8) 5 = 61510-7-4 (min. 0-1-8) Max Horz 2 = 474(LC 8) Max Uplift 2 =-331(LC 6) 5 =-394(LC 8) Max Grav 2 757(LC 1) 5 = 615(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1174/2612, 4-5=-186/315 BOT CHORD 2-11=-3773/1442, 6-11 =-1 7061670, 6-12=-1653/660, 5-12=-1653/660 WEBS 3-6=-832/356, 3.5=-746/1868 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 ; porch left 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=(b) 2=331, 5=394. 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 Dead Load Defl. = 1/16 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 76 lb FT = 0% 1 WARNING-Pleon,hamughly,etiewthe'A4 ROOF T[USMrSl1U1jGENE1AlT[1VSAIONDI➢DNSIUSTOMR('BUYERIA[NNONLEDGENENrfarm.yetitydnipnproundi andreodnmeson1i,TmnDesigeTraining(SDD)wdOutdusto,,P.E.1,1iSheetheforeove.that.alhereei,sides.theTED,onlyAireimnmaor JUWSLEE P.E. plates sh:U be used [a, the TOO 1.be said. As o truss Design Easseettu, Spedalry Fail0, teal on any TOO tepmums oe a'stne of the Professiaaal ifin bap espaom2iliryhrtle desipa of the single cressdepidedan the IDDavry, vale EPI I. 0e desip�eumpfians, loadmp aadNons, saimbDiry and usealmis Troa to, any loitdmg is the rtspensi3ifily of the Gers"the (Talls amhorimd agent or the Binding Designer, in the<ontee at the 1K, tie 111,the loml building pit, ad TPI I. The oppirral oftie TOO and ony field use of the Truss, Bndidgag housing, storage, instaDahao®d Mednp, shall he the impossibility of The luilding Desigaeond #34869 UnIftett. Heaps set ad in the TODand the pmdims®d poldtRa-fib, Buildirsroapomat Solsrylnlormmioe(861) FeBUeiel by 111W SBlA seeefeeeaed insurers] said®m. TIE l dafealie roy—liities and duties aftbeTruss Designer, Truss Design Enjmsered Truss Nanafedmu, ooltss otbomise defined by a 1109 Coastal Bay faehatl apmid opav ie w,iliep by nll pmlivt insolsed. th0u,0esigii in ioeer is NOT the Building Designer a➢ins System Engineer for any budding. All capitalized terms are as defined In IF] 1. Boynton Beach, FL 33435 fopydght©b01A Al1oalTrouesduhudee, Pf. Repiododion of Mis dnoment, m aey form, is peohaded wilbaol wrUlen permitvan hair AI Boal Trusus-Tarim lea, P.E. Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489450 60770 MV2 Valley 5 1 Job Reference (optional) Al KUUt- I rcutatZj, r•UK I rltl<c:t, i-L S4`J4n, truss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:33 2015 Page 1 I D:j i55gdeq Rq9?EOOT_pHSDy8?Mc-in N k6gycpjvhchAXP4eQLJ ITYoGTOED EluB5d LzZhrW 2-0-0 2-0-0 4 a 6 2x4 6.00 12 2 4 3 LOADING (psf) SPACING- 2 0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 25 TC 0.07 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.15 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/TP12 07 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 6) Bearing at joint(s) 2 considers parallel to grain value BOT CHORD 2x4 SP No.2 using ANSIlrPI 1 angle to grain formula. Building BRACING- TOP CHORD designer should verify capacity of bearing surface. Structural wood sheathing directly applied or 2-0 0 oc 7) Provide mechanical connection (by others) of truss purlins. to bearing plate capable of withstanding 100 lb uplift at BOT CHORD joint(s) 1, 2. 8) This truss has been designed for a moving Rigid ceiling directly applied or 10-0-0 oc bracing. concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in nonconcurrent with any other live loads. accordance with Stabilizer Installation guide. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design REACTIONS. (lb/size) of this truss. 1 = 62/1-11-8 (min. 0-1-8) 2 = 48/1-11-8 (min. 0-1-8) 3 = 14/1-11-8 (min. 0-1-8) LOAD CASE(S) Max Harz Standard 1 = 43(LC 8) Max Uplift 1 = -18(LC 8) 2 = -46(LC 8) Max Grav 1 = 234(LC 14) 2 = 48(LC 1) 3 = 214(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or Is 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 & "'FIRS for reactions shown; Lumber DOL=1.25 plate gnp 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 Iiye 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. PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% I - WAINING • Pleme 6onoghly.,in the'A-I 10OF BUSSES rSBl111 GETBAI TONS A (ONOILONS CUBONB)'BUBt'IABNOPREO6ENENr Ltm Yaily doga posameten eed rzeoutlets. this Tau Omiya kan st RBO)andtheJurms Lee, P.E.IefertHe Shed losing use. Ualss aheewise stale) w the fOO, ooh Mich mama B pluenlo0 he used lot the 100 to be et0d As o Lass Oedpe Engiaea (i.e, Staidly fvpiaeetSthe feat a ay 100 ¢puseus o, agpnnm of the infatuated eagmeerinp rzsponsibilUphr it, design of the tingle truss depided an the f00 a*,wrier BI I. Be design aswnpfioos.laa6o m oadaiam, saitohUiry and use of this Iruss JULIUS LEE, P.E. fat any luildioe it the mspansiihry of Ito Ones, the Oneis oahaind and as Building Ofcan, in the oatell afthe BE, the BE, no leadluilNog rode tail Bl 1.The a;pmeal tithe TOO did say full use tithe Truss, mddag bad0eg, slonge,iuru0atioeandbunting,0.11be the roptnibifty afthe Hislig Omipor and #34869 Counties. AU oohs ul ouf tithe TODadtEe potihes adgdda0asof the Building(amgoeol Safety lolormuioa lB(SIIpelUshed hyiPl adSlB ag ntueaedfor ggetu goidare. Bll defiaesmenspasih0itiesgddefies oltha Imss Oesigaer, Lou Oesilo Lpiveeranti Tun Ngufodaer,alaa olhenig derued hyo 1109 Coastal Bay Conked apaedepea in writing by all pafies medgd The Tma Oust. BUina is NOT the WilIeog Oesigoer or Luu System Engines laouy hu00op. All npihlkedhns as os defined In Bl1. Boynton Beach, FL 33435 (opyrighf®]ON AI IadTtaserJnhos lee,PE Iepmdouian al Uds doameu, is tgfon,is'prOhihcad wUhoat wtBlglwtmisiae Gom Al Itself msses•lohus lee, P.E. Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489451 60770 MV4 Valley 5 1 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. Wed Mar 18 13:53:33 2015 Page 1 I D:Ii55gdegRg9?EOOT_griSDy8?Mc-inNk6gycplvhchAXP4eQLJI NQoC_OEDEIuB5dLzZhrW 4-0-0 r 4-0-0 2 LOAD CASE(S) REACTIONS. (lb/size) Standard 1 = 145/3-11-8 (min. 0-1-8) 3 = 145/3-11-8 (min. 0-1-8) Max Horz 1 = 100(LC 8) Max Uplift 1 = -43(LC 8) 3 = -93(LC 8) Max Grav 1 = 281(LC 14) 3 = 281(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-113%255 NOTES- 1) Wind: ASCE 7-10; Vult=170mph`(3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & 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 tru§s 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 onj the bottom chord in aft areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. I, WARNING. Item the ably is. ROOF TRUSSES GINIIAI Ill d CONDITIONS CUSTOM VIIIIEIJAOIMIDGEMINr In. yenly desige pat—W, endued eates ae this Imss Oaiga Dneina(ED)and Bedoreslee,P.E Refe«me Shelbat.ass.Odes, albeovise sided. the TO, oalp Mihb meeedar JUUUS LEE, P.E. id e a se "s elf eau a hn tithe olessised en beerw ms nibili Ter It, de,i nofthe nests iaedoc the FDDa seder 1111. She deli sm tines, hc& mo6liens'Ad, aed use d this Few, pities shill6e amd It, be TOO robe dd. Asairuss Design Faginas(i.e, Spa ryBgineerLM se lea ylgD«pt a ap « p g g po h A d p dy, Ra eG g 4 let zRoldBg i}the «spandhibry of the Owner, As O.We adeefludag.1., the Building Desipeecmthe West efthe [10he ITT, the lain buhing mile and TPl 1. The op; el eflhe TOD and any field use d the Goss, mWilog beadhng, demge, ieoefleiea and badel, shall be On respee,ibilly dhe hiking Designee and . #34869 [ooNMe,.innams.tail i. the TODced the 1-fims®d gaid,kod As Belding laepmit Wilylnleeefiee PCSI) pebbshed by IN end SICA n hree«d feel—d SeComn. iPll derides Me«spaasibUifias dad dotro,allhe irvss Desigeer, Tmss D.,ils[efeeeraadTnn M-fsdnr, .1 lb-h. defined bye 1109 Coastal Bay Cannon*,,dap. inr hag by ill penis, lnealred The Teu,s Design Enneet is NOT the lung Doigaa a Boss Spun ingin,afor anyidding. AD cepBal'aed lams ea oe defied ie 1111. Boynton Beach, FL 33435 (ogydghl(01O1�A1 IoalTnssesduGus Lee,Pd RepmderdonofThis demmed,Baayform, is pehIDd:d xifNaot �nflee permiuiao lnm AS Raelirmses-FnGus lee, P.E. Job Truss Truss Type Qry 0 EIC60770 A0489452 MV6 Valley 5 �PIYTS!Pac/681 Reference (optional) Al KUUF- I KUSStS, rUKI F'ILKUt, t-L 34`J4b, g d Rss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:34 2015 Page 1 I D:ji55gdegRg9?EOOT_priSDy8?Mc-Azx7JOyEa11YEdkzn9fuWgVACUxlhTOYxfAnzzhrV 5-4-0 J r 5-4-0 1.5x4 11 2 4 3 2x4 � 1.5x4 11 LOADING (psf) TCLL _ 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 114-0 Plate Grip DOL.25 Lumber DOL 25 Rep Stress Incr �'ES Code FBC2010/TPI2007 CSI. TC 0.66 BC 0.64 WS 0.00 (Matrix) DEFL. in (loc) I/deft Vert(LL) n/a n/a Vert(TL) n/a n/a Horz(TL) 0.00 n/a L/d 999 999 n/a LUMBER - TOP CHORD 2x4 SP No.2 6) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 100 lb uplift at WEBS 2x4 SP No.3 joint(s)1, 3. BRACING- 7) This truss has been designed for a moving TOP CHORD Structural wood sheathing directly applied or 5 -0 oc concentrated load of 200.Olb live located at all mid purlins, except end verticals. panels and at all panel points along the Bottom Chord, BOT CHORD nonconcurrent with any other live loads. Rigid ceiling directly applied or 10-0-0 cc bracing. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design MiTek recommends that Stabilizers and required of this truss. cross bracing be installed during truss erection, In REACTIONS. (lb/size) 1 = 13715-M (min. 0-1-8) 3 = 137/5-3-8 (min. 0-1-8) Max Horz 1 = 95(LC 8) Max Uplift 1 = 40(LC 8) 3 = -88(LC 8) Max Grav 1 = 276(LC 14) 3 = 276(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=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 &IMWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degr ie 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. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% WARNING -Please thorsaglly reaierlhv'kl ROOFRUSSES rSEll6'� GENERAl1E1MS I [OI�UIFIOHS (Uf1ONFR1'WYEtIA(NNOWLEDGEYENr loan. Yagydesig. pammehrs.R read notes o.Ihis Fmcs Oesip� Omrisg (FAA) nnllhvlulioc lee, P.E Pefinemv Sheet hefnry use, Unless nthnrise aolel. the IOU, Daly kil,h m.eda, deseliO he used for the 1OO to be valid. As.Cuss Dodge Engineer Springy Enuu,41 the seal as Nam .seal, as.atvom at the mt,ssio.al engineering UUUS LEE, P.E. pl go pine l�. Pc�4 1 ®Y p p 1 pin eringrespomtllity far Me design single Transrmssdepidedanlhe ilia �nly,.dv RI 1. EEe design assumptions, losdng(aa6fiaas, sagshgiry end oseaffiisWn far any lnddbg is themsp.n'hiityalthe a.", the O.seis colhadeed agent ar the ranting Design, to the (.toxt at the lK'Will, the load building rude Dad Tip 1.ID.oppmraI alto, ED and say fioldus, of the Trust, burning hurtful, soe,A6 iasmeatim Dad hradoe, shall he lherapa.uhiiry, if laildinq Design. and #34869 Ynoe.dnr.Agonies ml om in the lag and the teacher and Gaiderm.s afthe Building fosepa6at Ahly lolumd'ma (1161) pohish,d by Tot raISICA u.sh—dfmnoenl gaid.m. IDll dermas 16, respaasihUifies and dates of lh. Doss Oesigner, hossaysipo Fnpimuand Tma W®uhlmey.lenotlervia defued hyo 1109 Coastal Bay CoMsd agreed up.. to rrKeg by all pull., bedaed the ima Oaslp. Engineer is XOt lhelugd'mp Oeslpveraimss Symem EoAW.1traayoodding. Allopiuloodte(ms mess defined It RI 1. Boynton Beach, FL 33435 Copyright @RUN At Ir.H...sdaia, I., PL Reprodaaiaaaf IN, rainiest, i..j Fairy is pmh bd,d voithcutunlike permissdo t ham At 1.1Tmsses- Julius has, P.E Jab Truss Truss Type Oty Ply Std Pac16810 El C A0489453 60770 MV8 GABLE 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. Wed Mar 18 13:53:34 2015 Page 1 ID:ji55gdegRg9?EOOT_priSDy8?Mc-Azx7JOyEa 11 YErlkzn9iu WgYOCYUlecO_YxfAnzzhrV 8-0-0 8-0-0 II I r 0 l I 1.5x4 II 3 2x4 - 6 5 7 4 1.5x4 II 1.5x4 II LOAD NG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOI 1.25 TC 0.45 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) TOP CHORD 2x4 SP No.2 BOT C7RD 2x4 SP No.2 WEBS I 2x4 SP No.3 OTHERS 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, I except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTeklrecommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 108/8-0-0 (min. 0-1-8) 4 - 13518-0-0 (min. 0-1-8) 5 = 407/8-0-0 (min. 0-1-8) Max Horz 1 = 225(LC 8) Max Uplift 4 = -86(LC 8) 5 =i-261(LC 8) Max Grav 1 = 260(LC 15) 4 = 275(LC 17) 5 = 426(LC 16) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=417MEI WEBS 2-5=-317/649 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vesd=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 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.261 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live- load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=lb) 5=261. 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: 31 lb FT = 0% WARNING-Fleoiflit—gA¢ VAIN.0,,.is,mid oaP.TOO, .1i,Ee4—dor JULIUS LEE, P.E. Ides std he used los the TOO b he valid. Asa Tsms Mr, IagMen (s, Spsidq LngioeesL Me xd qe my TOO apeseds ca aseplonm al the pmfesund eagneeriog Inpae,ihiliq for the d,,Ip of the single We depkledealm IDD aaly, under Th I. The design.—ptime, Ioedml smditaos, 01.budy end owns IN, Toss larmyhildiefl h"e,padirdpal the Oweer,the 0—*,e0harimdogea1 a the Bonding Oesipne6m lh—f,et dtt,IR, Ike O(.the Pxal haildiq dt and Rl 1. The pp, 10the IDD and my field un dA,Trves,mdudmpAmdlinp, stmape, imidneeml Modnq•shalphelhemspenihiGry dtk WWII Oesignerod #34869 (.modal. le ooros nlmffiIM1e IDD mdthe podinsmdgoidef napfle RuO.Ong(ampoaml5ope¢(ntosmotiao(8(SgpopfishedhylPl and SlfA om sdenmed fos geowlgmdmu. lPpL dsf es lCe snpooilESfies mdde6esotphe arms Designer, Lna Oesipehjienrm0—Nmutadmeryoolnsathervi,,hraedhyo 1109 Coaslol Bay (mnmapeIdipoinniNoghPdlpmfiesNrdrzd.thelmssOeugaEopinedsNOdlhahitd'mpOesipanorhpssSystsmPopiaeeslmmTAuildiop.AOmpitelrtedmrmsmeosdefinedioRll. Boynton Beach, FL 33435 (apyright©IOIIAIpaolTrvsnslufiuslee,P.E. Repmlxlwo ollNs doummt,uoey Mrm, is poh30ed ailAoul �.Nlea pesmisuadmm Al Raal irvsses-IoGus Lee, P.E Job Truss Truss Type Qty " Ply Std Pac/6810 EI C A0489449 60770 MV10 GABLE 1 1 Job Reference (optional) Al KUUt- I KUJJtb, t-UK I l'ItKUt, t-L J4a4b, v 0 0 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:35 2015 Page 1 1.5x4 II 3 2x4 % 6 5 7 4 1.5x4 11 1.5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip. DOL 1.25 TC 0.67 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL (1.25 BC 0.55 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress ]nor YES WB 0.29 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 . (Matrix) Weight: 39 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bra, cross bracing be installed during truss REACTIONS. (lb/size) 1 = 139/9-10-8 (min. 0-1-8) 4 = 167/9-10-8 (min. 0-1-8) 5 = 513/9-10-8 (min. 0-1-8) Max Horz 1 = 283(LC 8) Max Uplift 4 = -107(L.0 8) 5 = -328(LC 8) Max Grav 1 = 277(LC 15) 4 = 293(LC 17) 5 = 513(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or when shown. TOP CHORD 1-2=-495/87, 3-4=-130/250 WEBS 2-5=-399/769 oc in except NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-secon gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 9 MWFRS for reactions shown; Lumber DOL=1.25 plate' grip DOL=1.25 - 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 4=107, 5=328. 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 WARNING - Pleose theroogl¢meiewthe 'A -ROOF TIUSSES('SOLED, GFNFIAI T=&(ONDI(IONS CUSTOMER ('NUYORIACNNOWSFDGFYFNr run. Y,,dy mij, pmometer, cod nodnotes on this Trues Designs Wowing UDD)anl The Julius Lee, PIle(esenre Sheet before usa DnlessmhewisestotetlmrheIDD, only MiTek mmeoor U US plaessboOCe used for line IDDmlevafid As Trust Design FnpineerQs.,Specidry Enpinelr4@e seoloemY NO represents of the poteesieeolengineeringseponv'bibrybr@a design el the single Tna depidel on @e ND e�dy,under@IL@e design essgmDNoet, loerml mvdiMons, soilebTry end use ol@L Tmes U LEE, P.E. fur our todd'mpistbe respansihiBryoflhe Dems, the Dweeisomhariad agent os the doilding Daigeer,mtN mmeaoitbe ll[, Ibe IH,Meloml hoBAinpmde and RlL@eoppoml oitha lDD and onr fieldose et Me isoss,msNd'mg hmidbnp,sbmge, msmgofioe mlkndng, sboll be lbe nspms@ibry of7Ne loildopgnigoaond #34859 FCeewatnr. ANmMul mein tSe NO mdme pmlins mdgoidef nolibe luilGug(ouipmea Soferylnismotioo(0(RgpuhDshedhylPl uud5l(A ae ielertaedfsgeovel goid®n.@Ildufines Me nspoasihOieies®ddaies al the Tnss Desigver, Lea Dusigo@giueeroud inn Mmulmtaa, uolasaehenisdef ed hru 1109 Coastal Bay Cmhoaegrced upooinwrifiog Ay eN patiet insolred.The Truss Berlin@gieea is NOT the BuNrmg gesigeer, aLoss Spleen Engines for ooy building. Allmpgolrted tams as os defined io Rl 1. Boynton Beach, FL 33435 @@prig616RD11 AT loafLussesJAs Lee,P.L Repmdosfim of this donmmt, in my fern is Robibild oir lvrdla pamissh. from AT 1.1 @asses-luGus lee, PE Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489454 60770 Oil Monopitch Structural Gable 2 1 Job Reference (optional) Al OOF 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. Wed Mar 18 13:53:35 2015 Page 1 I D:ji55gdegRg9?EOOT_priSDy8?Mc-eAWXMzsLL9Pr?KwXUguQkNpvcyrU7iXDCgCiDzZhrU -0-6-0 2-1-1 0-6-0 2-1-1 REACTIONS. (lb/size) 3 = 53/Mechanical 2 = 140/0-8-0 (min. 0-1-8) 4 = 25/Mechanical Max Horz 2 = 75(LC 8) Max Uplift 3 = -48(LC 8) 2 = -53(LC 8) 4 = -4(LC 8) Max Grav 3 = 53(LC 1) 2 = 273(LC 13) 4 =, 219(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Truss designed for wind loads in the plane of the truss only! For studs exposed to wind (normal to the face), seel Standard Industry Gable End Details as applicable,, or consult qualified building designer as per 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 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 A PIA�NIXG-Place themoghryaeiew ths'41 pODFlIUghEh rSBLFp'�G[II[YAII[tYS6(ON01➢ONS(040AVEprpUYEp'}AIXNB'MlEp6FYEXr loan. Yeiilp desipo.�comet... ooi reademes os", Ion Uesipo 0ru�iog(NO(ondlEehlios fea,P.L lefertrue Slaeeheloreose.11nh—lbowrisesmtedonlhe T00,oeIp AhTei1-11, JUUUS LEE, P.E. plotesshoo he vied for be NO to hev.pd. Asa hutsOedpa'it (i.e, fpecidry Enpiaeee�0e seal ao my NDmpmsems oo..... mot Poe....ninesapmeeri....p.n.."Im Me swig. of the single Tass depkiedenthe IDDarty,coder 911. The design.—peians, Wringaoditians, mimhiliey end use oflas (ruts l.r ooy poiidi.p is memsponsihihty op the Otaer, the itsooeis.mhI""open......pail",Oesipner,..therumen of the ll(, the lBLMe loml hcildinpcade and Rll. IDeappmno,"s IDD I'd our Detduse of The Truss, indertug handling,,!gape, msto0aia and hrednp• shall be thnespenihihry ofthe puilSng Desipa,rd #34869 [..hater. AD oohs al odic the IDD ®d @e ptmtias ®! poise..... at the polLap (ampooent Sotery Inlmmo0oe Ig(Sq puh.shedhylPl and SI(A me nleremedlm paaol quid®a. 1PI1 seine, me mp.odhDides ®d ddin.It.e cross Oesigoer, Boss Dasipo Fepioeero.dTruo Mmdmhmey mlexethenise deiced hp. 1109 Coastal Bay [edma ..... seed open ionifioghy e0pmfies iorolred. iha Boss Desip.Eer4n,. is N010e Budding Oesipsu aLus,""ne pi.arlmaoyhuildiop. AllmpAalked'an me or definedio TPI 1. Boynton Beach, FL 33435 [opoght© 2014 Al Aoof Tanesdudus lee, PE irep rdutticad Mis dement, B my form, is poh80ed without nitlee Funissios Inall pod Trusses -lades Its, PE A Job Truss Truss Type Qty Ply Std Pac/6810 El C 60770 OJ2 Roof Special Structural Gable 2 A0489455 Job Reference (optional) Al r(Uur II<uJJCJ, rVKI rlrKl:t, rLa4a40, I I 0-6-8 Kurt: /.ouu s uc( .S zu l4 r'nnE: /.auu s ucE o zu 14 MI I eK 2x4 = Inc. Wed Mar 18 13:53:35 2015 Pape 1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 21 0-0 Plate Grip DOL � .25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2010/fP12007 CS1. TC 0.12 BC 0.19 WB 0.00 - (Matrix-M) DEFL. in (lac) I/deft Vert(LL) -0.01 4-7 >999 Vert(TL) -0.01 4-7 >999 Horz(TL) 0.00 2 n/a Ud 360 240 n/a PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 4) Gable studs spaced at 2-0-0 cc. BOT CHORD 2x4 SP No.2 BRACING- 5) This truss has been designed for a 10.0 psf bottom TOP CHORD chord live load nonconcurrent with any other live Structural wood sheathing directly applied or 2- -12 cc loads. 6)' This truss has been designed for a live load of purlins. BOT CHORD 20.Opsf on the bottom chord in all areas where a Rigid ceiling directly applied or 10-0-0 cc bracin . rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. MiTek recommends that Stabilizers and requi led 7) Refer to girder(s) for truss to truss connections. cross bracing be installed during truss erection, In 8) Provide mechanical connection (by others) of truss accordance with Stabilizer Installation guide I to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. REACTIONS. (lb/size) 9) This truss has been designed for a moving 3 = 63/Mechanical concentrated load of 200.01b live located at all mid 2 = 163/0-8-8 (min. 0-1-8) panels and at all panel points along the Bottom Chord, 4 = 29/Mechanical nonconcurrent with any other live loads. Max Horz 10) "Semi -rigid pitchbreaks with fixed heels" Member 2 = 82(LC 8) end fixity model was used in the analysis and design Max Uplift of this truss. 3 = -56(LC 8) 2 = -64(LC 8) 4 = -3(LC 8) LOAD CASE(S) Max Grav Standard 3 = 63(LC 1) 2 = 286(LC 13) 4 = 222(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-8=-276/268 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 &I MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Truss designed for wind loads in the planet of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. WAPNING-Pleaselhorooghly maiexthe'hIPODF,IIUSSFS ('SFLIFP'�GEX[PAI TERMS XDI110NS N90NfYl'pUIE1�A[KXDWlF06F61ENrInm. YeNydesryeponmeteneoi msdnm.—This irvsslesipn D-igiTDD)end tLelul'msloe,P.E Yefenrce SheetWbre s�Doless ollerwse seated oo 11. TOD, wIf 111 daerndor �UtIUS LEE P.E. Tides shen be used Ior the TOD to he,arid. As a Imes oedpo [opiaeW Q.e, Spnialry fnpineeiL The nal an ear TO epneede vo a sgNnm of the poressiaeW engineering sesponsibilillTer Me design of the single ins depided an the IDD eery, veder ID I. The dtripn oemmpfian, loathe, msdifiam, Is isbury and use el This fen its raiding is axon, On,ruitdingDesire the IK, Iit. the hat buildinged, The efMe TOD fie Wure drive We, NdaCmg hend1op,Venge,instalatim.11.&1, Drib, IoilLeg Desipe-1 #34869 airy the responniifsryafThe The Is amheriud a gent WThe ,,in mntedelthe the andfell. Uptosd Wd vnyshdlhet.upsuihiGq reahodo, la mNe set ool Nfhe lDO and Me patluas Wdpoidelioesof lie Puldm9(lanl Sofe¢InIWmoNoa(B[SlJ poiGshad by fPl sndSP(t We neenWed(Wgeoerd paid®re. iPll defines tlanspood0oifies®ddafiasol0e imss Desigeer,Tess aedpo(nyiaeWmdTn r Mmuradaur, oalnsalLervisa lefsd by ampal 1109 Coastal Boy ronnaa agreed upon in snifiag by ell PWth,brnleed. The Truss Design ingie,es is Kill the tubing Desigoet W hess System Engineer for say hulding. AllnpiNlrted terms W, oe definediv Wl1. Boynton Beach, FL 33435 (opyriggl©7011 AI taallrvsses•luGus ice, P.E Iepmdoniao of Ihps doomed, in ®y foray is pah3led xilhoul vdeo permisdae Don AT tool Tnsses-lulus lee, P.E Job Truss Truss Type Qty PIY Pac/6810 El C A0489456 60770 OJ3 MONOPITCH STRUCTURAL 3 1 �Std 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. Wed Mar 18 13:53:36 2015 Page 1 ID:ji55gdegRg9?EOOT_1riSDy8?Mc-6M3tkh_U5eHGT9v64CC7zxw_I?IjDaygSsQmEfzZhrT -0-6-0 2-3-12 0-6-0 2-3-12 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in- (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 4-7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.01 4-7 >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) TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. cross Bracing be installed during truss erection, in REACTIONS. (lb/size) 3 = 59/Mechanical 2 = 152/0-8-0 (min. 0-1-8) 4 = 27/Mechanical Max Horz 2 - 82(LC 8) Max Uplift 3 = -54(LC 8) 2 = -57(LC 8) 4 = -3(LC 8) Max Grav 3 = 59(LC 1) 2 = 280(LC 13) 4 = 221(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-8=-258/247 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) Truss designed for wind loads in the plane of the truss only. I For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable,1or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 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. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% A WAINING- Pleasidneinghlr rerin. ff. 'A -ROOF TRUISM l S111111 GENERAL FEARS I(ONOIBONS(USTOMHI'11ME11Aribori EDGEAIENr is- re,Jyd,up lire—eaaad,.d mtm is thg, Tray Design 0-ingITDDland the laliaslee,Pdleferame Shia be( nema Unless ob-I.,sload as the TOO, If Itiffi medar JULIUS LEE P.E. pides siau be used to the TOO is be void. A, et Rion MR. Engieev (i.e, Spend¢ EnlineerI the seal as any TOO uprtseots on.apes' of the pmfessiaoaI enginarinl asposibllilyfar Me deign if the single Idepided an ISe TOO only, end,, RI I. The design assonptiam,hissing randdans, sail bility and am if this Rion In, any building is the mspamMirdyif the a.", the Ov 's aohadred agent or the Belding Designer, m the meted of the ll(,the lit, the load ba0dog ride and TPI I. The oppm,laflhe TOO and any field use at the Tress,mdadery had6ng, stamp, msta0otim and hmdog,shdl be the aspusibiOg ofthe Baildog Designer aid #34869 (na#ida,.Al,,ut ad is the lOO and the pntins and hider"., ifthe lldag(anpasafLfeglnlnnd'mall(SgpahriaAed by TPl aadSB(A am rderemed(a, geoenl gaidentL 911 ddmes the responsi0ifim aid duties of Me I— Designer, fno Design Enliaeerand Tress Mesafetner,=lessotbenim deraed by a 1109 Coastal Boy (an#io olreed appn in nifmg by dl pnlins inulad.Th. Imes Design Ealiaeer is 90111.laDd'mp Dulpu a Tau Spin. Eopieen In any M&U. AU apitdrzed in,. as, as defined is Fit 1. Boynton Beach, FL 33435 (appright060141At RealTre-Wo6es lee,PA. lepoda,fim if this dimmed, in anyfmn, is pmhMNed aeilhut M. permission#am Al peal Tresses - bolas lie, Pd Job Truss Truss Type Qty Ply Std Pac/6810 El C A0489457 60770 PB1 GABLE 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. Wed Mar 18 13:53:37 2015 Page 1 26-11-7 I D:ii55gdegRg9?EOOT_pdSDy8?Mc-aYcFyl?6syP75JUJevjMV9S5uPXny?6qg W9Jm6zZhrS 3x4 = 5 6 13 3x8 11 7 T3 B2 11 19 12 20 3x8 I I 11- 25-5-4 Plate Offsets (X,Y)-- [3:0-5-0,0-1-8],[8:0-4-0,0-1-7],[8:0-3-14,Edge] LOADING (psf) SPACING- 1 4-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 25 TC 0.37 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 25 BC 0.57 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr II ES WB 0.13 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 `Except' T4: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6- -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and requi ed cross bracing be installed during truss erectio�i, in REACTIONS. All bearings 26-11-9. (lb) - Max Horz 1= 17(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 1, 16 except 10=-151(LC 21), 2=-216(LC 18), 13=-162(LC 7), 15=-176(LC 6), 12=-185(LC 7), 11=-103(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2 except 13=397(LC 26), 15=401(LC 25), 12=412(LC 27), 11=401(LC 21), 16=390(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) when shown. WEBS 5-13=-272/316, 4-15=-289/335, 7-12=-304/353,8-11=-189/263 4) Plate(s) atjoint(s) 3, 6, 8, 8, 2, 13, 15 and 12 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 14 checked for a plus or minus 5 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any. other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 16 except at=lb)10=151, 2=216, 13=162, 15=176, 12=185, 11=103. 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) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualiffed•building designer. LOAD CASE(S) except Standard 3x4 = 6x8 8 9 10 1121 PLATES GRIP MT20 244/190 Weight: 82 lb FT = 0% ism ce) 0) 0 Iy 1"4,711dd 0 a NOTES- 1) Unbalanced roof live loads have been con idered 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. 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 wafer ponding. 1 WHINING-Pleaselhamvpblyosinthn'A41OOFIM('SF1L111,DINIIALILIMSB(ONDINONSNSTOAR('6UIL1JA(NNOWLID6WEIFIn,m.Vadyensignpmameta, ad ,ad Onmiop(ND)andtheluliesI,,,P.E.WaremeSheetbeSorease.Onlessother,hessendwlhalDD,"IfIi@lt..a s, �ULIUSLEE P.E. plates shall be add lot the TOO ti be sorid. As a Lass Design Engineer Q.e, Speriolly Enpmeert Ibe seal as any.IDD opoeMe as —plan. of the pohninaot Infiltrating aspansibirity in the design of she riffle Trans depicted on the TOO early, aide, 1111. @e design mssmpfiant, li,6np roadrtians, oitebTly and useof this fross fit any lidding isthe ospanslifiryalIke Greer, the Omer'snteadredspad it the laildinl darkener, in the ("fed ofthe 114 tie 114the [ad ba06ng odefad T11 1. One appeosd fifth MOO aid any field as, of the Loss, indud'mg bmdliag,onap,insmDofioe ad being, Ifni be the ispaslliny a Me Hiding Gerignerand #34869 (seeder. All iahsselaain the lDO and Me p,mins ad liid,li aflbe luiidmg(ampeand Safely lnlormntian(1(SOFsNibed by 111a9SB(Aa-hea,edfar geaeral gofdae. VI I hion it, ospaedbiGGef mddMia ifil.Toss Designer, less, Defile Fagineersaid Toss BmMedaor, colas dhenise defined by a 1109 Coastal Bay [onhad ageedapiiin rcrdiap by aU pmlies nrolred Thalras Oasipa Fipineeris NDl th ludd'mpgesipaerorlmss Systemin�nea lm any building. ANopimlrted terms me as defined if 911. Boynton Beach, FL 33435 (apykgbl02014A1 teffsr -Judas Lee,P.L lepnodumoo altMdommeM,wnay for�,,is probibBed vitioot nOlnpe,missiaifrom AI 1wlT—n-flnla,U Job Truss Truss Type Qty Ply Std Pac/6810 El C. i A0489458 77 600 PB2 GABLE 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:38 2015 Page 1 ID-ji55gdeq Rq9?EOOT_pNSDy8?Mc-21Ad9NOkdGX_iT3VCdEb2M?GDpt3hTUzvAvsJYzzhrR 26-11-7 26-11-7 6.00 12 4x4 = 3x4 = 8 5x6 = 3x4 =17 16 18 15 14 13 19 12 20 11 21 3x4 = 3x6 = LOADING (psf) SPACING- 1-4-0 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 0.57 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 `Except' T4: 2x6 SP No.2 BOT C ORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-11-9. (lb) - Max Horz 1= 25(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 16, 11 except 10=-103(LC 22), 13=-171(LC 7), 15=-159(LC 6), 12=-167(LC 7), 9'=-181(LC 21) Max Grav All reactions 250 lb or less at joint(s) 1, 10 except 2=255(LC 23), 13=406(LC 26), 15=384(LC 25), 12=393(LC 27), 9=251(LC 22), 16=298(LC 24), 11=321(LC 28) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-13=-286/332,4-15=-262/303, 7-12=-275/319 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 l 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plate(s) at joint(s) 3, 6, 8, 2, 13, 5, 15, 4, 12, 7, 9, 16 and 11 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 14 checked for a plus or minus 5 degree rotation about its center. 7) Gable requires continuous bottom chord bearing. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 16, 11 except at=lb) 10=103, 13=171, 15=159, 12=167, 9=181. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 88 lb FT = 0% i WA¢NING-Please Thoroughly aein. The 'A-IROOF TIMES I'sHL111 GENEIA(T(WStCONDITIONS NSiOHF¢I'BIIyEl1AL'(NO'sylFO6ELLENf form. yailydesign pseand,neodreod safe, an IS, I ,, Design D-iui(TDO)oad The Julian [to, P.E¢efe eat Sheet hefnre use. Union otherwise stated m The ED, only MUM u-ndo, JULIUS LEE P.E. plates sba0heusedforthe10Dfabt ail. Aset Dnigo EngitenQ.t, Staidly Enginoth the seal oa mySOD npmsedo ao maplent of The pmfessieulengineeringespowbility for the daips 0 the single Sress depictedoa the ND only, under I%1. the design ao,oreption. Iedial resdahes, uittbihry and use offbl, Fuss I., soy Redding in the r,,pons3TgofIn, Ot—, the 0ceis oaHmriod oy.1 er to goading Dustiest, in the soofeel of IT,111,If il(, the Intel hotdiog rode oad 211. The they 0 of the ED and any field use .1 the hum, iodud'mphandNnp, sfordoe, inssaRefion and basing, sholt be therespoasTiNry of The luildn¢ Designer on/ #34869 (onha[1a. 10 anti, set Wi. the ND and the poriini, and gaidt6oe of the l lding(emdory poneof Slefmuation(KSQ pubfisl,d by PI oad SKA oe ufenmed In, pound guide. Tn l defer the rnpossihoifies®d duties .1 the imss Deigoe, Loss Oesiga laght-ad irva Maouft—, unionalb—ise defied byo 1109 Coastal Bay Content peal upon is mif¢by oil plies ioyelad. the Than Design Eugiaeer is NOT the luaflul Oesigoer or Than SpLn Eullea for any boadiup. All capitalized tams art as defied In I7I1. Boynton Beach, FL 33435 Copynght0¢014 AI testTrunts•JuGus Se, P.R. Eepcolus loaof This decorated, in my farm, is p th30ed without ndta pnauniau hem AI goof Frosts-lugm Lee, P.E Job Truss Truss Type Qty PIY Std Pac/6810 El C 60770 PB3 GABLE 1 1 A0489459 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946i desiign@altruss.com Run: 7.600 s Oct. 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:40 2015 Page 1 I D:ji55gdeq Rq9?EOOT_IriSDy8?Mc-?7lOa31?9tniymDtJ2G37n4cgdZY9NzG MUOzNRzZhrP 26-11-7 6.00 12 4x4 = 3x4 = 3 4 5 6 7 T 12 3x4 = 17 16 18 15 14 13 19 12 3x6 = 11- 26-4-6 11- 25-5-4 Plate Offsets X,Y -- 8:0-3-0,0-2-0 LOADING (psf) SPACING- 4-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 .25 Plate Grip DOL tjES TC 0.34 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL .25 BC 0.57 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr WB 0.13 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2010rfP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 `Except' 3) Provide adequate drainage to prevent water T4: 2x6 SP No.2 ponding. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 4) All plates are 1.5x4 MT20 unless otherwise OTHERS 2x4 SP No.3 indicated. 5) Plate(s) atjoint(s) 3, 6, 8, 2, 13, 5, 15, 4, 12, 7, 9, BRACING- TOP CHORD 16 and 11 checked for a plus or minus 0 degree Structural wood sheathing directly applied or 6I0-0 oc rotation about its center. 6) Plate(s) at joint(s) 14 checked for a plus or minus 5 purlins. BOT CHORD degree rotation about its center. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) Gable requires continuous bottom chord bearing. I 8) This truss has been designed fora 10.0 psi bottom MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in chord live load nonconcurrent with any other live accordance with Stabilizer Installation guide. loads. 9)' This truss has been designed for a live load of 20.Opsf on the, bottom chord in all areas where a REACTIONS. All bearings 26-11-9. rectangle 3-6-0 tall by 2-0-0 wide will fit between the (lb) - Max Horz bottom chord and any other members. 1= 26(LC 8) 10) Provide mechanical connection (by others) of truss Max Uplift to bearing plate capable of withstanding 100 lb uplift at All uplift 100 lb or less at joint(s) 1, joint(s)1, 2, 16, 11 except (jt=lb) 10=1 17,13=172, 2, 16, 11 except 10=-117(LC 22), 15=158, 12=165, 9=163. 13=-172(LC 7), 15=-158(LC 6), 12=-165(LC 11) This truss has been designed for a moving 7), 9=-163(LC 21) concentrated load of 200.01b live located at all mid Max Grav panels and at all panel points along the Bottom Chord, All reactions 250 lb or less at joint(s) nonconcurrent with any other live loads. 1, 10 except 2=261(LC 23), 13=406(LC 12) "Semi -rigid pitchbreaks with fixed heels" Member 26), 15=382(LC 25), 12=391(LC 27), end fixity model was used in the analysis and design 9=270(LC 22). 16=296(LC 24), 11=317( C of this truss. 28) 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as FORCES. (lb) applicable, or consult qualified building designer. Max. Comp./Max. Ten. - All forces 250 (lb) o less except when shown. WEBS LOAD CASE(S) 5-13=-287/334, 4-15=-260/300, Standard 7-12=-272/315 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 I =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 I& MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 6 5x6 = ::::i� 1Qp�O I�r tN la= O O O 20 11 21 3x4 = PLATES GRIP MT20 244/190 Weight: 88 lb FT = 0% QWAINING•Thus, Omaughlymeimilbs'A4 ROOFTIUSSIS I'SBLI11 GIN1IALTII95 9(P)DITIONSOUSTOMIRCHY111 A(RNO'WLIDGEOIUr term Verily design pammelen end rind notes se this lna Design Dmdng(IDD)uadlhlehs us, P.R.Re(erene Sheet before use. Unless otherwise stated w the TOD, cull Use mnneder JUUUS LEE, P.E. Eiden shall h used In, the TOO is be did. Asa Truss Design Inghsw(,.e, Spairty EDIineerA the maI an mry TOO mpmseds In araptnme of the p oleahmel eupnetrinp nsponibiftyfor tie design dIbe shSh,ToIs dqued mn the IDDady, under RI I. The design nssmuniu s, loading scuditaES itlaes, sury, end used this Fees' her my I.ddnp is the nspoenibOuIr Sth,Owns, the Omem% adhorimd quel a the Rdlfng Designer. in We mmedarun, ll(, the IRE. the WWI sed.andTPII. The appiond offhe TOO aM anyfidd use d the Toss, mrlddmg backapfinape, instaOoNoeand boring, sbaO be lhrespo"Muty d1a gd hOull Desigom and #34869 faahotlor. Illodhs set odwlhe lDO cud Me seedlike, cudpuidelind atlh9uJLngOn. p ued Safely W.A.(R(SI) published by IN and SL(Am-rdereered lmg.eerd guider. ITT defines Oanspoml6Oifiesned duties d theTmss Designer, Truss Design bull oeernod irosskmdetlme,, ad less athmwim defined by 1109 Coastal Bay (antred agreed op.n is estNmg by dl menthes reeled The lm%Desigu Enlineer is NOT The Uding Design, or True System Engineer lmmry building. AU mpitnti.edte,ms me as defined in Rl1. Boynton Beach, FL 33435 fapyrigh187gN AI IootTosses lufius l.e,Pi Repmdedi IWisdammed,iomeytoim, is Wrbmded wilAeatwNleo permission bout II Iwfirvssm•login fee,Pi Job Truss Truss Type Oty Ply Std Pac/6810 El C A0489462 60770. V3 Valley 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. Wed Mar 18 13:53:40 2015 Page 1 ID:ji55gdegRg9?EOOT_ dSDy8?Mc-?7lOa3l?9tniymDtJ2G37n4hYdfg9OyGMUOzNRzZhrP 1-2-6 2-4-13 1-2-6 1-2-6 3.4 = 2x4 ii 2x4 0- -5 - -5 2-4-13 2-4-8 Plate Offsets (X,Y)-- [2:0-2-0,Edge) LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.02 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(TL) n/a - n/a 999 BCLL ' 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20101TP12007 (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 2-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 48/2-4-3 (min. 0-1-8) 3 = 48/2-4-3 (min. 0-1-8) Max Horz 1 = -24(LC 6) Max Uplift 1 = -17(LC 8) 3 = -17(LC 9) Max Grav 1 = 227(LC 18) 3 = 227(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load lnonconcurrent 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-O'tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QWAIVING -Ilwse ilou.bly¢dee the'41 IOOF IIUSSIS rS(L6Pl UWAL W 9(ONOIBONS❑IST011(IrIU1111A0(NOWf(OGE61EN17 loan Yadydnign peometen retired Me, .IM,russ Mtn Marriott (100)ao✓tle Jelic,In, Pi hileume Shebelou asef Me, clInniu shod oe the TOO,. AL16 unaedor )UUUS LEE, P.E. plates shell he cud for the TO0 isGos be safid. As as Units Inheer(u. sludely(nAkeaL the sml or say 100upuicds gu ecupmvm of the pulnsisted eegkeesiup mspomibiluy for Me deslpe ofthe sdnple In 041ded us the DID ay,cederITT I. Ike dedp is—pties"ledmg ud4Na ans, NH4seand useal this I— Iataaylc3dagdsthe uspnsibiOtyottheOeon, Its Astirds netkorhed steels tke laitd'ug Ouip,r,bib swtest of Ike n(, lie nethe lead boddingods andTH L The appu,W enke roll a.W aayfield a se of the rmu, kdodup hadliog, sI p, iunoOetm bri bradnp, stailb, the upenihLry altke IsHOeA Onigaaand #34869 (arrudr, 1109 Coastal Bay (autsm West epn ie esddag by ell path,cuud. The Ina Oesip(corturis NOT the hOdkg Osslpen.moss Syshn Fnginethenybuilft AOupOeraedta s Weal defect in TH 1. Boynton Beach, FL 33435 (uprighld07O1/ AI IaafTrvssesdaGn Lu,PF. lepsedadiau oI This dcanues,is cry Ieu, is pubi3Ned.4tel rrNleo panisvac feu AI MTresses-lotus Lee, PE Jab Truss Truss Type Qty Ply Std Pac/6810 El C 60770 V5 Valley 1 1 A0489463 Job Reference o tional Al KUUr I KUb=), FUK I YItKUt, rL J41A� 4b, Zaltruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 18 13:53:40 2015 Page 1 I D:j i55gdegRg9? EOOT_Dri SDy8?Mc-?71Oa31?9tniym DtJ2G37n4g kdf D9OfG MUOzNRzZh rP 2-0-0 4-0-0 2-0-0 2-0-0 24x4 = 5 4 6 2x4 •i 1.5x4 11 2x4 O v .9 0 LOADING (psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 I TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 1 = 56/3-11-6 (min. 0-1-8) 3 = 56/3-11-6 (min.0-1-8) 4 Me 80/3-11-6 (min. 0-1-8) Max Horz 1 = 48(LC 7) Max Uplift 1 = -28(LC 9) 3 = -32(LC 9) 4 = -13(LC 8) Max Grav 1 = 228(LC 19) 3 = 228(LC 21) 4 = 250(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I 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 8e MWFRS for reactions shown; Lumber DOL=1.25 i late grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load. nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A WARNINGtoo, P.Eld se S6eethlonest.U0.e0erriseslmeioolheIDD,alyNireYmonestos JULIUSLEE' P.E. pletes sls0beomdleebe MO tobe,dl. Aspima 0esipo Eppipea rue. Spedtlry Ipft Ltee sealoe say IDDrepseseds oa -Pb. of the pmfumdengbeemamsponsbirdytonhe design ofIbe eodeTsondeptlel es tee TDDasry,cedesIN1. Ile d0j.esso.#oos,loadgso,drtiam, nitobDiry endpseef�his Imu la my eoildial4llmlpsw'tEry.1IN, 0eet,the 0—',uftriiedegemeitbe RmldwpDesipoer, io sk soeteaafNelR41pe11(,Me laol hu0dmpmde eodlPlL pbe oppsosW optea IDD aM myfieldonefthe inss, mdodnp ban6op, uarge, iosteDntioo and Nauup, sbeOeelCo respoesibiGty aftee Rolldsog 0esigeesnod #34669 6"Nosts. AO nobs set nd I, IN. lDD see!th psodins mi poid'u"of IN, en0d'ng(oapemnlLh¢ldnndion(R(SQpsb5dd byTPI and Sl(Ane sdenud lugnenl golden,, TPl l defines Poe sesponkEn ondd indthe T., Oesigoa,TsessDesips lnpaverepi Tress Nsod t—, wIs,, atb—ia deraed by s 1109 Coastal Bay (onnsd �fEedapap m snitmg by eD pmtin brehtd. The Tmss p ho (OQbeef n Ngl the logfmg 0esigoa a Boss System (n0inea fussy buDdog. Allosoofaedtesms ma os. defined i lPl 1. Boynton Beach, FL 33435 (oppuAbi02014 AI Roof Im -hrin lee,Pl Repmdocknollbh donm<d,ie ®1 brm, is pslnlNed "ilAoot sndlee pesnisdss hom AI RoslL.....Iobm In, P.I. Jab , Truss dross Type Qry P1v Std Pac/6810 EI C A0489464 60770 V7 Valley 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. Wed Mar 18 13:53:41 2015 Page 1 I D:ji55gdegRg9?EOOT_pdSDy8?Mc-TKsmnP2dwBvYZwn4tlnlg?dgv0_5urkQb87WvtzzhrO 2-9-10 5-7-3 2-9-10 2-9-10 Y 0 0 4x4 = 5 4 6 2x4 4, 1.5x4 11 2x4 J 0-0-5 0-0-5 5-7-3 5-6-14 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) n/a n/a 999 BCLL . 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20101T'PI2007 (Matrix) Weight: 20 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 84/5-6-10 (min. 0-1-8) 3 = 84/5-6-10 (min. 0-1-8) 4 = 121/5-6-10 (min. 0-1-8) Max Horz 1. = 72(LC 7) Max Uplift 1 = -42(LC 9) 3 = -48(LC 9) 4 = -20(LC 8) Max Grav 1 = 243(LC 19) 3 = 243(LC 21) 4 = 274(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3, 4. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QWAITING- Plea, Iheroustsly 1,rtbe'A.IIDDFTIUSSESrSI]II[IGEAEIAITSIYSI(ONDITIDNS(USTO=rIDYaIAWIDYWEDG(YINrf.,a. MDT design p.—ten serd,redeaes®This We Design Dmeiup(TOD)undlheloRu, Too, P.E lefenet,Sheethefn, to. 9nlas mbemise s�atedre the iDD, Defy Hilek ennoeslor JUUUS LEE, P.E. bola sba0 k Deed Gr the iDD to le solid. As.Isuss Desipo E.given Qs, Spsiilly EtgiaerL ae seal a eoy IDD npreuas ae.eepmeu of the prolessiaoul upmeering aspov3i(tly'lor the chip of the ripple inssdepided o.Ibe IDD only, vnderiPl L R, dedp osomptons, IuSaq an6taas, aimbDiFy end use althis Ross for Troy MTN is the responsibility ofthe Dean, The Deoeis authorized agent who lmlkg Designer, to the aelesl tithe ll(, Ihell. The food hodding ads end TPl T. IDe nppiotal tFlh 199 and t.y field vsedibeiass,htudiaAbon�.A•simnpe, msagnta®d trormp, shales the retptaibirrty atiheendsiag Designerwd #34869 (ooflm.. AD mac ar rest. the IDD and the pnein, red hoidefinn tithe l ldwl (amposeot Sdeq Iniomol® (Ifftbli hod by IN end SIIA as uhnead fee po.,l grad®n. IN I Want the re,pnsibUifia and dotes of The Gas Designee, Trans Design boo colorsethemis, edited by. 1109 Coastal Bay (mRa q,,,dep.to stLhp by eflpotn hnaleed. The loss Odryn feet is NOT the l.lrmg Designer neLass Spurn Engine. In any beddiq. All apite:ned l.m, ne, as shred to TV 1. Boynton Beach, FL 33435 (ayyugh1@7DI4Al Whro blinlee, I. Iep ileth dithdanmut'i, agmra,G pahs3Ne1e,itbeel enBles p,missian Inm AI loot Gursa-dnba Iee,P.E Job Truss Truss Type Qty PIY Std Pac/6810 El C A0489465 60770 V9 Valley 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. Wed Mar 18 13:53:41 2015 Page 1 ID:ji55gdegRg9?EOOT_ pHSDy8?Mc-TKsmnP2dwBvYZwn4tlnIg?doo0yburcQb87WvtzZhr0 3-7-3 7-2-6 3-7-3 3-7-3 Y 0 0 4x4 = 3 5 4 6 2x4 2x4 z,i 1.5x4 11 i 0- -5 7-2-2 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010R 312007 (Matrix) Weight: 27 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 6)' This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a OTHERS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- TOP CHORD bottom chord and any other members. Structural wood sheathing directly applied or 6-0-0 cc 7) Provide mechanical connection (by others) of truss purlins. to bearing plate capable of withstanding 100 lb uplift at BOT CHORD joint(s) 1, 3, 4. Rigid ceiling directly applied or 10-0-0 cc b(acing. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid MiTek recommends that Stabilizers and required panels and at all panel points along the Bottom Chord, cross bracing be installed during truss erection, in nonconcurrent with any other live loads. accordance with Stabilizer Installation guide. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design REACTIONS. (lb/size) of this truss. 1 = 111/7-1-13 (min. 0-1-8) 3 = 11117-1-13 (min. 0-1-8) 4 = 161/7-1-13 (min. 0-1-8) LOAD CASE(S) Max Harz Standard 1 = -95(LC 6) Max Uplift 1 = -56(LC 9) 3 = -63(LC 9) 4 = -26(LC 8) Max Grav 1 = 257(LC 19) 3 = 257(LC 21) 4 = 299(LC 20), FORCES. (lb) Max. Comp./Max. Ten. - All forces 250I(lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3,second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.�8; MWFRS (envelope) and C-C Exterior(2) zone;lcantilever 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anv other live loads. A WAINING-11eaethmoghlpaainsthe'4l ROOF TIUSSESrS111[nG[MLTENS6[DNDIi1DNS NSI011E1rWTEt1AIXIIDWI[OGFLFNr lomr. yadydaitepereenhacedrmdatesm Wrest Dmip Oruxmg(IDOJand thelulius lee,Pd lefereve Shakereae. Oolea mherxise stored oa the TOD, only Eck moadar JUUUS LEE, P.E. plotes shoUN aced for the IDD h ke aoad. Ae a host Oesila fapieeerre, Spdoiry Fotmeal,0e seal m mY I00 represents a oaepmnm of the pafessiaaoleapmeedop respnatifdyfar he dnip of @e smple Tna depicted m the IDOanly, odor RI I. @e desip rsmaryNms, loading madtiaas, miahairy and aseal0is Irons Iar my toddag ts7he aspoahiatyaHhe axon, the OxoeisoaNrimdogeatm Iked fin Oniper, m theaaaea al He Ito the 11C.be tonal hoilding dead TPI I.The opmml efthe TODaad aoyfi,ld os, 0 the TosLmdodiop hers ieg,stemp, imma.fin ad firedog, eked he 2... rsfbrityofth,hiL4og Unlleaad #34869 (oohouta. INmhs set adhlhe 100 mdlN pmtiasadgoideGonpftke laJSag(ampaalLfery lolaamiao(E(SQrakGsled by iPl and ShCA on refueaed for geoadpoidmra Rl l deraes the rnpmihaties ad duties ofthe Tress Oniper,Tms,Desip Fejmeaosd Truss Ymalalma, oohn 0-1. defined by o 1109 Coastal Bay faohoO Dyad opau Hoop by eDpaliet mraieed Thefmss Onipl Region is NOT IN Weal Oedleer a Tian Syaea Fa@aerlaaoyhsa6ng. AUapearedteras—hred'a RI1. Boynton Beach, FL 33435 Capyngh10701A AI laolTmuee-laGus lee, Pi. lcpiodurdonal Ihu dommeot, io ay form, is pnkBAed aiikool ndlo prmissiadma AI Imf imam -loins taj.L Jab Truss Truss Type PIY Std Pac/6810 EI C60770 7tY A0489460 V11 Valley 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. Wed Mar 18 13:53:41 2015 Page 1 ID:ji55gdegRg9?EOOT_pdSDy8?Mc-TKsmnP2dwBvYZwri4tln lg?dl30x?urUQb87WvtzZhrO 44-13 8-9-10 4-4-13 4-4-13 4 0 0 4x4 = 2x4 i 5 4 6 2x4 �, 1.5x4 II 0-0-5 8-9-5 4 0 0 LOADING (psi) SPACING- 14-0 CSI. DEFL. in (Ice) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix) Weight: 33 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 139/8-9-0 (min. 0-1-8) 3 = 13918-9-0 (min. 0-1-8) 4 = 201/8-9-0 (min. 0-1-8) Max Horz 1 = 119(LC 7) Max Uplift 1 = -70(LC 9) 3 = -79(LC 9) 4 = -33(LC 8) Max Grav 1 = 271(LC 19) 3 = 271(LC 21) 4 = 324(LC 20) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=6.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) Gable requires (continuous bottom chord bearing. 5) This truss has Been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q WANING- Mee Oarapmyr.iew Nee 'A-IIGOF TIUSSES 1-5[11111Gums.TSINS 6(ON UIFIONS(USTOYFYr1UitjXk IfiWlF06ar term. yeNr design potoda,.4".d.9".16,Tnss Gesipc Omeiag0GO)and lb,Juliuc lee,P.L lefereme She etbelm ne Ualess afh-ise stated a IN FGG, oolr WT, manedor AJUUUS LEE, P.E. pfdes shoo Nusedfor be IDOf.lnapd. so IM Oesig.E.giaeee 0<,Spaidry Eat©eerL Me seal oo asy 100,epesedsmaaepTe.m of Ibe pmfessimol engmeeri.p msp.dtiftyhr Ibe Mtn dthe sogleIr.ndepid,dm me TOO aeff, order 111I. IDe desip nm.gOms, toodmp madittie., ibeb mOry i d-dI'lls , Ill, u.y WNdae is Ite penleiNtyof the Owoa,ibe Owmds aathrimd Vel. the Reldmg Oesfarer.Othe Wed .I the tlr,[be W. the led beR&&de o,dTPI I. The opgmml lithe TOO old myfield .,, d the Tnes, hded'mq hr4 q,stompe, iastahtme and bnd.q.O.Ube Oe.,pmdhiNty mthe l.iLS.q Mitteenmd #34869 famed.. 17 ml., .1 .1 O the TOO and the petlms and p.iderme Ilbe llegf q rampant Uhl Ide edha (pnp pehNOed by TPI..d SIfA me Wireand I. patrol gaidau. lPl1 defines Oe nspabONes ovd dorms of IEe Trust Oesig.u,Imss Oedp. Fnjmeermd Tnss Mmdo.mer, alas.tbenise der ed hy. 1109 coo .1 Boy raanmaq,eedwpa0snuhgbyonpmtiashralredTh.Wsllu ohpiaeaisNOTtkU&(DWI.,.I,ossSpteeEopi.eerforaeybuOdiag.AllmpitoluedTenetmeesdefinedi.1111. Boynton Bocce, FL 33435 foppiotOID] 4 AI teefTm -blim la, P.F. Iepmdedia.alMd.mmd,hmy hm, is pehOded withoat wNte. pmisdae film Al Reel Tnes s-Julius lee,U Job Truss Truss Type Qty Ply Std Pac/6810 El C 60770 V13 Valley 1 1 A0489461 Job Reference (optional) Al KUUr I K1.100 0, r-UK I rler-Ut, rL 3aa40, 4 0 0 !altruss.com Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Mar 1'8 13:53:42 2015 Page 1 ID:ji55gdegRg9?EOOT_priSDy8?Mc-xWQ8?13FhU1 PB4MGRTJXCCAtUQFYdIcZgot4SJzZhrN 5-2-6 104-13 5-2-6 5-2-6 4x4 = 2 2x4 5 4 6 2x4 1.5x4 II -9 6 1 0-0-5 10-4-8 LOADING (psf) SPACING- 14-0 CS1. DEFL. in ([cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010, 312007 (Matrix) Weight: 40 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2BOT 6)' This truss has been designed for a live load of ERS 2x4 SP No.3 CHORD 2x4 SP No.2 OTHERS OTH 20.Opsf on the bottom chord in all areas where a BRACING- rectangle 3-6-0 tall by 2-M wide will fit between the TOP CHORD bottom chord and any other members. Structural wood sheathing directly applied or 6-0-0 cc 7) Provide mechanical connection (by others) of truss purT to bearing plate capable of withstanding 100 lb uplift at ROT CHORD joint(s) 1, 3, 4. Rigid ceiling directly applied or 10-0-0 cc bracing. 8) This truss has been designed for a movingconcentrated load of 200.01b live located at all mid MiTek recommends that Stabilizers and required panels and at all panel points along the Bottom Chord, cross bracing be installed during truss erection, in nonconcurrent with any other live loads. accordance with Stabilizer Installation gulde. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design REACTIONS. (lb/size) of this truss. 1 = 167/104-3 (min. 0-1-8) 3 = 167/10-4-3 (min. 0-1-8) 4 = 241/10-4-3 (min. 0-1-8) LOAD CASE(S) Max Horz Standard 1 =-143(LC 6) Max Uplift 1 = -84(LC 9) 3 = -95(LC 9) 4 = 40(LC 8) Max Grav 1 = 285(LC 19) 3 = 285(LC 21) 4 = 349(LC 20) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anv other live loads. WAANIMD-PhDs,th,o,#IyYaOydesgeporeuafnseudaedmhsooIN, T—DesipoDmnmgODD) asdlhelolioA,,,PF.pefeseaeSbdbfaeose.U.1—thertmodfedooeheMD. eallhudam,m JUUUSLEE, P.E pldes sheAAe aced In the IDO b De voDd. As o Less Desipe togioea�.e, Spaidry LepoeerA He sect oo my ND reto—t' m oaeploom op the pid"sited eepee—p espom3ifJp for the chitadfhe shoos cross depided m the TDD mry, coder 11I I. fhe deu�t esmmpfions, too6np roediliads, eihhdry and useellhls Siva fat my 6Ddir;istherespembirdyofthe Omer, the Daeeism"rite opmf mthe An'Irrq Daip�er,mthe soaea efthi lL4 Mell(,fbe lad boilSop ode and Rl1. The uppeod of the TOOeod ooyfield me tithe Tess,Wediog bmdhop, stoepe, isssdletioeand bredop, shaO be the respossibifiryefthe loilrmp Desipeeroted #34869 rmnoder. lUmtes saod'e she IDD ml Oe praliuI ad Aoiddiea o�the rA&I Gapeoea Sefsry Wormefic. XSI) ptbfnhed by TPl and Sill en uforested forpeesd puidmoo. Rl l defines lbenymsibAifia aiddain of the truss Dnipoa,hoe, Desito Fef.—A Tr M.datmeq afe-thrvte defied bya 1109 Coastal Bay [aoam7 opaed openurtitmp by eUpaties®rdeed The Truss Dedpo 1Op nor is MDT the luUAmpD apes a Less System honest forohy buffft AUsepitornedlatesweadd dw IF11. Boynton Beach, FL 33435 fopyrigb167O1d AI holTesset•JuGoslee, PE leptodosfionollhudemmed, ie mtperm, is ptsmTded ailEooP.dtlnperaissioepea AI ladLeam.belies pee, U �=y TRUSSES AFL.ORIDA c€JRPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards: ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com II T4 TH D26 1781, 2485 2855 3060 2170 18 -16d (Face) FL13285.35 12-10d x 1-1/2 (Joist) 06- . 0921.05, RR 25843 HFU26 2940 3340 3600 1555 11 -10d x I-112 (Carded Member) 20.10d x 1-112 (Carried Member - Max Nailing) 20 -16d (Carrying Member); 20 -16d (Carrying Member- Max Nailing) T5 THD26-2 178:4 2540 2920 3175 2285 18 - 16d (Face) R13285.35 12 -10d (Joist) 06- 0921.05, RR 25643, 15116-R HHUS26-2 2785 3155 3405 1550 - - 14 -16d (Face) 6-16d (Joist) WU26-2 2940 3340 3600 2175 20 -10d (Carried Member - Max Nalling) 20 -16d (Carrying Member= Ma Nailing) T6 THD28 178:4 3865 3965 3965 2330 - 28 -16d-( aca) FL13285.35 __-- 36 10dx 1-1/2 (Joist) 06- 0921.05, RR 25843 H1U28 3820 4340 4680 Z140 - 2G -1ad x 1-112 (Carried Member - Max Nailing) 26 -16d (Carrying Member • hlax Nailing) T7 THD28-2 1781, 3950 -4540 4935 2595 - 28-16d(Face) FLi3�5.35' 16 -10d (Joist) T 06- 092L05, '' RR 25843, .13116-R HHUS28-2 4210 4770 5140 2000 22 -16d (Face) 8 -16d (Joist) HTU28.2 3820 4340 4680 3485 26 - Iod (Carried Member - Max Nalling) 26.16d (Carrying Member- Max Nailing) T8 THD46 178:4 2540 2920 3175 2285 - - 18- 16d (Face) FL13285.35 12 -10d (Joist) , 06- 0921.05, RR 25843, 13116-R . USP Structurai Connectors ' J • Names USP STRUCTURAL CONNECTORS' Address: Customer. A [+11iTW Compaary Contact; Fastener Comparison Table 1 (1) 4 Number. _-_='?�--1':= --_-_`--mew- -� =:?y=,=<',•_'="">p-r�3-=Tom•.-;'_--'y.;=� _.�-r-_c.�.,T�-=�_ tea`... �v!_v-e -..^�Co:nnectar-='•�cheduie�,�-. r«w '--'c"-:S<'-,%•?+-_ STGrouLabeiE - +_ti �.wi::r�tri.E3 �..v-C� -ElSP.'.StoctclC%� goC�- ?.v -. ti_ _-_ aa-:G.;�asy�T•.. � "" •za. ,� tic ••-:_� �_. Rf-a'stene tti'' - - =Fi���K:Requirsd.Fast2ners - I T1 JUS24 4-10d (Header) LU52- 4-10d (Fleader) 2 -10d (Joist) 2- IOd (Joist) - T10 THDH26-2 20 -16d (Face) UGU526-2 20-16d (Face) 8 -16d (Joist) 8- I6d (Joisq - TIl THDH26-3 20-16d(Fa ce) HGUS26-3 20-16d(Face) 8 -16d (Joist) 8 -16d (Jo" - T12 THDH28-2 36-16d(Face) UGUS28-2 36-16d(Face) 10 -16d (Joist) 12-16d (Joist) - T13 THDH28-3 36-16d (Face) HGUS28-3 36-16d (Face) 12 - 3.6d (Joist) 12 -16d (Joist) - T2 JUS26 4-lod (Header) LUS26 4- IOd (Headej) 4 -10d (Joist) 4- IOd (Joist) - T3 MSH422 22 -10d (Face - Face Max Nailing) THA422 6-16d (Carried Member - Face Mount) 6 -10d (Face -Top Max Nailing) 6-10d (Carded Member- Top Flange) 6 -10d (Joist - Face Max Nailing) 22 -16d (Face - Face Mount) i 6 -1od (Jolst -Top Max Nailing) 2 -16d (Face - Top Flange) 4-10d (Top -Top Max Nailing) 4-16d(rap -Top Flange) - T4 THD26 1B-16d(Face) HTU26 11-10dx1-112(CarriedMember) -12 -:Lod x 1-1/2 (Joist) 20 -10dx 1-112 (Carried Member- D;ax Nailing) 20 -16d (Carrying Member) 20 -16d (Carrying Member - Max Nailing) - TS TH026-2 18 -16d (Face) HHUS26 2 14 -16d (Face) 12 - led (Jolst) 6-16d (Joist) T6 THD28 28-16d (Face) UTU28 26-10dx1-W (CerriedMember- 16-10dx1-1/2 (Joist) Mug Nailing) 26 -16d (Carrying Member - Max Nailing) - T7 TH028-2 28-16d(Face) HHU528-2 22-16d(Face) 16-10d (Joist) 8-16d (Joist) - 78 THD46 I8 -16d (Face) HHU546 14-16d (Face) 12 -10d (Joist) 6-16d (Joist) - TS THD48 28 -16d (Face) HHUS48 22-16d (Face) 16 -10d (Joist) 8-16d (Joist) USP Structural Connectors j Adde. ress: STRUCTURAL CONNECTORS` Customer_ A MTek'Company Contact: I ,,--A, �``'"f 5.f flange �e I , THD48 Number. . . _..._.... USP Structural Connectors USP Structural Connectors - - - : TYPICAL ALTERNATE BRACING DETAIL FOR :EXTERIOR FLAT GILDER TRUSS iz 412d-., PITCH�� TRUSS -24" c.c, UPIJFT CONNECTION, SEE R.00F TRUSS EXTERIOR FLAT GIRDER 4 12d MAX 30" (2)"a") jCP BOTH FACZ NN 3d 4 t8i 6 ga-,, ES �# SIMPSON H5 :p STATE OF %•��� 1109 COASTAL HAY BOYNTON BC,FL 33435 10/29/22 IF 4a r FEBRUARY 14, 2012 1 Standard Gable End Detail MI i ek Industries, Inc, SHEET 2 ' 1MTek Industries, Che; PrrjL- , MD Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses g 24" o.C. TALERACE (SEE SECTION A A) 2rb DIAGONALBRACE SPACED 48- O.c. {SEE ATTACHED TD VERTMALWITH (•) -16d RoofSheathin� , COMMON WIRE NAILSAND ATTACHED TO BLOCKING VM (5)-10dLMIGNS 1-3' IUTYOFTHEBLDG DESIGNEROR 1% EERIARCHiECTTO DESGN THE NAIL DIAGONAL BRACETO AND US ATTACHMENTTO THE URLIN WITH TWO 1 Ed NAILS ALL OUT OF PLANE LOADS THAT HE BRACING Or -THE GABLE ENDS 2X 4 PURLUY FASTENED TO FOUR TRUSSES WITH TWO 1 &:J NAILS EACH. FASTEN PURLIN \ TO BLOCI.INC-WITWO 16d NAILS (MIN) .Brace t 113 \ PROVIDE 2a4 BLOMING BETWEEN THE TRUSSES a points of i \ SUPPORTING THE BRACE ANDTHETWOTRUS S if rlee needed TOTRUSESE3W1 \ (zj IDdNAIILSATEACHEND. CB211 ATTACH DIAGONA ETO BLocim Wrm (5}-tOdCOMMON WIRE NAILS. End Wall I ! CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLETRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1 :ATTACH A MAT' RING GABLETRUSS TDTHE INSIDE STRUCTURAL FACE OF THE STRUCTURAL.GABLE AND FASTEN PER THE GABLETRUSS FOLLOWING NAIUNG SCHEDULE. METHOD 2: ATTACH 2X _ SCABSTOTHE FACE OFEACH VERTICAL MFNBER ON THE STRUCTURAL GABLE PER THESCAB ALONG FOLLOWING SCAB ALL NAILING SCHEDULE SCABS ARETO BE OF THE SAME SIZE GRADE ARID SPECIES AS-kETRUSS VERTICALS NAILING SCHEDULE; FOR W IND SPEEDS 120 MPH (ASCE 7-99, 02, ".151) MPH (ASCE7-10) OR LESS, NAILALL ME SERS WITH ONEROW OF10d (131- X3') NAILS SPACED a O.C. - FOR W IND SPEEDS C-RFATM 120 MPH (ASCE 7.99, 02, 05).150 MPH (ASCE T-10) NAIL ALL MEMBERS WTnl TWO ROWS OF10d ( i31- X31 NAILS SPACED 6-O.C. (2X 4STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LIMED ON PAGE 1- ALL BRACING METHODS SHOWN ON PAGE 1 ARE I VAUDANDARETOBEFASTENEDTOTHESCABSOR INLAYEDSTUD VERTICAL STUDS OFTHESTANDARD GABLETRUSS 04 THE INTERIOR SIDE OFTHE STRUCTURE S,11UC7I AL AN ADEQUATE DIAPHRAGM OR OTHER METHOQ QQ��jj R�AACING MUST GA SS / BEORESENTTOPROVIDE FULLLATERAL9Ja30TTOM CHORD TO RESISTALLOUT OF PLANEVIOA%"'IE LNG OWN 1NTHISDETAiLISFORTHEVERTICA NOTE ':THLSDEMILISTOBEUSEDONLYFOR N 34869 STRUCTURALGABLESWILHINLAYED r — STUD3.TRUSSESWITHOUTINLAYED r V (� STUDSARENCfiADDRESSEDHERE. ��1-- .9 1USTATE OFSTANDARD_�CORIDP_= GABLETT4US5 I ''/41S'ONAL �11 0 1L11 "" 1109 COASTAL BAY j BOYNTON BC,FL 33435 1 • • t RUARY 14, 2012 a/ as �a MR'ek Industries. Inc. TRUSSED VALLEY SET DETAIL GA5LE END. CONTAON TRUSS OR GIRDER7RUSS GENERAL SPECIFICATIONS ST-VALLEY SYP MiTek tndusWE--, Chesterfield, MO Page 1 & j I- NAIL SIZE= 3.5" X 0.131" =16d 2- INSTALLVALLBYTRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL A 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS_ 4. BASE TRUSS SHALL GE DESIGNED WITH A PURLIN SPACING EOUILNANTTO THE RAKE DIMENSION OFTHE VALLI YTRUSS SPACINC. VALLEY TRUSSTYPICAL GABLE END. COMMON TRUSS OR GIRDER TRUSS SECURE VALLEY TRUSS Wl ONE ROW OF 16d NAILS 6" O.C. WIND DESIGN PER ASCE 7-90. ASCE 7-oZ ASCE 7•o5 12D MPH WIND DESIGN PER ASCE7-10 15D MPH ATTACH 2.4 CONTINUOUS NO-2 SYP MAX MEAN RDDFHEIGHT-30 FEET ROOF PITCH - MINIMUM 3;12 MAXIMUM 1DA2 TO THE ROQF W/TWO 1 Sd (0.131" X 3.5^) NAILS CAT 60RY 1113UILD114G INTO EACH BASE TRUSS. EXPOSURE C OR B WIND DURATION OF LOAD INCREASE : 1Lg0I I 1 TOTAL LOAD - MAX SPACNG-2# O_C.[BAS-AARQh�b§�� .EE8-k MINIMUM REDUCED DEAD 1,0D F�'2P9F-••._ ON THE TRUSSES ' `iGEN � N 34859 l0' I.D 3 9/12 ` STATE OF DETAIL A-FCOItiQp .=�Cj;`� (MAXIMUM V SHEATHING) 111 i 0 N-T.S. 1109 COASTAL BAY BOYNTON BC,FL 3343S C OCTOBER 1, 2006 �a IvliTek Industries, Inc. SIDE VIEW NEAR FAR, SIDE UPLIFT TOE -NAIL DETAIL ST TOENAIL UPU IMi rek Industries, Chaserfidd, MO Page 1 of 1 �DTES_ 1. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WI THTHE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE Iv1ENSER END AS SHOWN. 2. THE END DISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH �AS TO AVOID UNUSUAL SPLITTING OF THEWOOD_ 3. ALLOWABLE VALUE SHALL BE THE 1.ESSEP, VALUE OFTHE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOP. MEMBERS OF DIFFERENT SPECIES_ END VIEW / TOI OF R SIDE VIMS SHOWl4 ARE FOR ILLUSTRAIIGN PURPOSES ONLY T OE -NAIL WITHDRAWAIL VALUES PER NDS 2001 (Ib/nail) DiAM. SYP DF HF SPF SPF-S 58.5 46.1 31.s 2s.8 2D_3 M 69.3 47� I 32B 307 20972.3 57A 391 369 25.1 I _128 53.1 919 -18. 27.0 18A _131 543 a28 293 27.7 183 .148 6fA 148.3 33.3 31.3 21.3 .120 46.9 13 4 23.4 159 .128 49.0 38.6 25.5 25.0 17.0 131 50_1 28.5 27.1 25.5 174 _143 55.6 44.5 30.5 28.9 19.5 VALUES SHOVW+4 AFE CAPAaTY PERTOENAIL. APPLICABLE DUP_ATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE (3) -16d NAILS (.162" diem. x 3.5") WITH SPFSPECIES TOP PLATE ForWnd DOL of 133:I 3 (pails)X36.8 (lb/hail 1.33 (DOL forwind) = 146.3Ib Maximum Allowable Uplift Reaction Dug To Wind For44ind DOL of 1.60 E 3 (nails) X 36.8 (Ib/na0) X 1.60 (DOL forwind) =176.6lb Maximum Allo►vable UpliftReaction Due To Wind If the uplik inaction spLified on the Tniss Desion Drawing is more thanl146.8 lbs (176.6lbs) another mechanical uplift connection must be used. USE (3) TOENAILS ON 3c4 BEARING V4,ALL TM' USE (4) TOENAILS ON 2x6 BEARING WALL 10/19/12 Os S.K �. Jam.•• �� •-.:<� .� ' N 34869 ' `13 �� �� U • STATE OF �`E> 2.109 COASTAL BAY BOYNTON BC,FL 33435 FT