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HomeMy WebLinkAboutTRUSS ENGINEERING=Aml ROOF TRUSSES A FL0f.lPA `CORPORATION SCANNED BY St. Lucie County 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com i TRUSS ENGINEERING I :� 9 031 "9 • :I:Qu1*]1=1a PHOENIX REALTY HOMES TARPON FLATS Lot:28 / Model:MODELA/ 3922 DUNESIDE DR Rre:.1 :00n'f7 %AFT&W9213 OPTIONS: XPRHTFA ;r ..J4*A-1 ROOF ==TRUW§ES A FLORIDA CORPORATION Lumber design values are in accordance with ANSVTPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. RE: Job XPRHTFA A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: PHOENIX REALTY HOMES, INC. Project Name: TARPON FLATS Lot/Block: Model: MODEL A Address: Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014frP12007 or FBC2010 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load: 55.0 psf Floor Load: 0.0 psf This package includes 69 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. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0579445 A01G 9/16/15 13 A0579457 B02 9/16/15 25 A0579469 CJ5 9/16115 2 A0579446 A02 9/16/15 14 A0579458 B03 9/16115 26 A0579470 CJ7 9/16115 3 A0579447 A03 9/16/15 15 A0579459 B04 9/16/15 27 A0579471 CJ7A 9/16/15 4 A0579448 A04 9/16/15 16 A0579460 B05 9/16115 28 A0579472 CJ76 9116115 5 A0579449 A05 9/16/15 17 A0579461 B06 9116115 29 A0579473 D01G 9116115 6 A0579450 A06 9116/15 18 A0579462 B07 9116115 1 30 A0579474 I F01G 9/16/15 7 A0579451 A07 9116115 19 A0579463 B08 9/16115 31 G01 9/16/15 8 A0579452 A08 9116/15 20 A0579464 B09G 9/16/15 32 HC6 9/16115 9 A0579453 A09 9116115 21 A0579465 C01G 9/16/15 33 WA0579478 HJ3 9/16115 10 A0579454 A10 9116/15 22 A0579466 CO2 9/16/15 34 HJ68 9116115 11 A0579455 A11G 9/16I15 23 A0579467 CA 9/16/15 35 HJ7 9116115 12 A0579456 B01G 9/16115 24 A0579468 CA 9/16/15 36 HJ8 9116/15 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc, under my directo perwiman based on Me parameters provded by AA R mTrusses. Ltd. Truss Design Engineers Name: Manuel Martinez My license renewal data forme state of Flanda is February 28,2017. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilitysolety forme truss rnmonscris shwm. The su"Mikity and use of components for any paiticularbuilding is the responsibility or me budding designer, per ANSUTPI-1 Sec 2 The Truss Design Dmwing(s IITDD[s]) referenced have been prepared based on the construction documents (also referred to at tl indicating the nature and character of the work. The design criteria therein have been transferred to Manuel Martinez PE by (AIR 'Structural Delegated EEnqu eenng Documents') am specialty structural Component designs and maybe part of the proleat's defer Engineerl, the seal here and on the TOO represents an acceptance of professional engineering responsith ily forthe design of the for and shall coordinate and review the TOD, for compatibility with theirwntten engineering requirements. Please review all TDDs 1 - . r ri d by the Building referred to at times 1 Manuel Martinez/ Page 1 of 2 AI A M A-1 ROOF TRU55E5 A FLORIDA CORPORATION RE: Job XPRHTFA No. Seal # Truss Name Date 37 A0579481 HJ9 9116/15 38 A0579482 J2 9/16115 39 A0579483 J68 9/16/15 40 A0579484 J68A 9/16/15 41 A0579485 J7 9/16/15 42 A0579486 J7A 9/16/15 43 A0579487 J8 9/16/15 44 A0579488 J8A 9/16/15 45 A0579489 J813 9/16/15 46 A0579490 A 9116115 47 A0579491 K01G 9/16115 48 A0579492 L01 9116/15 49 A0579493 L02 9116/15 50 A0579494 L03 9/16/15 51 A0579495 L04 9116115 52 A0579496 L05 9116/15 53 A0579497 L06 9/16M5 54 A0579498 L07 9/16/15 55 A0579499 L08 9/16/15 56 A0579500 L09 9/16/15 57 A0579501 VO4 9116/15 58 A0579502 V08 9116/15 59 A0579503 V12 9116/15 60 A0579504 VM03 9116115 61 A0579505 VM05 9116115 62 A0579506 VM05A 9116115 63 A0579507 VM07 9/16/15 64 A0579508 VM09 9116115 65 A0579509 VM11 9116115 66 A0579510 VM13 9116/15 67 A0579511 VM15 9/16/15 68 A0579512 VM17 9/16/15 69 A0579513 VM17A 9116/15 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 Job Truss Truss Type qty plyTarpon Flats Lot 12 Model A XPRHTFA AO1G HIP GIRDER 1 AO579445 2 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.63D s Jul 28 2015 Print: /.WO a Jul 2d 2U1b MII ea 4 9 4 5 18 19 20 21 212514 24 25 27 2829 30 31 32 33 17 16 13 11 10 9 axe 11 4x811 5x6= 6x8= JUS244x611 6x6= 3x811 JUS24 JUS24 4x8 II JUS24 5x10 MT20HS= JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 LOADING(psl) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 7.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3'Except' W1,W8: 2x8 SP No.2 W2,W7: 2x4 SP No.2 BRACING- TOPCHORD Structu al wood sheathing directly applied or 3-5-10 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-15 REACTIONS. (lb/size) 17 = 8035/0-8-0 (min. 0-3-5) 9 = 8124/Mechanicel Max Horz 17 = -400(LC 6) Max Uplift 17 = -3848(LC 5) 9 = -3655(LC 9) Max Grav 17 = 8035(LC 1) 9 = 8124(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=521412649, 2-3=7365/3811, 34=-8146/4140, 4-5=-8146/4140, 5-6=8146/4140, 6-7=7738/3791, 7-8=-6666/3067, 1-17=7364/3601, 8-9=-7335/3366 BOTCHORD 17-18=-1691312, 18-19=-169/312, 19-20=-169/312, 16-20=-169/312, 16-21=-2298/4518, 21-22=-2298/4518, 22-23=-2298/4518, 15-23=2298/4518, 14-15=-3717f7365, 14-24=-3717(7365, 24-25=3717(7365, 25-26=3717/7365, 13-26=-3717/7365, 13-27=-3256/6837, 27-28=3256/6837, 12-28=3256/6837, 11 -1 2=-3256/6837, 11-29=-2683/5874, JUS24 JUS24 JUS24 CSI. DEFL. in (loc) Well L/d TC 0.84 Vert(L-) 0.19 13-15 >999 360 BC 0.39 Vert(TL) -0.37 13-15 >999 240 WB 0.96 Horz(TL) 0.06 9 n/a We (Matdx-M) BOTCHORD 17-18=-169/312, 18-19=-169/312, 19-20=169/312, 16-20=169/312, 16-21=-2298/4518, 21-22=-2298/4518, 22-23=2298/4518,15-23=-2298/4518, 14-15=-3717/7365, 14-24=-3717(7365, 24-25=-3717/7365, 25-26=-3717/7365, 13-26=-3717(7365,13-27=-3256/6837, 27-28=3256/6837,12-28=-3256/6837, 11-12=-325616837,11-29=2683/5874, 29-30=-2683/5874, 30-31=-2683/5874, 10-31=-2683/5874 WEBS 2-16=2289/1196, 2-15=2631/5014, 3-15=-17331898, 3-13=-711/1410. 5-13=559/316, 6-13=-137412365. 6-11=670/1142, 7-11=960/1566, 7-1O=2085/1139, 1-16=3310/6565, 8-10=3231(7053 NOTES- 1) 2-ply truss to he connected together with 12d (0. 131 'W.25") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched, 2x8 - 2 rows staggered at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 be clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 be 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=132ni TCDL=S.Opsf; BCDL=4.2psQ h-25ft, Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise Inc. vved.b'eDi6ii b:1J2uib Dead Load Deft. = 114 in I� m34 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight:5521b FT=O% 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonca current 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= 7.0psf. 10) Refer to girder(s) for truss to truss connections. 11) Provide metal plate or equivalent at bermng(s) 9 to support reaction shown. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3848 lb uplift at joint 17 and 3655 lb uplift at joint 9. 13) 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, noncencument with any other live loads. 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. stating at 2-0-12 from the left end to 30-0-12 to connect tmss(es) L08 (1 ply 2x4 SP), L07 (1 ply 2x4 SP), LO6 (i ply 2x4 SP), L05 (1 ply 20 SP), L04 (1 ply 2x4 SP), L03 (1 ply 2x4 SP), L02 (1 ply 2x4 SP), L01 (1 ply 2x4 SP) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (pill) Vert: 1-2=96, 2-6=96, 6-8=-96, 9-17=14 Concentrated Loads (lb) Vert: 14=-855(F) 11=-763(F) 12=855(F) 18=-851(F) 20=838(F) 21=-855(F) 22=-855(F) 23=-855(F) 25=855(F) 26= 855(F) 27=-855(F) 29=863(F) 31=853(F) 32=-856(F) 34=-859(F) rrmdn41,nrRme.u4pefl.RrA.1 1001 la011nnlTellnAlrtlmlmvwliov5anlovnpunqunoxrlcplw<Anm.. NealG,w.Im 11111 .I.Aaul,no hiunrprcveNimbi 11AA1mnGN.m1AmWMREldtr.r .IGlmrev. ue.neRm.;,r,misdnRrlpo'nq MANBELHA8i01B, P.E blel,m„mymnv4lGMly MI[llrk Ad Arelrn,peyefrgrnf4lPr+=)IRmnAde W mull4A,epemmnemyariLPde,wdeym�ul.yvuTJh im ArcdrliPdRe,:gYlnukpiklm FROau},nk,RFl.11e6v'ga nwmpbet�mleaint 3e61irmdme11M1 I II YfO R rip 1Fry ItFO d:On IAri /.q lmdrluding4y "M hvolXnit(IA6fd btll YgedmdMl MelPnd.IdrlpOrMeeYl,llmollArl 'ml fmpGaE6p,Nmgr IAm: NIxiR.dA1,M #047181 ' mlPwbYAYdrLBdMIGI df An IJI r I p' Nlp4mdRpm dpJl f.nelhel tdyf p IL ryln4,mrfi nflflwD4R llYn1.d51fb nel<ea,edfo pem alpmmme lnl defimrtluey 649 dlmurelRrll 4ilp I OJpelepertrmtl I0019 UodlNn (il. Lmbvdrnv,e9nr Mn.irGAmlllefnA¢IR «Iel.mnagllap.en�NmN r. drn:hmleGprn,l0lderdf"pOn¢v ulmtSYMmlyienbeRVfmr ll4peF,l om,nrn F4xlminl. ien,iAAl®141f MI tool Lone4NreaelNMinv, p.L peproduMonellhildorvmenl,IAurYlmm,IspleAihiledrNhrnbenpnminioUiomkl ioolGulus�knuel NnnimylL 01un110, F112917 Job Truss Truss Type city Fly Tarpon Flats Lot 12 Model A XPRHTFA A02 ROOF SPECIAL 1 I 1 A0579446 Job Reference (optional) At ROOF 1 RU55ES, FOR[ PIERCE, FL 34946, deslgnaaltmss.com Run: 7.630 a Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:14 2015 Page 1 ID:uM NtX8MFOzgGeYlmYvmgyHzGc8X-mODZI1ghlEgJH1VXidfuOnxJt6k6MwXrgF"Nyyd?d' 8-0-4 18-2-0 17-2,0 23�-0 TV 37-10-0 7-9-12 62-0 1 4-14 4-4-12 6.00 12 4x6 — Dead Load Defl. = 1/4 in 4 5 4x4 = - I IR l0 14 1,d 12 la II 10 a n zA 9 3x8 = 1.5x4 If 5.5 WB= 3x8 = 3x8 MT20HS= 3x8 = 5.6 = 8-4-4 16-2-0 23-4-0 31-10-0 I— Bi-4 7-9-12 7-2-0 84i-0 Plate Offsets (X,Y)— 11:0-4-12,0-1-81. 12:0-2-8,0-1-0L 15:0-2-0,0-2-41. t6:0-2-12.0-1-121 18:0-2-0 0-0-121 I9:Edde 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.26 TC 0.79 Ved(LL) -0.26 9-10 >999 360 MT20 2441190 TCOL 28.0 Lumber DOL 1.25 BC 0.67 Ved(TL) -0.4712-14 >811 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.80 Horz(TL) 0.11 9 nla n/a BCOL 7.0 Code FBC2014/-rP12007 (Matrix-S) Weight: 192 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, exceptend verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-12, 4-12, 5-10, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 176010-M (min. 0-2-7) 9 = 1726/Mechanical Max Ho¢ 1 = 318(LC 12) Max Uplift i = -583(LC 12) 9 = -581(LC 13) Max Grav 1 = 176(1 1) 9 = 1726(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=3521/2078, 2-3=2486/1551, 34=2323/1582, 4-5=2272/1628, 5-6=-1789/1316, 6-7=2040/1361, 8-9=2631220 BOTCHORD 1-18=2666/3441, 14-18=1970/3056, 13-14=197013056, 12-13=-197013056, 12-19=-117612090, 11-19=-117612090, 10-11=-117612090, 10-20=81011351, 20-21=-810/1351, 21-22=810/1351, 9-22=810/1351 WEBS 2-14=0/311, 2-12=1195/971, WEBS 2-14=01311, 2-12=1195/971, 4-12=866/1386, 5-12=694/466, 5-10=660/442, 6-10=-158/292, 7-10=145/526, 7-9=-2147/1317 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide atlequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) aljoint(s) 3,4, 5, 6, 8, 1, 2, 14, 12, 10, 7 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 13 checked for a plus or minus 3 degree rotation about its center. 7) Planets) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10.0 pad bottom chord live load nonconcurrent with any other live loads. 9) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 1 and 581 lb uplift at joint 9. 12) This truss has been designed fora moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurfenl with any other live loads. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord antl'%' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wmy�PYmlbnl'Jl:e:eaN'IIIOOIIINY3rVIL'1lW!InLLN6((0.Wn01{fN!4YYrllna'II(IFONEHWXI'Iwn l'uJykJSePwlmWndwnmAnlm:OegvPryp[Yledhlercel YaYxLPLldmme Sanhlmuu Yebloh:me0wedeelY lW,e!/ MANNfl IdA9iINEZ, P.E QLTA'.—.Vdl,M le Mlmb RIL1e M4 benm Ee4lelgwn(41WkalfrykenlnnalmnrRb,epevnuunryxnARxpdowdngmnu}m1on1F!Iv AebipdReegklmk}i,MxYn RnxlP,eekrlM�l. nekda..... yWla....... wh 1W,.dne dN,Ti I jl A., 1, IN g' 3fAy IA 0 N IN, Labia 4 - AlI IdlMll(rt X. 6 bd W6....4-4Rll IN..Wordd ne Nloidoryreldmedgal '. LI 11 11" I ege' Itil lkJ y 1i➢110. #0411A2 m}xvxrydblakmlae j dt b nxAxl 1 i' JelWddq drWr 10eWEyk I. fdlryld,mM pnarllAelgnld{lam dnead(va:x,dpdove IAl d,aw,Mmr,vMllnmllWkselOeke a jwpl,n,meEpk/eend 10019 Chodlon Cir. Iwu YeedeMeLedengsr.vhEmll/rtvbe,ISeelupurmkrFelwtin'^Let lblme h:iplerynnlNbbfa90eupnwTm6!mnfngi:naaxybYa}40GpIJ hnrnxenk!xdYlhl. (I..... ®1a150.1leelnbuep ldevdMmtilq F.I. IepodeMenol OhdolomrnSloonylmm,IsrleNitaeGrONnNeerx.NaakemAateollmnm 9l—IMenlnq P.I, Orlando, It 32832 Jot Truss Truss Type Dty Ply Tarpon Flats Lot 12 Model A A0579447 XPRHTFA A03 ROOF SPECIAL 1 1 Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@albuss.com Run: 7.Wo s Jul za zuu Pont r.aw s Jul zd zum ml lax Industries, Inc. 6.00 12 4x6 = am4 = 5x10 MT20HS-- v 13 rI 77 I 9 ., 8 3x8 = 1.5x4 II 5x6 OVB= 3x8 = 3x8 MT20HS= axe = 4x6 II Dead Load Defi. = 114 in LOADING(psQ SPACING- 2-0-0 CST. DEFL. in (loc) I/de0 Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.32 9-11 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.61 9-11 >626 240 MT20HS 187/143 SCLL 0.0 Rep Stress Ina YES WB 0.89 HOrz(TL) 0.11 8 n/a n/a BCDL 7.0 Code FBC2014rTP12007 (Matrix-S) Weight: 179 to FT=O% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Raw at midpt 2-11, 4-11. 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. glu'size) 1 = 176010-8-0 (min. 0-2-6) 8 = 1726/Mechanical Max Harz 1 = 318(LC 12) Max Uplift 1 = -582(LC 12) 8 = -581(LC 13) Max Grav 1 = 1760(LC 1) 8 = 1726(LC 1) FORCES. (to) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=3510/2090, 2-3=2483/1550, 3-4=-2317/1582, 4-5=-2372/1650, 5-6=1669/1208, 6-7=1938/1182, 7-8=-1994/1250 BOTCHORD 1-17=2644/3449, 13-17=1982/3047, 12-13=-1982/3047, 11 -1 2=-1 98213047, 11-18=-135512306, 10-18=135512306, 10-1 9=-1 35512306, 19-20=135512306, 9-20=-1355/2306 WEBS 2-13=0/303, 2-11=-1193/990, WEBS 2-13=0/303, 2-11=11931990, 4-11=93811461, 5-11 =7521593. 5-9=10431670, 7-9=940/1733 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 3, 4, 5, 6.1. 2, 13, 11, 8, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 12 checked fora plus or minus 3 degree rotation about its center. 7) Plate(s) at joint(s) 10 checked fora 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 = 7.0psf. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 582 Ib uplift at joint 1 and 581 lb uplift at joint 8. 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, nonconcument with any other live loads. 13) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard vmdp.Inn.e..pNp:,.ie.o.9.IroolnamlwnpunmmmAmexnenunmulpflolulnmoruwaprNrv, kd'dnp.......... MANUEL MARTINEZ, P.E. ileNemMp4M1eele9Nevdlu W F.INNNd N.Irx,0.4p.lri5ienfu,5yri'ryr;'v.ejlN:du.ylnreMem4,n.:rryx.vlR.p.4,valey+..ruln,la,66rylm ftdr' dk'm'k h.ukpMmR.=H,.ulnlM1l. d.6yv.ewyt m.bdgn�ve:. IOW,mi ne.Il l... 6, nrNdfrph,A,mnA,133nY.lMOn, A,Ominulbri¢d.... aoll'M.'N:5v,plbaBetldlM I,(.M,UM. Wd W1npndevn1161.IbopPvrdelRa00.4.,Wldm JeWm,ivLlinrpoMlnry d1-,i,W..edlnn.p..IdI1.M #i 047182 mloodNNydlllnld'mlCnys,mdfomenx AYae.nlmiulAelOOmd@Vp svtl0¢,W%ddeIdd,C.mpmmllderyldmmm.11(Sp"Mull,11 MAUmn.N—dN,p,mdp.Idama lMl@Netdnmpo,ullw.mldoNwlReGntOeYpnytrvvOdlol.yiunmd 10019 (M1odton (ir. InnYml,Neyda,YNnvk6aellle(mhe:Ipn I'FAW.01h4lpmfin'nd,d.Mlm,4„ip4ldmn101Md,ifp0eye:,nlm,SynningvnlmeeYNlLq Nfnp.d,dbm,,:enkfd'mlM1l, repy,iyAlBlvlf A I real4uw.. AfooaelNmlinyl.f. bp,odudippoltANdorommlinonrlorm,bgoMAAed NlAamenpaminiovLan Fl RmlhvmoNa.uelNernoeppL 6110AA0, f137831 Job Truss Truss Type Oty Ply Tarpon Flats Lot 12 Model A XPRHTFA A04 ROOF SPECIAL 1 1 A0579448 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.wm Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mi ek 6.00 12 416 = Inc. Wed Sao 16 17:16:16 2015 Dead Load Defl. = 114 in 1e 14 re 12 au 11 10 <u 9 n a 3xfi i 1.5x4 II 5z6 NB_ 3x8 = 1.5x4 II 3x8 = 3x6 11 30 = LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vad(LL) -0.21 12-14 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.67 Ven(fL) -0.48 12-14 >795 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WEI 0.88 Hoa(TL) 0.12 8 n/a n/a BCDL 7.0 Code FBC2014/fP12007 (Matrix-S) Weight 182lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. SOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-12, 4-12, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 176010-8-0 (min. 0-2-6) 8 = 1726/Mechanical Max Hom 1 = 318(LC 12) Max Uplift 1 = -583(LC 12) 8 = -581(LC 13) Max Grav 1 = 1760(LC 1) 8 = 1726(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-3433/2092, 2-3=2382/1561, 34=-2217/1592,4-5=-2314/1630, 5-6=-1417/1041, 6-7=1619/1042, 7.8=-1918/1245 BOTCHORD 1-18=2669/3394, 14-18=1984/2978, 13-14=-1984/2978, 12-13=-1984/2978, 12-1 9=1 530/2450. 11-19=-153012450. 10-11 =1 53012450, 10-20=-152912452, 9-20=-1529/2452 WEBS 2-14=0/310, 2-12=-12161979, WEBS 2-14=0/310, 2-12= 1216/979, 4-12=873/1288, 5-12=-817/615, 5-10=0/265, 5-9=1496/965, 7-9=1004/1670 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; nntilever left and right exposed ; end vertical left exposed;C-C for members and forces & MVJFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 3, 4, 5, 6, 1, 2, 14, 12, 10, 8, 9, 7 and 11 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 13 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 1 and 581 lb uplift at joint 8. 11) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconculrent with any other live loads. 12) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and I/V gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard xmiqINmmmnHepnumm,ll lOpmNp(j4al11 rLYnLLRl6t[CAINCL50hICY11(IYlajl(6Otl1;kY(AI'lun YndY4ga Percmn Ninlm,mmlJimqurrun'elflmhahl�el4ueL1141mnYnnAeenr.O,MruFxiutlNIm IYM,Nr Aixre J«e, !Jlmm.m,nI aLA r o-h! r —firiud... mrma.gma r J, ry W.A.many.�a..J.°ml,.v ,taryl.m,wy,amrDsxl b' d mo h d. man a,m. N I,mrl ,e�,�L 61Ak0EE 0471I82 P.E a aAr a dmnli a relrp' E ,pn llih In C rd C .. ry rmilu19J G ! l rJrkmm ,414. me;lmilm,mdnll 16 eoiadme IOC od mnd Im.I M1maA a10 luny - Iml rde pM1Im,M #041181 p Wllira 4r. Y.le illm, m.(en ,0.+r nw tl r ma9O.IP,nnl dpJk dm,l�ilHd< NrenN.erylan moXeenMlABiledlrlllWVGn nd•rtn<d loryrmrJpo-Mn lnldefinnM nre,ul6Y.m14AeuIR, I,u C 4 ,,unr Ceuml,pvnrM Irnrrrmn..,unn nn,46.rr,lum..rq:na,y,.myw,w1Wnlminaa,Imro-uyFy.ur n ym N ldd.l CNcnnl—s'snin 'mluglelfsp ucnlp,cal.mn.n al�.lminl. 10�19 ChorllCn Q. feryiiCM®1oI1Al4ellnrur 9.... MnnleeLP.l. legndmieoolmiedonrcm,hoglom,IrpeFi6n•draM1.dneornniruen M1o.Nl Iaol4o,urxonnl Nomne4LF, Mande, It 32032 Job f Truss Truss Type my Plv Tarpon Flats Lot 12 Model A A0579449 XPRHTFA A05 ROOF SPECIAL 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946. design@atUuss.com Run:7.630 s Jul 282015 Print: 7.630 s Jul 282015 MiTek 6.00 12 516 = Wed Sao 16 17:16A7 2015 fa 13 " 11 1° 9 ", a 3x6 1.Sx4 II 5x6 VVB— 3x8 = 5.6 VVB_ 3x4 = 4x6 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber OOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* We: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except* BLV 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-11, 5-11, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 177010-8-0 (min. 0-2-6) 18 = 1690/04-12 (min. 0-1-8) Max Hom 1 = 323(LC 12) Max Uplift 1 = -585(LC 12) 18 = -568(LC 13) Max Gmv 1 = 1770(LC 1) 18 = 1690(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=3450/2102, 2-3=-2416/1594, 3-4=2256/1615,4-5=-2384/1615, 5-6=2731/1818, 6-7=266/175, 8-14=110911782, 7-14=-110911782 BOT CHORD 1-19=2739/3476, 13-19=2002/2994, 12-13=-200212994, 11-12=2002/2994, 10-1 1=174012742, 9-10=1740/2742, 9-20=651/1021, 8-20=651/1021 WEBS 2-13=0/308, 2-11 =1 1891956, CS]. DEFL. in (loc) I/deft L/d TC 0.88 Ved(LL) -0.22 8-9 >999 360 BC 0.67 Ved(TL) -0.50 11-13 >757 240 WB 0.99 Horz(TL) 0.14 18 n/a me (Matdx-S) WEBS 2.13=0/308, 2-11=1189/956, 4-11=784/1203, 5-11=953/696, 5-9=12071901, 6-9=1339/2124, 6-8=188411243 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=258; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) aljoint(s) 3, 5, 6,7, 1, 2, 13, 11, 9, 8, 10 and 14 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) aljoint(s) 4 and 12 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 nonconcurtent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chard in 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) Bearing at joint(s)18 considers parallel to grain value using ANSITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 lb uplift at joint l and 568 lb uplift at joint 18. 11) This truss has been designed fora moving concentrated load of 200.011a live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live loads. Dead Load Dell. = 5/16 in PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 178 lb FT = 0 12) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard w.y nn.k..nmr m umamxiflsl'>sdl3uxuulmrcmmzoincurmmmfaumlmxmnnaxarm,.a,nra,mr+..,.,,.•And.,,.,.. m.r...a,bu.Fenml.Nam.=am.r .orr.re ,..s:.nea.,w.u, r< ama faroo,.,hr#Oh4)182 IIND, P.E.r m+mmm a m aa. is Y o<f m a im saw m nuiaaa m nrm maaar,Pw,aanPl neI.".-Igo va Nara u,nam'r rrm Ax Nrn,nomy,' im - ea s+mme,m,illow ,e r,r.rm®aa,r aP¢a Im aNmyf w itd nl.n.m, nnpramNpmotivo.,r,d..,Ninya, mPa role u:d.,nP,„aAanwdmn.lmu,ronn nraiwwN Mnrwdlan Cir. ..006,i,h10201r A I! II mALaelAonrnm! Irnodun ael0.do vnun4 nr Yl ,nP MEind m nn P Iv nL nA IP n coo Aaalmmfn,yPP 1.321132 Job Truss Truss Type Oty Ply Tarpon Flats Lot 12 Model A XPRHTFA A06 ROOF SPECIAL 1 1 AO57945O Job Reference (optional) Al KUUI' IKUSbL6, FUKI PILRUL, rL:4946, aesign(gia Run: 7.630 a Jul 28 2015 PrinC 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:18 2015 6.00 rF2 4x6 = lu 73 1e 11 lu — " — 9 23 8 3x8 = 1.5x4 II 5x6 WB= 3x8 = 3.8 MT20HS= 3x10 = 3x4 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip OOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 7.0 Code FBC2014rTP12007 LUMBER - TOP CHORD 2x4 SP No.2'Except' T4: 2x6 SP No.2, T1: 2x4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 'Except' W7,W8: 2x4 SP No.2 OTHERS 2x6 SP No.2'Except' SB1: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-11, 4-11, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1770/0-8-0 (min. 0-2-7) 18 = 1691/OA-12 (min.0-1-8) Max Hom 1 = 323(LC 12) Max Uplift 1 = -585(LC 12) 18 = -568(LC 13) Max Grav 1 = 1770(LC 1) 18 = 1691(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forms 250 fib) or less except when shown. TOPCHORD 1-2=-3518/2116,2-3=2492/1583, 34=-2326/1614, 4-5=2417/1664, 5-6=-3476/2182, 6-7=3092/1889, 8-14=01253, 7-14=01253 BOTCHORD 1-19=2704/3505, 13-19=201713057, 12-13=2017/3057,11-12=-2017/3057, 11 -20=-1 553/2620, 10-20=-155312520, 10-21=1553/2520, 21-22=1553/2520, 9-22=1553/2520, 9-23=1881297, CS]. DEFL. in (too) I/deb L/d TC 0.91 Vert(L-) -0.30 9-11 >999 360 BC 0.72 Vert(TL) -0.66 9-11 >581 240 WB 0.87 Horz(TL) 0.14 18 n/a n/a (Matrix-S) BOTCHORD 1-1 9=2704/3505,13-19=2017/3057, 12-13=2017/3057, 11-12=-2017/3057, 11 -20=1 55312520. 10-20=1553/2520, 10-21=-1553/2520, 21-22=1553/2520, 9-22=-1553/2520, 9-23=-188/297, 8-23=188/297 WEBS 2-13=01302, 2-11=11921983, 4-11=92711417, 5-11=840/659, 5-9=463/814, 6-9=-2065/1406, 7-9=-1940/3188 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevenlwater ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) Plate(s) aljoinl(s) 3, 4, 6, 1, 2, 13. 11, 5, 7, 9, 8 and 14 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 12 checked for a plus or minus 3 degree rotation about its center. 7) Plate(s) at joint(s) 10 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 20.0psf on the bottom chard in all areas where a rectangle 3-6-a tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 10) Bearing at joint(s) 18 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Dead Load Der. = 3/8 in PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 1821b FT=O% 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 On uplift at joint i and 568 lb uplift at joint 18. 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, nonconcumenl with any other live loads. 13) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wnvep.rkaurbey`Ayenv.Ea'IIIJOIIILYf1YfLL1}Nele NYf[(OetlMHWOWIpJIpIInYCNhWPIra lY:rr4dp Puakneelmldevmti,LmkigrPag11W1daYmIYa44 r14!mveWJhbuu 0.SuuMdupndrelY lW.ert/ AfAN8EL 8A111NE2, P,E. WIi rMFrkr,le9NMIwMry9klredl lrerm,CnNefemnru.lp'E/!A ^le vd /100% ry tlO Ptle+ml V^rn elh adlY:ry ly..... adyklnaNPkleralWtl Ovi/Fl 11 Yup pwt!+ed9 :dnra4 �fot6nlE ellMfiunbmnYlo l'ng rYnnnp 31T Id0 IleCra roei'Ig Ildd'ICrS A kd0 a(X ICIMI tll ld,pndron1111111eopPorolelln lC00Yrl! IR. i LId'pAe tlliryhg IVA- dE plllpe 0r #112N2 Y ubWYdlLNitlnrOiyaneed4Wvn:r Wwl IM GlW gel Per.p rip it l"ndlAMidy( pe el L:erylo ermW 16QruEY,E ddynl dn(b uele enedlpr0eoe elB7 1411e6eetl mpnJ 6pnwddMUI NL C Iingl nrpebinledin<erN m.rdo..r,deraw..n.errun(•.nnmed.n.. nYbmrrm,r.rn.a Imm„mq.WYe:ernmlalaryoroyrrrrwnsrr,.rieR,mr./wna nf.%r.remk.,eknkrr!!.ml. 10019 Charlton Cir. (pnrigAl®1011 A-1IpolW..... npelNpnlnee,LLlepedunieenlnivdelomenl,InonYlorm,Ivq:AilAedri0rnnnpnninion Lem Nl lopl Leruv-NeuelNeninq Pd Orlando, R 32832 Job rn,ss Truss Type Oty Plv Tarpon Flats Lot 12 Model A A0579451 XPRHTFA A07 ROOF SPECIAL 1 1 Job Reference (optional At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 6.00 Fl2 Jul 28 2015 Print 7.630 a Jul 28 2015 Mil ek Industries, Inc. We0 Sep lb l /:15:19 2e15 4x6 = Dead Load Den. = 5116 in au 14 " 12 u „ 70 « 9 m.. a 3x8 = 1.5x4 II 5x6 WB= 3x8 = 3x4 = 1.5x4 II 4x6 = 3x8 MT20H5= e-0d 16-2-0 214L0 27-2-0 I 3%0-12 e-0a T- 12 Sao sfi-0 4-10-12 Plate Offsets (X Y)— 11:0-4-12 0-1-81 12:0-2-8 0-1-0] 16:0-2-12 0-2-01 17:0-3-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.88 Vert(LL) -0.21 12-14 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.5112-14 >742 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.69 Horz(TL) 0.13 19 n/a n/a BCDL 7.0 Code FBC2014/TP12007 (Matrix-S) Weight: 174 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 -Except* T1: 2x4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W9: 2x4 SP M 30 OTHERS 2x4 SP No.3 *Except* BL1: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-12, 4-12. 5-12, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 176810-8-0 (min. 0-2-6) 19 = 1692/0-5-8 (min. 0-1-8) Max Horz 1 = 287(LC 12) Max Uplift 1 = -588(LC 12) 19 = -563(LC 13) Max Grav 1 = 1768(LC 1) 19 = 1692(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-3467/2137, 2-3=2419/1607, 34=2254/1639, 4-5=2369/1676, 5-6=-3013/1942, 6-7=-348/219, 8-15=-1062/1710,7-15=-1062/1710 BOTCHORD 1-20=2648/3432, 14-20=1944/2987, 13-14=-1944/2987, 12-13=194412987, 12-2 1 =1 60412580, 11-21 =1 604/2580, 10-11=-160412580, 10-22=-1919/3008, 9-22=1 9 1913008, 9-23=-191413009, BOTCHORD 1-20=2648/3432, 14-20=1944/2987, 13-14=-1944/2987, 12-13=1944/2987, 12-21=1604/2580, 11-21 =1 604/2580. 10-11=-160412580, 10-22=-191913008, 9-22=-1919/3008, 9-23=1914/3009, 8-23=1914/3009 WEBS 2-14=01310,2-12=1212/977, 4-12=91511316, 5-12=9221727, 5-1 0=1 16/386, 6-10=4761348, 6-8=3123/1989 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsh BCDL=4.2psf, h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 3, 4, 6, 7, 8, 1, 2, 14, 12. 5, 10, 9, 11 and 15 checked fora plus or minus 0 degree rotation about its center. - 6) Plate(s) at joint(s) 13 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s)19 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 688 Ib uplift at joint 1 and 5631b uplift atjoint 19. 11) This truss has been designed for a moving concentrated load of 20D.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard W.1.1&m. .....w'o.'Nl molmemnflit UITHINuurnldmem. oe.nac„J,.aned®lare,dT IdAN0EL 61AH8tIR, P.L .IA.e.Ivrb.uL01 ll del[9 k,dl l,.lu„Wvlefgn.n(,e-y Irylym LN ml mYIW P m - p JR pJnvwlegze,e5,,,rm'aMeI1m P<Irvge do.w5Y1,w4ry1Yw211mW1 i IM1I n d.yg p b! f aWq Le6Rr d arok I YId!] A..... .QT,d0.0n 110 Md I,d ALddgh5 A .Id01.IIf R of, A, bI11d.0ud.mdlal. Th. ol,.1dl.NO.Mery(eHm.061 M91 My, lay M' udE 'O IAhlle #047182 ry wlirdMlaLml9Nr d[I n' Al eun a,w rule i�OmlAa uAiultdne do, MS., mlaeryl.om'19ag1dodlllnudfle.1..fu.d Inyemnlltn Rl l ddfon*..p..4T&9 lb@ul6.To, 91n I..Iwq.b... W 10019(Audlan(ir. Imabden.n,M 'eTm .d.l:dll. f.4mlgud.pnr do9HelpvM,artFN W Im.M1,'nlvyenuYOlpee,rlpOri.nul wlasmb5.tee,MvlVlbi AI[ryY4,dl,m,nmMaedm lPl Ll [opyigM®]915 A I RAN INma.l Mad,LL 14,6.imdINT drum..,mn,lmm,1,4biled.4.0mlmmnio. I— 41 cad I..I. N dMnnim5lt Orlando,R32832 Job Truss Truss Type qty Ply Tarpon Flats Lot 12 Model A XPRHTFA A08 HIP CAT 1 1 AO579452 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@alimss.cam Run: 7.630 s Jul 28 2015 Pnnt: 7.630 a Jul 28 2015 3x8 = 6.00 12 4x6 4x6 s..m rrronuci. 4 5 Inc. Wed Sao 16 17:16:20 2015 3x4 = 5x6 = 3x4 = 5.6 NB= 3x4 = 3x8 = I 176-2 0 23-212 324-084-0-9-12 I e-4-4 Dead Load De0. = 5116 in I$ Plate Offsets (X,Y)-- 11:04-12,0-1-81,13:0-5-0,Edgel (4:0-340-1-121 (5:0-340-1-121 [8:0-4-12 0-1-e] LOADING(pso SPACING- 2-0-0 CSI. DEFL, in (loc) I/deg Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.23 12-14 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 SC 0.64 Vert(rL) -0.51 12-14 >755 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(R) 0.12 8 n1a n/a BCDL 7.0 Code FBC2014rrP12007 (Matrix-S) Weight 167lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30'Except• T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 5-10 MTek recommends that Stabilizers and requiretl cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1776/0-8-0 (min. 0-2-8) 8 = 196610-8-0 (min. 0-2-12) Max Horz 1 = -217(LC 17) Max Uplift 1 = -581(LC 12) 8 = -658(LC 13) Max Grav 1 = 1776(LC 1) 8 = 1966(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=3765/2201, 2-3=3726/2441, 3-0=-3575/2460, 4-5=-2428/1701, 5-6=-3561/2449, 6-7=-3712/2419, 7-8=3753/2192 BOTCHORD 1-21=2170/3220, 14-21=1679/3215, 13-14=892/2226, 13-22=892/2226, 22-23=-892/2226, 12-23=892/2226, 12-24=-891/2229, 11-24=891/2229, 10-11=89112229, 10-25=1669/3203, 8-25=-1669/3203 WEBS 2-14=85V(121, 4-14=-975H276, 4-12=1081266, 5-12=104/270, WEBS 2-14=851/821, 4-14=97511276, 4-12=108/265, 5-12=-104/270, 5-10=961/1252, 7-10=-844/813 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Fxp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 8) Provide mechanical connection (by others) of truss to beanhg plate capable of withstanding 581 lb uplift at joint 1 and 658lb uplift at joint S. 9) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard x.,».rlwua.,yxY,n..ee�u Aoamnus(soutluuAUllusrmrananrm!auArnrtHAmolrurulm�lwn rnha'oene.em,nbulenn,.Imeteenay,a..:Allmlemo,beln.m.,Ar.Aeti.e..trxl,r...r. u.neen.inus.e.nelaa.®y nan.nm,rnnJdl.nave.cone....ed,.rw„a,7.lep'.e.Nspn pr.p:,nlmwm..eylween•m....r,en�Jn,pre:,r.l,.r.e,:n•n•+nrrryLneawAenne ymm„a.raee.u:lwean„eeem.L lNe.Jp,.ew.p;.e,leer.An,un,, M11Al18EL NAY1P.f. ' wButililyoelmvJRiJionfwvwrWllhul^Ilvevepeeu)iFyvlAeOmee,lAfOmeilwlAvrilelrynlaelAJwlEyheipnenNemvM1tldlLe nGtt�elA[IAe loed0uiauAndvndlPR. I6vvpprvr10282 dd6v NGuilveYfieldwvlpJnn,ia6AvpMNG&elwep,,i,elellv4nvodMnieOeANlvlEd #041 ,nlwJbiNrdAvte tlnANupm®dtvvnvnv. A9emeud Mh11v10pMdv PeamndgdeYertvl@rta6np4npmnJerylJornvnev6ndrob3MdlYlnmda[Avneelenn<dlwtenndpiavnn, rtYl lern,dvreyeel4i64,w1 ,Jwlrm,Anryver,Im,0e4Anivyeend Im,w.1.n..eu,,.+.r.geeeeay.t.>m.p,<eer.:.ee.Alrmr•An:mea II.I,.,,o„iaui•naAmataa.Aw=A.e,emnYel.neA;nel.w4'�A uopn6am.n.r.,,wn,a:u11. IOBI9 fhorllon fir. (,,kh1@N15A I Nfl.lur A.ud AomvuJ1 Aepwd,mpnonM1ilde,omvnp..glolmhp,oMEOednndrrnnnpemitivahvw Ml roopemul-xoveAAommr,ri Oflnpdg F132832 Job Truss Truss Type my P1v Tarpon Flats Lot 12 Model A AO579453 XPRHTFA AO9 HIPCAT 1 1 Job Reference loptionall At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com 3.8 = Sao = Run: 7.630 s Jul 28 2015 Pnnt: 7.630 s Jul 28 2015 MiTek 5x6 = Inc. Wed Sep 16 17:16:21 2015 Dead Load Deli. = 5116 in 3x4 = 5x6 WB= 3x4 = 5x6 WB= 3x4 = 3x8 = 14-4 { 16-2-0 I 23-11-12 1 32-4-0 844 7-9-12 7-9-12 A 4 4 13 Plate Offsets MY)— r1'04-12 0-1-81 13:0-3-8 0-241 f4:0-3-8 0-241 r7:04-12 0-1-eI LOADING(pso SPACING- 2-0-0 C51. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.22 9-11 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.53 9-11 >728 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.13 7 n/a n/a BCDL 7.0 Code FBC20147TP12007 (Matrix-S) Weight: 161 to FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 1 = 1777/0-8-0 (min. 0-2-8) 7 = 196610-8-0 (min. 0-2-11) Max Horz 1 = -194(LC 17) Max Uplift 1 = -559(LC 12) 7 = -636(LC 13) Max Grav i = 1777(LC 1) 7 = 1966(LC 1) FORCES. fib) Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3793/2241, 2-3=-3551/2260, 34=-266111786, 4-5=3424/2251, 5-6=-3544/2233, 6-7=-3788/2233 BOTCHORD 1-20=1910/3258, 13-20=1737/3258, 13-21=1086/2451, 12-21=IOB6/2451, 12-22=-1086/2451,11-22=1086/2451, 11-23=-108412449, 10-23=-1084/2449, 10-24=-108412449, 9-24=1084/2449, 9-25=-172813253,7-25=-1728/3253 WEBS 2-13=-663/652, 3.13=-617/883, 4-9=-608/877, 6-9=-6621648 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exteriar(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 lost bottom chord live load nonconcumenl with any other live loads. 7) • This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7,Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 559 to uplift at joint 1 and 636 to uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurtent with any other live loads. 10) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the tap chord and %' gypsum sheetrack be applied directly to the bottom chord. LOAD CASE(5) Standard v.'ag.n.r.am.gnpn:.a.•Htoo[ nmmryuuJamumo,menwavetar.O.alAun.nrnunrlmmr.aYexger¢n¢u,rW,W.rmixa.moe,yeo.a.AnW.^abb—II.m.'tLMIA- ue:nrm... or.rr.164.+Imre.ialnr'* AIANIIEl MAY11NB,P.E. mlM1r.e.vmrx=rvbr6..ue1va.1491.genFl Ire4ur+WUAfAeeerlv.'geWYf;e..l0. W uuYI40'eon.manepa.dApeY+hie.j.vqr.yvwSrylvbel.iy.Ibvg44vssklHklnGl40vlf,nbl!41.IMYupew./..tl#9'.'4 'rvILEl4ryvvbnoltla+lrvn(w mY1r+ISnpi+A.....nuli4rydi64m:r,il:0.mivWh.wd.y...... roi16n11evigrtr,nanonb.IdOr ln.arlEgArlw.IluldnpulunlRH.n.....eixda.00.ndary(mMmraa.InvtinJellnplmedRnLnmoge,inh4din.vdEining,vldlEeae #841182 rnPm3'JtYdV..lti'¢rr.u9meve[¢m.nv.Ir.olnln M6a<W.IMF.+e+eJl xeLLeWb[a14g4¢N.+IWerylde:m.hepflppnJedl/Irldnll.nitlaen.11erg+mtlid'rmaltYl k6xvd.uv}vu9.ik+dlduvdWL¢mOrvlatirnrhviroleyaami IBM(Aodlon(ir. LmrkWemm�,vilnreimiu@M1s11P!®Ovp.9.'da+v.'b1lY tll r'a^xnhed ll.Inohup Lr:n.dd01ae1.dA.gOeuPenrlmrfYnvm4gw M.rytrWi IOfep'eNrdlvmewe+klmeixlFl. morlynl0gmsel r.¢nr.rr.,.n..dbm.esee rep.eeni.¢uulak.me¢�x.rlm.si,nrnmaee¢iln.dne¢g.�wlr,;.rn¢rvn�l eoolu.+n,.w.edx.Asrs. Orlando, FL 32832 Job Truss Truss Type oty Ply Tarpon Flats Lot 12 Model A XPRHTFA A1O HIP CAT 1 1 AO579454 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 4x6 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, L5x4 11 46 Wed San 16 Dead Load Den. = 5116 in I$ 3x8 = 3.4 = 5.6 VJB= 3x8= 5x6 W0= 3.4 = 3x8 = 8-4-4 7%2 0 273-91122 32A-0 -1I -- Plate Offsets (X.Y)— 11:0-4-12.0-"1 13:0-3-0 0-1-81 15:0-3-0 0-1-81 t7:041-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.22 9-11 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.55 9-11 >700 240 BCLL 0.0 Rep Stress Ina YES WB 0.34 Hom(TL) 0.14 7 n/a n/a BCDL 7.0 Code FBC2014/-rP12007 (Matrix-S) Weight: 164 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1777/0-8-0 (min. 0-2-7) 7 = 1966/0-8-0 (min. 0-2-11) Max Horz 1 = -172(LC 17) Max Uplift 1 = -534(LC 12) 7 = -611(LC 13) Max Grav 1 = 1777(LC 1) 7 = 1966(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-3795/2291, 2-3=-3425/2140, 3-4=3119/2058, 4-5=-3119/2058, 5-6=-3417/2130, 6-7=-378512278 BOTCHORD 1-20=1806/3280, 13-20=1806/3280, 13-21=-1258/2627,12-21=-1258/2627, 12-22=-1258/2627, 11-22=1258/2627, 11-23=-1254/2624, 10-23=-1254/2624, 10-24=-125412624, 9-24=-1254/2624, 9-25=1792/3269, 7-25=1792/3269 WEBS 2-13=-5761568, 3-13=365/605, 3-11=-262/562, 4-11=-585/437, 5-11=269/567, 5-9=354/596, 6-9=-569/559 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;TCDL=S.Opsf, BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plate(s) aljoint(s) 1, 3, 5, 13, 2, 11, 4, 9, 6 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 12 and 10 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed fora 10.0 par 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 = 7.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 1 and 611 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss design requires that minimum of 7116' structural wood sheathing be applied directly to the top chord and h' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard xuvp.lkruaxoryarrei"v. d'I Irooma{misnm'aennumusrm.wnousmrnmrrumj¢uaxl rw� lun•bu Yrrpl,5rrw,.Irnemrdme,uu.un,hyen..:Ypowuala Yri.rlu.trnrl.umr.rLerndv,.vu a„nvls,a,vamrd.lYloo, r.ry Whtl WadnrMwk➢bMlndd,i,A.NA.U,.1A.i—,S.0—ulhlrfy'vne4Yrminnr 6-,WIdv 1,0aS,raRePeMuan9S^ed,adMIryR,R,,n0,TUIad1leri,IrdA. 411oelpnMRH. 11-1,Wugigbrum,OW4 I IAAN6EL 047182 P.E ' wdvfildy.dvutl0i,limJwwYavllinginAeug...i '.'eon:r,,boe,won ruediW^rm,Aeldl6ngpeym,,'orlpnvvle,IdlAtlrGaq,AASal I,M iegndrev11161. Revppudr16r1o9redwYfiellondlAVlrug4dulivpkN4v4rlmvy,urldlv,ovmddrmng,fAdldrlAl #0471la I.,w'11d1lrnYndorya edlve,vm. aennurn+o Crl[4 d&'ry andpu"d 1n V,e i6 .Fil uaileryldr,mMrlrn1r1%'1b'.. lnm rduemenuyrmdldimn lnlL6m MmptikrhvndMndNl,nrONrver,im,oru'Ivhpand r,nrue.rear.w,,.kr.�drrr.run[s.drsador.:e,r abeor�,le.+.d. �o.nna, ur�errxmlaeerd.rorJmnnlmnrcr.r.rvMar.rwady mararr,<uer.,nmerraaml. IOOI9 (M1adlon (ir. (epYrighIGNI1b1 horwan Nodd<iumnegr4. aeproe�nmpoodneeoaWaio.dymrn,Ilp,vaemeadmnin......O/londo, FE 32832 Job truss Truss Type otv Ply Tarpon Flats Lot 12 Model A A0579455 XPRHTFA A11G HIP GIRDER 1 3 Job Reference optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com 6.00 12 3x8 = 17 2x4 II SAO MT20HS= Run: 7.630 s Jul 28 2015 Print ID:uMNtX8MFOzg 4 18-6-12 4 438 1.5x4 II 3x4 = Jul 28 2015 MITex Industries, Inc. Wed Sep 16 1 / 7xIO MT20HS// Dead Load Deff. = 5/8 in 3x4 C 8 THD26 d 9 370 37 38 39 Lu d 3x611 3M2c Special JUS24 7x8= MUS267x10 MT20HS= THD26 THD26 TH026 14 cldu 13 4x6 II 5x70 MT20HS= MUS26 4z6 II MUS26 Sx6 II JUS24 MUS26 MUS26 THD26 4-64 { 8-100 13-94 18512 23 6i0 1 27-7-12 1 324-0 4A4 47-72 41144114 41-12 4-84 Plate Offsets (X 1)- 14'0-7-0 0-2-01 17'0-24 0-341 I8'0-1-12 0-1-81 r9:0-0-11 Edgel [10:0.4-8 0-1-81 111:04-40-2-41 r13:0-4-8 0-2-0I (14:0-2-8 04-121 [16:0-8-12.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.3513-14 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.73 Vert(rL) -0.8513A4 >457 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 0.93 Hom(TL) 0.20 9 n/a n/a BCDL 7.0 Code FBC2014rrP12007 (Matrix-M) Weight: 600 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 -Except' T1: 2x4 SP No.2 ROT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-7-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 1220810-8-0 (min. 0-3-6) 2 = 7941/0-8-0 (min. 0-2-3) Max Horz 2 = 149(LC 50) Max Uplift 9 = -3423(LC 4) 2 = -3058(LC 8) Max Grav 9 = 12217(LC 2) 2 = 7941(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=16695/6519, 34=16496/6577, 4-5=2016477719, 5-6=2016417719. 6-7=-20917r7504, 7-8=-19863/6558, 8-9=2364717030 BOT CHORD 2-22=5857/14834, 2-23=-5874/14876, 17-23=5874114876, 17-24=5874/14876, 16-24=-5874/14876, 16-25=-5867/14747, 25-26=5867/14747, 15-26=5867114747, 15-27=5867/14747, 14-27=5867/14747, 14-28=-7380120917, 28-29=7380/20917, 29-30=7380120917, 1330=7380/20917, 13-31=-5657/17503,12-31=-5657/17505, 12-32=-5657/17503, 32-33=5657/17503, 33-34=5657/17503, 1134=5657117503, 11-35=-6226/21071, 35-36=6226/21071, 36-37=6226/21071, 10-37=6226/21071, 10-38=6226/21071, 9-38=-6226/21071, 9-39=6202/20968 BOT CHORD 2-22=5657114834, 2-23=5874114876, 17-23=-5874/14876, 17-24=5874/14876, 16-24=-5874/14876,16-25=5867114747, 25-26=-5867114747, 15-26=5867114747, 15-27=-5867/14747,14-27=5867/14747, 14-28=-7380/20917, 28-29=7380/20917, 29-30=-7380/20917, 13-30=7380/20917, 13-31=-5657/17503,12-31=5657/17503, 12-32=-5657/17503, 32-33=5657117503, 33-34=-5657/17503, 11-34=5657/17503, 11-35=-6226/21071, 35-36=-6226/21071, 36-37=-6226/21071, 10-37=6226/21071, 10-38=-6226/21071, 9-38=-6226/21071, 9-39=6202/20968 WEBS 3-16=5811484, 416=1232/2887, 4-14=2477r7323, 5-14=457/292, 6-14=-1248/269, 6-13=458/631, 7-13=2323/4645, 7-11=-1339/5552, 8-11=-4310r/38, 8-10=-363/3520 NOTES- 1) 3-ply truss to be connected together with 12d (0.131"x3.25') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 do. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 5-14 2x4 -1 row at 0-7-0 oc, member 8-10 2x4 - 2 rows staggered at 04-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) 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; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25fi; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water oondinc. 6) All plates are MT2a plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed fora 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 3423 lb uplift at joint 9 and 3058 lb uplift at joint 2. 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, nonconcurent 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) Use USP JUS24 (With 1Od nails into Girder & 1Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-10-12 from the left end to 12-10-12 to connect trusses) J9 (1 ply 2x4 SP) to back face of bottom chord. 14) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at i 1-6-8 oc max. starting at 13-8-12 from the left end to 31-34 to connect truss(es) 809G (i ply 2x6 SP), 305 (1 ply 2x4 SP) to back face of bottom chord. 15) Use USP MUS26 (With 1Od nails into Girder & 1Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 15-8-12 from the left end to 23-34 to connect truss(es) B08 (1 ply 2x4 SP), B07 (1 ply 2x4 SP), B06 (1 ply 2x4 SP) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber- 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1964 Ib down and 880 lb up at 8-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Continued on page 2 - amnoem xm:y.n,nen.mrWna.me•ueoonlmvslwuquxirumml[manonmlmulPum7mroxawxar!e,nr«ard'wew•..ud,<ed.Inalmalm,o,wexe.�Pogedneee..INmla«l+.m«.nev:nkm.e,e. wlenen.,a,e,w,aakloo. 4 MANNEL MAIIINEZ, P. nld,ew4e,rh+kN4eWl bl[91.4,d11 f W1[^le 11WW'llq .r{MW eg1d0 P,M ry d4 Pdnuderg',sey peuffiYI ld fdOe,gYl,w4ryl,InblWe4r In Mi Ti.Yqa rls l+r e,.56ny A S1dY d dNI 11 Yl if9 M,^p 3NY 1110 114 0 dq NINA9g9 A 11101n R6(k Ldl ldpd dML vpP dl Me lg9eMegfienweI r lit gkdlWl g MT vN! &ABd,Me #041182 r AudYd leP Lulp Je d(A,I IY rA,IDOmdMefen d{ude4n„IMelugly(p 14 ryWemM p[54µ0pJ dbYR11SPG ule dWgnedpmdo,e lrlllefim,bv «pn lfiAnmdWindMl ,Unlg ImOnil+EeploeneJ 10019(Nodloa(ii. fm,WMwm«,Neue6nv1,6e11Ye[vam T<Neyawn'meylYeOfaMmd'd hlm, hf,pn,nl...... Ygp Rnn4n,11v,nb9-rmineryiYo31d4i'aa6N unnenLrilwlM1l (oppigMdJlglf Ai Roollrvurt�Nonpei Nmtinep P.L 0.ap,edu0ianolthivlemmenl,ievrylp,m,hp,aMANedvndmtlnpnminioo M1omkl Ioollimsm NomdNo,Hrwg1.E Orlgndo, f171832 Job Truss Truss Type Qty Pty Tarpon Flats Lot 12 Model A XPRHTFA A11G HIP GIRDER 1 AO579455 3 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, desgnQaltruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industnes, Inc. Wed Sep 16 17:16:24 2015 Page 2 ID:uMNtXBMFOzgGeYlmYNmgyHzGCBX-UJgLrAyy0I4uUBGSHkgFouM1 y88V OwK_dGRkNyd?dL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-4=-96, 4-7=96, 7-9=96, 2-9=14 Concentrated Loads (lb) Vert 16=1319(1]1) 14=2380(B) 19=1442(1]1) 25=-441(B) 27=441(B) 28=1212(B) 30=1212(131) 31=1212(B) 33=1212(131) 34=1212(1]1) 35=1442(B) 37=-1442(B) 38=1442(B) N'neq:h.uSneryYf,er:rYe'LI IWIICM1SnI'NME'AmaEva1(Dolan A41.- Nk.Ne DUnntlhlml4tie4111<!ne¢<Ile<ndu.ni 6Fee`4,i�uU@auILIW,NI IdANNEI MAIIINEI,P.E, NII rb 1�^ knM 11 N@lbk Nll i W 1 fy¢<vf<fp AYf¢ LN I fNl p ,eJ Jtl pl 'y pve.D N aryl A 1 pdM RYI kpild R.N4 If b11YI.R Yvq IYw bTy .Mln,, J 61YI1 III'L I}I4d'g'A iq vl'Iry 1110 ,Me Oroe IN 19 ,1. NIS, leg . a llWON[K6lIC' d Id 1,11.,whadInL ,,Adlh lla!Yf ld Ipl I. Jull k A"'.ey'III' NI '" Ad li, #047182 r A61tlIL1.1�i1E 1 !(e@Na.11n IM MIWnId.F.@ dlN le nlE<I.i6yf N�.15.`eryNkmvb.QhQplliled11111ndtln ¢IuemelMpmtl11n. 1111 k6w.lnnpauldk.mlU4nJGln¢Leq¢r lmlleupl.yneeN Irn,...d¢m<,..a¢,.n.r.r¢d<I.<Ilnf.rmm<.e.ln..rEtlbuf=I+,.N.<s mir.¢o<,i�olr<e,uumrrcE v�yw,p.,.n�.sl@.ma:¢ m=vl.ad�.y Io1.M.m,amo,r.r.ne@nd.lnl. 10019 (M1orllon Ur. 6,,1102112AI lWTa,aLM...l Mutia,P.L Iep,edMloeohh4denmenLb olYlo,m,bpralillledrnhrnnnp.,efrsiodr.mkl IodlrunmMon.el NONnepll, Orlando, EL 32832 Job Truss Truss Type Oty Ply Tarpon Flats Lot 12 Model A IA0579456 XPRHTFA B01G HIP GIRDER 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34945, design(gIaltruss.com Svin AATJOHS; Run: I.bJU s im za zu o ennr: r.wu s urn za <mo mi I, W.d S., I= I r.16.za 2015 Dead Load Deff. = 1/4 in Wit 3"11 axlu MI zumJ '.11 axm, LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Inv NO BCDL 7.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 31 'Except• T2: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-10 oc purins. BOT CHORD Rigid ceiling directly applied or 5.0-14 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 233210-8-0 (min. 0-2-8) 6 = 233210-8-0 (min. 0-2-8) Max Horz 2 = -111(LC 38) Max Uplift 2 = -1501(LC 8) 6 = -1523(LC 9) Max Grant 2 = 3016(LC 23) 6 = 3016(LC 35) FORCES. Qla) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5704/2760, 3-17=5905/3015, 4-17=5905/3015, 4-18=-590513015, 5-18=5905/3015, 5-6=5704/2803 BOTCHORD 2-19=2373/5008, 10-19=2373/5008, 10-20=2380/5068, 9-20=2380/5068, 9-21=2332/5068, 8-21=-2332/5068, 8-22=2325/5008, 6-22=2325/5008 WEBS 3-10=184/1457, 3-9=-68711205, 4-9=10131912, 5-9=727/1205, 5-8=-184/1457 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) I/deb L/d TC 0.77 Vert(LL) -0.25 8-9 >999 360 BC 0.82 Vert(TL) -0.47 8-9 >567 240 WB 0.56 Hoa(TL) 0.16 6 n/a We (Matdx-M) 2) Wlnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psF h=25fk Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcument 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 1501 lb uplift at joint 2 and 1523 lb uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 553 lb down and 579 lb up at 7-0-0, 308 lb dam and 301 At up at 9-0-12, 308 lb down and 301 lb up at 11-0-12 , 308 lb down and 301 Ib up at 11-34. and 308 lb down and 301 lb up at 13-34, and 576 lb dawn and 574 lb up at 154-0 on tap chord, and 1125 lb down and 263 lb up at 7-0-0, 229 lb down at 9-0-12, 229 lb down at 11-0-12, 229 Ib down at 11-34, and 2291b down at 13-34, and 1125 Ib down and 263 Ib up at 15-34 on boftom 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 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight:1051b FT=O% Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=96, 3-5=96, 5-7=-96, 11-14=14 Concentrated Loads (Ib) Vert: 3=-230(B) 5=-230(8) 10=-316(B) 9=-68(B) 4=305(B) 8=316(B) 17=152(13) 18=152(B) 20=34(B) 21=-34(B) wmbl.Pk.nwequYv�.•RI•I1IooPnnmlwur1nnrumnlmwnenmROPnr1uM1!Pwn[onluerl.n mrytrry.r��•ehn.dnN.,w.elnluenonyeme.:IPfiN.tlr. w..li.ueu,Ptltenmee:nld.eel. urmnac,Id,.nml.elaIDo,.q �h.W',fn/var411vvu1WReRgbMNi Ld'diI0�[q1110.-#mAYfpen111.Id"nv,,pevN...04 natlR:%ah+.evgn„hln,ryu Fln44yNMigLLvu4ril,lwb..... ,sde tRl.M6,rpna.pev,,IxrHn,Hn,. MAIIVEta47182 ,P.L wd pifilY 1 !tier wlwmQlmlPngnMnnp "MrytlIAO h0v '!m'Ieq,dvlulRryh,pnethlbud,tldAnlP[QIB(X holluAlipnlvanAlIFI 1MePFnd IR NOd /fidlwolRr '. LIvpA Mi.;,lluvy mfeAuev PelYnag AAlab #W7181 ImlhJnydlLlmamlh%vlul(oNNva I nMUIM104vdrmpoF IIuE!,dRerdHrg4mpoeolL`eh!dv'makvlP(91r'h+4A dryRIn141nunele eudk Efml lldlu' I%1lN Banp 13k M1'mwllpvin10eJ1'+I,Im,Wup4ineerad 1V019 (Aolhon fit. Inn Wadvenv,nL„Mnvh6,11YKehvlTeKrynhnhllyAgn&IvM<l. b1m,hlgelnmhrplMNfry Rugnulm.fn'nhgievlvmYMYni P9 W`d NlvmnanM+IN WI. (anIiAA10]41fM1 Ioolirv¢a�Ahnuel Monien, P.L IeplodMighvlRildolumenl,ihvvylam,IPpIaM1Rned NlM1mlinmpermeliev M1am Ad Iml hmia.Moevvl MgnlveyrL 91IRAIIO, FL 32837 12 CAT 4.6 p 4x6 11 Dead wad Den. = W16 in 4x4= ..a— .,..— 4x4= 7-7-8 I U-8-8 I 22-a-0 7-A8 7-1-0 7-7 8 Plate Offsets (X ))— 12:0-1-12 Edgel 14:0-2-15 Edgel r5:0-2-15 Edgel f7:0-1-12 Edcel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.20 9-11 -999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.37 9-11 >721 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.17 Horz(TL) 0.08 7 n/a n/a BCDL 7.0 Code FBC2014TP12007 (Matrix-S) Weight 100 On FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auitle. REACTIONS. (lb/size) 2 = 1414/0-8-0 (min. 0-1-15) 7 = 141410-8-0 (min. 0-1-15) Max Harz 2 = -136(LC 10) Max Uplift 2 = -469(LC 12) 7 = -469(LC 13) Max Grav 2 = 1414(LC 1) 7 = 1414(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=256111515, 3-4=219811331, 4-5=1771/1213, 5-6=219811330, 6-7=2561/1514 BOTCHORD 2-18=1120/2190, 11-18=1120/2190. 11-19=685/1671, 10-19=685/1671, 10-20=-685/1671, 9-20=-685/1671, 9-21=1133/219 6. 7-21=113312196 WEBS 3-11=486/481, 4-11=245/499, 5-9=-245/499, 6-9=486/481 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-seannd gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and fight exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 4, 2, 11, 3, 9, 5, 6 and 7 checked (or a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s)10 checked for a plus or minus 4 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 = 7.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 469 On uplift at joint 2 and 4691b uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencurrent with any other live loads. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Vmiy.fYvu QmalyYrerim Q�41IW1RTNI�111'1FgnLLNtlt(O1811Mm[!BYarIT[Ill[M1BN'#"NI'Im¢iodYkyeMvmr6nwlrrel¢6,eAr4n,M5v0.vvYgQBO!Nh4esi4m4eilLidnreuWrlklmevu BvkneMduddAm6rlN,rah MAINEL MARTINEZ, P.E. Y.IeFmeOnpMukBMwlla M@BroGnM 4rinoOnw[ngmj,e,lpnbbYfqumtAnwl¢nYR...... wmrylmrd0e Pv4rimJ1b6d,gwde,psmTiryblre4v'pd0rd444ru1rynedxMiBBaelg,aderaFl.lMGdpaaaumMuvdK p¢EAm� �0.AlBid IIFr Ii III IIBA pAIIYdQa RO }_Mue19 IM1IIdBBr9'.Anld0rllf Xr RClAebdluld'nAd d@H.lhvoyPorddAvlBOndepfid,mevl Qer lbd-pfi Elglry. nloPmiulhr(eA rArJlBrlb #A{j1Qf pn biryddrl'BngGj udG,I vrla. Nnl 1111Jt0odIAeP dguil l" ddr Gd@yr pao elYerylda;nrXmhaa141ded ABalwdtAa I nedbrprmdµina iRl deRnlXemryrul lfinmdlunndQrlmBeJA'ar,lnlBmppypenml I nr4emlrrdu,derraienvlefinllYr[nECIYeNelvhnBiAlYelimfinlndreL M1lmr Gtlp4pwn Wldlaldug Ore¢nnlmrlPdmloprvrMnylsdbB drGyeFed umrmvn0.fredmlRl. I00I2 DIBIItO11 hl. fepyiipM®ABIS411aolin¢n Gonad NmlleryPL lepedmirpel%n dommenl,4oglom,IspiollrtdedroAMnepermiPienhomAI lootnuetr Nom.JA"a ,Pl. Orlando, It 32832 Job Truss Truss Type oty Ply Tarpon Flats Lot 12 Model A XPRHTFA B03 COMMON 1 1 - IA0579458 Jab Reference(optional Al ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn(oJaltmss.com Run: r.wu s JURa aui5 vnm: a.eJU s JIII 28 xmo p4.66 = y 3X4= JX4= J=MI zuMJ JX9= 3X4= LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 141410-8-0 (min. 0-1-15) 6 = 141410-8-0 (min. 0-1-15) Max Harz 2 = .161(LC 10) Max Uplift 2 = -487(LC 12) 6 = -487(LC 13) Max Grav 2 = 1414(LC 1) 6 = 1414(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2410/1465, 34=-215011432, 4-5=2150/1432, 5-6=-2409/1465 BOT CHORD 2-17=1053/2037, 10-17=105312037, 10-18=51911354, 9-18=51911354, 9-19=519/1354, 8-19=-519/1354, 8-20=1063/2041, 6-20=106312041 WEBS 4-8=-473f723, 5-8=-561/544, 4-10�474/723, 3-10=-561/544 NOTES- 1) Unbalanced roof live loads have been considered for this design. CS1. DEFL. in (loc) I/deg L/d TC 0.55 Vert(LL) -0.20 8-10 >999 360 BC 0.90 Vert(TL) -OA8 8-10 >714 240 WB 0.41 Hom(TL) 0.07 6 n/a n/a (Matrix-S) 2) Wmd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 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 nonconcument 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 = 7.Opsf. 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 487 lb uplift at joint 2 and 487 lb uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.011D live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and W gypsum sheehock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Deb. = 3116 in m I$ PLATES GRIP MT20 2441190 MT20HS 1871143 Weight:1051b FT=O% r,,:y_Pkwx..pry,m,.a,4[aomranrtwe1xammnrmnw¢maounnu'u'lunonusuwrn„a 9,0a..n. a--..amd.u,rw, r, LIANOILNARRIELF.L con h ,4alruNl NED.E dlr r o ry« fuse -%r+�. Law ..rno Pnw,nmM', aE r.I.,uW..jze r ,m,aa.Yl•n.wnaaa.su a.ua,radnal0awr a,min.iwuv.p..,.d.rq„m'o.. I rsieyda,.nn',r I..rwiry apgnamrlao mo.: n:aoxl aewaaaon m...... ixanro.m.uda:ra amr n.yr,o.anm,mo..d,rn,x.,.mar'iwnlx ny may minmm..me..yn,aie.m. #047182 y avraamtsru,y.,mrm.m.Ia.,n,aw+msnm.Aarv.nH.,,Liw•�naawteyomr„nv,muem.ne.PaOraraaMnimluun,d.,.mda,t,.mr=a.,.nu:r.,a..,n.,&unar4mraaum,omL,.rmmar,r.ramma 10019 Charlton Car. Ira,Yvwxmn.dn,rt„beeudln[m,mm.d.nio---I ah,:Nrc6 aim,o.uynpmivrolaedr rwT,.rm,h9..iw;,,k®rNwa afeP:.6.alam..rnkrar:ll.I. mppigni®aoise.I ro.n„aaw,armmo,rt e<p,ea.amao(m�,a.aa..yi...ym,a,bo,=mwlrawhh.lm,.y<,aiume6.aw•uoom.v<:.xoeodxom=.mrt Orl.ndo, FL 32832 BO4 ICOMMON 4x6 = JX4= Jxu Ml zum� JX4= 44 = A05794591 , Dead Load Den. = 3116 in 4x4 = LOADING(psp SPACING- 2-0-0 CSI. DEFL. in (loc) gde0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(-L) -0.20 7-9 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.90 Vert(fL) -0.37 7-9 >718 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB - 0.42 Horz(TL) 0.07 6 n/a n/a BCDL 7.0 Code FBC2014TPI2007 (Matrix-S) Weight: 102 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 1226/0-8-0 (min. 0-1-11) 2 = 1417/0-8-0 (min. 0-1-15) Max Horz 2 = 175(LC 12) Max Uplift 6 = 410(LC 13) 2 = 487(LC 12) Max Gmv 6 = 1226(LC 1) 2 = 1417(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2415/1473, 3-4=-2156/1442, 4-5=2163/1451, 5-6=-2423H483 BOTCHORD 2-16=1154/2031, 9-16=-1154/2031, 9-17=-602A333, 8-17=602/1333, 8-18=602/1333, 7-18=602/1333, 7-19=1165/2040, 6-1 9=-1 343/2040 WEBS 4-7=-0951745, 5-7=-580/561, 4-9=-4801733, 3-9=-574/554 NOTES- , 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) aljoint(s) 6, 2, 7, 4, 5, 9 and 3 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 8 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 nonconcument 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 = 7.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 6 and 4871b uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard r.:rl.r:r,.a.yxl,..:.a-a loorlrnm{mlr,cmmlunamumcusmnamno+l111monlsvnerrarc s.rai.,grr• •:,�rmm.:,alm,1,.,ny,nr.gp�rtmn.:d�karr.lenr..r rlla...0 M.P.v..�a,.o.a.lsln.rr MINI. MAYIINFI, P.E. M1A 9KIdalFndlu iloln9:k N1. 1 Marl frgm ke,lq �rlq Inb M r10Y P rin ryFs d 1 P 4+usd ,g„aul�e,pamliryla(nr4uPdPn'SUN lerr d IMIWM 41M11 M1 4,g, / ImiM a` ' 6.1 IN'yl IMnlimlwinYry lrnr�Mnnpl ldAYdMO 60 �k Egl ll lif.11r9 Il lalkll(tt ll[III v16aEiegd lRn Mpp�ordain ryl EYla! IPe I' Idd'OkNiryl 3�a' dE pNIlr IM ff 047I83 rm:tilnYa kt amrcrurrc,rrdkam.n.+.9u. ea mrmomdaPl my ap{rWr,ddruia;k P lstrM1U.k,.m rlrtt9aaa kahmmanu I aktlrardl lr° 1n141 a „P minl,rcdadr,na,u. I w<vm M:mmp:rnaa u.a,rraw,r,.a,,,n.,.rce.a.dMl.n.ar9,.d.r=:=Thar.rc,:,d,a.lnln„uaTl.r.rc,,,lmalaalmd9r.,.lm,sra.aus+•r,rw�x ulepa,ra�>�mr.racrra.ml. I00I9 (halllan [ir. ken,ynl®torsMl reona,a,.Imnonu,eilnr.,cL rrpaarma.oneheo,.m.m,fneglum,nnaneM1d.imalnl,rr.�Pnand,nPwl loona,a,.xeorclX,m,r4r[. Ddondo, R 32832 Jab Truss Truss Type oty Plv Tarpon Flats Lot 12 Model A A057946O XPRHTFA 605 ATTIC q 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.630 s s Jul 28 2015 MTek Induslnes. Inc. Wed Sep 16 1 /:16:26 2015 4x6 = Dead Load Deft. = 1/2 in 8 1$ 3x10 : 5x6 = 5x6 = 3x10 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (too) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.46 9-10 >588 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.96 9-10 >278 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.07 8 n/a n1a BCDL 7.0 Code FBC20141TP12007 (Matrix-5) Attic -0.24 9-10 454 360 Weight: 100 lb FT=0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 20 SP No.2 •Except• B2: 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jl(s): 11 MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 8 = 1456/Mechani(al 2 = 164510-8-0 (min. 0-2-8) Max Holz 2 = 175(LC 12) Max Uplift 8 = -212(LC 13) 2 = -290(LC 12) Max Grav 8 = 1614(LC 2) 2 = 1784(LC 2) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-3781/1607, 34=-25287757, 4-5=225/646, 5-6=-226/647, 6-7=-25277756, 7-8=3980/2040 BOTCHORD 2-18=199814288, 10-18=392/2367, 10-19=-389/2384, 9-19=-389/2384, 9-20=-39212367, 8-20=252314605 WEBS 7-9=0/506, 3-10=0/506,4-11=-3274/1181, 6-11=3274/1181 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedar(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 300.O1b AC unit load placed on the top chord, 11-2-0 from left end, supported at two points, 5-0-0 apart. 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 nonconcument 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) Ceiling dead load (5.0 pso on member(s). 3-4, 6-7, 4-11, 6-11; Wall dead load (S.Opsf) on member(s).7-9, 3-1a 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 9-10 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 to uplift at joint 8 and 290 lb uplift at joint 2. 11) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 12) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 'A' gypsum sheetrock be applied directly to the bottom chord. 13) Attic room checked for L1360 deflection. LOAD CASE(S) Standard wmdy.n.:.x.x9Nrrn..a•la tonrnnmlwlu1nnlulunPmrNnenlmroulrrur157urvorn,auml.crr,rrk:Y,nr.u,rmlrxl.In,.n.r,..ro:y.a..yn.90rmroeXewe.u.n.rtle=:exu+d5d.rr. wlne.rr.l,r,le.l.r.rca,.ar IAANOEI BAY]INEZ, P.L Wrdxmxh....[' —I.,l..Lam.A: N41u at, 0—Txn R44.kwd....rime:edxrerno:e inIt.o".IIdv.Xm:ndnwWWIIu:rxwxV11. eleuredMi.4,nr4dXlxlbl4Y W.&I k0l166 nuy,aeydWon nAah' tilily d elllki I q1.11., A........]AYJIA 0 A 0 A 1 g I IA &dL.90 9 0 l Id0 ltLll llf Ml aWild,p od Intl M pp ddRvNAndonYfiellm.alA 1 I' plrtM'ry Imoy. i,.Ilonexdlrru.p rAAErM g01]16Z pndpaYdM4iNm5v j d( onn. eV TolAelWedR,{tl drw f.nAhrddy< p.nlbrrylnkm pngr 41k d1YRleerSPn I netlhyene.IryWelnikfim:Iempor,3ffi<vmdW,nddr4rnvedpner lmrgednapm<nmd 10019Chdtoft0r, Im:YWM,o, Wne4nixde415ye(xvulyeNeW oxu�plripebrYNrtL Mlme Wu,+lryeenuAOlrkNlyoeuynrrlm,vSp.obr.enlnoYla'tI.X Y4phlurllonuenkfM61r41 4DYupM®IOISAI Pmllmnee�NonoalMmnneptL IepmdonionanM1irdommeel,lnonYlorm,Isp,aAiAned HlA.wleopnmlNeeA.nkl raolGnrn�NomelXmvm4LL 61lvOdN, f171B31 M. n i 4x6 = 4z4 = dx4 = azd M "UHF ax4 = 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 7.0 Code FBC2014/FPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 1226/Mechanical 2 = 141710-6A (min. 0-1-15) Max Harz 2 = 175(LC 12) Max Uplift 6 = -410(LC 13) 2 = -487(LC 12) Max Grav 6 = 1226(LC 1) 2 = 1417(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forms 250 (Ib) or less except when shown. TOPCHORD 2-3=-2415/1473, 34=-2156/1442, 4-5=2163/1451, 5-6=-2423/1483 BOTCHORD 2-16=1154/2031, 9-16=-1154/2031, 9-17=602/1333, 8-17=602/1333, 8-18=602/1333, 7-18=602/1333, 7-19=1165/2040, 6-19=-1343/2040 WEBS 4-7=495f745, 5-7=5801561, 4-9=480f733, 3-9=-574/554 NOTES- 1) Unbalanced roof live loads have been considered for this design. A05794611 , Dead Load Deg. = 3116 in 146 CSI. DEFL. in (toe) Udell Ud PLATES GRIP TC 0.57 Vert(LL) -0.20 7-9 >999 360 MT20 244/190 BC 0.90 Vert(TL) -0.37 7-9 >718 240 MT20HS 1871143 WB 0.42 Horz(TL) 0.07 6 n/a n/a (Matrix-S) Weight: 102 lb FT=O% 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS.(envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 6, 2, 7, 4, 5, 9 and 3 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 8 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 = 7.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 410 lb uplift at joint 6 and 487 to uplift at joint 2. 10) 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, nonmricurrent with any other live loads. 11) This truss design requires that a minimum of 7/16r structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. ' LOAD CASE(S) Standard w.wr.rw,.s.fare.d rnoommvti�n1nnwmuaemsnenw!ounrmmluwon[,vun k. :id m,a. .,d.ae di a na, r de d r m� [�. r• M• h[w } e I wren w mMld.ra—m .e,rm, NAOIINE2, P.E.a d a:m i A 4JpdNvlS 4ea Kill ' idnya f UN,l W r a0e a rarcroo �a n-ao<, maad.aoy m r,ae n[ h nd n WdEaerad drain.. Jam,m.m•wrrumrdmr iw raw ap,maa'iu as 'n anarmr g047102 r.,,Paraan'eawq d[mom, Al.red:woomnena ,i<ndt ymJao4on APIMx,Aurperul6Jn.IWJ,dArr, o a .rmmmr.trP.nw 100191harllan Ur. rm,w.am.,,.rd,.,tr.vea.J[r.[•maa.dwu.esMar.aw�m.t n,im,uJn i.n.u,�[o�Arwvno..w+�.rm,[nw rrnr.,�..rw�r uwp.wdimssr rmkM<a:irvl. (eppigM®rhlf M1 wet lrvne YoneelNvn:.,PL trnodonionol0i,dommem,inonylo�m,Lnol,tiiavithrdn...... ueenumA I Aeolhveeo Mon,elYmiirer, l.! Orlendo, F132832 Job Tluss Truss Type Qty PIY Tarpon Flats Lot 12 Model A A0579462 XPRHTFA B07 COMMON 1 1 Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn(maltluss.com n d Run: r.ouu s dul zu zulu rnm: r.bau s Jul zd zma Muex mousmes, mc. wea 4,xg66 = p a oz9— 4x4 = ozo Ml xuna-- ez-e— 4x4= Dead Load Deft. = 3116 in 6 )b LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.20 7-9 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.37 7-9 >719 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES VJB 0.42 Horz(FL) 0.07 6 n/a n/a BCDL 7.0 Code FBC2014rrP12007 (Matrix-S) Weight 1021b FT= 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during Imss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 1226/10lechanical 2 = 141710-8-0 (min. 0-1-15) Max Horz 2 = 174(LC 12) Max Uplift 6 = -410(LC 13) 2 = A88(LC 12) Max Grav 6 = 1226(LC 1) 2 = 1417(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2415/1473, 34=-2156/1440, 4-5=2163/1449, 5.6=-2423/1483 BOTCHORD 2-16=1154/2031, 9-16=1154/2031, 9-17=610/1344, 8-17=610/1344, 8-18=610/1344, 7-18=610/1344, 7-1 9=1 16512040, 6-1 9=1 34312040 WEBS 4-7=486/734, 5-7=567/551, 4-9=-4711722, 3-9=561/544 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 6, 2, 7, 4, 5, 9 and 3 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 8 checked fora plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 lost 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 = 7.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4101b uplift at joint 6 and 488 to uplift at joint 2. 10) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel paints along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Ym®I.hmdaalY/remlr'II IWIIIT415aI111axILLNMI[aiNllalS6ApYrr191nj11a0YI:HYn'r®¢rnLYkyerR>ImM,edwrrmlSel:nrR,yPn'ry9WleNnereMYSlur,rLPfnm2elld�r,u Mn,elSrriu96<amhlW, 5 MAIMELMAIIINEZ,P.E. W44ev.Pmp1¢b Jrllrwdlndrl[polerrH 6eLw,Omple;irenfe.yrwlYly.nitFr¢dmeryl0artpnrgrnerRh^eJR.pwlnwNnyennlrrrpmr3Frly Aelrv}vlge4;h Um4phldee MlW erh.erb RFl. ' tGltll E eollFtr I YI I!' g' I. p 6FY 116 a E a b- 1 y 1 1 &illMingmr'm b.orletlollA Ilf If IIf II I elloll@,rprrdreo1R1111evppeMvinrll0endmYlrldmevllA 1 L Yf g1 .11iryM1,,rlm6v3pe.. lde—ad e avd End,,Wbry Er #04719Z mpmuharJblelinpaeyttnvllo-moOn YvvnrtlxlulhlGanlMl elMetnaymid"nntlprlvi69frm}eenll%hY!a mmerM1l4lpl6Se11fRl®Iflnenele<vetll¢4eenlpodwe lhl deAretRenge fl6fiu IluNrallArlmn4nlverlw4eulnbpveaeel 10019(hadloa Eir. Im.IbMa4ee,dnrrTmr+te6slllel.I.nyreNepienmlh�w^n'mJ.rd Iklmr M1uplepe¢n W IOela6yari}nnl,nrfl,r<sblminrq Mfuf {14pA6ellvmveen4lale1M11. endonla;alolsAnoanrmM1l.xm�alanma,r.r. uploaonm�dlnlldo,omem,ieeylorm,ll}axmara.nn„ineer<�ml,a.�nemw•I lmmmer.lwmaxam�a.e.r. OAondo, R 32032 Job Truss Truss Type Dty Ply Tarpon Flats Lot 12 Model A XPRHTFA BO8 HIP CAT 1 1 AO579463 Job Reference o tional i Full. ..W U a Jul Z. mlb r'nm: r.bJU a JUI Za ZU15 MI 4x6 11 4x6 11 16 17:16:30 2015 Dead Load Dell. = 3116In Jza mlana= Jx4= 3x6 = 3x6 = LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.20 8-10 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.37 8-10 >724 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.17 Horz(TL) 0.08 7 n/a n/a BCDL 7.0 Code FBC2014rfPI2007 (MabixS) Weight 97 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 7 = 1226/Mechanical 2 = 141710-8-0 (min. 0-1-15) Max Harz 2 = 151(LC 12) Max Uplift 7 = -392(LC 13) 2 = -470(LC 12) Max Gmv 7 = 1226(LC 1) 2 = 1417(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2567/1524, 3-4=2205/1341, 4-5=-1779/1224, M4 2210/1348, 6-7=-2577/1536 BOTCHORD 2-17=1225/2187, 10-17=1225/2187, 10-18=-780/1663, 9-18=-780/1663, 9-19=-780/1663, 8-19=-780/1663, 8-20=124012198, 7-20=-1240/2198 WEBS 3-10=484/477, 4-10=-243/498, 5-8=-256/508, 6-8=-496/493 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-5.Ops1; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; End., GCpl-0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(S) 4, 7, 2, 10, 3, 8, 5 and 6 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 = 7.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 lb uplift at joint 7 and 470 Ib uplift at joint 2. 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) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard r.:..rx..x..yh,.:,e.n rommnusllaur1nmumnrmlamnmlmmrrvmlunonr✓Jmrl.. mryky.r....m.W..r.r�.b�umny.n..:rlmol.etir.,.,dwe..,,rirn.,..s.,na...,.. mu. y xrl...m r,. 5.ol...u.mas.e<.Ias 1 wil.r.. rtisr mr� 4a I .nlw.r.KK....n„dm.a.0 a z..,.r•v..lWl.m<ew:aro...,yi, m.e.raw.. �•mo.ae wmi. n.mR, p I.,e e�.+r.w 81AI7UEL IdABIMEI, P.L ' 4 rya rn'r m..,rr.ar.r;a. ...w a:aram o n o ., m rvl n nayn,y n rim ar rt am x ie'e n.o..alni n,.rw..u•�n no a rem Ib r a eyso n.4 ao m+. ee a.. nmerm. #047182 r dleralwr mnrona.�.ammans eaa IM'rIW inn.. enuN.anm,rvud lr w inl nr'e rum P[s8r4em eerni ann. nn. <..ah,a.•vr-ao Inle,a ampo.ueJa,.eemmolm.r.no,wMr u.,o.anb...nra IOUtCharlbn Cir. x.Me.e.n, wmew.a.r... ^:rh+rw.:w.m 1b1-1-l0lry.m„raiweae Ir,aw.'111.1131.Wall b w wr., uo�.e It—,,nnr a.Im. uMigb 3misAI r.on,.I,.r.rowdli.n.n,u tepatruooliara.,...yau,I .,it"roes.erne.�m.on�r%..n..4u.uun.v-x.ndxome.bli Orlando,R 32832 IP GIRDER NAILED SvA = NAILED Sv1n W?nNS_ 3x10 3x6 II 7x8 = '-"" 3411 Special NAILED THD26 7-0-0 I 11-2-0 I 15-0-0 I 22-0-0 4-2-0 74)-0 AO579464 Dead Load Dem. = 5/16 in Plate Offsets (X Y)-- 13:0-6-0 0-2-8] 15:0-4-12 0-2-01 16:0.40 0-1-151 17:0-4-4 0-1-e1 18:04-0 0-0-81 19:04-8 0-1-81 LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (loc) I/del L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.18 7.8 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.46 7-8 >580 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.60 Horz(TL) 0.10 6 n/a n1a BCDL 7.0 Code FOC2014rrPI2007 (Matrix-M) Weight: 120 lb FT= 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* Tt: 2x4 SP M 31 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 7-3-6 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 2394/Mechanical 2 = 2511/0-8.0 (min. 0-2-7) Max Hom 2 = 129(LC 8) Max Uplift 6 = -1028(LC 9) 2 = -1218(LC 8) Max Grav 6 = 2665(LC 35) 2 = 2948(LC 29) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5779/2271, 3-14=6030/2376, 4-14=-6030/2376, 4-15=-6030/2376, 5-15=6030/2376, 5-6=-5508/2073 BOTCHORD 2-16=1949/5066, 2-17=1972/5094, 9-17=1972/5094, 9-18=-1983/5157, 8-18=1983/5157, 8-19=1724/4899, 19-20=-1724/4899, 7-20=1724/4899, 7-21=1711/4846,6-21=-1711/4846, 6-22=1015/2974 WEBS 3-9=-254/1494, 3-8=-558/1350, 4-8=757/651, 5-8=-812/1574, 5-7=301/1272 `141 l 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25f1; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) aljoint(s) 3, 5, 6, 2, 9, 4 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 8 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed fora 10.0 pet bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1028 lb uplift at joint 6 and 1218 lb uplift at joint 2. 11) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl 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) Use USP THD26 (With 16d nails into Girder & NASD nails into Truss) or equivalent at 13-5-4 from the left end to connect tmss(es) F01G (1 ply 2x4 SP) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148"xTj or 3-12d (0.148"0.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1125 Ib down and 263 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=96, 3-5=-96, 5-6=-96, 2-6=14 Concentrated Loads (Ib) Vert 3=152(F) 9=-316(F) 8=-34(F) 4=152(F) 14=152(1`) 15=-158(F) 18=-34(F) 19=-38(F) 20=-1233(F) rn�.r.rY.,.wnverrna.ro.vr roam✓.mFmint®murtrnicmnnamm�omhum)unonavun r"a mark,q.r..�ronwrr.Iwnsu,u.,rndy.o,nnOml.amre.wY.ren,vcam,ev nme,.nr. m�.e,r.�x,n„ana.mlm..h LANE. NAITINEZ,P.E. wl b ,nrr ti ro eb. ar Brim m na , over bo. r A Mt4 Lm. i rno n rn.,y 4n y In r..ro. r w�roarl s e naw,yiet enka»r mover a mr merw+ ,wa^ s.e vow f ornr a.eiroier t -rr uri ro vaer iron eo m-ton bead.ro s m nmuin nrm n4ro ermbaia.vw anu Mna rocoo a rnu unr ': Yaga>cawr_a dnaie at iaurmr #W1182 r s�araneea lei rim n.aa.m , EelWeodP rer ,dadAe ulQ f'layr F rHeryldomlr[91!lbMdbYlnsallU nu<.r<aurore<ar muo�rter<rM1uuu<r=la.nneuoa rot ,rmo.rr.6A,«r°�d IOG19(horllon Cir. ImrYOl,ber,wrr,e4nv!<Eellre(eeea5nleryun2ilrripvk.eN.A rk lnnhrgfearom,Yal�rddipa<vysrnlm,lle'ebq.m WgM,&i ro4riY8el Gmr,<nkl+ednlM1l. r.mrreer®ivrl.lm.lwr,.n...du.rn.n,r.r. emrea.me,minndon�m;,...rmr�,nr,.6�en<a.im.dm,onmu,m.u.roil k.mnw.u...dxome.r.ri. Orlandq FL 32832 Job Truss Truss Type Oty Ply Tarpon Flats Lot 12 Model A XPRHTFA C01G HIP GIRDER 1 1 A0579465 Jab Reference (optional) Al KUUF I KUSSLS, -UKI HILKUL, FL 3 !94e, eeslgn(¢giallmsS.com Hun: f.53U S Jul 28 ZU15 HOnt: /.530 5 Jul 28 2015 Miler Industries, Inc. Wed 6.00 12 j � 9 '� 1 29 41A = 441 .5x411 5x14 3xil 20HS= 1.5x41 4x1 422 5 7 30 16 31 75 3233 34 35 14 36 37 38 13 39 4041 12 3x611 4x10= 7x10 MT20HS= 7x10= 3x611 42 Dead Load Deb. = 118 in 7-0-0 1143-0 16-0-0 21-5-0 26:10 0 33-1-8 3 1 7-0-0 Ta 4" 46-0 5-5-0 SS-0 &341 s Plate Offsets (X,Y)- 12:0-2-0,Edgel. I3:0-5-4,0-2-01. (7:0-2-8,0-0-121. 18:0-54,0-2-01, rl2:04-8,0-1-81. 113:0-5-0,OA-81 r14:0-5-0.0-5-01 I76:0-4-8 0-1-81 LOADING(pst) SPACING- 2-0-0 Car. DEFL. in floc) I/den L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.12 12-13 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.23 12-13 >888 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WB 0.95 Horz(rl-) 0.04 9 n/a n/a BCDL 7.0 Code FBC2014rrP12007 (Matrix-M) Weight: 199 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2,T3: 2x4 SP M 30 BOTCHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W2,W3,W5:2x4 SP No.2 W4: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-1-14 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 5-13 Fasten (2X) T and I braces to narrow edge of web with 1Od (0.131"xS) nails, bin o.c.,with sin minimum end distance. Brace must cover 90 % of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Ot=length) 9=1-0-0, 11=0-3-8. (Ib) - Max Horz 2=113(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-640(LC 8), 14=-2612(LC 5), 9=-490(LC 5), 11=625(LC 9) Max Grav All reactions 250 Ib or less at joint(s) except 2=1409(LC 32), 14=5522(LC 36). 9=799(LC 41), 11=1274(LC 29) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 Ina) or less except when shown. TOP CHORD 2-3=2255/977, 3-21=617/346, 21-22=-617/346, 4-22=617/346, 4-23=-617/346, 23-24=617/346, 5-24=.617/346,5-25=-14421788, 6-25=144IV788, 6-26=1442f788, 7-26=-1442/788, 7-27= 1442f788, 27-28=1442/788, 8-28=1442/788, 8-9=-2748/1192 TOPCHORD 2-3=-2255/977, 3-21=-617/346, 21-22=-617/346, 4-22=617/346, 4-23�617/346, 23-24=617/346, 5-24=£17/346, 5-25=144IV788, 6-25=-1442f788, 6-26=14421788, 7-26=1442UI38, 7-27=14427788, 27-28=1442f788, 8-28=1442ff88, 8-9=-2748/1192 BOTCHORD 2-29=764/1920, 2-30=789/1944, 16-30=-789/1944,16-31=-799/2012, 31-32=799/2012, 15-32=799Y2012, 15-33=2098/1024, 33-34=-2098/1024, 34-35=-2098/1024, 14-35=-2098/1024, 14-36=-2098/1024, 36-37=-2098/1024, 37-38=-2098/1024,13-38=2098/1024, 13-39=-93212437, 3940=-932/2437, 4041=-932/2437, 1241=932/2437, 1242=-926/2375, 1142=926/2375, 9-11=-2375/926, 943=930/2390 WEBS 3-16=239/1616, 3-1 5=1 865f791, 4-15=778/635, 5-15=-149613401, 5-14=4645/2626, 5-13=-1838/4106, 7-13=10361836, 8-13=1316/459, 8-12=148/1477 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); canblever left and right exposed ; end vertical left exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 Inads. 7) • This truss has been designed fora 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 640 lb uplift at joint 2, 2612 to uplift aljoint 14, 490 lb uplift at joint 9 and 625 lb uplift at joint 11. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonwricurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 558 Ito down and 521 lb up at 7-0-0, 297 lb down and 272 lb up at 9-0-12, 297 Ib down and 272 lb up at 11-0-12 , 297 lb dawn and 272 lb up at 13-0-12, 297 Ito down and 272 Ito up at 15-0-12, 297 lb down and 272 lb up at 16-11-0. 297 lb down and 272 lb up at 18-94, 297 lb down and 272 lb up at 20-94, 297 lb down and 272 lb up at 22-9-4, and 297 lb down and 272 lb up at 24-94, and 535 Ib down and 525 to up at 26-10-0 on top chord, and 1125 lb down and 231 lb up at 7-0-0, 229 lb down at 9-0-12, 229 lb down at 11-0-12. 229 lb down at 13-0-12, 229 lb down at 15-0-12, 229 lb down at 16-11-0, 229 lb down at 18-94, 229 lb down at 20-9-4 229 lb down at 22-94, and 229 lb down at 24-94, and 1125 lb down and 231 lb up at 26-94 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warm ng: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pill Vert: 1-3=96, 3-8=-96, 8-10=96, 2-11=14, Contmued on page 2 11-2U=14, 9-2U=-14 v.�.h., e.,,y%„a.a 1lronnrnmrwa[lamrumua[a�mnn4lomampamlunolmaAL'ilrl+.1>%tryn.enn.e<•a.mmnw•,may.d•.:rprgwau.•u.d,.art u!.,•..m•n Fd.•.,:. o«,,.m.i.uwaemw.�r rift a,al. ,AM4 MI eln e.aav I awv reg' r. k'bra 4n .a Poor a •na as ra .d p.amr ^Pml3rylaeeeeup lA ugkl erlb •aroa h a mv.mtr i• r• Isar .ea•.,, hIAHIIEIM7P.E. ' amr a mM1'�a r rnra n p DI%Ie o A a a :' e v #04n rea vo v A i!an n[m ¢[m I aA 1r a,•a•vanu lA.on+.ann ion u ra is Ie 1 i nr ik.dawnu.y iaa aM1 o M1tlIA. m• 7182181 rmsahaauRala.i e[mvn..n.i a.n M1rloo=dn.r.n aya wn4eer4nor pn n[:irtra.mm pn0a umurm ann.,.,n. •.dl•,r••••haa..,•. In) a 0...n.aHoWla,d10019(hmllon(ir. !,,, cod.m...,a„m,.n.ee.un[ae.nm..e.n+.eevhawK :,a.a Imm.o.,p!.r.,�.emavuno.vre ,rm,ga..mi,•,aweawA n[•y+u.ame<...trra.m! 6"'NOIDISAIIoolLmno-4mneelxmanep¢IepmdvnioeoliM1i!dommem, ivnrlorm,br,oAiEnMr,nvnnnpnni�aoe Long lPoAGmue.xonulxwmrz, tF, Orlando, It 32832 Job Truss Truss Type oty Ply Tarpon Fiats Lot 12 Model A A0579465 XPRHTFA C01G HIP GIRDER 1 1 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruw.com LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-230(B) 6=152(B) 8=-230(B) 16=316(B) 12=316(13) 21=152(B) 22=152(B) 23=152(B) 24=-152(B) 25=152(B) 26=152(B) 27=-152(B) 28=152(B) 31=34(B) 32=-34(B) 33=34(B) 35=34(B) 36=-34(B) 37=34(B) 38=34(B) 39=34(B) 41=-34(B) Run: 7.630s Jul 282015 Print: 7.630 s Jul 282015 MTek Industries, Inc Wed Sep 16 17:16:33 2015 Paget ID:uMNtXBMFOzgGeYlmYmgyHzGcBX-j2tkkF3cH3Dd3aSBJ7VMfoEXInAMJUoe2iyPYLyd7dC vnJry.rxenx.mmvrnk.w•u lapin'amnwn}ppmwlx[omm�enwravnnpYu7urvpuuwawnlx vmryaw.n.inn.l�nlmnnu,nm,n,y.mr.:111paie.daueeau:wvPiPdmr,.wneadrm. oel.nene�dxemd.hlw. Y WIe1�mmTrpkn,Llleeullmlkl4llvleroH 4+4en0.�ilelyern(v.1pM1lPt eexalm W,vglv0�eprevmwrvpaudnrpdn�ol.ejanif,^e+�IImMMvRdxrwYfm,4rykaohiW orh.eefmP.t N4dgaux.pM1et�rw4eei. M1UNNEI I N1IP.161iry IiealAi,r I mryl lfnp 0-prndWrydAea.vn Yeav IM IRI xeluJAghyninlEvrtnhtlullk li6p+l1[Re InAEudfupWvnlntl ReopprrdAprlppenleryrxldweelxl tslufap McEAgna y' Idl' MA IepnAallrM j(N474)EP.E.B] mlutlSbfJAtMffnlpeugau!(envnu llu enn 1uSrlppmlMpMnolpoltlueWMWlfy4¢rynNLl�ryln!amMne0prulpJNlYalmlllGm,due.ellm4e^'dl+lenn lPH felatX<up ISA wdaNinelM4 p 1 .1 pl lvleµn<rvnd Im,xe.nme:vdrmean.npnsxllrrleemars:eed.r•Irmblel ✓'r.Ar+"drtl n 1,m jp aPmmh pm a larnarwmnlmtStbe Aau, lm mawp Wvp"e mr nkrmd:ml. 10019 Uprltpn (ir. ppndgM®241 5 A I leol Lu¢er-Manuel YvnivgP.L lepmd.n,oW,&.meOrlando, R 32832 CAT 5x6 11 2x4 II A05794661 Deatl Load Der. = 3116 in 3x8 9 1.5x4 11 5.8 = 3x6 = 1.5x4 11 3x8 Q 3x4 = 9-0-0 16.0-0 24-160 33-1A 3 t 9.0-0 7-0-0 8-10-08�-e Plate Offsets (X,Y)-- r2:0-2-9.0-1-81 [3:0-2-12 0-2-81 15:0-2-12 0-2-0I 16:0-5-0 0-1-121 (6:0-2-12 0-1-81 I11:0-4-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.30 9-11 >703 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.41 12-15 >463 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.04 6 n/a n/a BCDL 7.0 Code FBC20141TP12007 (Matrix-M) Weight: 173 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 `Except' T2: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 `Except• B1: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-6 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-11, 5-11 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except gt=length) 6=1-0-0, 6=1-0-0. (Ib) - Max Hom 2= 136(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-412(LC 12), 11=669(LC 9), 6=-063(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=1047(LC 1), 11=1900(LC 1), 6=1152(LC 26), 6=1146(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2495/1675, 34=-122/360, 4-5= 122/360, 5-6=13241848, 6-19=128/335 BOTCHORD 2-22=-222713201, 12-22=2431724, 12-23=-244f720, 11-23=-244f720, 11-24=4051991, 10-24=405/991, 9-10=405/991, 9-25=4051997. 8-25=405/997, 6-8=542/848, BOTCHORD 2-22=2227/3201, 12-22=243f724, 12-23=-2441720, 11-23=-244f720, 11-24=405/991, 10-24=-005/991, 9-10=405/991, 9-25=AO5/997, 8-25=405/997. 6-8=-542/848, 6-26=542/848 WEBS 3-12=0/317, 3-11=934/523, 4-11=928/692, 5-11 =1 169/639. 5-9=0/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterier(2) zone; cantilever left and right exposed ; end vertical left exposed; parch night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plate(s) at joints) 3, 5, 2, 12, 11, 4, 9, 6, 6 and 6 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 10 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 412 Ib uplift at joint 2, 669 lb uplift at joint 11 and 463 lb uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wvq.PYm.^.mx9ftlrere.mr'1I1W111bm15M1II1j GtlILLln6t(Ay911t606!AYIIr1Y1111pIpYAN"vAYW ......%6,5rPexrN,eprtdWnnM1,bnk,yAnyll[01 dM1/aJYakn,ILAhuuAnleleav,r. NYnvevrix Lhdu0rlA,rq LI<Y,mv,Mr4xl,baFrxl b,ftrl4LeW,...... rn, MlAlmuuf4Walh19°raSlle,Nwe%14prz%exaumrryMnelmePAnuWeeperilnymutdryb...... ybinu4rLMne Rr NAaIFerW Rol, Ile6,q nw,ry6utlWgrrrlruM MANUft)AAAIINEZ, P.E I Ibly d IIIi,ImxluvnYlilSegbMempa 3lrly ldA M1Arm IM dqt ONil.pAry"Id rrdlq ll(IM1 IBI M1N II ddnAmd IRI I:IIvvppbrildftr NAmdoMreldmrelprr Ad'yA Ml yrlorepe,'nlAly dnuildwaA ,ItlI1r Wr #AOIBf 1 514rIAArp iN'q Y.ur°<uvd4...nm.@con Im'Nlm a¢rr+r dA uamr,dm.rddyr pmltr'<nldrrmm NMrddJNlvm um I Jk, orve deideve lm GrxnM npo.up6nnmdawvvdMumo:4pm nnmrupopar d 10019Charlton (if. I ...WryWrtrLniu ledadld.fmtgRrtedvynrridlMipeM artFA lbI—lk bra 601fteddlryoryura\n,Svhepgien6,6*gmGyrNelbmormMadxlM1l Odondo,R32831 LpprigMpB]LISAi Lol Luua-Nonpeluorrmrpli IepredvmivnallM1irderpmeot, ivenylprm,IsppM1tlledrlldrnlleepnminier Lem Ml lout lrvnv,.WmvlYumnn,lf. AO579467 18 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.00 7 >999 360 MT20 244I190 TCDL 28.0 Lumber OOL 1.25 BC 0.10 Ved(TL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Ina YES NB 0.00 Horz(TL) -0.00 2 Na We BCDL 7.0 Code FBC2014rfP12007 (Matrix-M) Weight: 6lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bacing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -30/Mechanical 2 = 381/0-M (min.0-1-8) 4 = -60/Mechanical Max Horz 2 = 90(LC 12) Max Uplift 3 = -30(LC 1) 2 = -167(LC 12) 4 = -60(LC 1) Max Grav 3 = 28(LC 26) 2 = 425(LC 25) 4 = 167(LC 29) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=387/264 BOTCHORD 24=-277/405 NOTES- 1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25M Cat. II; Exp C; Part. End., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with anv 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 30 Ib uplift at joint 3, 167 lb uplift at joint 2 and 60 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonmricurrent 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.6d-Mewwuarm nl�.ar.ypon.mmn.du.m"H.Met .r Sie, bd..w. o.:m.11-41 wd.11e lw.whr NNNELNAYIINFU1 "A—mInrlern PaY6wW Ica A.FiOlelen4l .,e1m+Iw�nlRYen(45wdeAl[yimlld� �nlwrryl00nPr Winmgrauelllrpeleevalnj.emf u,ps,3iry1.4Yugtl4u.,h LeulrrrMwb119uIr.NOR41.14Yu9+.+wnrrewLwd'q,rw`Ewr. �I mdeSlrymidend iM 11 YI Id'pi 1 1 M1AM1Y0rA 0 ,I60 ld d q A 416" g IM1 enlol0 IIItt IAf IM1 I II IQ pidr.dlYll Re.pp.rdaltl.NAaderyleldmr.lT L iMpM1 dmp.derA ' IOA: MI nrp,+M1dlErRe #047182 n�pulllydb4kulE 9 3( trot N eIM'IMIOOMOer:.N Mywd VD Ile4Yyf P IK ryldumvAulA6pIJOrNdlYln ISfflueule enedlw p+u elPdmn IN deFn+Yelep bEn IIMwIRet ply. 1 4 ilolepnegM 10019(hndlnn Dl. Im�YnJn,mu,rAew.Anmeh5m11plwneu,ma., A., E+ug.nmh e5yhm b,—ham M61fi, Al(egYeerl umnrnklwl mlRl. 6,6ge )1015A i redhuvo-NwAileemyr.i, lepmdodimAlM1hdorumenl,uo.ylom,Itpr.M1 VT dwlh %rNeapmm sdmehemA I tool lrvlul-YoeuelAm1m,lE, N1100d0� It 77837 JACK 116 1 11 AO5794681 , i Plate Offsets (X,Y)— 12:0.0-4.Edoel LOADING(psf) SPACING- 2-0-0 CS1. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.01 4-7 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Inc' YES WB 0.00 Hom(TL) 0.00 2 n/a n/a BCDL 7.0 Code FBC2014frPI2007 (Matdx-M) Weight: 13lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or2-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 91/Mechanical 2 = 39910-8-0 (min. 0-1-8) 4 = 16/Mechanical Max Horz 2 = 176(LC 12) Max Uplift 3 = -100(LC 12) 2 = -178(LC 12) 4 = -2(LC 12) Max Grev 3 = 115(LC 21) 2 = 443(LC 25) 4 = 216(LC 29) FORCES. (Ib) Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=382/178 BOTCHORD 2-8=170/435 NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been, designed for a 10.0 psf bottom chord live load noncencurrent 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 3, 178lb uplift at joint 2 and 2lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r.:nh�n�mrmrnK.mr•u roornamrnurlwmmnlmmnonamortlrr.m7umoeurmm�.m rnrytry.n...rmina..,r.isnuma�r.nr.yO�Nmlmredlmmrirr!.r..wnla..mr. nsmnsrr.n.a.d.ismo..'r mla..run.,r✓rrm.Isrnw�.ermoem.aalr.nn.orr—,6,0,m—ftAhd....lu.,m..rroor.w.wrnr.n�=man:rrrhrrr.y.nor.a>^arMi.amlrawmc.cytru.neimd.emomr..rarrml.mx�w..w°rmn'.+wrr.ew,, AIANUEL N47182 ,P,E. I i6rry d.drmaim,rwaryldirngbnnAim rury rno m.o.md..m.,al.rm.,nrr.ln,lo.rrcnr.i,mrm.hnmimncrc mcm mmn.map.trnlmr mmrmmmnrmo..aghnaumarna iarru.al.ynw.rn'.n.ii,',,.dt:.mrnmiemlr #847162 pandrydAmiLnrCNru,w.l rv, rnm.lneo trout iMIOhmlmermvnmdlNeGeulm.Idmgmmw.mrLrery Wv mmN Pm41�mr11r01ml5rgv nme ewedlwfrnenlyobmv.liFl l.aenM,wpe INr Ilwinrlmr4mpnym.rmrveupeAmnmd Im, WMmM1rn,dnr.3u.rldellr. W.n4edgamn4srlydp6,neFd INrm.4ey¢peoh101br Yg0.u}nrrinulpurq�robq Mfil llryakA4m v.nkfxlmtnl. 16019 (IIOIIIOn 6r. mnnsM1i®1aI5A I IvvlLmrm NrevelMvmveq r.f. repvdumivvolll6dvmmmt,Ivvglem,bnvAiEimdrlmrrineepnnLuvvlmmbl Ivvllmrur YvmelNVNm4r.E 0londo, R 32832 Job Truss TrussType Qly Ply Tarpon Flats Lot 12 Model A I A0579469 XPRHTFA CJ5 CORNERJACK 16 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aluuss=rn Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Welk Industries, Inc Wed Sep 16 17:16:36 2015 Page 1 ID:uMNtXSMFQzgGeYlmYwngyHZGc8X-7dZtMG6UZ_bBw1 Bm_F23HQsBs_IJ W3Q5kgA39gyd?d9 -2-O O 4-11-11 e 2-0-0 411-11 LOADING(pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and requiretl cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 171/Mechanical 2 = 520/1-0-0 (min. 0-1-8) 4 = 36/Mechanical Max Hors 2 = 265(LC 12) Max Uplift 3 = -179(LC 12) 2 = -242(LC 12) Max Grav 3 = 208(LC 21) 2 = 520(LC 25) 4 = 231(LC 29) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 2-3=965/455 BOTCHORD 2-8=-1054/1485 NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCOL=5.0psf; BCDL=4.2psf, h=2511; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end venial left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.57 Ved(LL) -0.05 4-7 -999 360 MT20 2441190 BC 0.48 Vert(TL) -0.08 4-7 >732 240 WB 0.00 Hom(TL) 0.00 2 We n/a (Matrix-M) Weight: 19 lb FT=O% 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 179 lb uplift at joint 3 and 242lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, 'nonconcumenl 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 ve,:es.elrmx.msr:e�r.a rl roamusxslsutnlPnnulunlmwlenmmwPn;ImllGxovuuranrkm re,iryleriPr..,ba.arm.Iamlwu.rraK.m..MOroledlkr.ax.m«rr.per.,rr ruew.rm o.bre.errrian.ea.laroa.rh MANUILMARIINLU.L kl,leewmrrkvulaOGMI+MRp M11eNl4Jrvn0eJpe1r5irn I Br.keu%f;wnlrFr,dmurllbnPnr4runM�.dlaervbrvJery.nFfrM>^ddryla.... rwgklrvuleplelu141W nlr,wirlkL Miu'PmvyG.46rfY^dd.M wAVGIArmdmvllAn4mr6rinlluJliegirllvmpvon]dArirAeOmn,IbOmaziimlAninlvprnlmMa&AEiyOn'pner,u0emr4alollAe ltt,llr6[NebmlfuJdivprdrm11111.IM1v.pP'ndddrlpOraeeYAelEmullFrlun,FeLllnpkvEfnyrlwvge,'ue!vAaxovedEnrinp,rlAEeM #047183 col 'k'%dtLGAi1GJInrJtoemllm. Neue,rNu+ueklWmlMpmSeivJptelin.Ikrbd6p OmpongL!rry4!e:aaivepllpplfJed NlnmlfP(IauJneadln4emJpiWlr.1%11e5m11rewMruYSAmmllaindM4m,pnrrcl,Iml4vulolopmM Imru.aemrm.ew,mrcJlerwlrrtmn.r.trndrr•:mi6lh+rP++:ax.l xrurnd„gmmpe<rurmeeuadyoropnalm,rym.mlirrnmr.rweel nrrril uammxmaure:lrll. 10R. 3132 (halllLir. mpplpnlB)aolslumnla,m,�xe��dk.mml,v.r. upaodemm�ooAlldnmmem,ioe�pmrm,l,w.n,ln<e Jm.rinmpermonme.mr,l rmnwll<:.xo=odxommaes. Orl6ando, 833 CJ7 ICORNERJACK -241-0 611-11 2-0-0 A057947O1 . Dead Load Del. = V8 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.14 4-7 >581 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.75 Ved(TL) -0.25 4-7 >335 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(TL) 0.01 2 n/a We BCDL 7.0 Code FBC2014/TP12007 (Matrix-S) Weight: 25 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP INo.2 BRACING- TOPCHORD Structural woad sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, to accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 249/Mechanical 2 = 649/0-8-0 (min. 0-1-8) 4 = 48/Mechanical Max Hoe 2 = 262(LC 12) Max Uplift 3 = -173(LC 12) 2 = -216(LC 12) Max Grav 3 = 249(LC 1) 2 = 649(LC 1) 4 = 243(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOPCHORD 2-3=1490/1021 BOT CHORD 2-8=-1955/2261 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 3 and 216 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chard and ha gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard r.:.l.lxraxaalNf:a:.e. �Imarlrnusfwrlr'aurumrsrmmlenmimulrrumU[aoru,sttYrr.a merlr4.n.�nam,rvl.rt,rvur,.,,q�,br.yOnlmekY..•Iw�u,rard.r,.rnw.,a. ms,,.m:.n..l.6mo..,er WAA,roc,M dHAShl..,dl.e,nv.e,aiae.u.,,aar4:,U—Ndc$ij"f,ran.....m=..amre,,:1ar,r..,n:,v.nulWlaal.cnda.ersxu.al.r....Me e"Im .,Anau.'eAm!•.rryaA.,be IdANOB 04718 ' ,rotorAes Inouuam,onrmllrr nbmpr nldrdno ma.rA n !pA0 14,g Add, dllrt ntR nrM olANllnod artu.n noTo:d.InrlOoraacnr&Nun...I DImeed flq, rge.'a0omenrdl,o,e.;ae"r #04718E oa xuv4arus'afe„Ir•,.domn,v. n.. 1rn,loodn,ro dram rlmduerytw iW,nld. aMr OrNlr4l seermwnn 1 dia f,atllcamnmlomam,,,r.rm innmdmamna,nwngncumm�l"'r°"`r°°d 10014Fhmllan Fir. Im,blMv,dn,Nnvle5a11YrrmnroT,NopurrvYrhirah,.rtl•d Mlm, W,i,�l,penaY01bY31ry Wyena NufM1utrraw,brrlpeliry Yfvp,rZrl vuvurnkfxlilM1l. (e,"I10315 A Ifdtones-Nrvorl hen.ujI up,wire,onolM1i,de,rmrnl,uoerla,m,Isp,oAi4ltedrimr erpnminion hem bl Roollmur Noovelxoninpri, 0rlande, R 3283E Jon Truss Truss Type Ory Plr Tarpon Flats Lot 12 Model A AO579471 XPRHTFA CRA CORNERJACK 1 I 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34a45, aeslgruglal Wss.com 3.5 = Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industnes, Inc. Wed Sep 16 17:16:37 2015 Page 1 ID:uMNtXBMFOzgGeYlmYwngyHZGc8X-bp6Fac66Klj2YBmyYyZlpeOEjO2_FW1EZKwdh6yd?d8 Dead Load Dell. = 1/8 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ved(LL) -0.14 3-6 >576 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.77 Vert(I-) -0.26 3-6 >316 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 HOrz(TL) 0.01 1 n/a n/a BCDL 7.0 Code FBC2014rrP12007 (Matrix-S) Weight: 22lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 45610-8-0 (min. 0-1-8) 2 = 253/Mechaniral 3 = 52/Mechanical Max Harz 1 = 214(LC 12) Max Uplift 1 = -137(LC 12) 2 = -175(LC 12) Max Grav 1 = 490(LC 25) 2 = 253(LC 1) 3 = 245(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=1605M575 BOTCHORD 1.7=-2670/2557 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and fight exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 137 lb uplift at joint 1 and 175 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and X' gypsum sheetmck be applied directly to the bottom chord. LOAD CASE(S) Standard Mn�,d.xrrnrt.nlsrma.a lj lnOnINMMIiaeeanrMrMANOEL MAITI11EZ,P.L Wih ernnr6b Jetlrrvlbtlo1401e1e Nd1 I Oril fy (4N fiYfA !II Inulld]nPen. rer.q dN P4 uN pnn}r,pmuliryla0rdrv}dM,g44rudep rdrrlFlWadl vrGAl Mbigv r4r �IrmrAeM N nAr d vet (nil 1 Yr I&1 h II p D'Irydd 4 d 0 IA 1 g t A IoXS 9qq Yn tlnlvlM Itt 1116(A, II Iti p,ed..aVW Mvppndal0 Nfi ndmgfi ld rallA r' I I!IF rdly ,wg II dM p AiJ16r IM #P41182 p tiwJON10l'V 1 df nmlu.N X fulfirlOfioAPrpmk dpit tiw,dM4dEyf M l O,6!..A InOw'NI,Ul adSOU rh,er,edlgpezMp 4. .lmlk ,IvmryrvlfAnmddunnrlM4 Oy 41nnho,hf.enol 11019(Andlun(ir. Im, Ye�mmgrin,e4 m[eNlllrfunr.ITeNeluon'oell/Jrale,.rdrA Mlnn LLu}ferrmnY011kILrppeu}nnlnn3re<elgrmbgL'9i Irfya4NNnranl,Fxd41Fl. (vppryM®]dllkl lnvllmur Mlnvd Mmfiv<4 Pj. h,depion olisdmemenl,in of la , Is pmAibheduln ueenpamissm hem kl lmllnvu Mulud Mnnin{Pj. Oibeh, R 32132 Job Truss Truss Type City Plv Tarpon Flats Lot 12 Model A XPRHTFA CJ7B Corner Jack 1 1 A0579472 Jab Reference (optional) Al KUUI- I KU55t5, YUKI PItKUt, I-L 3 9,lb. de5lgnUalnlras.d0m Run: 7.630 a Jul 28 2015 MTek Industries, Inc.- Wed Sep 16 17:16:38 2015 Dead Load Dell. =1/16 in I$ I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.13 4-7 >633 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.71 Vert(fL) -0.21 4-7 >370 240 BCLL 0.0 Rep Stress Ina YES We 0.00 Horz(TL) 0.01 2 n/a b/a BCDL 7.0 Code FBC2014rrP12007 (Matrix-S) Weight 24 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 238IMechanical 2 = 63016-8-3 (min. 0-1-8) 4 = 46/Mechanical Max Harz 2 = 253(LC 12) Max Uplift 3 = -165(LC 12) 2 = -211(LC 12) Max Gmv 3 = 238(LC 1) 2 = 630(LC 1) 4 = 241(1-C 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1370/896 BOTCHORD 2-8=-1756/2064 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 3 and 211 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard YwY%.IYx.x.x9ar re.x.enl9uenmdnlwuRa%IYmnY(oumalumamf+eaV[mmlw-urrma rauYawk.n,nrwxdw.Iwxma:,Ir.auda.a..n9oy.dneud Y.ma,rcnme..sxnarr..m mm,.ma,.adel.yrtm.xy W1Y OIMe ,hnb dl Mlafl lenkd dulm,aeyelR'^n r4M ay[; 4A d urlao eleuYuenepmtll pl xlnpxnl4 nbhl..... Sbl 1'Idx I04d WIFL IN4 MANaFI 04718 D, P.E YI'f111 pnrYFydYeamer,rMarrc A'Igt ONdb gqg '0 rld1019(tt R(Ihb lldl'Od dRIIR IW dIIA mrA ,ryfa IPI rl l'yAo 6iq,l el 19 MI '01.111eIM #04718Z 1 b'IYd MB alola 1 el(muonw. WalevnlwrulM1eloaeoddrer.rA dyw'd GuWd'r1aY%(! mLferyldammi pnglliilrdlral danmedlw`dlaBmerell4 IFldefirctl nprulSMrwldmddaJr b ryer lrnraeolnaynenael 10019 Charlton (a. fmrYWnleo,nbwdknule6m111efrcEwl Weel%umwEi111ea W W,wwMd Ra 1m.Rul4}wofalblLpa,rilnwtmrSaYar%.nrbulYuY%Ir41rk6.drwmr am45xdmlFl. bnrigW®rdlfllredrmru,�emed Ynnea,¢repoduaera116i1demmee4Yerylmm,bn.M1ind.ia.rAlevrermlrueehemkl 1xiranerNomelYmiee5lf, 0IIYOE0, FL 31871 Jon Truss Truss Type oty Piy Tarpon Flats Lot 12 Model A XPRHTFA D01G ROOF SPECIAL GIRDER 1 A0579473 3 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946, deslgnCaallruss.com Hun: r.6ju s Jul zn 2uln ennr: f.osu s Jul zu zinc mu ex mvusm.G, Ill.. vaeu ocp to ........ dam ray= , ID:uMNtXeMFOzgGeYlmYwngyHzGCBX-UbMmP_9dOXDU1 p3jnoeE_UZ?8?_DBBgquyugquyd?d4 21" -2-0-0 3.4-74 83-0 9-11d 137-0 16-59 18-1-0 22-9-0 234-12 �2.0-0— 3�414 ~2-10.8 38-0 ~ 38O 2-10.5 1-7-11 4A-0 038' 4x8 it NAL`--b .....__ ew— Dead Load Deal. =5116 in NAILED 7.5x4 1 8 NAILED p4x8 =x8 7 4 26.00 12 3x4 G &NAILEDNAILEDNAILED 1 J, d 3 J 'A 2 B1 B2 �I " 1 27 2817 29 30 31 32 33 14 3413 36 3711 38 940 41 16 15 12 t0 4x4a NAILED JUS2410x10= 2x411 3x4= NAILED 5x10 MT20H5= 5xe 11 Special 3x8= 2x411 JUS24 NAILED THD26 NAILED Use WS45 NAILED NAILED JUS24 GTWS2T THD26 THD26 Wil}I6 edl LOADING(psg SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 26.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 7.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except* W9: 2x4 SP M 30, W10: 2x8 SP No.2 We: 2x6 SP No.2, W7: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-5-3 oc purtins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 2 = 5158/0-8-0 (min. 0-1-8) 10 = 12877IMechanical Max Horz 2 = 383(LC 8) Max Uplift 2 = -2403(LC 8) 10 = -5402(LC 8) Max Grav 2 = 5275(LC 31) 10 = 12877(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-10918/4895,34=1110915014, 4-20=13527/6166, 20-21=13527/6166, 5-21 =-1 352716166, 5-22=-1352716166, 6-22=1352716166. 6-23=1410916139, 7-23=1401416131, 7-24=1402716176. 8-24=-13980/6192, 8-25=923914012, 25-26=-9239/4012, 9-26=9239/4012, 9-10=1055014686 BOTCHORD 2-27=-462519703, 2-28=4641 /9732, 17-28=-4641/9732, 17-29=-4641/9732, 16-29=464119732, 16-30=4683/9992, 30-31=-468319992, 31-32=-4683/9992, 15-32=468319992, 15-33=7663/16978, 33-34=7663116978, 14-34=7663/16978, 14-35=-7663/16978,13-35=-7663/16978, 13-36=7641/16926, 12-36=7641/16926, 12-37=4079/9368. 37-38=4079/9368, CST. DEFL. in (loc)/dell L/d PLATES GRIP TC 0.53 Vert(LL) 0.22 13 >999 360 MT20 244/190 BC 0.56 Vert(TL) -0.47 13 >588 240 MT20HS 187/143 WB 0.82 Hou(TL) 0.07 10 n/a We (Matrix-M) WeighL5461b FT=O% BOTCHORD 2-27=4625/9703, 2-28=464119732, 17-28=464119732, 17-29=464119732, 16-29=4641/9732, 16-30=468319992, 30-31=4683/9992, 31-32=4683/9992, 15-32=4683/9992, 15-33=-7663/16978, 33-34=7663/16978, 14-34=-7663/16978, 14-35=7663H6978, 13-35=-7663116978, 13-36=-7641/16926,12-36=-7641/16926, 12-37=4079/9368, 37-38=4079/9368, 11-38=407W9368 WEBS 3-17=391/217, 3-16=4281456, 4-16=-39711732, 4-15=2190/5309, 5-15=-608/408,6-15=4616/1827, 6-13=-459/1440, 6-12=685113043, 8-11=4732/2459, 9-11=5881113509, 8-12=-5129/10920 NOTES. 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 cc, 2x8 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 04.0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 11-8 2x4 - 1 row at 0-6-0 cc, 2x6 - 3 rows staggered at 04-0 oc. 3) 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. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; 8CDL=4.2psf, h=25f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water oondino. 7) All plates are MT20 plates unless otherwise indicated. 8) Plates checked for a plus or minus 0 degree rotation about its center. 9) This truss has been designed fora 10.0 fist bottom chord live load nonconcument with any other live loads. 10) • This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 8t between the bottom chord and any other members. 11) Refer to girder(s) for truss to truss connections. 12) Provide metal plate or equivalent at bearings) 10 to support reaction shown. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2403lb uplift at joint 2 and 54021b uplift at joint 10. 14) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live Toads. 15) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) Use USP JUS24 With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-1-8 oc max. starting at 12-9-4 from the left end to 16-10-12 to connect truss(es) K01G (1 ply 2x4 SP), JOB (1 ply 2x4 SP), J8A (1 ply 2x4 SP) to front face of bottom chord. 17) Use USP GTWS2T (With WS3 Wood Screws nails into Girder & WS3 Wood Screws nails into Truss) or equivalent at 16-5-9 from the left end to connect truss(es) A01 G (2 ply 2x6 SP) to back face of bottom chord. 18) Use USP THD26 (With 16d nails into Girder & NA91) nails into Truss) or equivalent spaced at 2-0-0 do max. starting at 18-7-4 from the left end to 22-7-4 to connect truss(es) A02 (1 ply 2x4 SP), A03 (1 ply 2x4 SP), A04 (1 ply 2x4 SP) to back face of bottom chord. 19) Fill all nail holes where hanger is in contact with lumber. 20) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. Continued on page 2 - rr,dy.rbn.e..;Jl,r%..ma ueoolnamrwurlslvnumnYmunenamovlfrmrlu.wdneumrl..re,mae,'srm w,ek.nma,n.,,Gxy.o�..yomlm+MY..�IMw,.rr.l,!.r..mrlbM.... e.s,r.M,d,.aml.Mmo..h FIANOELMARTINELP.E. Wly fie rYr,-0anh•ne/IaMR01aMv4 I nrvnrrya of WMlmx ttl• I wloo r,r'e eplm Jl pm dv.e'1 wt'bll e.arvq,elnevgxlrvukrfil•awt lOo dl d•ml n.4ye rin 6dy rinu4 pobNy E rIIb,I 1 YI Ifn' Iwry IJhdR Y 0 0. Y M Iy fn Ivld pM 9 II l' lolll R(M 16[Ih b Id lLer ! d1141 n opp,erdNldrl00n1orYPollmeaib t J 1' 91xMBl.,lu yr' IA dE y I:n6rllr #9QI81 r 4l%dMGlmyGg ollNv yl letvlb kl®Dior Ji¢ dVd h•^rldrlddryf n•msrml•vv- anAlulu0 eeYmmlvu I d4 yemelyeNne NA defunXv npeWikvmdbAeltlMLonEnprs.ImtON lytr+nnl 10019(hollun0r. ImaYe.lumv,adevaMnvkEellle(crteevgvkupr'on[xlhl�rrtn.rtheL ILIm,Gupler•vrn Wlm'yuwlmvfrym 69imM1,erahal4i InGya4Arvmr.rak4aulM1l mpynyhl®1oIs11 rodumlr,�urmduwlmn,N. GpoGmm Yunner,r„r,J•.vlo,a,,bneminmkm. re..em... Orlando, FL 32832 DO1G I ROOF SPECIAL GIRDER 11 I 3 s dui 2a 2uib prom: r.ti3u s uul2a 2ui b ml i eK ino ID:uMNO(BMFOzgGeYlmYmgyHzGcBX-UbMmP Rbii1441 21) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 923 lb down and 236 lb up at 6-3-4 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 (ph) Vert: 14=-96, 4-6=-96, 6-8=-96, 8-9=96, 2-10=-14 Vert: 4=70(F) 16=227(F) 9=-147(F) 10=39(F) 12=-8110(B) 20=-126(F) 21=126(F) 22=126(F) 23=58(F) 24=38(F) 25=147(F) 26=147(1`) 30=30(1`) 32=30(F) 33=-42(F) 35=250(F) 36=-200(F) 37=263(1`)39=1751(1`=-39. B=17121 xmiy.P4mlav+Inr,ni.Rr'411JIIIITS11tW111LLA14O6f(0Y9MIS m10Y1r11MIj114JYltLiYMlou ludrk,yl+�rmnlre+lelmwAttimkigNngp�wlN/melYrisGILIEmoWJld+rm YlnreM+iu J9NshIP,rdr MARTINEZ,U pANUEL AiWlh rbndJl 11 1M149 YNl 1 0 t t1 r41p 41ry[gm 4LL 1 Y1pp P q ,ephy tll pJ Wn}eekl4a33rylm Ar4vP IR 9yM1 dry qa NLM 1 lfll 1Y6ya I�tlmd 1 '�": MIM 1 aoIINJ' 1 _.II Jfp A p 41iry 1M0 r,l6aam\ Ib iglwtt0lolSngRq MN IetloIINLL(kIB(,M l�dluddyudmolRfL llurPerddR NCN Y61! rdMl Lti 1k E5q,lwny Idl' udE &+Ld16M, #d42182 r+daraaldului wmroona.IM. ImJ'INlmmea6mw re1.M U,.Irtrld6gt pre ffm�+rmdwlutgrd6M egeloeevorrrr.mmmlJe,•Nldam.. rnlel,,,nrlry..utskr®Ilmr,am.n„6<4 r,umra.wU,wrrrm 10019 UMdtan(ir. Im,4MMv.dn,Mmr.lSellr.(mtMTeeeelaxmNlnYfmN,mmxrl a. im,M1ti;l,pn 1o16eedCpo.uynmrm.fnl'°69,m Meq Wvi u4pYmlrnnmrn4fw.imlM11 UnigN02015ARoof M1une,-Mvotl m aryrt uwedomrJnlureolJm„UJrJYmrn4epr eluuc.uE+dn..rmmi,ao110MA.l laonrNru, wwr, x.m.u,et Orlando, EL 32832 Job Truss Truss Type nN Plv Tarpon Flats Lot 12 Model A A0579474 XPRHTFA F01G JACK -CLOSED GIRDER 1 1 Job Reference o bona Al ROOF TRUSSES, FORT PIEHOE, FL 34945, eesignQaaivuss.com LOADING(psQ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 7.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-9-2 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 968/0-8-0 (min. 0-1-8) 4 = 1247/Mechanical Max Hom 1 = 213(LC 30) Max Uplift 1 = -233(LC 8) 4 = -399(LC 8) Max Grav 1 = 1051(LC 19) 4 = 1352(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1471/292 BOTCHORD 1-9=533/1435, 5-9=406/1294, 5-10=406/1294, 10-11=-406/1294, 11-12=-406/1294,4-12=406/1294 WEBS 2-5=182/1184, 2-4=1491/468 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. nun: /.bau s J01 zb zuio vnm: /.eju 5 iui LE duia ml I eK I.5x4 II 3 3x4 JUS24 3x6 11 3.4 = = JUS24 JUS24 CSI. DEFL, in (roc) I/deft L/d TC 0.22 Vert(LL) -0.04 4-5 >999 360 BC 0.43 Vert(TL) -0.09 4-5 >966 240 We 0.45 Hom(TL) 0.01 4 n/a n/a (Matrix-M) 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 lb uplift at joint 1 and 399 Ito uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Use USP JUS24 (With 1 Od nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-2-12 from the left end to 6-2-12 to connect truss(es) J9 (1 ply 2x4 SP) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=96, 4-6=14 Concentrated Loads (lb) Vert: 9=-487(F) 10=A87(F) 12=A87(F) Ic, vveb bep Ib vab:gl zuln PLATES GRIP MT20 2441190 Weight: 34 he FT = 0 xny�IWn3eng`Jr,n'urW'1.1IWI nL56(YW11mI1LLN01f01311Cn@Y041rlAllljANOlryfdWTlaa fndrleuyl�nrmN+eJMevnd+lrmAigr©n4{IWI mI MYmlYvbeLlLlfu.v,fYelhelp, ra Ca4r+elkrnu ONI m111pp,r21 MANUEL MANONU, P.E.WleWmuep+llebulJWuul W Re144bIr NA nrryn+p,JALSun(�4fWbTYlyu,er{ W+NnmrIEAUP.mm�eay4.d6:Polesvingwnny,4mu16glu Ael,JpelW v;L lrn+I4aW e.ra nO N/,nb RF1.Ib Lu'grauvlMuh,igemNnay vu.hildYvvlm.101+lionlor wYluilfiepntM1unpm+tifrydlle0.nu,rd,0.aiioulM1•drzbgentm ReludiinpGny.<+,ivrleutlendllullL A+l6q Me Wdl l4up+odreo11Y41.Ileopprovd,M1help4.Menyfidd u++.lA.+Irvn,io+411ipM1,rlSrynueYe,InlAlma,vodEnnwvakAAv Rv #041187 i u+Pmti+sWtlN1.�NnpEnigv+edfemo+IW.Wot+nulMulAelpOmlR pmrvnovdgfdeWndWvld6y4mgoeelHlerylhmnlevh6prdLrl✓EEYeleollpaauelmmelbl peeadgi0we.lulleEu+rltrupovullpfinml4N+dMIrmAe YzpOm4e(fnl.pineeurd IOOH ChoAlon (ir. Im+Wnlme,dn,Mniu4lnd11.Imur.IgNy+ur+,L11rA1maN,'mF+LMM+0.+n, leym+ul..Qeluldvppe4ynnNufpnbiWnW gldluy N4pr5"IlaxmenWfaelulFl. (vppigAl®141f LI IvvlLvue✓Nvnuelpanln¢,LL AepedunivvvllAildvumen4ivnYlvrm,IspnAihn<dvi+Aninevpmm9fI0A+l0, R 32837 Jot Truss Truss Type Oty Ply Tarpon Flats Lot 12 Model A XPRHTFA G01 MONOPITCH 1 1 M�475] Jab Reference (optional) At ROOF TRUSSES, runt weRcc, FI. 34a4a, aesign/malwss.com Run: 7.630 s 2015 MTek Industries, Inc. Wed Sep 16 17:16:42 2015 1.5x4 II — uxd = LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in poc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.57 Vert(LL) -0.10 5-6 >731 360 MT20 244M90 TCDL 28.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.13 5-6 >538 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.21 Hom(TL) 0.01 5 n/a n/a BCDL 7.0 Code FBC2014/TP12007 (Matrix-M) Weight: 35 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-OA oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-4-11 ac bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 2 = 477/1-0-0 (min. 0-1-8) 5 = 333/0-8-0 (min. 0-1-e) 6 = 11210-3-8 (min. 0-1-8) Max Harz 2 = 343(LC 12) Max Uplift 2 = -234(LC 12) 5 = -298(LC 12) 6 = -12(LC 12) Max Grav 2 = 477(LC 1) 5 = 407(LC 31) 6 = 533(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=488/287 BOTCHORD 2-6=-625/523, 6-1 O=625/523, 5-10=625/523 WEBS 3-5=5927706 NOTES- 1) Wlnd: ASCE 7-10: Vult=l7omph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope)and C-C ExteriorlI zone; cantilever left and fight exposed ; end vertical left exposed;C-C for members and forms & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 to uplift at joint 2, 298 to uplift at joint 5 and 121b uplift aljoint 6. 6) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, noreconcurrent 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 Ymiml.h.,.Q"syYln,e.4'1I1Op111N'bISVLT50[IILLRIBIt(OIIIIOYSfOP.0Ynr10R111[Iy41M1[LIIYArImu YeirYJppoviu,nlndNnwAnrin,onq.A„gl�al,d6YmJfsbeL111 k,m.CenlA1. To Y.4neL4nuJhlniYl:J,es,/ omnem.rh„loco.•u.e.nooe.w.u,a,abo.o,lm,nor.b,rMr.ym...... l.nrlwnw.mmn.a,yi:,fin IK&rIanyI.,,o.yn,�ls. To,,veal.da,cowl,„,4d;ean.Art, r.wtilnt n.wapn„mp:.L(.dy,.Mein, fMNIIEl I0411182 P.E ',w6er.�rymemntnnromlwoeArn•inm.ny..,nabdm.m.:,.m,o...r,wie.d,a.pm.,ie,mesoxey.,,.nln.,oammis.Wert,n[,m.mImh�lenlmv.nenu.le,.ypndaman..v.ammm,nro.u.,,.l:,e.r�.yn<.no,no,.p,�.nnlm�m.deI.Ial.,mlm.m. #147181 ...... yAikl.ednrcenyu,enlm.nmm. ld.mm,e1n1u 0.a WIfte.00rdl+del'mmddddeyompnm Lteryio!o,mcnoePwn,lldeelr mane our, ndew.lhrlmn,fldemn.vN 4ea,toor ou$M ibM IT neLn,om'lur.M1n, kepeynorM IanAmbirmm,.dnr.#orns 111.(mPot, W"Ithouthe4a'.o,I,.LMIan,Mit Fpen61,01 de1kln en,onootot1elinrkut III a4pidrtliwtnnkb,eYlm. 11019(hollloll(Ir. (err,"ryN®A3411elIro,o rvd Ymlutrl lepd.nl„attlfNw.aelonrbim,4p.ILndnilnineep,p,pn6.LL11mIL,rupW... IYme¢yrL Orlad0, It 32832 Joh Truss Truss Type City Plv Tarpon Flats Lot 12 Model A XPRHTFA HC6 RAFTERTRUSS 42 1 A0579476 Job Reference a lional Al ROOF TRUSSES, FORT PIERCE, FL 34946, designQalbuss.mm Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:42 2015 0-0'12 2-9-5 LOADING(psf) SPACING-. 2-0-0 CSI. DEFL in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.02 1-2 >999 360 TCOL 7.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.01 1-2 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrPI2007 (Matdx-M) Weight 5lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5 oc Standard puriins. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 70/10lechanical 2 = 72/Mechanical Max Horz 1 = 86(LC 8) Max Uplift 1 = -88(LC 8) 2 = -132(LC 8) Max Grav 1 = 70(LC 1) 2 = 72(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) • This truss has been designed for a live load of 20.0psf on the bottom chard in 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 88 to uplift at joint 1 and 132 lb uplift at joint 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. P.:y.n..u.,,IW,,...m,•urooln�nml'mullsnnumnacmmncusmimulrlmnlAmonauua[.ae,�rya<�y,mm�.,.a�.,ew,.w,u,,,o.,y,n,.alnv7,ewX�llw.cetm.�...v nu.,.k osn.+�.won,eamtm.ar MAIIIIEL NAYEINR, 1`1 X11 om..bmaap.W1 s.rzow,ea.,.u,..m,e.row=rt .k�an[y. Lm� wno n m 9ai tlMP Wa,tleAs„a1,.�T„+T�11.64vPdM,9Y4a„IrPldn0.n0v} �ma.rosw Nnsan a.n �ihlir dmdtM,rI II If PIm 1p NryanO e, a. o.m\IM d9<116aS 9a,q n IId,N of llnlro lnAeutln,rn!„ea1IFI MCPp..aan,lop.dewrkmr Aat ILGdA dfiynwnw a' dl yrenxN, # 047182 I pmuXNraml.tllnlup adm.omru 1 n«nlbimmanm..araa,w.,aa.ladn➢r•P„nlmarl,n�mm NWpar�Wmmean.,.ni<,..dlmpeu,alALm,. n1 a<aulne nPeaia.,<,,,edmvelm.n o a,,un,p.ul+ndlm.m+ 10019 fbarlioprllon or. Im,..rm..,a,,,.n,,.;.e.eder.r..�rsae,w�..aapbar.can,.ud.n.m.v.,�u�..,nwlm.Aaavp,w..u.,rw.np+�l..reu.r uorvu,am.,:..,m al.lnl. C."iph1®70111,1 rod Gmur P,.ud X nn,P.L IePoduRanallAi,dommvep.o.rlom,XpiaM1�hlXdrnhvnn..pnm6aoghomMl hmlLmuo Xeovel Xoni.n,Pt Ihando,R32832 Jos Truss Truss Type Oty Plv Tarpon Flats Lot 12 Model A XPRHTFA H.13 Diagonal Hip Girder 1 1 A0579477 Job Reference o 8onal A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 M1Tek Industries, Inc. Wed Sep 16 17:16:43 2015 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Inns NO BCDL 7.0 Code FBC2014/fP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-1 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -15/1viechanical 2 = 407124-5 (min. 0-1-8) 4 = -39/Mechanical Max Harz 2 = 146(LC 27) Max Uplift 3 = -61(LC 24) 2 = -315(LC 4) 4 = -58(LC 24) Max Grav 3 = 66(LC 27) 2 = 450(LC 21) 4 = 184(LC 23) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-8=-832/872 BOTCHORD 2-9=-9501887 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.OpsC BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nenconcument with any other live loads. CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TIC 0.95 Vert(LL) -0.01 4-7 >999 360 MT20 2441190 BC 0.28 Vert(TL) 0.02 4-7 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) Weight 12Ib FT=O% 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 3, 315 to uplift at joint 2 and 58 to uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.011h live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)122 lb down and 166 lb up at 14-9, and 122 to down and 166 lb up at 14-9 on top chord. The design/selection of such connection devices) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plt) Vert: 1-3=-96, 4-5=-14 Concentrated Loads (lb) Vert: 8=192(F=96, B=96) wy.rAn.e.ensrn.:.e.Aa mombmtmmlmenumaAmssncnwrwrrranrpmol+u[amnr.a mhk,yr.�nnnAnN..m.roau.,,n,g.m..gOAalalma=nu„an,rr.r,M...a,n:w:.0 r.s.,.m�,.omd.lsl%� ra4,,.m„r'm„A.u.n.n.e.twee...uie.u.,,e.,y.truth.,R..k.'�Arl.Mntm„d.,,Paonr,.min.nM>,.ao.w=s+�i,.*Ino.<,ArnrenNrnrLa.wn+ro,dwroun,krnd..,A,mown=dnmL ms,iy..,..rw,,m.rn,Nm,., 81AANEE BADINR, P.E. ' art,Eil#rme.,enanm„luenrrvarngnronnu^+iAarcama.nn.tl:om:nwlk,n:aea mmm, rwlanpomyn,,M1lMu@tlnnnncrc.IBr.rom,deudl,g,rkndmL lMevP..dart.mo,Moc/nnd.ndm,]n,,.w66., AON5re.nu,gte,mMneundei.,MgdAe, m, #047182 mpuJtibrtlM4lYmp r,ago,ud(oenMo. mrmn,u MarMi[0®droeMnmu,dpatannelddNd%4ur,rtnitu'eryN!uefiennnQµlBilrd Eynladnnnn,lerem:dWA'naJgv4n.Ihl dedu,bmperilEN,ddai6arA,LmOnN'4rrwa:dnepua¢d 10019(hullan(ir. M�bIWn,.dn,.Sri.'vk5errer[u9u14eNepnn"aireidiara.ar.Yel. R+rrvn M1tiAefunng011Aer� ga,u9:nnlm,SrMo4g�mluglNq. Y(rynhN,em,rcnkfd"slnl. UMigm®2015A I rnnllanndeunlxomnu,r.L rep,oduReeellAislommml,Inonrlum,IsproAiAllNriOMllenpnm6,iooM1omkl IrolGenmMoevelXmfivypt Orlando, fL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA HPDIAGONAL HIP GIRDER 5 1 A0579479 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@alhuss.cem Run: 7.630 s Ju1282015 Pnnt: 7.630 s Ju128'2015 MTek Industries, Inc. Wed Sep it 11:16:442015 Page l ID:uMNU(eMFQzgGeYlmYwngyHZGceX-u9lv27CVhSb3uGolSwBxb6BPgCwLOTVGa 6URCyd7d' -2-9-15 5-1-9 r�lu-i 2-9-15 61-9 4-8-8 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (roc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.16 6-7 >778 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.92 Vert(TL) .. -0.20 6-7 >576 240 BCLL 0.0 Rep Stress Ina NO WB 0.93 Horz(TL) 0.02 6 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matnx-M) Weight: 44 He FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-3-9 oc puffins. BOTCHORD Rigid ceiling directly applied or 8-11-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. fib/size) 4 = 213/Mechanical 2 = 537/0-10-15 (min. 0-1-8) 6 = 301/Mechanical Max Horz 2 = 396(LC 4) Max Uplift 4 = -213(LC 4) 2 = -496(LC 4) 6 = -252(LC 8) Max Grav 4 = 225(LC 44) 2 = 1244(LC 23) 6 = 915(LC 22) FORCES. (lb) Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except whenshown. TOPCHORD 2-11=1788/1128, 11-12=1788/621, 3-12=1757/559 BOTCHORD 2-14=139511616, 2-15=668/1686, 15-16=-668/1686,16-17=668/1686, 7-17=66811686, 7-18=668/1686, 18-19=-668/1686, 6-19=-66811686 WEBS 3-7=2/953, 3-6=18171720 NOTES- 1) Wind: ASCE 7-10; Vutt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); cantilever left and right exposed: end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora 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 213 lb uplift at joint 4, 496 lb uplift at joint 2 and 252 lb uplift at joint 6. 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. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)159 lb down and 170 lb up at 1-4-9. 159 lb down and 170' lb up at 14-9, 211 Ito down and 197 lb up at 4-2-8, 211 lb down and 1971b up at 4-2-8, and 289 lb down and 276 Ib up at 7-0-7, and 289 Ib down and 276 On up at 7-0-7 on top chord, and 147Ib down and 79 Ito up at 1-4-9, 147 Ib down and 79 lb up at 14-9, 196 lb down and 21 Ib up at 4-2-8, 19616 dawn and 21 lb up at 4-2-8, and 212 lb down and 3 Ib up at 7-0-7, and 212 lb down and 3 Ib up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(5) Standard Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 14=96, 5-8=-14 Concentrated Loads fib) Vert: 11=192(F=96, B=96) 12=90(F=45, B=45) 13=70(F=35, 8=35) 15=105(F=53, 8=53) 17=7(F=4, B=4) 18=32(F=l6, B=16) Vmep.rkmRen941r^?•MM1I IOpfllniln19111}pYI1LLNYf rIOXMnp4eSNYnr1YNj{nkpIN44WXI'Iwm YOlrk,ypeurnurindr4m6ivLn,Myrd^e140nen114YudYmtin.rLp2nrmeY:elleLnne WLneMdu J9dwIY10D.rel1 11ANUR MAIIINR, P.L 4leinmMr pinn+M11,n11"IkI4Y,ekrlt 4 Wmprrigfyun(w. WtidY(yuu} W ulworlW ^F<,mweupar JOrprkv/nprieyryauk rylaM W}dkrulbirmkry' NmAa1WJr,erlr,AL Ikrkupnyepka Or,elbs ItlNirymlmedllhlw,111. ylou.,no.1.9 flry IIM10 Ik0r A 1p II Idd.pO q 0 Ihldm 14(R R[M tll'irlliep,Jm111L1 IAevpprdd@rlpOnderYkldmrd}1 td<d'gl JAry,Iwvy, nleAnneudhru'nd+4dllrM #197182 mrmJSbydhlil410ru1ncalfpmul^.a.,,..l[IeNullr100sEP,ra"etlyiFelrnddrlW6y4mNrmnrrrylv4evXvrnliQry mk'71Ago."'T<enedlv... dpuleve Ml deWOe ......k9 v JMndOrLun@ymr Lmro i"ho",.A 10019Umllon(ir. Mr Wdmer,ednw'Nwi,r kAwllrrfWrnvgrtelepahniNl Fy Jf>krh'J^111rlmrk,4 49^"n101 0*1W, 0rJpnvlurtllfxmfnrieerkr wr4Wy {nfrj:eidlvmrrnkfnlh1r41. (ppYdgM®pEISA I IvvlGmui�Monuel4onhe5 r.L lep,pdunienphliidommenl, invnplprm,IlpiaAllitedrXA mrmenpnminiveLamA�1 root fmna�4louelMvnive{IE gflnOAnr Pt 32832 Job Truss Truss Type oty ply Tarpon Flats Lot 12 Model A XPRHTFA HJS ROOF SPECIAL GIRDER 1 1 A0579480 Job Reference (optional) Al RUUF I RU55t5, FUR I PItRUt, FL 39946, aeslgngaltruss.com Run: 7.630 s s Jul 28 2015 MTek Industries. Inc. Wed Sep 1617:16:44 2015 LOADING(psl) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.15 6-6 >652 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.19 5-6 >522 240 BCLL 0.0 Rep Stress Ina NO WB 0.72 Hom(TL) 0.02 5 n/a n/a BCDL 7.0 Code FBC2014rTP12007 (Matrix-M) Weight: 471b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-5-10 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation guide. REACTIONS. (Ibrsize) 2 = 76811-5-0 (min. 0-1-8) 5 = 75110-10-9 (min. 0-1-8) 7 = -17010-3-8 (min, 0-1-8) Max Holz 2 = 384(LC 4) Max Uplift 2 = -563(LC 4) 5 = -616(LC 4) 7 = -275(LC 28) Max Grad, 2 = all 23) 5 = 1169(LC 27) 7 = 337(LC 31) FORCES. (lb) Max. Cor lax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=1605/625, 11-12=1(3271540, 3-12=-15751476, 4-5=442r377 BOTCHORD 2-14= 4541650, 2-7=61611505, 7-15=61611505, 15-16=616/1505, 6-16=616/1505. 6-17=616/1505, 5-17=61611505 WEBS 3-6=0/888, 3-5=1626/666 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0l MWFRS (envelope); cantilever left and night exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencumenlwith any other live loads. 4) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 2, 616 lb uplift at joint 5 and 275lb uplift at joint 7. 6) 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, noncencument with any other live loads. 7) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 159 Ito down and 170 lb up at 1-4-9, 1591b down and 170 lb up at 1-4-9, 211 It, down and 1971b up at 4-2-8, 211 lb dawn and 197 lb up at 4-2-8, 289 lb down and 276 On up at 7-0-7, and 289 lb down and 276lb up at 7-0-7, and 238 lb down and 165 Ito up at 94-11 on top chord, and 196 lb down and 21 lb up at 4-2-8,196 Ib down and 21 lb up at 4-2-8, and 212lb down and 3 lb up at 7-0-7, and 212 lb down and alb up at 7-0-7 on bottom chord. The design/selection of such connection devices) 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 (13). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Standard Vert: 14=-96, 5-8=-14 Concentrated Loads (lb) Vert: 4=238(8) 11=191 B=96) 12=90(F=45, 13=45) 13=-70(F=-35, 13=35) 16=7(F=4, 8=4) 17=32(F=16, 8=16) Uniform Loads (pill ro-:y.rm.,.:.,e.xrm..m.•a•I aoammmca]nluamlmsrmmnenmcor[IlTam7umalnaurarmu mry6,y,l+.":m,.e,[d[n,,.im,u[„o[y.m[wrllmld Mr�lr.u.n, li u!"[.,. Y.nm[,..,. va„m,:.,.amd.nmu..ry sal aY AJil Mond VJnNn1nall ,4ry.[gn0..41P b!q [,{Mwl eg14i P ryl'+, dI PM�d:ti l,od pvmbMrlal.eWPeIMuyYlwk.ilednMlWadr blM1l n i,grgYm !%r Anni NAI711El 9471I82 P.E ' ImMrd im',lim,rw oilenir•iemu,n.o-eandMa..:,m:o..o-m'.e Pl mraermy maalm nra mrm wu u'.rw[a.elnl n[aoo,.�dnrt[mow:nrrdd.,[mm,r nruPowtu �'P-idinwe wane[M #997182 rm.smrdm[ulMramr",wuo,n,nr aManmwmllao.dm[P.li,. eP¢r,,.rmadr,r< nPlse,rymtmr. nMado kdhmw![n[.,d: [m<em,P.,[bo-dm[ Ime,a.,mn„P ,auawdwmdm,m o p Ilmmmmaa,[°Pd IOD19 Omlan Or. ImvMelu"n,vdmnsma[,6,Ila.(m^ey,ek.n""Mbdli[,]s.RvFN IYlm,mq 4rvm ,role.earyo.y.,vu[usre®mr..,k.awwy urlr.[v"dl..,.,.ne.rer.lnl. (appigAl®]OISAIIv[IGo,u,a[eud MMirtI,Pl. repvdnli[[vlaildv,vmenil,lno[rlom,lip[AiAaerNmr„hnpnmm,ma M1anll Poon,vrz<SYvvwlYvein[g1E Orlando, It 32832 Jon Truss Truss Type Cityr Tarpon Flats Lot 12 Model A AO579481 XPRHTFA HJ9 Diagonal Hip Girder 1 Jab Reference o bona At ROOF TRUSSES, FORT PIEROE,-!-3 b,aeslgnlmaltNss.eom nun:r.aaus amcomionmA.r.wusaw cu euwm„onn,�uo,u==, ,ue. ••�.•.+cy ,.. 4.24 F12 Dead Load Deb. = Iris In LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Wall Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(!.!-) -0.25 8-11 >581 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.26 BC 0.86 Vert(rL) -0.30 7-8 >483 240 BCLL 0.0 • Rep Stress Ina NO WB 0.58 Horz(rQ 0.04 7 n1a n/a BCDL 7.0 Code FBC2014ITP12007 (Matdx-M) Weight 60 he FT = 0 LUMBER - TOP CHORD 2x4 SP M 30'Except• T1: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 BRACING. TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 8 4-1 no bracing. WEBS 1 Row at midpt 3-7 MTek recommends that Stabil'¢ers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 725/0-10-15 (min. 0-1-8) 7 = .898/Mechanical Max Hom 2 = 362(LC 4) Max Uplift 2 = -625(LC 4) 7 = -591(LC 8) Max Grav 2 = 1561(LC 23) 7 = 1512(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=2350/1207, 12-13=2350/877, 3-13=2302/816, 3-14=353/187, 4-7=374/263 BOT CHORD 2-16=1539/2345, 2-17=861/2216, 17-18=86112216, 18-19=861M216, 8-19=-861/2216, 8-20=862/2191, 20-21=-862/2191, 21-22=862/2191, 7-22=862/2191 WEBS 3-8=011203, 3-7=2305/901 NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-sewnd gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h-25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 625 lb uplift at joint 2 and 591 lb uplift at joint 7. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 166 lb up at 14-9, 122 lb down and 166 III up at 1-4-9, 174 lb down and 160 lb up at 4-2-8. 174 lb down and 160 lb up at 4.2-8, 251 lb down and 239 lb up at 7-0-7. 251 Ib down and 239 lb up at 7-0-7, and 247 lb down and 235 lb up at 9-10-6. and 245 lb down and 233 Ib up at 9-10-6 on lop chord, and 147 lb down and 79 lb up at 14-9, 147 Ile down and 7911b up at 14-9, 196 lb down and 21111 up at 4-2-8. 196 lb down and 21 Ib up at 4-2-8, 212 lb down and 3 Ib up at 7-0-7, 212 lb down and 3 lb up at 7-0-7 , and 225 lb down at 9-10-6, and 223 lb down at 9-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=96, 4-5=-56, 6-9=-14 Concentrated Loads (lb) Vert: 12=192(F=96, B=96) 13=90(F=45, 8=45) 14--70(F--35, B=-35) 15=-230(F=-113, B=-117) 17=105(F=53, B=53) 19=7(F=4, B=4) 20=-32(1`=16, 13=16) 22=60(F=28, 8=-32) x.:q.e:a,d..rYl„�'•a,-H romnamlmulmneumnem.vnenmmuorrumluoonusmn l.a mare,y.r•�'n,.e,u.mnram,u.,,nJna,av0ou7edmr,.du.u.nrtr,a,.. u.nad.,.. oun„�x.w o.,a. r.lw,.ry BANgfl MA3IINEZ, P.E WiAma.ma rrm„robe,.elun.aonk,wmu.nd;mr,q:,nh..4•uMy:•elm.,a.urno,ew,a,...,•r..m.en.r,an,:.inwe,bn.w+Nanl. a,adsue.as•. r,.,, a.Nd,.e.mo 4.e.z•mr. me.,s,.,v.re.:srr••.u.=,. Wn.mar.aa.bath'.aa,na=rlau.vsnuMI. n,.,,nd.iIN. Mind ..rrmemAdI,IN. #0411A2 ,,,r=alarmawa.Icn'.,adC... 10019 Chrullon fir. 1•n,ll,.J.a.u..d,,,rtm'v4k,alr.r.ev.p„lw:n'mokar.b,:•.:.d Halm,h,i�rynmi,rarrundepoetisnulmvtr,�N'•.,buriYnr uapn6eamu,,:enhb.aural. (.plriAh�minrA I lo.l4vue✓ALnedYmn.n,l.r, bpod.0i.nelnird.anv.rb,ql.rg6pnMEneevuE,��Tnrn.iWnf.mbl lWQuempX.A.dNo..,Pt. 011ondo, FL 32832 Jot, Tmss TlussType a ply Tarpon Flats Lot 12 Model A XPRHTFA HJ68 DIAGONAL HIP GIRDER 1 1 A0579478 Jab Reference o Bona A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@al lmss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:46 2015 Page 1 I0:uMNtXBMFOzgGeYlmYwngyHzGc8X-gYgMDmD3sm7ayhaLEPhXGIKObisRGZ1 Ebb WSyd?d? -2-945 4-7-8 8-9-11 I— 2-9.15 ~ 4-7-6 I 4-2-5 LOADING(pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 SCLL 0.0 ' Rep Stress Ina NO BCDL 7.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-7-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 4 = 206/Mechanical 2 = 484/0-10-15 (min. 0-1-8) 6 = 247/Mechanical Max Horz 2 = 282(LC 31) Max Uplift 4 = -206(LC 4) 2 = -474(LC 4) 6 = -209(LC 6) Max Grav 4 = 217(LC 44) 2 = 1143(LC 23) 6 = 943(LC 22) FORCES. IN) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-1 1=1601/1132,11-12=1577/532, 3-12=1584/486 BOTCHORD 2-14=1389/1501, 2-15=569/1515, 15-16=569/1515, 16-17=569/1515, 7-17=569H515, 7-18=-569/1515, 18-19=569/1515, 6-19=569/1515 WEBS 3-7=-21/901, 3-6= 1636/614 4x4 = 314 = CSI. DEFL. in (too) I/deft L/d TC 0.95 Vert(LL) -0.12 6-7 -864 360 BC 0.92 Vert(TL) -0.16 6-7 >663 240 WB 0.68 Horz(rL) 0.02 6 n/a n/a (Matrix-M) NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent 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 206 lb uplift at joint 4, 4741h uplift at joint 2 and 209 lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.011, live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 166 lb up at 14-9. 122lb down and 166 lb up at 1-4-9. 174 lb down and 160lb up at 4-2-8, 1741b down and 160lb up at 4-2-8, and 251 lb down and 239 Ito up at 7-0-7, and 251 At down and 239 lb up at 7-0-7 on top chord, and 147 lb down and 79 lb up at 14-9, 147111 down and 7916 up at 14-9, 196 lb down and 21 lb up at 4-2-8. 196 lb down and 21 Ib up at 4-2-8, and 2121b down and 3 Ib up at 7-0-7, and 212 Ib down and 3lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plat. In.roamcl 96 PLATES GRIP MT20 244/190 Weight 401b FT = 0 Standard Uniform Loads (plf) Vert 14=96, 5-8=14 Concentrated Loads (lb) Vert: 11=192(F=96, B=96) 12=90(F=45, B=45) 13=70(F=-35, 13 -35) 15=105(F=53, B=53) 17=7(F-41 B=4) 19=32(F=-16, B=16) xmml hruRmvyer,enr M1'll NOrnbNLSYIIr'4NmLLNYIf(Rf]OOutdS10Y1Pvn11fY0YJ:O1R1'ImvY"il4yrpmlma1,n14etuWf:mk,iyAra110yadM1YrvelfTier.rL4!era4niklmrne OPrmvvYAl; 6IW, mj MANOEL NA811NR, P.E. YlrkunnM1rl4mJJMnAYMIPoM14:,vW 4r LawMlgo[njvrn Pr,lle,bM1fFy'mrw4AUNn.Y140 uRnmuunegmrJlla Pr4,,:.4y.ernww+d5R1"Rr4upNR,uyb l,vulgMdn11N4WI,erbMLlb4ilgrv,wm. „I� nMn'aq 1 IdIIY 1 vlrAinionlwwYlulfrin 4mpv 1411R0 IA Orre R Iper RIIRpnW M1 klplMll(p0(ReLrvlEriE:nprdredNl n......dARrlU4eMonYfidlunrlRd tl hi gl iM,A,+bivyr Ifm' IE puldltrMr #047182 1 '!rGltllktatlFl n'+leeml[mnvrlr Wxrt rM MI04m10rpNi Ipi 4rtrldrlU6y( pree0leplerrmm p[501111Ju111RIUMflnvne6rewe0ly gemMliimrr Nl4efintRr np,NiFMmllMnrl ArL ANg'mr,ImrOruln4/venml Im,WrdNm, Wnr4lnmrle6v111rbYal TeNeMendaplldpuNrmrJ,4lblmr6uyleyen"Y01611fH0evyener1mt51mm R9+^ M1rmlledbi WI^�:r6,<ewwrnklMmlM1l. 11AI9 oIt 32 LII. GpRigM®]g1541 IvvlLmu(�RrwtlxmnnnJ.L IrpvEvniveellNrdoumml,ivmplvm,6naklNedrlRrfinrvpnm6riep LomA�I levlLmul�Munrel NortimgPf, 91IRAd,FL 32832 Job Truss Truss Type city Fly Tarpon Flats Lot 12 Model A AO579462 XPRHTFA J2 Jack -Open 1 I 1 Job Reference toptionaft At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 1617:16:472015 Page 1 ID:uMN1X8MFQzgGeYlmYwngyHzGrBX-Jkjl gl EOZN_dlkXt83leDIp7KQ41 bl8iGuL92XydTd- 1-10-8 1-10-8 6.00 12 3x 3x4 = Plate Offsets (X Y)— 14:0-0,4 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.01 3-4 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.01 34 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 2 n/a n/a BCDL 7.0 Code FBC20141TPI2007 (Matrix-M) Weight: 9lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 1-1 O-8 oc puriins, except end ver8cals. BOTCHORD Rigid ceiling directly applied or 10.0.0 oc bracing. MiTek recommends that Stabilizers and required cress bracing be installed during truss erect] on, m accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 4 = 94/Mechanicat 2 = 79/Mechanical 3 = 15/Mechanical Max Hoa 4 = 111(LC 9) Max Uplift 4 = -6(LC 8) 2 = -77(LC 12) 3 = 41(LC 9) Max Grav 4 = 260(LC 26) 2 = 93(LC 21) 3 = 214(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; canfilever left and right exposed ; end verfical left exposed;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 hearing plate capable of withstanding 6 lb uplift at joint 4, 77Ib uplift at joint 2 and 41 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurfent with any other live loads. 8)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I—,-rkn.RmnlR,m.Nn.l tom nawnnlvlavAu UZAmvnrnmnammamlunorucvluvl.o merlew.r..dww.l,wlmne.mum"y .ypmledare.awla,, Pit.... ltawee.c.sv m.n. omanmmn.e.4 6fAAIIEL NABINEZ. P.E �WI,Aammererrr+In,EdMw11aMRAlele Ml M.lrn+Nu'I.Iry"venG4lPeblM1Fagb.n{6r W mglPlrepneeennupmJR:P,^uiemejeenyrepm@3rylwbeldptlFtia561ene4ritdwRelme$, WnA1.IMM,'ryanv.rhetb,F f,e,Gmt 1 coil.GliryvnlouAariJiun(nmyrulfxAitlA.weAne3]dydReamw,R:O.mifxlkeue6gentm A.MlL�rypey.eL'm0, w.&W I,IK. M.I Mbed Ldd.,ae..dM1. lleolPmtl elRa TOW, A,llm.olR.4m.W4,N.Ag,RampSepAv"nv.dlradg,ele9EVIA. #04E132 wywmFarytllMr.d!'n1a.Jlvnnl[mvMw.1061n¢I 1u IMIAawIOVOPtlnndAviLe4[rttld.IddMrrtpfeel L:erylekmMvPaOIoEiAe/Ay RI W 4[Inneler<wel Yep.mdlulmn Irl l @Agl4uyerv4{tlaYMnd N¶anaeJry41me0eunNgnmml 10019 (horllan (ir. ImetrdNwu,mNevtenivldv111.rwm.OTnlormbnbglydp.4nirtlwl. RelmtRy+4penu1a16 gYry0eiynwrmf11mm1%v., IwmlAdEq AafvjldedlamrenMld"mlM1l. (vppirgAl®1aISMl Ivvllmv✓MreaelkmfiupGC IePvlmiwonllJvmmenl, ivvnylnm,bpmA�Aned rnbremeepnmiNe.LomAn Imlgneiw�Ibertlxmti.eylL Orlando, FL 32832 zoo 7-0-0 z-0-0 7-6-0 I Dead Load Dea. =118 in LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(L4 L) -0.1 4-7 -577 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.75 Verl(fL) -0.25 4-7 >333 240 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Hoa(TL) 0.01 2 n/a n/a BCDL 7.0 Code FBC2014rfP12007 (Matdx-M) Weight 251b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 246/Mechanical 2 = 652/0-8-0 (min. 0-1-8) 4 = 48/Mechanical Max Horz 2 = 354(LC 12) Max Uplift 3 = -259(LC 12) 2 = -310(LC 12) Max Grav 3 = 301(LC 21) 2 = 664(LC 21) 4 = 243(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2133/1640 BOTCHORD 2-8=2660/2951 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2pst; h=25ft; Cat. 11; Exp C; Part. End., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 pat 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 259 Ib uplift at joint 3 and 310 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, noncancument 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.:.[.nn.m„lar,�..p,•rI malrwit}oallamrumn.mromonmi!opnrrpmlr[noeuwrm•I.. moray.r.�anm,.[mnm,x.umo.�p.a..:rinydm,s�meacrr_um...u.nlan.u. o.anana.umeenloo..ei an r ,m•El,n.n.n.Imol,Ma [,.n.,,o„r.up..•ha4 bmp' Lm .� oernm.p,n.m...�n.,am.I'.w..ynny.,pn3iFrl.m.enr.•Im.yau..eyub.aamp h.4,>huai.p r*a�u n..xa=.. MAtIOEIM411I82 P.E, aslna Ima�.,.l.mrla r.pan.,np. sonino m:o.m ,n/rl..US,ry -1 Immm�[n n[n wk'mnd,n-.4l. A.....[ph'.1n1& A....r 'ryapa m.�..n..p,'Icia 11 onnn.m, #041161 i poNplartltaalmq En lw,v.l[e.nven lYnl im'bim 4mgn Iivav4wulm. raS p4 po tl.(rylh,mpk Oa9r lit dlYM vtlr(Le,laenedd,gen vlpN6va iM1l4rm.tlne pv.uiiNl®Ilm.vdm.a EYp Lm4ajnaj>nM 10019 Dodlon Cir. Irtn,YeNNvn,wW.Mm.le6w11r.1e0.,IgieK.Hnnn:plYvil.Nn'rtl'eL II.Im.hQelernenniNOvrJIpO.ynnnlm.Slr.nayin,mgMxv3 [i[.pn6rslmm v.n4fud.IM1l. Lpp,kM®nlr Fl rvvllmul WmelMmagtt IepJmiv.vlma Ex.menBiv.glurynnd�mkhnEnmupnd,nw Lve4pvdlmuo-M.edxma.4lL 011ondo, Rau Jon :]TwLss Truss Type Dty Ply Tarpon Flats Lot 12 Model A AO579486 XPRHTFA JACK -OPEN 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.630 s Jul 28 2015 Pnnt: 7.630 s JG128 2015 MileK Industries, Inc, Wed Sep 1617:16:48 2015 Page 1 ID:uMNU(BMFOzgGeYlmYwngyHZGCB%-nxHPINFOkg6UMl63hmGtmyM6spJVKUOsVY41Zyd7a 3 34 = Dead Load Deff. = 118 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/de8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.15 3-6 -572 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.27 3-6 >313 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoa(TL) 0.01 1 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) Weight 22 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. fib/size) 1 = 458/0-8-0 (min. 0-1-8) 2 = 254/Mechanical 3 = 52/Mechamcal Max Hom 1 = 215(LC 12) Max Uplift 1 we -137(LC 12) 2 = -176(LC 12) Max Grav 1 = 491(LC 25) 2 = 254(LC 1) 3 = 245(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1707/1585 BOTCHORD 1-7=2687/2576 NOTES- 1) Wind: ASCE 7-10; Vull=l7omph (3-second gust) Vasd=132mph; TCDL=S.Ops(; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcumenl with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chard in 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 137 Ito uplift at joint 1 and 176 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard .....YbvirYe9191. be SnrSNl11AmmmAslm+monowmmfAanlurcon¢aY[n�I.mmR,lerynronnnaredmernln,un,AnS,a..a,RANwmY�lue.�Pclem.nr nla.em. o..m[m.lnn.eenslAA,dr AfANNFLIEAYIINR, Pi. Wtelnned. P14nM4ndlm Nnvl[I.Nd4.Irwr Wil.lyeemh^.MeuM1y[;ienLRe uelnnYlAOmpenNuunryFandOePderwnleeginenlrnpmulfLyb.. Wgd*,00. l,vuderyl.devMiW nh,f baft 'e........ lm61nman4 wAo4GrymdmellN,4uuler[y4ilful^Rernldmi3airy[II1[4neu,llf Orml[4lbimdvynlm Me Ni6ngAnynn,in Ar[m&tl[IOenGtttll[,IM1e ldrdl6u A�^AMevn11141. 11evppndelR[N4adedyNNmel Ne Len,'mhHpEnflLry,twvpr,hrl.p[b[nllnriep, rFAFIb #OOI87 ' rtgatiW4YdlMlei4"al{a9arrvnd(eelrnrla.l0.[rrHel[WhllJWwdMpvpurmdpuiie@rt[IIA.Iuldg Gvp[[e[ILleryldnmvAwh[SpryEi0e11YlI VN3PGenrtlnewedhr W^.r.11[iimn.lPllldmdererp[erilpXnwldWieulMhm54rJpnr.Irnr Aedlnlnyoemmi Ire„Y[d0q.a.con,vial.snllr•GuneAr.re.le.:deeMUArAn"mru.N rtelyd„lie,y m�.nr�aolrt.l u.AArdPnrtwmsra.la laamAAyGapnudlawmenar dr.ln.l. I01119llion(ir. fanr%l119lA11411v4Ln,e[�xnelYmnvet,lt lepMvrnvo[nll[Invun4unrimm,Is{raM1llXNriRranpndrdevhn Yl lvdrnnn�YmrtlYvrveeyrt Odonda,Y, FL 37837 J8 3x4 = f AO579487 Dead Load Defl. = 1/8 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Ildeg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.14 5-6 >618 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.81 Vert(rL) -0.28 5-6 >306 240 BCLL 0.0 Rep Stress Inv YES WB 0.00 HOrz(rL) -0.15 5 n1a n/a BCDL 7.0 Code FBC2014rrP12007 (MatrixS) Weight: 30 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 243/Mechanical 2 = 683/1-8-0 (min. 0-1-8) 5 = 531Mechanical Max Hom 2 = 271(LC 12) Max Uplift 4 = -166(LC 12) 2 = -232(LC 12) Max Grav 4 = 243(LC 1) 2 = 683(LC 1) 5 = 246(LC 33) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2040/1640 BOTCHORD 2-11=2690/2961, 7-11=2481266, 3-7=-325/434 NOTES- 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 4 and 232 Ib uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunenl with any other live loads. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and'/:'.gypsum sheelrock be applied directly to the bottom chord. LOAD CASE(S) Standard r.iy�rk.,.mm=r,..;•e.-A't ramlmiurlbinlEmrurunemvmrnmcourfrOmlAmo,lucavur(nu FiJIY4.rrnnu„w,.drnunonwkq.p..erAENendmrmdbem.n.r,b,,.4sahrn.w oe„ehiw.amd.mlw,.dr Yrd,.®a.,rlm„wt,.,dl,m.rcAroarou,a�»,mcr.1,gm.f.cw'.Mrs•VA,,,a...Pou,.r,.m,....,vlm.am:nn.,,:N..d..,:r,.wrard.mea.am,Irvaw.a.w•e.n,mo..Ir..Y,mt MANIIEL MAYIINEI, P.E A 61iry 1 am fi.nlwmp.Jfoy,mu.r. AenrdlA n denrnnti lM tl g ,a.hid':yn q m lnlolm IIt 6m[m Y 1A le p tl eml n .P.eldavnO.Noprdime dm r m rA=tlfoy,lung Itl dA Lg,,IORA.m if 047102 q oWYtlmr tlal Eevrmnd(e... Ad.Y f,mt mra dmr dg at dm.Wddlgf w ,W ryldeirmo O[,4rIYmdArrPlerba4 1 dl p.ee vlra.Mn irvl Ydu,d..q Idnn Id.ne,aml, E<q r E'In hut,M nw.,d.r.A.,e.rrrnr.N.:.d,uW'—Naar n.'.rarmrdryNO".,u.,,rn..rn.•,a,wrus mop.s.d,m.,,ne,r d.ml. IOOI9 Charlton (ir. Lygigb®tdId114drnam WrueiYmnagrL depel.meoelN.demmm4hnrlom,bpeA�6AdriAr,AlegnN,uwh.vbl redin,uo-MamlYmnutrt Oflandq R 32832 Job Truss TnlssType oty Fly Tarpon Flats Lot 12 Model A A0579488 XPRHTFA J8A Jack -Open 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitmss.com Run: 7.630 IT Jul 28 2015 Print: 7,630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:49 2015 Page 1 ID:uMNtX8MFOzgGeYlmYwngyHZGc8X-F7ro5jGe% EL_lgGFUn61AuMsDfe3vJ7jCgF60yd7cy -2-0-0 1A-12 - 641-0 731 I 241-0 I 1�-12 4J-4 113-0� Dead Load Deb. = 1116 in 6.00 12 1.5x4 II 3 2 0 1 139' 3x4 = 1.5x4 = 1.5x4 II LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) UdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.55 Vert(LL) -0.15 7-8 >575 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.24 7-8 >360 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.08 7 n/a n/a BCOL 7.0 Code FBC2014rTP12007 (Matrix-S) Weight: 37lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP No.3 BOTCHORD 2x4 SP No.2 *Except* B2:2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. Mi rek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 58/Mechanical 2 = 64511-8-0 (min. 0-1-8) 7 = 27711bilechanical Max Horz 2 = 235(LC 12) Max Uplift 5 = -31(LC 8) 2 = -226(LC 12) 7 = -119(LC 12) Max Grav 5 = 58(LC 1) 2 = 645(LC 1) 7 = 380(LC 34) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1405/911 BOTCHORD 2-13=1533/1965 WEBS 4-7=322/350 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2ps1; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumentwith 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 = 7.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 5, 226 lb uplift at joint 2 and 119 lb uplift at joint 7. 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, nonconcument with any other live loads. 11) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and V gypsum sheetrock he applied directly to the bottom chord. LOAD CASE(S) Standard Wmiighm3nqfryrtrv+geM1ItW111L1YftW:A)nY114R1Y6f[0!nNOMlRI0Y11 jIM1jlfYtlp{II[46!Yln'Lrp l'ulY4,TAvowmnlredre<vevtiWm4rye0iuvA0AFl vol bYwelYatine4lLldmmV+xlduvan Nbulkuiu0nrdelSlW,edY MANNEL MA211NE2, P,L IYJehena,e9klnvbaYlmdlw MRFbk Nd lu4enAnigvinp'nmlve.ymr%(AimndlFr minnY140 npnexunme6lon+dll:PekstirMnlirte,igrr4nilWrylalA:Lvl014tiyk!TeetivvtlJp4®ILw4JX1,M4dpvmmpm+,6rdrynrdnem, wde4i61yvnlo+edRie OunlvruvYlul9n3i+Ilnnlme'l�IirydRvO+nq,+bvOxaeivalAeiiulgnlmde Bud@egh+ynn,InrbmdexoltlienCrtrllFMrlwolluldieAeodran1111i. 11evppurdelfte Npmdvv,firkuse vl Av4mr,6tludiny M:dFryxo,nyeyxAleLnonlbviinp+FeEl: Yne NUG2192 .... pni4+rrr+!(on4a0ot IN1,11xM61Fr I00edMpMueurlprYvtinnrllAeWidinl(rmporeotlr:erylr!eimvnvennpludSlledlYfll wlSlnvnnhimudln5rrcrrl ISdOwe. In 1deFgvtlelagvlJif9nmddNinelMLun4rSpnepl,n+OAlnleynnreM IrvnYvvuh+Mn,rdwn'Feunr WA k,[.n., vrd u,in,niq l/evi.Iln 6, M1ek IS. I—.,ig.IS,!.... 1IhOTIS, Aad, O6,—lu¢4".bAieeel krvrybAdhA Nfepldbd¢mmmmddwdlelhl. IAAI9 (AOIN00 (II. OppiAlu®101rA-I Ioollrmm YnvzeJhW-'P1 repodrmeoohG,dologe!,4vrYlrrm,trFloM1idoNruA.rinnpuNtiee6om11 teollrvnm WenlYmnnglf. 6dauk, EL 12D2 A05794891 . -2-0-0 143-f2 4" 7-N z o o 1 143-12 1 z-aa I aaa 4x4 = Dead Load Dell. = Ill in 1.5x4 II 3x4 LOADING(psl) SPACING- 2-0-0 CS1. DEFL. in (loc) I/de0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Verl(LL) -0.15 7-8 -568 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.22 7-8 >400 240 BCLL 0.0 Rep Stress Ina YES WB 0.14 Horc(TL) 0.11 7 nla n/a BCDL 7.0 Cade FBC2014rrP12007 (Matrix-S) Weight 36111, FT= 0 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP No.3 BOTCHORD 2x4 SP Nc.2'Except' B2: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 1541Mechanical 2 = 613/1-8-0 (min. 0-1-8) 7 = 214/Mechanicel Max Horz 2 = 173(LC 12) Max Uplift 5 = -84(LC 8) 2 = -213(LC 12) 7 = -59(LC 9) Max Grav 5 = 154(LC 1) 2 = 613(LC 1) 7 = 344(LC 34) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=599/427 BOTCHORD 2-13=-554r789, 9-13=-554/530 WEBS 4-7=-288/297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 5, 213 lb uplift at joint 2 and 59 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.0I1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chard and %• gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard we' na,.Aeaaa'...rem<e.emNuwemer-me, hl.-m'".h.leereel1TOO. eaH MANNEL MARIINEZ, P.L un ,In/M ,Ho4.axdL m.149meeNu 1 w j [ngn [..11 el(M 4m r ..poA.........nrys rn r°' ^I a my p 5eryr R e e rR ylel Li d n Ipo k Im n a q, IrY Wl a dens �dAR,d Im'rl yr lrlm pbdlr lno na lemlgl ne W143' y hI'it dm nlm m( n Wd eWr-ad anon)}drl 0. idprlld rar'bRgMdSyl p.lml: dl aWe. me #047182 A YEWYd1Me lE for d(lm AOl ll'le lm do qA odABn le lddi l(r elnitl n In81di1 dlr Rr dn[A 11 Op ala]. RIr Men 0...pnit 6devmddmindlAelm�@vryne lnn OnjdhpnertaW I00I9 CNodlOa Dr. 1 Yap e,, minulenin 66mad1,o[anladog«dme. ul.,beeY'.fimd'a Th ke's W'.Iegeee 1,FOl N 8.11, Oeug he,tlnee.b,een fer me, hnhg 01(,lAnd I,—eudervedUIN, I (e,g11G2Q15Ad Ind Lake.. Need dmoom,IL 4,6011olnfvdenmenl, u oey rem, 11 ameienedrne.lmnrnnrnin hem kl lool Lanes.Ymed Ymoa.pAf. Orlando, It 32832 Job Truss Truss Type Dty Ply Tarpon Flats Lot 12 Model A A0579490 XPRHTFA J9 JACK -CLOSED 3 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn@altruss.com Run: 3x6 = 8-10-0 s Jul 28 201b MI I eK moustnes. Inc. 1.5x4 II 5x6 = 161 r:16:bl 20i5 Dead Load Deg. = 118 in Plate Offsets (X Y)— rl:0-2-12 0-1-81 r4:0-3-0 0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.23 4-7 >446 360 MT20 244/190 TCDL 28.0 Lumber.DOL 1.25 BC 0.55 Vert(TL) -0.37 4-7 >282 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.31 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code FBC2014rFP12007 (Matrix-S) Weight: 411b FT=O% LUMBER - TOP CHORD 2x4 SEA No.2 BOT CHORD 2x4 SEA M 30 WEBS 2x4 SEA No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 501/Mechanical 4 = 455/Mechanical Max Horz 1 = 270(LC 12) Max Uplift 1 = -124(LC 12) 4 = -255(LC 12) Max Grav 1 = 522(LC 25) 4 = 486(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 Ota) or less except when shown. TOPCHORD 1-2=11071420 BOTCHORD 1-8=90811491, 4-8=660/617 WEBS 2-4=-6951743 NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=5.OpsF BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 buss to hearing plate capable of withstanding 124 No uplift at joint 1 and 255 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) This truss design requires that a minimum of 7/16- sWctural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard xuy nm,arum,meN«rk.mnllWanlTMrfIW6)611n1UN%f(Oi6111CY5M!OWIr1:ITg1lYYOInI4GY[IPl.al'nihkyvrmvenenerl nvl m!nm!kJunkyvhnrylNlfembNrl Wv✓f.4knw4relkelmemr. Okn.Mr m"Mn!Y14gmh MANUEL IAALIINR, P.E. WLYnarmpinminYbr,dlm Ar140ulewli 6e4m,bugs!vpmnlie.,lp,WrylgimmelAnmlmvg100npnn ...... ,ulbeprbw`M<eYnnivq¢gamil6ry1n Ar4tignelRruyh4unlry,latlevPe NOw!r,uelnllLl.11ebignnanp!®ylerinY,vkOmr, dNdu!r,=lm.dnarmmermd+omegirmrrmpm. #047182 ' a,pmueie!rvr!aeuldueerilrv'n^!(anunor.All ev!ewnwre!MlmenaRer:vmu,nlYw•iefner.ilAr mYda6onpmevnm<nivmmmn On9Mo,leorniwlumnrdnemdbryrardY='evvn.6165mr Re,e,puntilnfim®edSirrdmrumwmlpnn.anronlq^n➢memos 10011 Charlton Or. (m&,IACAISA I hJ nnutle6x11yv(mrtwlvgrzelvrvvivr,i!u6%vopvMnuNrtd. M4vnoe,i� IgirtneYOl NeI V.nyoa➢^nerlrvmll,!nfnglenleugleoein3 lolvpNVGrtllumunmlefieedinlhl. marigu®an6.n.drrmm,.we.uummm,ri rrppe.vm.d!xldm.mm, W.epmm,lwimlelM.ee.,mnprm,uvdi..M1 e..lw„r,.x...rixmo..U.c Orlando, F132032 Joh Truss Truss Type Ory PN Tarpon Flats Lot 12 Model A XPRHTFA J68 JACK -OPEN 2 1 A0579483 Job Reference (optional) Al KUUY I KUbbtb, tUKI PItKUt, FL J4a b, aes1gn0a11ms5Aem Hun: 1.e3U s Jul ZU 201b Prom: 1.630 5 Jul 28 2015 Mil 3X4 = 16 17:16:51 2015 Dead Load Defl. = 1/16 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.10 4-7 >719 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.65 Vert(FL) -0.17 4-7 >430 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) Weight 23 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = r 222/Mechamcal 2 = 603/0-8-0 (min. 0-1-8) 4 = 44/Mechaninal Max Ham 2 = 240(LC 12) Max Uplift 3 = -155(LC 12) 2 = -202(LC 12) Max Gmv 3 = 222(LC 1) 2 = 603(LC 1) 4 = 239(LC 29) FORCES. fib) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 23=-12071726 BOTCHORD 2-8=1484/1820 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 flat 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 155'lb uplift at joint 3 and 202lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard IYnwr-h.u!Nrmlal ,.+•dr'AIIWInRlarhnnl rand NYsrmrmaYtm,IouYrIGn11u[1olM1[LHYllll her My kip. r..^s,,e,.1.InuIMMnN,g.O.:gNO.dbl—I1.1n,,ILu!n... w,ndw,me. me„elLivrv.mn,Imh1W.^�1 Iun m r Nol n a my N ran A I Nlr I v f .In' rt^v ld col .vivo n m p In m A IRS ul nPndv4ryla9.dwPdP.ugLl,uukjddael! IW ly a nu n raw mY Lwn..ao.�,, MANOR MA8TIN82, P.L I ItiNY 1 AI!'1 I YI Pg IM1 ........ IIM1O IIO 'IN IPI RNtld,gPry 'IM IIdIbllCrt ll[IM1 b01f11 IRllp ppmtltltA N9 d /fiN IN11'b6 jl eNg la ie'tAl' dl p1eA0ak #047182 P SIMd NB 1lmr0 R 1(nN AII 141wr In In Iln rwn rdrtnId lbnp( p IMl ryldommh PnOr lYI dllRlmnl(A II dk YemdY:dpv IhIdA tl p.ulfim,mllMnelduin dJl Innonjn LpmerW I tW Lpun,..Lu E.n v1e6m11Y.[on4.m 9eI delmwnd411Vd1i°'N+'enlyd Mnsgip[oyrtnnYO1 [MBdI'uYOq ImsSYmro49.n,NurNJfq AY(.pl.Grtllennn.nkrmihlttl. IOOH CM1orllon Clr, ft,ilM HISA-0n4T1.1.1 .mJYmne,pr.L repol.nuuIra,dorcm,4.nlum,bpeniEXNvnnvinlevpuniNm6nkl rmlLenervlmrdYNiar;PJ, Orlando, It 32832 Job Truss Truss Type City Ply Tarpon Flats Lot 12 Model A A0579484 XPRHTFA J68A Jack -Open Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@allmss.com Run: 7.630 s Jul 282015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 1617:16:52 2015 Page 1 ID:uMNtXBMFOzgGeYlmYvmgyHzGcBXfiVNvjkl WovcwrVPq=LpmWgGRdyGINRO92wilyd?cv -2-0-0 33-2 63-4 241-0 3-3-2 3-0-2 Dead Load Dee. = 118 in oxr — e.34 ' LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.17 4-7 >439 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.26 4-7 >281 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Hom(TL) 0.01 2 We n/a BCDL 7.0 Code FBC2014rfP12007 (Matdx-M) Weight: 23 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-11-10 oc pudins. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation Guide. REACTIONS. (Ib/size) 3 = 2221Mechanical 2 = 671/0-8-0 (min. 0-1-8) 4 = 56/Mechanicel Max Horz 2 = 240(LC 28) Max Uplift 3 = -153(LC 8) 2 = -216(LC 8) Max Grav 3 = 222(LC 1) 2 = 777(LC 19) 4 = 274(LC 23) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 Olt) or less except when shown. TOPCHORD 2-3=-1694/371 BOTCHORD 2-6=-734/2241 NOTES- 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3 and 216 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 246 lb down and 20 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. to) 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 (plp Vert: 1-3=96, 4-5=-14 Concentrated Loads (lb) Vert 8=80(F) H,Mn,.,n.t.-A4M OrmuRI'd .-04u... MANNEL MARTINEZ, P.E. n44nc.nq�>:n JlMnd 1. e.n-0iduJl u.r,m,A.nf.�a'w.nN.N.,nml9im.a.m.,ni..nr�oo,.pn.m,..:,.r�s, ae,n•Inaeu�..Al.,:rv,vm,ledM16A. hiM ae. aSL r,n,4r+ke..rt.IWw�r.nL, VIA. n.ed9^.,wnRaV �no,.r6fien ,.u.mnr.in.aie�,r.,I.,I.,hot.eonndr.oM,.,mo...,e,o.,m.mm,�.rewi,nNINN"o,rn...on.... o maWntMITI( m,mme,aa'�.¢,d.e.amt ro.vpna.m.mo..a.,raaa..ae.u.,,,mNrdrudrv,,n..w.�a.ona...ar�<�.o.malum, #047182 r.,v..N'ormnuN'to 'r ae n ra rhrw dn.e.a aonrr m,r lGgr w ,uoryi, NnOrrtun eovni.,mo eiaym.ar=a„ni d,e.,n... mru v.aWuanmaewnmmomo., rm,onN.ur,,,,.d 10019 (Norllon fir. AN,." a., d. uu,esv roar dr n'.rhdr a<e n.r o,awrp roiar too �+ i trr ui•ai na,a ear onaN,am�..muudmmi omsni®msAlumm,mu,..uaeu..,,a uwea n„Im,eb,m,.tu..p aw.rnme.ne.Amrn,m".•.naur..n,.,., r..de.m,W. Orlando, R 32132 Job Truss Truss Type Dty Ply Tarpon Flats Lot 12 Model A XPRHTFA K01 G Roof Special Girder 1 1 A0579491 Job Reference (optional) Al RUUl- IRU55h5, hURr YIGRGt, YL 34a46, deelgn(mailmea.tom 151 Run: 7.630 s Jul 28 2015 1.5x4 II 44 ; — 1.5x4 II 3x4 =1.5x4 II Industries, Inc. Wed Sep 16 17:16:52 2015 Dead Load Defl. = 118 in LOADING(pst) SPACING- 2-0-0 Cat. DEFL. in (foe) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.18 7-8 >372 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.27 7-8 >245 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.06 Horz(Q -0.07 6 n/a n/a BCDL 7.0 Code FBC2014/FPI2007 (Matrix-M) Weight: 44 to FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Exceptm Bra: 2x4 SP'No.3, B3: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 7-3-4 oc pudins, except end ver0cals. BOTCHORD Rigid ceiling directly applied or 6-0-0 Pic bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation uide. REACTIONS. (Ib/size) 6 = 264/Mechanical 2 = 25311-8-0 (min. 0-1-8) 10 = 21610-3-8 (min. 0-1-8) Max Horz 2 = 129(LC 8) Max Uplift 6 = -125(LC 8) 2 = -177(LC 37) 10 = -25414) Max Grev 6 = 407(LC 29) 2 = 308(LC 15) 10 = 862(LC 22) FORCES. (Ito) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=227/412 BOTCHORD 2-15=415/231, 8-9=39/326, 3-9=-276/178 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water porting. 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 nonamcument with any other live loads. 5)' This truss has been designed fora 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 125 lb uplift at joint 6, 177 No uplift at joint 2 and 254 Ib uplift at joint 10. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconctiment 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) 286 No dam and 390 lb up at 1-10.8. and 127 No down and 119Ib up at 3-0,12 on top chord, and 200 It, down and 55 No up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-96, 3-4=96, 4-5=96, 9-11=-14, 6-8=-14 Concentrated Loads (lb) Vert: 3=220(B)14=17(B)16=-1(B) Y'miq.pYrudang9perze Err'4110a111'bNtSnW}ELYn4NYff[aN5n0H[MI0Yl1'lal➢lllgpxllEaYXI'Imn Ynirdedpgmerinwd�Manm,mgnnkdpv Aemq NfAlmdMYmmIYm4.q IL44nmrlFnlldneu. arMneMrutlelelalNlDp, eJl MANUEL MA40NEZ, P.f, LielnmeAwp oM1„lepNwllmdelDDLNroFdl 1 D l lep r _Ip hy[y ILL I gIDa p q Atl Pd W ¢ eri.Irt.pmvlrGrylm ArinmdtnuM1M1NuWAdeel! n0 h 1 1141114 pn pY hd'p d'm,, htirr dutdw, n tl mql If ,h A p YIrytlIE a tE a t IM' 1 p< A EuJdPoRg 'a IIdIMItt.M PC, A, Wdl Jd p N drII ppbrddW ND d /E Id ­1 A. 1 b41ti dl'rq I M fte ME 'D E YlrA. #047182 p lDDydME ArE 1 dNnA VI I Ivl ANDD nEPpmY dpx l' I0,IPAyf p. ILryln4meE RaD,diddlllll Ild aa IfveoWl lrwO lamcv. IM1Id0mR p 4alamd deesolftTivis DislufJr.st MYlelvpmrrad 10019(horllan(il. Ix,MrrvlMmµmL,uNrnul,5m11p[mOrArp eedelxnbglyoDpvMruNrN lMluu6u'pfn{m, h401 NlddugOWgeer ,Lu6lmemNfr^�MeyYJIHY 104pBrWd unnktrrdulM1l. 6ppiqAl®10uA.1Iepllmu,.WvadYmnerplL Nppdmi.tldlG,demmev46 W lmm,4ndiliMNRnmupnNNxlm411m1W....As...IIWmv,ll Orlando, F132832 Jos Truss Truss Type my Plv Tarpon Flats Lot 12 Model A AO579492 XPRHTFA LO1 HALF HIP 1 1 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946, designfgialtruss.com Hun: t.tisu s uw z6 2ui o runt: t.wu s um ze <um Mi I es n 5x6 = 3x6 = Dead Load Der. = 1/16 in 3x4 = 3x6 If LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 Code FBC2014/FP12007 LUMBER - TOP CHORD 20 SP No.2 "Except" T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' W5: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 873/Mechanical 2 = 109410.8-0 (min. 0-1-8) Max Horz 2 = 309(LC 12) Max Uplift 6 = -335(LC 9) 2 = -359(LC 12) Max Grav 6 = 873(LC 1) 2 = 1094(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1589/903, 3A=1417/895, 4-5=-746/504, 5-6=-938/675 BOTCHORD 2-13=-109211425, 9-13=-1092/1425, 8-9=-746/1020, 7-8=748/1020 WEBS 3-9=-343/353, 4-9=306/462, 4-7=-540/481, 5-7=570/849 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) Vdefl L/d TIC 0.71 Vert(LL) -0.08 6-7 >999 360 BC 0.63 Vert(fL) -0.15 7-9 >999 240 WB 0.51 Horz(TL) 0.02 6 n/a n/a (Matrix-S) 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 335 lb uplift at joint 6 and 359 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 86 lb FT=o% %,r!y.n.,.nwmiY«ar.Wl.rroelnmmprurrlsrmrnmmmvomonrmmx<Ip'mq,manmemr6ra err;ryl„sci,..e<„rd,rdmL,.aaa,.,,uy.or.:.rPl%ramn..ru.mn.etldm.rwatamru o.an.mcvs.d.alw. Y MANNEL MABIINEI, P.E. w,rno...a.Am„call..=o.n.mvm...u. n.rm„eray.r.im... N.y.,wnya..,Ln.-Inre...... m... ,,,v,=,ramrps,md..y..r�....w..,�ulrr.ro.a,;rrdm.ayxu.,,awad..n.loo.ar...l.,m r.mm'q n,..A.0w.'arcU.e,, Iwmsur+=lsic .rfumewoareuaa.iem., ,.nr..d.rnrmo..emreuN..raen.,.l„noearlear�y.,l.aw.mnom,...elr.n,v,,nmermr #047102 ,pr.. ti4ry APr BrilSnlCNlerund[e.O.,Ip,0.1hNr1.NulEelWoadgrarcaoedpode4nn.Inrldd',nOf.nNeenl Se!enl.!ormpfi.grnpPu141r11Y1Po voa3lrnnrlerartllrr grmdBwd.erv.IP41 ar6een6unpN1i4Anmld,p'nAlbT.0 AOIrm,,Lh�War. h......id Iw„n.rmr,..am.n.r.beds.,dlr.(o.n.n.prd.ro.m.amrq...m.,:,.n,useu.,,oennGrm,.,fiiormrP>Tn.vodv..,.a,msnh•uPna,mmrsaume mop!rudmmn,rna,nxauln.t 10019 fM1orllan fit. r.mrser®msn.l r.nrw,�,cwevduNn.u,u o-pm.m..dru,e.wm<n,a..rlam,finoeame.lm.nnr.rr„ma.oe..tn..ua,N,.m.rdww,rcra Odonda, FL 32832 Job Truss Truss Type Dry Ply Tarpon Flats Lot 12 Model A XPRHTFA L02 HALF HIP 1 1 A0579493 Jab Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946. design@atbuss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 1617:16:54 2015 Page 1 ID:uMNO(8MFOzgGeYlmYwngyHzGc8X-bSeheDJnKwse5oZD21 NH7DbAbEJKkewktTXOndyd7ct 2SSA 10-4.8 16-0-0 1 M1 SSA 1 4.11-0 1 S11A ' 4x6 \1 3x4 II 4x4 = sxti = 5x6 = LOADING(pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-6 MTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1096/0-8-0 (min. 0-1-8) 6 = 870/Mechanical Max Hoe 2 = 371(LC 12) Max Uplift 2 = -361(LC 12) 6 = -328(LC 9) Max Grav 2 = 1096(LC 1) 6 = 870(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-15241822, 34=11661677. 5-0=-292/224 BOTCHORD 2-11=-1104/1383, 7-11=-I 104/1383, 7-12=5751755. 6-12=-5751755 WEBS 3-7=-562/550,4-7=-348/569, 4A=-9671752 NOTES. 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) I/deb L/d TC 0.74 Vert(LL) -0.29 6-7 >678 360 BC 1.00 Vert(TL) -0.41 6-7 >469 240 WB 0.32 Hom(TL) 0.03 6 n/a n/a (Matrix-S) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; CaL II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencument 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 361 lb uplift at joint 2 and 328lb uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.011, live located at all mid panels and at all panel points along the Bottom Chord, noncencurrenl with any other live loads. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord and h' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Dell. = 1/8 in PLATES GRIP MT20 2441190 Weight: 86 lb FT=O% xmm,p.ptmrnm,,9Yndlr.mrAuoornamlminlaNnumusrmalmonMmM11ma11Anlola[wlunre�,. vrnlyaefq.prvr.e,re.aged.mae.IAiru.rr D, W+Du.irDD%enaer Noun Nrx,xel.uwe..umdvumc umnerM�.;mrwdoelMlw,.rry WI i p l'+M1 MDI 11 1114n 1 M1. A 1 N 9 1eg ( 1p Ih Fy 111 I N,k u fl W. W MIrylm 0,4 1 d.. ! Np If d An' --I m . AIANUEI MAR0471I82 P.E. a k4ry d IM 1 I II If 1 IA 1 li4ry IR D d D 1 b 1 P 1. M 1 XinlDe 9 IA tld1A II! Yr 161,IA I dl la 9 d dRfl R IN dv11A IDD d Yr Id IP f Nuf 9Ama^& 1 y ,IpAT dA i IN1rAie # 047182 p 41petA luY'pA(9nrvnd(vvnvan Adnvl fl N'IA IDp drip rip it l" Ml rldl ll p IHf ryld ml IUA1MG MdhrRl nln 1 11 g vlµdmn to ldrAmrdenrp i1dMn®ddunntlOrlmrpnlp,n lrmrONln Mrnenevi 10019 (horilap (Ir, LmrYerdepMer.udmvAm ndefivdlfv[rnlaavgrzeavlx q. 16111'vYpm4nLnLel.lAr lnu Dn rylegren14N01)k8 V,pDu9nnnLunSnlem MBrenlereeYhAlfn31A4pnrlvedlumnnndA,edlelhl. (eppigM4ipDI5bIrvvl YuamNvmeluvnloey Pt IvpradmivnvllAlvdervmenAlvvvrlvrm,YprefiiMlelrilA I. pominivo M1vmkl Iadhnu4 NavnlYom,egpL Orlando, EL 32832 Joe Truss Type Ply Tarpon Flats Lot 12 Model A Ai �Tm-ss XPRHTFA L03 �Qty HALF HIP 1 1 Job Reference o ional At ROOF TRUSSES, FORT PIERCE, FL 34946, design(rgaltruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 M7ek Industries, Inc. Wed Sep 16 17:16:54 2015 Page 1 ID:uMNtX8MFOzgGeYlmYwngyl4zGceX-b5eh80JnKWse5oZD21 NH7DhBYEJakzgktTXOndyd7ct -2-0-0 65-8 12-0-8 164-0 2-0-0 fi-543 I 5-11_0 3-1 6.00 F12 qxg p 1.5x4 II Dead Load Dell. = 1/8 in 3x4 = 5x6 = 5x6 = 8-0-0 I 164-0 e-0 a a4-0 Plate Offsets IX Y)— 12,0-2-0 Edge1 15:0-3-0 0-1-81 pro-3-00-3-0I f8:0-3-0 0-3-01 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (foe) WaO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 Veri(LL) -0.29 7-8 >665 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.99 Ven(TL) -0.43 7-8 >450 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.03 7 n/a n/a BCDL 7.0 Code FBC2014/TP12007 (Matrix-S) Weight: 891b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 110010-8-0 (min. 0-1-8) 7 = 867/Mechanical Max Hom 2 = 433(LC 12) Max Uplift 2 = -356(LC 12) 7 = -340(LC 12) Max Grav 2 = 1100(LC 25) 7 = 867(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1509/688, 34=1285000, 4-5=11601717 BOTCHORD 2-12=114511529, 8-12=-106111376, 8-13=400/520, 13-14=-400/520, 14-15=-400/520, 7-15=400/520 WEBS 3-8=-681/663, 5-8=638/963, 5-7=-9561/67 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psF h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 to uplift at joint 2 and 340 Ib uplift at joint 7. 10) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 'A' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard v.:rrvanrrtnnr`ryma.erAuaerncoshm!ntsnnummrmvnnannn!omYnom7anloxuaaxm lnn r✓arey.pn.mm.rind.,mawu.,,ory.mr.bUvob.+urxr.:rlv.v..,.vtrmnn.All.... "Ill .Nelw.r.h MANUFL MAYFINFI, KL vanemMnM,,,.d1,Mr.".No'.6'dA ... r.,,Ndp.LOWnN.ynnvvt'!—,A.-1 . .,"a ..... ..... 1. 1, dol A. INN oo, "IAl now, .n,m.l. n.wrv.,.rv�.�•murn.em..`. .mw�nma.ndm.amnlw.rid=urigaIN...... IQin.ra.a+ lb. 0—A..tiro,mIN, All ompl.m. .el,.lmp.ndl.. #047182 nr.dsrerd,vruudmra.uv"ndmmano w.,I.,.ro.ToAIrnaorw,dpddrt.r,a,loux.poop..nusnmt.movuu9Mum,urnim8pu.mdnr.<arnp,m,dpmawn. lnl41W,4n,oa. i6dnmedarwirtnn.n0...... .,oaulemy.armd 10019 Charlton Cir. Inn Mo.doOum,unlrnMmintletirtelp[mE.anrtd%rub.i�pOYdld"d"oFed.Il.Innaniylnpneni,M011Ae[uV.rpa„ipneu, IrvnSpknrnyLn Moryloidq ln4pnlBedinnw,.nddmedlahl. pa,ipM®ioi5llraalln,m W..eflio rL r.p.danim 111114.,[.q 6pan�6nedr],p.nnnpndNe.M1.n H 11e0r.,.,$a1.19.a.11Il Orlando, FL 32032 Job Truss Truss Type pry Lot 12 Model AXPRHTFA L04 HALF HIP 1 �P1[YF-1-[Ta—F7PonFI.ats A0579495ob Notional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@albuss.com 4x4 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 7.0 Code FBC2014rrPI2007 LUMBER - TOP CHORD 2x4 SP N0.2'Except' T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpl 5-8. 5-7 MiTek recommends that Stabilizers and requiretl cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 877/1viechanical 2 = 1090/0-8-0 (min. 0-1-8) Max Horz 2 - 495(LC 12) Max Uplift 7 = 411(LC 12) 2 = -331(LC 12) Max Gmv 7 = 887(LC 2) 2 = 1090(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-16731780, 34=12741596, 4-5=-1099/621 BOTCHORD 2-12=1298/1601, 8-12=-1298/1601, 8-13=248/303, 13-14=248/303, 14-15=-248/303, 7-16=248/303 WEBS 3-8=-874/850, 5-8=-76011112, 5-7=119411044 NOTES- 1) Unbalanced roof live loads have been considered for this design. Run: 7.930 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MMek 5x10 MT20HS4 6.00 12 1.Sx4 11 5x6 = 5x6 = CSI. DEFL. in (too) Mdefl Lid TC 0.99 Vert(LL) -0.30 7-8 >654 360 BC 0.98 Vert(TL) -0.46 7-8 >424 240 WB 0.37 Horz(fl-) 0.03 7 n/a n/a (Matrix-S) 2) Wind: ASCE 7-10: Vul1=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-CExterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed fora 10.0 psf bottom chard live load nonconcunent 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 5t between the bottom chord and any other members, with BCDL = 7.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 7 and 331 lb uplift at joint 2. 10) This truss has been designed fora 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. 11) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and IN gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Inc. Wed SeD 1617:16:55 2015 Dead Load Der. = 118 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 95 lb FT = 0 Nvvm,.hem,drum➢i.... .rtrwoornlnmlzMlllbBlBnumcsdmranenanBM[glBmtnl➢BxuBBaarlm. erdryanyameear,ud.eed.Na..ml,u..o.yeBm.trl400�r��heur..nuai„r,n.me�rmeurmldnrnu oenolM.n.mmed.rls"Den MAAIIRMAHIIND,ps. WTi vm 11h, ,MOle-11.1. EDI. hh rill l r o ➢ I'm r sv Mlry t" 'InD p ry diepd by '.r' ..... he. Diwer 6done aM :"P,I di N E No dr dr lnr a L p p hed y idem, AhlrY III vie 91111IMORoepmldo➢uIN. men Irry 1Ph, 0 0 Phil. I .1henPid xt 1, 61 Phil, W1 ' IE Inle,l11h 4(tl 11( Ph, bill Ttlip d MI, ll pp 'd dil. NO Phil P I Me Ti., tld gB il, Pleve, IIIA rib 3 helheAn #047182 p tidyAlM➢VdIMN..ond<annvmm Nnlr IN' MI[O .tile. dNdl' IA BiQnpf 1 Ikl ry1M m aellliA dlYnlardti[➢ 11 ill ...dpf lnldfi d pvul4AnwldNdullAe4 Or I. ,1n➢eunaponrmd 10019Churllort0r. IrvnMerelepnqudn, oMeeeuddedlpronlroebPeedugr ee' N➢Mollpnlin ertlrel. Re1nn WJyvin➢eudlk011Ee Audde➢O<uP�na.0 efphnpy¢e L,my Fi l6rq YI4P omd Wmunndelleedulfl I. renli.Al®1d11MI Ivvl M..... Menvtl Mvii I,B.L layvdonienellhildenm.n4lnvnyly.m,6pnhihnrd NtM1enllI..... Wa Av.A1BvenrvfnPPv.vIMmfi.el,p, DrlBndo,ft32932 Job Truss Truss Type DN Plv Tarpon Flats Lot 12 Model A A0579496 XPRHTFA L05 MONOPITCH 1 1 Job Reference o Tonal A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.cem d1 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCOL -7.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP N0.2'Except' T1: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except' 131: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-8. 6-8 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (lb/size) 8 = 777/Mechanicel 2 = 119710-8-0 (min. 0-1-9) Max Horz 2 = 550(LC 12) Max Uplift 8 = -420(LC 12) 2 = -358(LC 12) Max Grav 8 = 777(1C 1) 2 = 1197(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-3583/2420, 34=371512566, 4-5=-197211206, 5-6=1764/1221, 7-8=-300/293 BOTCHORD 2-19=3842/4848, 3-21=-2958/3784, 11 -2 1 =-1 78012129, 4-11=392/421, 10-22=-242/344, 9-22=-242/344, 9-23=6101756, 8-23=610(756 WEBS 9-11=378/423, 6-11=1124/1236, 6-8=94W765 Run: 7.630 s Jul 28 2015 6.00 12 28 2015 MTek Industries, Inc. I� 4x6= 3x12a 4x4= 5x6= 3x4 II 6x8 = CSI. DEFL. in (loc) I/dell L/d TC 0.76 Vert(LL) -0.29 12 >669 360 BC 0.78 Verl(TL) -0.56 12 >348 240 WB 0.98 Horz(TL) 0.23 8 n/a n/a (Matrix-S) WEBS 9-11=-378/423, 6-11=-1124/1236, 6-8=949R65 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcurnent with any other live loads. 4) • This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 lb uplift at joint 8 and 3581b uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, noncancurrent with any other live loads. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard PLATES MT20 16 17:16:56 2015 Dead Load Der. = 5116 in GRIP 244/190 Weight: 108 to FT=O% r,.:r.rk.an..nnr,,::•m,-auoamauslwuquurumnaranxnaaamow,rnonrtvmonso¢mxrmp e.d.a..mw,u-n,y.n,.as ponwma,.dc.un.rtr.r,,,.,r.,na,,..,,. or,,,m .a. nm,a®m.roo..ar MAOR MANTINR,F4 �•ra .r uaa ,.n mrca,e Tour w;r rn (..w 6tn Ln rmw r mam,e m il.i also am ya ma na.a neinra smnr srera'ann v-sonino ma m'av, uuaeroo hr,auiarc mrai iewrw amtnvw ain aaanna imr km'gm.duv iew ni'�ee v tnum. #047182 r uNlorm,w,b�u rc i ar rnw ru ... Iv>. vnac i..,p.ema.rnnw... 19019 Charlton (it. NnYe.J.Mn,udenA.-6w,b.(mEvtlop,eel.lo,.nburMh-R,iAr^9.n, sAW 14.4d,0161—,I—S,.. E,—, lu ur bla'ea {If.ryiol'v<dlem,l e.I&A.WR1. (vmid0®reirnl r.dln,u.4M1ead YortneyPL repod.ninolmi.1.mme.yuvgleglvpnMAblri,A.imupnN,varLs4l tool n.vur4nnlYNlneSIL Ddando, FL 32832 Job Truss Truss Type oty Ply Tarpon Flats Lot 12 Model A XPRHTFA L06 MONOPITCH 8 1 A0579497 Job Reference o bona At ROOF TRUSSES, FORT PIERCE, FL 34946, designGDaitruss.com a' 3x4 = Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries. Inc. 6.00 F12 2x4 II 6 5x6 = 5x6 = 84Y0 16-4-0 Dead Load Dell. =118 in Plate Offsets(X.Y)— 12:0-2-0,Ednel 17:0-3-0 0-3-01 18:0-3-0 0-3-01 LOADING(psp SPACING- 2-0-0 CS1. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.26 7-8 >743 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.38 7-8 >508 240 BCLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.03 7 n/a Na BCDL 7.0 Code FBC20141rP12007 (MatrixS) Weight 91 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 82: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid calling directly applied. WEBS 1 Row at midpt 6-7, 5-7 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Iblsize) 7 = 869/Mechanical 2 = 109710-8-0 (min. 0-1-8) Max Horz 2 = 550(LC 12) Max Uplift 7 = -470(LC 12) 2 = -312(LC 12) Max Grav 7 = 880(LC 21) 2 = 1097(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1500/545, 34=-11761430, 4-5=-993/442, 6-7=-261/254 BOT CHORD 2-12=-1137/1429,8-12=-1137/1429. 8.13=612/758, 13-14=6127758, 7-14=-6121758 WEBS 3-8=-555/540, 5-8=-383/675, 5-7=10611866 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncorimment with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chard in 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 = 7.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 470 lb uplift at joint 7 and 312 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonamcument with any other live loads. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the tap chord and h• gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard r6:nn..m..pnrme.mru aoornmmlmnganlrmm�.[ardnopsminmpuru]t<niowcan¢vrm.. I.�yaaan...mn.e.rim.,nls'a�.no<,y,n,..niwl.wmwwdua..arilc�,R,w,nn.�..,a w,nar.,.:uam,bnlmlro...r .i.a,,.,andm.m,m,.,,a.n.Iwl,a. wd.ert[na. .•.Ina.M[.aw.,(iw „m.ar ..,niw, mm.nm,wm.,y:.a.n,wm,sans.m,e,ar+�a.,„e.rvo,aal.lwa.uy,.,,...,. mar,lm,,,, MANUE(M,P.E. .amiryI'd ..mnau.nm,,,rmn,oi,nnnnmun.fA.0.1.n.C..rIanmhit" uin."ino.uv,mmimin.n.nmmmaalana...mrl. nennnM.FdAnf,Iu.dn.aaIFh.dwi.nmlmmI.,n.unpnnma,m111041182 n,r.atoornm.lummap.np.,maom.n=..a,.n..i,mmiMimoeen.r:.nu.e.aluaelm.ulmatad,ptenw.,msd<nim,Amon.,P[WntlAdarniw,auum..f... b,ynnolouiwm,.Inlwnn,vieun.mauanwuain,lAamnonrym,dnnnal.op„m.a aril.nv,h,n.nn„dn.aIFAtbymh,m,a.m.ae, n,e.,v.,q,agn,.I,FOW,Eam.pp.l.,..arvmnn.npi..n,.rwlun inrepnlme..,...hrn.al,nLL 10819 (M1odtaA (it NIFIFF'I IlIdGu..-no,v.lxnnim,rt byoa,aiudihi,denmml,In.vrl..SbpnFi6aearhM1 h....nn.i..4.mbl Poellm....wovdBonu.yrr, Orlaado,FL32832 Job Tress Truss Type City Ply Tarpon Flats Lot 12 Model A A0579498 XPRHTFA L07 HALF HIP 1 1 Job Reference o Tonal At ROOF TRUSSES, FORT PIERCE, FL 34946, design@almiss.com Run: 7.630 s Jul 28 2015 Prim: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:57 2015 Page l ID:uMNtX8MFOzgGeYlmYwngyHzGc8X-0gKpmSMfdREDyGloj9w dsDe5SNCxSKAZRmgOyyd?eq -2410 833 15.0-0 16-4-0 2-0-0 I 8341 6448 1 a 4x4 = 6.00 12 3x4 = 3x6 = 4 5 5x6 = 5x6 = 8-N M 8-33 8-03 Dead Load Dell. = 118 in Plate Offsets (X Y)— f2:0-1-0 Edeel f3:0-5-0 0-3-41 14:0-2-0 0-2-81 15:Edee 0-1-81 f6:0-3-0 0-3-01 17:0-3-0 03-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ndefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(-L) -0.26 6-7 >744 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 8C 0.86 Vert(TL) -0.35 6-7 >548 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.47 Horz(TL) 0.03 6 ma n/a BCDL 7.0 Code FSC2014/fP12007 (MatdxS) Weight: 84 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 92: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-6, 3-6 MTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 852/Mechanical 2 = 1114/0-8-0 (min. 0.1.8) Max Harz 2 = 514(LC 12) Max Uplift 6 = 415(LC 12) 2 = -341(LC 12) Max Grav 6 = 852(LC 1) 2 = 1114(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 2-3=-178711157, 5-6=-340/311 BOTCHORD 2-11=2176/2558, 7-11=-863/1095, 7-12=87411072, 6-12=874/1072 WEBS 3-7=0/328, 3-6=-1207/986 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 3 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) aljoint(s) 4, 5, 6, 2 and 7 checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 last bottom chord live load nonconcunent 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 M-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 415 lb uplift at joint 6 and 341 Ito uplift at joint 2. 11) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and h' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard wmuy.e6n. Omwel,« ..1d.11 IMInussnrlmnnBl.numnu0xwnnn U0001rnn.1l(nowuBBauxrmm. rmih d«'s,B.... re,.d..m..Isnuwoeiyvmr.e,OB%rmmxeMnoeurrWnd.r.rurrronerr.,.. udmol4r.!�.nmrdmislw,.,h MANOEL MABiINFZ, P.E lute wamrlmmmx u n rzn a 1,,T... B i In P.,k my L B 1 (mop el do a 6w ¢ .'.vw=•4shl. m.emB rn vwl drla n Iro enlnl n 4 B^ n Iv16p .ns..,, '3r61iry d oIIMt 11 YB If y' tM1 p Ilry In 0 n 0.el.ftr.d B R 11! r0 pn tM1 IIM1 Itt 0 II[M WAE If pndro.d0ll IBugi.rd I I m0 Meryfi N IA r 1 f I!" edq g dl' d1 p BeIIBrMr fi 047182 mpmruVrlyd,Mlnl"IC 9 dl nl o0m 10 1 fI IYIE IIY WO,uNcotlpol' IlAlldyf Bo Itdryldorm pnOB lit dh,91 tl9none4emed1,. mv.1l4NNo. In Idd tl p ekh'wdlMndd.1'.Wlm To,Dol f.......A 10014CINullon Cir. Lm Yea6.,u4n0-1.d,WdBx.(m4.tlo6«damin.'inp11.0imfierhrdred IN. IF." lkNO[ 1Ar Bind.,Orupnno, LmS'M.bNmn 1.1m,b.11', 111 bo.Aud I .... —fif"AWFA (oplrigAl®]41f 11 O.Ifm,ub W.11M .11,rt lepolepio.ollM1i.dowmeoyin.oY lmm,Ifpn ,biled rltA.nn....rmltien M1om4l Imllnnes A— Nunim1pt Ofl0nd0, FL 32832 Jos Truss Type oty Fly Tarpon Flats Lot 12 Model A �Tnuss XPRHTFA L08 HALF HIP 1 1 A0579499 Job Reference o 'coal A7 ROOF TRUSSES, FORT PIERCE, FL34946,design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 6.00 12 4x6 1.5x4 II 4x4 = 5x6 = 5x6 = 8-0-0 16-0-0 16 Dead Load Del. = 1/8in Plate Offsets(X.Y)— 15:0-3-0.0-1-81, r7:0-3-0.0-3-01 18:0-3-0.0301 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.29 7-8 >661 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.44 7-8 >445 240 BCLL 0.0 ' Rep Stress Ines YES WB 0.98 HOrz(TL) 0.02 7 n/a n/a BCOL 7.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 91 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss ereclion, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2 = 110110-M (min. 0-1-8) 7 = 865/Mechanical Max Hoe 2 = 452(LC 12) Max Uplift 2 = -352(LC 12) 7 = -358(LC 12) Max Grav 2 = 1101(LC 25) 7 = 865(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1478/640, 3A=13151715, 4-5=11831741 BOTCHORD 2-12=126511628, 8-12=104211350, 8-13=344/440, 13-14=344/440, 14-15=-344/440, 7-15=-344/440 WEBS 3-8=-724f704, 5-8=741/1078, 5-7=-965/791 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7A 0; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Engl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint 2 and 3581b uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wnm,-11,uanwgag,enb ar'LI IOpIII'6$(Iftin Lena NYfPtOfmagwow, r1Yna11POVILEN3Ya1'Imm VON, hdnpm.w,nSnlnWrJnwllidnn Oeigrdwdl NaolenlW YwAp.lin,PLldmmr Yael hL,rxe arknollxvl,r JeleleelYMI, WP MAOOEL 9A8IINEI, P.E. WIA J PI Mbmllanel4oblerdl,I 1 O f Inp r fp Iry[yw IM1 I .. I pm An P W 9Rei 14 aalll IM1 1 polArmgY lrvulq Were Np JI 1u1%I II L pn Pa 41N'0 IRUS IWONVryt R, w IM, TIR, IRONY INUR41onpganOUR, 16 OND'I'SONAhRidgl 48616ig it,ii-Ai[N RI.Ruh nt o IC, A, R. muWpp 90A,TO A.,MR.,dna d1lh.11y.rn Ig-ah glulrm. #047182 '." 'to, 01Will, p rierReR. U 11 ONn pIW Im,ow dpWu Ihluaapt w IS rvlon non anplM1pYM1 INnI Ine 1 II 4.r.IgJl.n,lnll,h.nnl opw,IN-4M.I.M.lmoenpoer.unron'.hp—w LryvM.,.L,hun,udrnani nl,l'w11Vr(me.euprzelgwbnYnplyoDpMinhNrrd.11dnnWJgnlnj.en,4oIIMIJIfrgpNg.mlhntfl@nfnghm M1UMluillinO III 0,11ur11nmrrtpvk1urt101W1. IUUH Charlton (II. (.pnieAl�]015kI l..11mnw N..uduwluP, P.I. I,p.doe RdIhiflrmmen4u.ahem,bpmWi6uraelnvAlwpe,mhri.. M1.mnI WIT ..R, ONORIY.ni.,prL Orlando, FL 32832 Job Tmss Truss Type Dty Ply Tarpon Flats Lot 12 Model A A0579500 XPRHTFA L09 HALF HIP 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1buss.com Run: 7.630 Is 4x4 = 15 Pant: 7.630 a JUI 26 2015 4x6 3x4 II Inc. Wad Sep 1617:16:S9 20i5 Dead Load Deft. = 118 in LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.72 Vert(LL) -0.29 6-7 >674 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 1.00 Vert(rL) -0.42 6-7 >463 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 6 n/a n/a BCDL 7.0 Code FBC2014/rP12007 (Matdx-S) Weight: 871b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-6 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 109710-8-0 (min. 0-1-8) 6 = 86910-8-0 (min. 0-1-8) Max Hoa 2 = 390(LC 12) Max Uplift 2 = -360(LC 12) 6 = -326(LC 9) Max Grav 2 = 1097(LC 1) 6 = 869(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1562/783, 3-4=12371682, 5-6=254/192 BOTCHORD 2-11=1094/1419, 7-11=-1094/1419, 7-12=5221700, 12-13=522ROO. 13-14=5221700, 6-14=5221700 WEBS 3-7=-596/583, 4-7=43lr723, 4-6=-977r75o NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed, end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed fora 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 rd between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 Ib uplift at joint 2 and 326 to uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.0I1a live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and M.." gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Vur,-hm.dw.gar,d"nrM,11 Po0111TY5(SWII}4fA1r41M 1 OWN606WOPMAUKKI69Y6'1—.44,j.Nn.—I.e,a,MOLSvr�n,Ry+PnerO[Ojaslbxw.Itlsnµr212n,v.4,IMm,.u. Yan,eMiia96edmIYR9..a/ OIANOEL NA81 NE7, P.L A,.u.,IWI.I.I:... N.Wmnd aa... n... d..azmo...... n,..,,,wm,art,ra.,mr,y....i..... .,�uMlo adds•mm.a�l,rmd.r idasmo..h.,a.nn l.mb,lw azwmri:.d.aur,.wn..,, .usnaw.,.ma,u.,,Io,®ruan�ina.,dy.a14,na.n...... .o..n.aom..... ..I.N16yn,y,mamma,e.ne.Ia.a.aaa.m.nucwe,m•.dmue,.oal..aaa.no.m..r.mu,..lmu.,,au.aa:.asx.n..y..o,mnn,...em.n.AnA.uo, im #047182 10019(b' mpmapOarm14411l:rrdgm.d(con.nv.Atl.cinulmuiE.I6.daep.n�mo.dpoLeunn.la.lddnl4mpemrtr<ryldeu.ne.PnOMim<dlrmmiSfUnndn.vdk,aemiJo.�.mn. mlhnmvtlnnpo.,a5devmdaunn.I Raunronp.u.unroMw[y�n.nma Imu..a.,re..a,,,.wmn.er unLns.a.na.,mMmFm.,:,a..� nnm,ac:.nr.d,cote.l uww:z�.nmuvw.mr,..�mmmdr.r. aoP.ada.,o,.mar..aam.l. lidan a, Ft 32 Lir. (.rrygM®1015FI Ndlnvu✓Wwmuma.,ri Igdxti..mnlvdumm4Yoglmg0nm.tM1dnih.,mnp,alu.eh.m A�l reolanur. W.el�xe.4 rE Odonda, R 72872 Job uss Truss Type oty Ply Tarpon Flats Lot 12 Model A XPRHTFA PO4 VALLEY 1 1A0579501 _ Job Reference (optional) .., n. , r r .. n r ncn..c, ru.w esryn�wa i nuss.wm raun: r.oau s u0[ m xur 0 rnm: 1.0au sJw z0 zum Mu ex [nenslOeS, Inc. well yen 16 1 r:15:5a 2015 Gj '-1 2x4 G 6.00 F,2 2 3x4 = 4 2x4 1 ,x d LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.35 Vert(TL) n1a - n/a 999 BCLL 0.0 Rep Stress Inc' YES WB 0.00 Horz(rL) 0.00 3 n/a n/a BCDL 7.0 Code FBC2014ITP12007 (Matrix) Weight 10 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOTCHORD Rigid ceiling direly 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 = 15113-11-0 (min. 0-1-8) 3 = 151/3-11-0 (min. 0-1-8) Max Hom 1 = A7(1-C 10) Max Uplift i = -50(LC 12) 3 = -50(LC 13) Max Grav 1 = 296(LC 30) 3 = 296(LC 31) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 Ib uplift at joint 1 and 501b uplift at joint 3. 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 r.an.rrrnem.rsrre:a.wu roornmmrmtnlamrumnrmxxneuswmx[rFromllmon¢uner[m r<�ryw[.r•,=m+ae<d.m.rdmaurrr Wrq.ar.y0oolme W sr.dr.m.artterrwwn(n.r.+. w:.n.x�d.w<e.rormo..n nliemr... rO ai I.,i,A rr!r ne4 re.snuMty tm i. aeon v mmea odn.r[mnr,r,n�uMr. m<rmream..yer,weR ae.,ranowr amr mavr. Tie r, a.rr Ma,.,, MANOB 0471I82 P.E. ' inure im'rmr rnar !'m r srpdeo mom W'eri nnaa ron.'mi4m<u(rcntm am iux ml.emrr rarrr.bnnrmo.m..lrie..amrr rrd jti w5ga run rmia.ee 'r ras,mr #OOIBP nr vunaiWrdmra i ec nn.w.m rw m.lmedmrrr a., da.anramraumnor ..... nie'e.m 9r4rea Wdhm nevo. nn<<.dtaar.rloci..'..'n.[e<ro<+n,r<a.rrdun.admrlam,n. oar .1mo<umom.«ree 100190adlon6r. rnvv W WrMu,uMrrM.wee5eeerYe[®mpyreelury e.-"aarNrarriW+ndreL IW[m+Wtlp[n!'^ur v10rINrd4y PoYpure aunfraeey'rmargbn',i Y(epko-dr.mr euWW<eatnr. t=mv�a®roud.rnau.+a,.umdWmm.r>.0 Wparurier.lm,e.r.<es;.rrl..,i+nre�c+e.n.nW.nmm�r.ar.ra i.,nm.l.n®au<ne.orE Odondor Fl37031 Jon Truss Truss Type Oty Fly Tarpon Flats Lot 12 Model A XPRHTFA VO8 VALLEY 1 1 AO5795O2 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@allmss.com 'Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 1617:16:59 2015 44 = 6.00112 1 ST1 3 5 4 6 2x4' 1.5x4 11 2x4 C 0{}8 8-0-0 7-11A LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.35 Vert(T-) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 HorzCTQ 0.00 3 n/a n/a BCDL 7.0 Code FBC2014TP12007 (Matrix) Weight 25 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 20 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 19617-11-0 (min. 0-1-8) 3 = 196f7-11-0 (min. 0-1-8) 4 = 350f7-11-0 (min. 0-1-8) Max Harz 1 = 42(LC 10) Max Uplift 1 = -84(LC 12) 3 = -91(LC 13) 4 = -79(LC 12) Max Grav 1 = 322(LC 31) 3 = 322(LC 33) 4 = 428(LC 32) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-1=-350/302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opst,, BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord beating. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 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 84lb uplift at joint 1, 91 lb uplift at joint 3 and 79 lb uplift at joint 4. 8) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "SemFrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xwer.rv.,.mwe.Jnn,•rorvnoommm(nurCumuMIS u,ohm'y.n...xn.,a�<dm.,vwtu.no„q,n,.tiAul.,amv w..u.ro,c¢ra,,,,wnmw,,,. o¢mm�n,.nm,e.�sroo. 1 MANIIEL MA9EINE7,1E.E. vna o...m,dmamna.,.n,m.amin,wna. e,.nw,msnmr«.,f.y,.aM�roa..pa.,.a.•maeo�,n.,.m..,,mi",.dnn,m,:,t.,y",:mw,.,mury�w m.wmam•:roam"e.ould,.wma.•ry,.amu. n.e.ay, mw,rla.,.l� r,.an,,,. ' wa,aiar,.e.,.nm,unuw„yralmrxro.,.,r,,,xlahan.o.,.,,n.a.,nwllm,M1m.m,.,m.ealmron,y,,,.nlmun.min.ncmmtm.rum.eenr,.e...amr.m.r,..aam,mo.�e,�rmu,,.mnn,.,,i.murM1ewaro.,naa..mlmu:..,,ae�.n,rnmm�.m. #047182 .,r„asmra,a.e.oamrc,erw,..ar....n.,. m,m,uaw,rom0ao„am.n,onn,.erual,.,am.mom.ro.....ruAo. rm dd,ni...,r.,Hein.,wuwn,.im.u.,,o„ry,,,,uwo<,p,nrm..,w m„m.nm,.,,.d,wn.",<e,nwar•rwn,n,r,wa.r.,n.,ImrM.orwr++m,n,n nn,.wma, mrnadammev v�porvr,nwmnsrn.mmF„dnwmm.r. amrpnu.em.wnnr,a<r ,enirvt 10019 (harllan Cir. ngaSEl®1415M1Ieel1rvne4N.welYmnen,ll leprdoni,renu.dmmmyi.vryrorm,6PeAiEfl.dvnpn�Te,piml,uee M1.nkl loAlmus W„elMenh.yrE 9dando, EL 32832 AO5795O31 3x4 1.5x4 II 3x4 = 3X4 6 7 6 8 3X4 C 1.5x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Doc) VdeO Ud TCLL 20.0 Plate Grip OOL 1.25 TC 0.38 Vell n/a - ma 999 TCDL 28.0 Lumber DOL 1.25 BC 0.63 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES INS 0.06 Horz(!L) 0.01 5 n/a n/a BCDL 7.0 Code FBC2014rrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20C4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or6-0-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 9-4-10 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 423112-0-0 (min. 0-1-10) 5 = 423112-0-0 (min. 0-1-10) 6 = 336/12-0-0 (min. 0-1-10) Max Holz 1 = -47(LC 10) Max Uplift 1 = -170(LC12) 5 = -173(LC 13) 6 = -67(LC 9) Max Grav 1 = 460(LC 31) 5 = 460(LC 33) 6 = 433(LC 32) FORCES. IN) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=674/556, 2-3=565/592, 34=565/592,4-5=-674/556 BOTCHORD 1-7=-384/509, 6-7=-384/509, 6-8=384/509, 5-8=-384/509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed fora 10.0 psf bottom chord live load nonwi rrenl 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 1701b uplift at joint 1, 173 No uplift at joint 5 and 67 No uplift at joint S. 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, nommricumenl with any other live loads. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 37 lb FT=O% N.st'-fir... oeltllrenbne'IIIE411PdiY5I5[IIII)4ItlIMImYSt(EYpIpETM10Wlrrprnll[YYENI[E'AYMI'Imn Ynilykr5elvonnenuLeoorklli,I,vn El Erunl0mtinr,rL1.4—arobelnae,v All oP.nmiw d0eew61W, took Yn r. ,611-0.7hoo .MnFd r Ynr rrt a k,'Mt,Y 4n I mrrpnrrr•.+,,.."wl.m Im pru qmr.mw.,nsnwmwN,dMmyYu.,,d•r.ed..a rzN y wan 11.9 Yvnt oe'a dAr.dn NA MARTINEZ, P.E. �imeirM d nl41 I anrr lPY n ,w.sonlno np n eqY In ldnhay n Ill16Q(m rt(m Nod boll, a dnlan iP.d,In.laE.d.ry noofTor lnr an�,dre,nu.d' E. m.mdb rr,p am1r- If041182 rcgmmblMulae:mmlp 1 d( nn All I Ilwl Ib DEY In rm� epul un Deb l(x uIMI mN U(wfbu nrdrym um a peeedYQare Dn l deY.nn...... blrossroo naum,peopmem,prml.l.Y.ml°dI 10819 (hadtoli [ir. I—CA.hoorer,Nm mk .ly l,Wxl lY o 4.n.n yrz,egm m W., 4 01.1 rmlr.d, Ib Disk 010,U11,11 is NOT AtI,,N.g Drips m hm610,mblooerin..r bill W.01,od lean, ra is kAweblm. (,,g1a4da15 A IRe.ILnu,-0rvuelYenlmq LL Rl d,X,ddomem,in.nyW,bprohiulydvdiksmperm6veA Co. A-0 I..I Guru, N...elMmtin.gpr, Orlando, R 32832 A0579504 F7 2x4 i 2 4 3 1.5x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) n/a - n/a 999 TCDL 28.0 Lumber DOL 1.25 BC 0.23 Vein) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES NIB 0.00 Hom(TL) 0.00 n/a n/a BCDL 7.0 Code FBC2014rrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 11112-9-0 (min. 0-1-8) 3 = 111/2-9-0 (min.0-1-8) Max Holz 1 = 63(LC 12) Max Uplift 1 = -28(LC 12) 3 = -60(LC 12) Max Grav 1 = 271(LC 26) 3 = 271(LC 27) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wmd: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25h; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord hearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 28lb uplift at joint 1 and 60 lb uplift aljoint 3. 7) This tmss 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, nonconcurtenl 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 9lb FT=O% rm:pwm,d.,pvl,m:.e,-1.1 roomamnJlnlnmumnlfovamonnsxmnEm7YrYYhnlulm lm. nory.' Mnin ///��� WY!„mrJnphM1vkA1rw11w.PeryE�olnJd 4Jmn ENlelgnn R+.'p^n!/M1gin"IOnoelunrREupnnl+ n m,ptmrdlkpJe+wM,ganuy..... Fp1.Mdn,dp,ipLLmdpied,eW 1EENY.nL,1lFL lk6ilpna"yeglad.y.dnn4 NANUEL NA80NEI, P.E. u lld, d Ig Irvnlm,h1f,n Ivn+p W,4p 0 A 0 x I!' 1 g' d IJllphdgn+Jlb.... ll! In tt m41! 1 dl Ifp ed 111lL 11 ppnNdRviOEvdwrfiddumddvr IGgkdlgrlw.y' ! dl vA.E.,ldk0v If047182 p IIJYJME VcrkJpm+.ndhNenxN t YMIoOmddepw dpdr dll ldAp4rzneeolkleryldo,mdv ll[VjplidellYM lVa I IlnrmJplve v, Inl2+knke apn llk mllninvlM4 Eq r EeJlnhpimu! 10119 (Aodton(ir. fnn YeJmer,,Jm Amlule6rc11YefNntlpruloy a AI,IIYdl.lu,nrhel Iklm+hua ry9mm IYOl h,lmV pEmgrnnlm,llRmkl+m4 eplolki 104p,NA WumtkbAmlM1l. rvm5h®NIf 11 hd4nuo Wevtl YmfiYg6 4podvmuYllYJwmd,hey Gg6pYElndmil6ninnp+tlNeehvvkl cool Gnu.-JeeulllmeuE,It Odondo, EL 32932 Jab Truss Truss Type City Ply Tarpon Flats Lot 12 Model A XPRHTFA VM05 VALLEY 1 1 A0579505 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MITek Industries, Inc. Wed Sep 16 17:17:01 2015 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHZGc8X-uRZKcpPAggleQtbZy2?miOOG3p0tN=U3kuXiyd? m 2x44 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL L25 TC 0.58 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 I Lumber DOL 1.25 BC 0.55 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 7.0 Code FBC20141TPI2007 (Matrix) Weight: 17 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-9-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required j cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 22114-9-0 (min. 0-1-8) 3 = 22114-9-0 (min.0-1-8) Max Hom 1 = 125(LC 12) Max Uplift 1 = -56(LC 12) 3 = -119(LC 12) Max Grav 1 = 341(LC 26) 3 = 341(LC 27) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. r TOPCHORD 2-3=-264/317 NOTES- 1) Wind: ASCE 7.10; Vutt=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) 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 561b uplift at joint 1 and 119 Ib uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitdlbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xney-Pkn,NigaEieivl{IRIeel M1/u,dPatre4lSle!nene 4welwcuam YHllehirutlhl aM1 IN,.* �Planev.n., P+hnkl l.waw m.RAbEeedA, i pole 4g fh1W Mty 4n I. /mo v Im, da I,n .a d , aaalll f"mek..1MID ada.,,eehkamwmp , kndl,d k.k, n Ica r•.eM1.., MBINEl0471B2 P.E kamre rumu I re rlhl ,p,amr lop nam me�aml 11u 1p,hl-rlaln.nrn mlmlalle w,d,e,emuR,elPemdn mpdnrm dml hka�lr mat lI Im- el pnaleeme #W7103 r bMdM115o1C•1 ErnO Nxhl ln' MlRmlmerp dpuit lq Im Wldgf M tl NlM men nnppkillMeerrel I11(lm elneendl4,pm, dpL ,IPIIdR a po,ul'ik,mdlNi,elmaho pill 14nt011n Nyeenmd rm,medeam,,dm,au,.maer eq.t.hmnaeme...'GPMaIr.P,k..a,l.na":,n.mm>..,.,eralnreimepam rumsrn,.ol,,,d.,../mele.>ulanl.w.l ..me„nw.,amml. 100o (B It3232 mn,ilel®fane.l eedm,P,.Pee.aumum,ri e,pea.m.eamNenesgne.rmnhndmn,e.lm.ml..pe�w,ae.n.me�l l..nlmu..w,.ued.,>,Pt Orlpndp, F133833 Job Truss Truss Type Dry Ply Tarpon Flats Lot 12 Model A XPRHTFA VM05A VALLEY 1 I 1 A0579506 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.cem Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MITek Industries, Inc. Wed Sep 16 17:17:01 2015 Page 1 ID:uMNtXBMFOzgGeYlmYwngyHzGc8X-u RZKcpPAggleOtbZy77wnIONC3oRtN=U3kuXlyd7cm g d 2 h 4 3 2x4 G 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a - n/a 999 TCDL 28.0 Lumber DOL 1.25 BC 0.59 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.00 Hom(TL) 0.00 n/a n/a BCDL 7.0 Code FBC2014ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 232/4-11-8 (min. 0-1-8) 3 = 232/4-11-8 (min. 0-1-8) Max Hoe 1 = 131(LC 12) Max Uplift 1 = -59(LC 12) 3 = -125(LC 12) Max Grav 1 = 348(LC 26) 3 = 348(LC 27) FORCES. (lb) Max. Comp./Max. Ten. -All forces 25a (lb) or less except when shown. TOPCHORD 2-3=-278/333 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 1 and 125lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl 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: 17 lb FT=0 x.�a.o.m,.x..erh,,:••6r11matummlvn1ounummfmmmennmouglvmlurroumsn f... me,kq ...... .e d„edew,enm,ue„coy.m.:.rOVNee+mxe..uu.o.wr>_reme,eualtd.ee,. wlmm d,enn,aaLlm.eeq AfANNEI MAPTINEU.E. run ...m rm ,n ne u m av 6 Ir m.r..,v.,rrm•.•G F' MIry 4a d Pvv r P ds r. m r., , r lsryi 61 e 1.1rh. lax.eernlM..a law y d rnI n • m rm a.ca.an..,, ' elnr.e smut I rrurm ........ bo.,i.m. am mnad:,ro m.-m Ildv ncm orml dercrd eminnr.d rbnv.d.errla.,edml nseradagl a'm1d N6 alne,N #047182 va-r lm,lxdad ae n.v I.'mlvo amry dr+er Im.ertim<r uirymm.va PIWn2Y6d.rin dna II ala,v,daAdre lnl deannm.,. r.eili'm,,,.admndm,u ois ,Ima,irnLp.ee,en! I0019 Chvrllon(ir. I-, kwfd ,,.4n mu h6d lrefmnepv5m1u1a.^mer k,d.nnbnMd.IN lm,ie,i,NnPrt.,Rol W CA, On,. a W,lr,le.Dr..S Mr M., 0(ejnkr!1— en adud mnH. (,,I,b02015& 16drrv„m WoM A.m., rl I,AM...Imrt e.m.,m,6., 10,1,n6U,].1h.0nmm.mh. At Rod 9....I Mi.,, rt Orlando,R32832 3 d 2x4 11 6943 6943 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Odell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) nla - n/a 999 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.94 Vert( I-) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 7.0 Code FBC2014rrP12007 (Matrix) Weight: 241b FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-9-8 oc purtins, except end vedicals. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation murce. REACTIONS. (In/size) 1 = 33116-9.0 (min. 0-1-8) 3 = 331/6-9-0 (min. 0-1-8) Max Harz 1 = 187(LC 12) Max Uplift 1 = -84(LC 12) 3 - -178(LC 12) Max Grav 1 = 411(LC 26) 3 = 411(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-388/450 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2ps% h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 84 Ib uplift at joint 1 and 178lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument 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 Mmd.p.mm�nm„pw,.d;mrorn eronemmhnrn1mnnumuuomm�onun!amgnpnqumon[RwMmla,a e,dryory,rm.",nm..a<,emammnuam,y.m..Mr01Ne,dbYmuelM.9=n,er.pdn,a.natdaa.,u wnn,na.n,om,ebwlro,.dl Mn ,bill con unmpnn u.h.um,p..r=I,r..ah.,b.wM[Mmalmnd.mrmp y, p do col ,mdr nn w nrM nw,r, rn,"yMwnl,p l,e„n mover hmn. n,h,o- rm„Iad.en,eM.a, MANUEL MARTINEZ, P.L �.dmrMe dm�rr Hlrpro pserydno nR Ih epr p I. nlamrRn n rn utroruralall ld,pd enum a>adn mRdrRx rnI unan eem,I v'lan'.hR'wnme,ro, g047182 1Jord0,e tl'lerdt .,All T. o6o TOo ero can epue l' Iro tid'm( p rut * m Uup10'AdNIt doa Idl loud Jd IN ILR d pnburrs we Wndro,Lu Re 1po„l a, O,fnh.O,nwd nor, u dAo,.rT,,I oD,r.k, ee5md 1pfwlnnp¢dI,vee,i,dllmh brw. ne 1— do,b1froa, lm lne81d., 0101 !n, 3n1rm N9,mh,, hdl'ei NOph5rtl lmi cr Is W dAIR 1 10019DIOIkon(ir. 6"."0r®101rA I RO,ILorrmNmoelYmnney U h"daneo of Ki daumeerb mr lem, MpuRAlud N1A.nnnpaminio, Lem 41 Pool trmhrMem,l MONu411. Orlando, R 32832 Jab Truss Truss Type Dry Ply Tarpon Flats Lot 12 Model A A0579508 XPRHTFA VM09 VALLEY 1 1 Jab Reference Loptionaft A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.630 s Jul 28 2131b Print: /.63U s Jul 28 2U15 MIIeK InaUSinea, Inc. Wea bep to 1 r:l r:ez 4ulo 2x4G 6 3x6 II 1.Sx4 II 3 4 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Ildeft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(CL) n/a - n/a 999 TCDL 28.0 Lumber DOL 1.25 BC 0.65 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.00 n/a n/a BCDL 7.0 Code FBC2014rTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. M1iTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = -79/8-9-0 (min. 0-1-8) 4 = 26618-9-0 (min. 0-1-8) 5 = 695/8-9-0 (min. 0-1-8) Max Horz 1 = 249(LC 12) Max Uplift 1 = -134(LC 26) 4 = -143(LC 12) 5 = -375(LC 12) Max Gmv 1 = 168(LC 12) 4 = 369(LC 29) 5 = 695(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=581/278, 34=-305/337 WEBS 2-5=-797/883 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf, BCDL=1.2psf, h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora 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 nonconcument 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 134 lb uplift at joint 1, 1431b uplift at joint 4 and 375 lb uplift at joint 5. 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, nonconcument with any other live loads. 8) "Semkirgid 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: 33 lb FT = 0 WnAy.p6a+rrtnerlNlrenn M'LIIOOr11NYfrSLLlr)61XI14RIRl[0991p016fN!OYIPYfIrjAIYYOYNEd11QAflwva fuAY k+yepvu6rrvrlrrdrdnevNAnuOnyArer6pllOtf eMWYrrrlLMgpLlpmnYrdldnrru. pr6vebrduJmrdmlSlW,rdYr1po"t EL MABIINEZ, P.E. YTk,..111oAdp,wd1. 601111. lr rdid k 0-0+p LSivmCu,4 %fyimn6M1n.AmmrlEOuAe+mmuuepavr a lbPelnroml„@mmi.......^1&,fm0, dri d1. l NuJdyldmlblW W,.r ,71. 11n4,igcmwnpl6n,Ledn9e,Mlden, �wBvgNryvnlneAMJrvxlw aYlxlGe9LJrrr,pvmilTYYIAeOn:r,r6vO......Mivaliperm AepnldgOngnetnlde,vtletivllMllCttrll[Je bdluilQnp,drvrdR41. 11eopprv,ddMeW4,ManyfuMm,vlTrinn,IuLdinpMME�ytlwvp,urloAd'nnnndkni^i,+l:nOeRa#047182 ngver 6dYtlJehdd'IC f IC n W tptl Tlh lW IJrn dµdl" Itl IdYW( p Lf ryld m IBnprydiJ dlpin MSfn dl pmnll'd .!plld fivnderep v,ilitiM,mllulin Yl Jelm+@tlpnetinna%nernrmmd19 Chodlon Cir. 4nr'pM®]415A IOn ml Mvmel mti,,U 1,ped"cl 01 l+ demm,gbnyfm li xmhEfti rd wmlm peWsm henkl lml lnmN eelYvtnrStE lando, FL 37837 A05795091 a 1.5x4 II 3 3x4 i 6 5 7 8 4 1.Sx4 II 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 VeA(LL) n/a - n/a 999 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 SC 0.70 Vertl n/a - n/a 999 BCLL 0.0 • Rep Stress Ina YES WB 0.25 Horz(TL) 0.00 We n/a BCDL 7.0 Code FBC2014/rP12007 (Matrix) Weight 43lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Isil recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 125110-9-0 (min. 0-1-10) 4 = 266/10-9-0 (min. 0-1-10) 5 = 711/10-9-0 (min. 0-1-10) Max Harz 1 = 311(LC 12) Max Uplift 4 = -143(LC 12) 5 = -383(LC 12) Max Grav 1 = 280(LC 27) 4 = 369(LC 29) 5 = 711(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-566/272, 34=-299/318 WEBS 2-5=-799/851 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exlenor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 4 and 383 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard xuup h.ndmglh... sloths" I 6Dn1rJBmin,¢rll¢mmm+emlumnD¢glDnD7ulxDDlm¢Darl.m rudr4ip. n.em, mLmdsoIn Im,hWvlmApoPImllYm••um,Jueme.a sn Was n. Dmnmh,.in mad m Is al Qun ,m,nn m.lb.,.dm,m.lDDma.,eu I Deilnr go, k..enrls,ll is rVV llm p III wI '.." id m.,os 0l.etdl6. asoT—dml.a116Mwr rums 11 mit pl. lmdr can MANBEI All P.E. lsmrrdrcd l'.n1...rhiir,k6," '—1 I, No,, Is D,tilk'del m i El I m rlmm M to ll to Wild boll M1 Hill IMind rgold s. 06. ft, 'laanmr,ms.y kil 'ml"111.m, #047182 r lol Ml Lolonemmd[e..mn M.l rum is IIs1DD dl"r.l dpdN Il lwldq( p IWits A'.ol p1q,biledlr11 al 11a I sols d fo, lgoing D'un M) stools M1ispet{IkemdWool Nlmss Ill lmlD.Intog A.nM IOOW Chlfllan (ir. Ion W..fivion 4.sol nv dllb, (solryrz,<gm m aiNl or0",h.d,ednoInnMi golnl.n,sHol me lolD..pn.,his S,.li,- In m,", 9l,ph4n., s—hrosed goW. hmgllBaalI 44Lnu✓Mnvdxal'm;ll Iepodni.eellLLmne4i.nrlem,hpeEIIMNM1Enutepe,d,uo.Fnkl ralLmx,.kvellogri 1. 9fard0,B31837 Jot Truss Truss Type Oty Fly Tarpon Flats Lot 12 Model A A0579510 XPRHTFA VM13 GABLE 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@alimss.cor, Run: 7.630 S Jul 26 ZOS5 Pint: /.6fu s Jul Za 2ulb MI I ex maul rles, Ina. wea bep it, 1 in r:u34ut5 4x4 = 1.5x4 II 3x4 i a 7 9 6 10 5 1.5x4 II 1.5x4 11 1.5x4 11 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) Offs - ma 999 TCDL 28.0 Lumber DOL 1.25 BC 0.52 Vert(TL) nfa - nfa 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.25 Hom(TL) 0.00 6 nfa nfa BCDL 7.0 Code FBC20141TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 6-0-0 oc pur ires, except end vedicals. BOTCHORD Rigid ceiling directly applied or 6-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-9-8. (Ib) - Max Horz 1= 319(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 5 except 7=367(1-C 12). 6=-200(LC 12) Max Grdv All reactions 2501b or less at joint(s) 5 except 1=308(LC 28), 7=674(LC 1), 6=533(LC 2) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-5171244 WEBS 2-7=738/757, 3-6=496/494 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf, BCDL=4.2psf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces,& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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 noncencurrenl with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf an the bottom chord in 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 = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 7=367, 6=200. 8) This truss has been designed for a moving concentrated load of 200.0111 live located at all mid panels and at all panel points along the Bottom Chard, nonconcurfent with any other live loads. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 56 lb FT=O% rnmp.rsrnanmp:drrrr:.c. �ImprnomimullpnnumYs,tphampnarpmnwr7unoxupunrrl.m mers*rrarenal.,dale.mu,u... m'o.p..yUogrNlaYn.elMoorer,u.m rr.rmrnel.rrr.oxnrr a.ome.orlw.wr gpNUEI NABfINR, P,E. Wld G,r AI+In.W6 11 Mnefoo all d 1 p f !ry 1 1p Alrylry M,A M mylpp,pn.. henrl mn Id Yrle Imymrm9,.V+^uRiryla Y.Iripd M,y4l,wlmxledeel! IppmJl MIIII T 4,pn pli l l NiM+v, ' 1 bM, I IIhrI' I ql IS g II ry 11ryJM 4 6 p nti lM' d pmt M &Jdryp qv IE ,ofe Ilrk RrA tl0 deepnd,enlpll The gprvtloilM1Npmdegfitldneol0"1 1 bd'pk dIW Iwg AI4 rid p lalpro. fd041182 p Eprydtlrp dnln"Inrmlemoner. dA e,mr MIW Irtrrop dy 2lanl,hldbq( pa ,Hl rylo4mmmht,�Ppk611y01mbpQar elnexedla,4enetlpo dwvr iPFl de6mde npo 5'ihrmdlufindRJienperll^e lmrpeulnleynrtod 10019Chpdmn(ic ImrYWmuu.ebnfhraulewalY,toodwo eeleW untiplydpvh, mFd Ralm,ktlTlePeuu1p16vinf+phymnlmrlP4'1^l�h. WIOJLri d4plduNlumu emkrmdmlRl. IopPipk®IOISI I IwlLnur Arend Ymtingpt LpedrN,velltl,de,mµhnrlvigltP,YinelmninulnpnNNnhm411,olrmrm�Ynnl Y,nuryrl 0daodo, it 32832 Job Truss Truss Type Oty Ply Tarpon Flats Lot 12 Model A XPRHTFA VM15 VALLEY 1 1 AO579511 Job Reference (optional) Kr KuurlKusats, ruRi VMKGt, rL3ga4ti, pesgn(nlat[mss.mm Run: 7.6305 40 = 282015 MITek Industries, Inc. Wed Sep 1617:17:042015 1.Sx4 11 3x4 9 8 7 9 6 10 5 1.5x4 11 1.5x4 II 1.5x4 II LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) LiddellL/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(l.Q n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.56 Ved(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.28 Hom(TL) 0.00 5 n/a rile BCDL 7.0 Code FBC2014rrP12007 (Matrix) Weight: 62 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structuml wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-9-0. (lb) - Max Hom 1= 319(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 5 except 6=199(LC 12), 7=-369(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 1=311(LC 28). 5=307(LC 31), 6=616(LC 2), 7=672(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--490/228 WEBS 3-6=-540/504, 2-7=7271723 NOTES- 1) W4nd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf, BCDL=4.2psf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 6=199, 7=369. 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, noncancurrent with any other live loads. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r.ie.1.M,,,3m.,r!ry�mba•u monraml�nllwlxmnr[mnnoam!awrrflom7rneona®lures=modes,v...,=n.ddvm,v.m,un,6w.m..%v Orq.darmMl.i:.r.vte.m=„v.rim..,,.. vNn.ma.am.d.oNa. r �To a .•.•n•n.nldryl.dnadrvla,u;kum,d.,kW..u: IW y,md.,rn9.n.ey_ , iw nnra... MANUEL MARTINEZ, P.E. nmrMi dnn i�rnarn ro, rinaeo la.=ties 1.vl rollsgod 'ro rlam nrn nrmi mu ir.vd Inu. d4 yr .ddn.mo,d.rnid.„nroa uiug4,alv,,l«.9, dm4n.de vlmeua. #047182 1 ini�m 4r la rc r d[ on 111.0in wed bib,Moodie rro d joboUci of0oradn(r Im ma.,m.411n91rov dermmb9u..'elotooedN om.ilmen. mud=,rt, ispoiblilo =1W .1 Whoss Wpm, Irmo Doi Dolo, mood 10019 (M1orllon fir. f Y.M nunw.Imvb•ud4e11P[=Outvl,edvpn6u b91Y®IUReuNrel!4!nokJyfnl'°nnNOlge NiLp 9.ugnuLnvS!nu 4ryvn,L ery4i1'.; 44pd,d Wmmvmkrxedmlhl. (.ppip4®10111I Lelin,u✓tluxlYmnegrl4p,dvniaeahGd'wmuvlhnrlum,er,.dlpi4drl,EnMnn,mlrw.6ve411wIGm,n V-111 .'M Orlando,E132832 A0579512 17 4X6 11 3 3X4 11 3X4 G 9 8 to 7 6 11 5 1.5x4 II 3X4 = 1.5X4 11 1.5A II 0 1&9-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a — n1a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 'BC 0.60 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.00 5 n/a n/a BCDL. 7.0 Code FBC2014/TP12007 (Matrix) Weight: 68lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss er"ll n, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 16-9-0. (Ib) - Max Hoa 1= 319(LC 12) Max Uplift All uplift 100 lb or less at joints) except 5=-131(LC 8). 6=-219(LC 9), 8=-369(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 1=319(LC 28), 5=388(LC 31), 6=735(LC 2), 8=655(LC 1) FORCES. IN) Max. Comp./MaX. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=455/201, 4-5=-290/221 WEBS 3-6=-624/549, 2-8=-703/683 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18;.MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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) n This truss has been designed for a live load of 20.Opsf on the bottom chord in 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= 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 5, 219 lb uplift at joint 6 and 36916 uplift at joint 8. 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 including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard we,aq.Pa.mrt.r«vbha i.M,•u roonrmsssismn)dlYnurtmumudnlouswlmurpunpduuonfedlw<drl.�m%.6d,.vnmemenn.1d... d.m.mahaTn,ft,d...rIIPOL 14N.-II.Ib:APLEA. mewnbne,en. 11*., Ir�rnre 11.d.AwK*0r htANURMA4i1NEZ, REXl A n rim++MOh 11 M mbl b td t o Iw r 4 i+lrvl; Fu 1 rtPb q 1. M d 1 r i wml tl� 1 v lrryl a d 9^ rM ry41 d rl lm II mo h d mr n k re p lad' A dx.a, p.dlAr d IR t 1 Yr IS B M V MfiIY IMP II 0 IM 1 9 t M &nlE�ryfe q A IIMII(rt 0! T Ia Ib Id 9 d tl911.1h rl J Ifi IA, Mmyf Id IM'1 I+ibdi rl etFq y Idl " dl A kEbe Eu # 047182 p plydikl lM lbl df nn AV if 1 IA lro IlAl c d9 it d. AM lid O( q IH ryld a1 paplr41A d19m le(A 11 dl Pm IAi .Inl deft d n0.npdnnwldul4+elM,I rPrry rtnnPp pf 9lerzrvA 10019(hodlon fir, LmrM d .er,.eL r.Idein 6h.dbPf.h4grzedul.^nri pbYilll.,fiuowlred lb Iron Wlhl e600N1.1de9P ➢^ r 4m01hnfu9eeedumYl.lSq FnfePl.lu,d1 rna+definedNllVl repgl9A1®]dISA I hdllmm llmuel Yoniuy P.L Aegod.ni.eelM1ifdonmml,inenYl.m,, I+p.AiAiledrilM1 nmeernmtwen M1.m Al A..I lmavoNanuelxoni.epPl Orlando, FL 32032 XPRHTFA 1 s 041 = 1.5x4 11 6.00� 2 3 AO5795131 . 3x4 II 4 30 9 a 10 7 6 11 5 1.5x4 II 3x4 = 1.5x4 11 2x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) n/a - n/a 999 TCDL 28.0 Lumber DOL 1.25 BC 0.59 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code FBC20147TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-6-0. (lb) - Max Harz 1= 124(LC 12) Max Uplift All uplift 1001b or less at joint(s) 1 except 5=101(LC 9), 6=305(LC 8), 8=184(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 1=337(LC 28), 5=364(LC 31), 6=741(LC 1), 8=533(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-726/566, 2-8=-501/440 NOTES- 1) Wad: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and fight exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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 Ito uplift at joint(s)1 except gt=lb) 5=101, 6=305, 8=184. 8) This truss has been designed for a moving concentrated load of 200.011a 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 including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 57 lb FT=0 Wnuep�lhumin,wglly,ria•A,e'I1rOpf111M1Nr$aal',16(Xf14Ntll(pMplllaMf(N'p!41(IYM1AjAnMOWlFp6[Y[XI'lam l'nily Nrigq Pmonuhrrwl...deelnrn,W...).,ph.e,UMled Av MnnelWmlke4 ILlrheeme 9ke1 h<I„nu ankfiaAenhr.,klydmN lW,mh MAN(IRMAR1107J.E, ///��� Y.14 rl PI rlaAd 11 tl ryp 1 Id 1 1 a B 19 4 !p %!ng I h 1 ymJ p I p A0 P h 9 p p N,hl A l 9n IM'nl I d P d Ih RO IP dr IPI IJb6 gn pf IwC 1 b e DI% d dR i I yp if p A p Ich4M0 h o M 1.�1. M 6dlhmpe„g ' Ih r Idlkltt IA IB[N I dWdl P d doll.h Id pp d ttt Ipp d Yfid! IM I hhd gksllrp mr Y- dti net G AtlIE. Mr tj 077189 p mdApAArblpq d(nn AY IM'rA IDO ImIrM dpil IR lolly[pr. t4lryld noon pnlb ElA1%RI nle II dIpnd14 Inldfimd rpmlydnmAlunewflAel fp Ip Inn0rinFepneerrd 10019 Chariton (it. I +WWemrnude„eA "udefi llynUn nm.grtdrer mm�irppYdlpmtte'ohed Rn lnrf prm9nlnlnlm lNOl lts8uld19pNgn rINmSI°^f^ITee,hrerybll'ni AnfmP elirrdl mrmemdrleed,olX1 fonrieAl4i1p1S41 roolLuuei� WoJ4YonineryPt.lepodenienollhhdomment,0onylmm,IsplmAiEnedmuAmrinrnpnmbdomM1omkl Ipollrvr+es�xeeoelxm,line4lE Orlando, FL 32832 Al-1 Rile N TRUSSES AFLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in arcordance 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 pending. 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 art_ 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.AItros .com ., A ^-NN Name: r us P Address: I'M STRUCTURAL IV CONNECTORS' Customer., A M]Tok*Compa Cents&, Number. Hangers D 4 ef •m ' - a A IN PU i �m4. L >W! .I Sil, TI JUS24 1881r 655 750 320 SIG 4-10d (Header) FL821.09, 2 -10d (Joist) 0510.01, RR 25779 LUS24 670 765 025 490 4-10d(Header) I I I Z - 10d 90LFt) T2 JU526 188:4 BSO 975 1060 1115 4-10d(Header) FL821.42, 4 - 10d (Joist) 11- 0510.01, RR 25779 LUS26 665 990 1070 1165 4-10d(Header) 1 14. lod (Jolst) T3 MSH422 1831. - - - 22 -10d (Face - Face Max Mailing) FL82236, 6 - 10d (Face - Top Max Nailing) CB- 6 - 10d (Joist - Face Max Nailing) 0303,06, 6- 10d (Joist -Top Max Nailing) RR 25836, 4-10d (Top-TopMaxNaillng) 13 116-R 7KA422 2245 2245 2245 6- 16d (Carded Member -Face Mount) 6- 101 (Carded Member - Top Flange) 22 - 16d (Face - Face Mount) 2 - 16d (Face -Tap Flange) 4 - 16d (rap - Top Flange) • TW422 1835 1835 1835. 2. 10dxl-112 orl? - lodyi-112 (Corded Member) • 20 - 10d or2 - lod (Face) 14 - 10d (Top) USP Structural Connectors T4 THD26 17814 2485 2855 3060 2170 - 18-16d(Face) FL13285.35 12 -10d x 1-1/2 (Joist) , 06- 0921,OS, RR 25843 HFU26 2940 3340 3600 1555 11 - I0d x 1-112 (Carned Member) 20 - I0d x 1-112 (Carried Member - Max Nalling) 20-I6d (Carr),ing Member) 10 - I6d (Carrying Member- MoxNailing) T5 THD26-2 1781. 2540 2920 3175 2285 18 - 16d (Face) FL132BS.35 32-10d (Joist) , 06- 0921.05, RR 25843, 13116-R HHU526-2 2795 3155 3405 1550 - - 14-1Gd(Face) 6-16d (Joist) HFU26-2 2940 3340 3600 2175 - 20- 10d(carried Member - Max Nailing) 20 -16d (Carrying Member. Max Nailing) T6 THD28 1783. 3865 3965 3965 2330 28-16d(Face) FL13285.35 16 - 10d x 1-1/2 (Joist) , 06- , 0921.05, RR 25843 HTU28 3020 4340 4660 2140 - 26-1Odx1-112(Carried Member -Max Nailing) 26 -16d (CaOylgq Member- hiax Nailing) T7 THD26-2 178:4 3950 4540 4935 2595 28- 16d (Face) FL13285.35 16 -10d (Joist) , 06- 0921.05, RR 25843, .13116-R HHUS28.2 4210 4770 5140 2000 - 22 - 16d (Face) • B-16d (labt) HTU26.2 3820 4340 4680 3485 26- lod(Carried Member -Max Nailing) 26 -16d (Conying Member- Max Nailing) TS THD46 1781. 2540 2920 3175 2285 - - 18- 16d (Face) FL13285.35 12-10d (Joist) , 06- 0921,05, RR 25843, , 13116-R USP Structural Connectors HHUS46 2790 3160 3410 1550 14 -16d (Face) 6 - 16d (Joist) T9 THD46 1783. 3950 4540 4935 2595 28 -16d (Face) FL15285.35 16. 10d (joist) , 06- 092L05, RR 25843, 13116-R HHUS48 4210 47)'0 5140 2000 22. 16d (Face) 8-16d (Joist) T10 THDH26-2 1883, 3915 4505 4795 2235 20-16d(Face) FL821.75, 8 - 16d (Joist) 06- 092L05, RR 25779, 13116-R HGUS26-2 4355 4875 9220 2155 - 10 -16d (Face) 8 -16d (Joht) Tll THDH26-3 1881, 3915 4505 4795 2235 20-i6d(Face) FL82L75, 8 -16d (Joist) 06- 0921.05, RR 25779 HGUS26.3 4355 4875 5230 2155 - 20 - I6d (Face) 8-16d (Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 36-16d (Face) FL82L77, 10-I6d (Joist) RR 25779, 13116-R HGUS28-1 7460 7460 7460 3235 36 - 16d (Face) 12 -16d (Joist) T13 TH1)1-128-3 1881, 6770 7785 8025 2665 36-16d(Face) FL82L77, 12-16d (Joist) 06- 092L05, RR 25779 HGUS28.3 7460 7460 7460 3235 36 - I6d (Face) 12 -16d (IoW) USP Structural Connectors Jim Name S P ® STRUCTURAL CONNECTORS' Address: Customer,. A M7e1CCompany Contact Number Fastener Comparison Table .=r..-S-!�.�=-mar-• :�,�..�-�;�.:#-�:.-,�.._ �, - °�=•�n�l_' ntiectaSc a isle. _.. - _` - -.-.�._���.--- = �-=� �—�-��,• Gitiu `�-: sLaSe Reglnredfasteners;�,�-� Ve emncp.�Na�:r. .`:i?$�; -�LSPeStoc(cFro_ �- � - TI JUS24 4 - 10d (Header) LU524 4-10d(Headet) • 2-10d(Joist) 2-10d(Jo&V - TIO THDH26-2 20-16d(Face) HGU526-2 20-16d(Face) 8 -16d (Joist) 8- I6d (Jaiso THDH26.3 20-16d(Face) HGU52rr3 20-I6d(Face) 8 -16d (Jost) 8 -16d (Jobo - T32 THDH28-2 36-16d(race) HGUS28-2 36-16d(Face) 10 -16d (Joist) 12-16d (JoW - T13 THDH28-3 36-16d(Face) HGUS28-3 36-16d(Face) 12-I6d (Joist) 12-16d (Joist) - T2 JUS26 4 - 10d (Header) LUS26 4-10d(Header) 4 -10d (Joist) 4-10d (Joist) - T3 MSH422 22-10d (Face- Face Max Nailing) THA422 6-16d (Carried Member- Fare Mount) 6-10d (Face -Top Max Nailing) 6- 10d(Carded Member -Top Flange) 6-10d(joist - Face Max Nailing) 22 - 16d (Face - Face Moun(j , 6 - lod (Joist -Top Max Nailing) 2-16d (Face- Top Range) 4-10d (fop -Top Max Nailing) 4-I6dCrop -Top Range) - T4 THD26 18-16d(Fa ce) HTU26 11-10dx 1-Il2(Carried Member) 12 -10d x1-1J2 (Joist) 20 -10d x I-lf2 (Carried Member - Max Mailing) 20 -16d (Carrying Member) 20 -16d (Corrymrg Member - Max Nailing) - TS THD2612 18-16d(Fa ce) HHUS2G2 14-16d(Face) 12 -10d (Joist) 6-16d (Joist) - T6 THD28 28-16d(Face) HTU20 26-IOdx1-12(CorrredMember - 16 -10d x 1-1/2 (Joist) Max Nailing) 26-16d (Carrying Member- Max Nm7ing) - T7 THD28-2 28-16d(Face) HHU528-2 22-16d(Face) IS -lad (Joist) 8-16d (Joist) - TS THD46 18-16d(Face) HHU-146 14-I6d(f ace) 12 -10d (Joist) 6-16d (Joist) - T9 THD48 28-16d(Face) HHUS46 22-16d(Face) 16 -1od (Joist) 8- I6d (Joist) USP Structural Connectors I u s P Names Address STRUCTURAL Customer CONNECTORS' A M ak'Company Contact Number. S JUS24 (Qty.1) THDH26-2• (Qty.1) THDH26-3 (Qty.1) THDH28-2 (Qty1) THDH28-3 (Qty 1) JUS26 (Qty.- pii Left 'r' .. •:.�.r flange :Y 1 z I tiYZ' sans i Iv >� flange MSH422 (Qty.' 1) THD26 (Qty 1) THD26-2 (Qty I) i `� flame �� ` 8` flL 9 `i� ,.43• � flange flange THD28 (Qty.1) THD28-2 (Q}r1) THD46 (Qty-1) USP Structural Connectors US P Adam£ ®STRUCTURAL Customer. CONNECTORS" Contact- Number A Mek'Company 3" Left se - flange ��' �. R ;.: Right flange THD48 (Qty 1) USP Structural Connectors 10:e .t�opm7...� f 1 Jdl Aefarmca ortianal{ At RpFhFl SSE%n�ZPEi"ti Rsse6 6un:]3ms ama2aa12Prl¢]3LCJin22ant2t4Trk 4duwi�, f11L` FiDa1913t6522m2 Pse 10:21Ig a Oblu.6ntilwtwhll. 41il�tA6:a3EN]OSWJauas%ann6lWfa�DUl3e -2.4t5 e4-9 9-47t 41Q1 QQ6 2415 a4A 4-8-1 _ l6dtoe nalls sale_1sL TYPICAL HIPJACK CONNECTION 7'STBK MAX 55 PSF MAX ROOF LOAD mum UD 170 MPH EX C H=25e MAX w 13 4 24 t+ 2. 12 MtEC 394S u i44Lm Tl I tL+hID n an mrnarjack Vill a@h 2-1Ed we 1aazTICS Ct,p. MLJu t e 14 15 7 1s 1t G RirLLD NRILU 15x5 n - NP1Lm 3s — am— ry tlID Nn*rn NlJLD 2="sY.�p B-18�1.5 e:chend r 5-7-9 46-1 O.Q6 PIale Otts`6 X - 0-1 LOADING (psi) SPACING 2-0-0 f51 DEFL in Vm) lid_B Ld P)Ates GRIP TCLL 30.0 Plates lnaease 125 TC M71 Veft(LL) -018 6-7 aB99 360 MT20 244119D TCOL 15.0 Lumberbfaease 125 G; Q49 Ven(TM -0A9 6-7 >999 240 BCLL 0D REP Sbess Ina NO WS 0-50 - Hna(TL) 0-01 6 fva nia BCOL 10.0 Code FFIC20111,TP12007 vatrix-M) Weight441b .Ff-W W61BER BRACING OP CHORD 2x4 SYP 1A 36 TOP CHORD StncWra(rmod sheathing d'aemy2ppmed or6-B-0nepudins- BOLCHORD 20 SP No-2 BOT CHORD SwcWrdi rmod sheaWng d-oecdyappned orU94 oc br2dnm WEBS 205P Na3 MTek ter =ds that Statvlizas and mgrbed exaabradrg be Installed doting inns section, In amfdznce vAth StabiEler - Invallallon ouide- REACTIONS pbrsize) 4-)83f7AeehanleaL2-SCaO10-15 (mlm O-1-0),6-352Merhanlcal Max Hoag-M8(LC 4) MU Up4M--155(LC4). 2--382(LC 4), Cr159(LC B) Max Giav4-219(LC 2), 2-734(LC 2). 5-41MC 2) FORCES (lb)-Max.Comp]Max-Ter_-All fomes250 Ob) mless eueptahm shown TOPCHORO 2-11.-939i615,11-12�856+307, 3-12r83S903 BOTCHORO 2-14--OI 4E1 14-15-439)B48,7-1S—.39184E,7-16-439)84%5-16--43JM WEBS 3-6--916i:3 NOES 1) Vdlnd:ASCE7-10;170mph (i-seeond gusq Vasd-132npte lCOL-S.Opsl; BCOL-SAp�; h-eft: C� II; E� C; EneL, GCpiA18; MWFP-S (envelope); ca nilever left and right expand: Lumber DOL-133 date grip DOL.133 2)THs tress is not designed to mpporl a cehIng mills not Intended fmuse vales aesthe8esma a mfsideeagon 3) Plato; chedmd Id a plus m rrdnbs D degree mladon about ilscrstter 4)TNsinnshasbrndesignedfora10-0psfbottomc"Bvelmdnorxana rdkithanyothuliveloads 5)'7his truss ha been designed fora Eve load of 2QOpsf an the bottom chord In all areas whema rectangle 3-6-0 tam by 2-D-0 widevn0 5t behveen the bottom chord and ally other m rube `1L1111(1f)1A7j IN 34869 W= STATE OF 1109 COASTAL BAY BOYNTON BC,FL 33435 10/2D/12 TYPICAL ALTERNATE BRACING DETAIL .FOR EXTERIOR FLAT GIRDER TRUSS TRUSS 241 UPLIFT S EE e CONNECTION R.00F TRUSS 12 o•r-rr i i ��•�' MAX 30" {2'-5m) SIMPSON H5 ,,,Illiulrt, BOTH FACES * ' N 34869 STATE OF ORID It II N- 1109 COASTAL BAY BOYNTON BC,FL 33435 zo/s9/iz STANDARD PIGGYBACKTRUSS IFEBRUARY 14, 20121 CONNECTION DETAIL (PERPEN ICULAR) 1 ST-PIGGY-PERP.1 MiTek Industries. Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES . TRANSFERING DRAG LOADS (SHEAR TRUSSES} ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRED. PIGGY-BACKTRUSS (CROSS-SECTION VIEW) Refer to actual tress design drawing lot additional piggyback truss information. NEARSIDE It-ek Indumles, Chesterfield. MO Page 1 of 1 MAX MEAN R0OFHEIGHT=30 FEET BUILDING CATEGORY 11 WIND EXPOSURE Bor0 WIND DESIGN PER ASCE 7-98, ASCE 7-02. ASCE 7-05 100 MPH (MW FRS) WIND DESIGN PER ASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS:1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPUFT, UP TO 140 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDINGTHLS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACKTRUSS TO BASETRUSS WITH (2) -16d (0-13V X35'1 NAILS TOENAILED. IFAR SIDE FLATTOP CHORD OFBASETRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base truss information. NOTES FOR TOE-NAIL- 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES W TTHTHE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLI TTTNG OFTHE WOOD. NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACKTRUSS ONLY.- ?- THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER: 3- THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS: 4. THE PIGGYBACKTRUSSES SHOULD BE PERPFNDICULARTO BASETRUSSES. S. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPUFT AT CONNECTING POINT •. ```111t1111 f/rrr' �ps S _fC - - f Y U tA0 A'7f ! L!1U 1�1J1�J Y `_ 0'• _ STATEOF i-'•-FLORIOA = � �� 1,GUA�1rc, 1109 COASTAL BAY BOYNTON BC,FL 33435 '10/14/12 FEBRUARY 14. 2012 1 Standard Gable End Detail SHEET 2 11iJLJ Mffek Industam, Inc. Roof MTek Indudrie--, Ch.st"e4 MO Page 2 Of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 247 o.c. HOREONTALRRACE 2xS DIAGONALBRACESPACED A O.C. (SEE SECTION A -A) ATTACHED TD VERTICAL WITH ').1 ad hlRg--I \ COMMON WIRE NAGS AND ATTACHED TO DLOCIQNG WITH (5)-led COMMONS. T-3' 3.TTODE9GNT}HE NAIL DIAGONAL BRACETO ACHMEMTOTIHE RLUN W11H T.VOIEd NAILS PLANE LOADSTHAT OFTHE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 1Gd NAILS EACH. FASTEN PURLW \ TO BLDCMGWITWO 10 NAILS(MW) Diag. Brace al 113 Points \ \ PROVIDEZXBLOCIONG BETWEEN THETRU SUPPORTING THE BRACE AND THETWOTR ifneeded \ TOlTTUSSFSWERH (2)NOTOd1 NI.RSAAILEBLDC ATTACH DWGOINALBRACE708LOChTNGW BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTUR4L GABLETRUSSES MAYBE BRACED AS NOTED: METHOD 1 _ ATTACH A MATCHING GABLETHUSS TOTHE INSIDE FACE OFTRE STRUCTURAL GABLE AND FASTEN PE'R7HE FOLLOWING NAILING SCHEDULE METHOD2:ATTACH27( SCAESTOTHE FACE OFFACH VERTICAL h1EMe ER 099E STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE SCABS ARETO BE OFTHESAME SIZE GRADE AND SPECIES AS -.-HE TRUSS VESTICALS NALING SCHEDULE. -FOR WIND SPEEDS 120 MN (ASCE7-9B, 7q 0.5).150 MPH (ASCE7.10) OR LESS, NAILALL MEMBERS WITH ONEROW OF lad (.131' X 37 NAILS SPACED B-O.C- -FOR W IND SPEEDS GREATER 12a MPH (ASCE MO. 02,➢51, 150 MPH (ASCE 7.10) NAILALL MEMBERS WITH TWO ROWS OF10d 031- X31 RAILS SPACED 6O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE I - ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARETO BE FATTENED TOTHE SCABS OR VERTICAL STUDS OFTRESTANDARD CABLE T BUSS ON THE INTERIOR SIDE OFTHE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED S, LIDS. TFTUSSES W"OUT 94LAYED SUDS ARE NU' ADDRESSED HERE / STANDARD / GABLETRUSS AN ADEQUATE DIAPHRAGM OR OTHER SHEATHING STRUCTURAL LVLAYED STUD �\OFIIISF'' U - N 3486E n ". =A = � 1„ Lug a _ STATE OF i :FCORtoP : G.�`� 1109 COASTAL BAY BOYNTON BC,FL 3343E DARD PIGGYBACK FEBRUARY 14, 2012 I TRUSS CONNECTION DETAIL I ST.PIGGY--PLATE LJLJ1—J O 00 000 �a Mri ek Industries, Inc. This detail is applicable for the fallowing wind conditions: ASCE 7-98, ASCE 7-02 ASCE 7-05, ASCE 7-10 Wind Standards under a4 enclosure and exposure conditions as long as no uplift exceeds 377lbs. Refer to actual p-ggybacktrussdesign drawing for uplifts. NOTE: This Detail is valid for one ply trusses spaced 24- o.c. or less. PIGGYBACKTRUSS Ilefer to actual truss design drawing for additional piggyback truss Information- I SPACEPUrLP.S ACCOtrDING TO THE MAXIMUM SPACING ONTHE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED W O.M} A PURLWTO BE LOCATED AT EACH BASE TRUSS JOINT. Mirek rndushres, Cha-terrieW, MO Page 1 of l Attach piggyback truss to the base truss with 3-xr TEE -LOCK Multi -Use Connection plates spaced 48- an- Plates stall be pressed into the piggyback truss at 48- o.c. staggered from each face and nailed to the base truss with four (4)- 6d (I-TxO-099-) nails in each plate to achieve amaximum upr&, capacity of 3r`r R at each 3'xB- TEE -LOCK Multi -Use connection plate_ (Minimum of 2 plates) - Attach each puriin to the top chord of the base truss. (Purlins and connection by others) BASE TRUSS Refer to actual truss design drawing for additional (rase truss information. ```AAAhI11I1/rr//�// OS S./t / — 3 : Luz "0 STATE OF •_�� i----.�LOR107 C-) ��/��S��NIALt�r, ��• 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 FEBRUARY 14, 2D12 1 ?BUSSED VALLEY SET DETAIL I ST-VALLEY SYP U IJLJ O X�o MiTek Industries, Inc SECURE VALLEY TRUSS W/ONE ROW OF76d NAILS S' O.G. MTek Industries, Chesbdield. MO Page 1 D71 GENERAL SPECIFICATIONS 1. NAILSIZE= 35' X 0.131' =16d 21NSTALLVAU.EYTRUSSFS(24-O.C.MAX%JWAND SECURE PER DEfAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WLTH THE NDIVRDUAL DESIGN DRAW PIGS ____._..__..._.. _.._. .. I SPACING LLEYTRUSS SPACING. SON TRUSS i WIND DESIGN PER ASCE 7-K ASCE 7-02. ASCE 7-05 12D MPH / WIND DESIGN PER ASCE 7-ID 1SD MPH ATTACH 2X4 CONTINUOUS NO.2 SYP MAX MEAN ROOF HEIGHT -30 FEET TO THE ROOF W/TWO 1Sd( 7 NAILS 0-131-X3.5 ROOF PITCH- MINIMUM 3i12 MAXIMUM 1Di12 INTO EACH BASE TRUSS. CATEGORY It BUILDING EXPOSURE C OR B I WIND DURATION OFLOAD INCREASE: 1Ig01 11 DETAIL A (MAXIMUM 1- SHEATHING) N.T.S. KTCP CHORDTOTAL LOAD_ QAh§P fill, IIMUM REDUCED DEAD DF....-- ONIQ� THE TRUSSES �V:•-�LCENsF'•:`� *=' N 34869 O' -10 19/li�l STATE OF %r S F�ORIDP;•'�G' ��� 1109 COASTAL BAY BOYNTON BC,FL 33435 OCTOBER 1, 2006 I LATERAL TOE -NAIL DETAIL I ST TOENAIL SP I IQ* I®�II�1 �co 1_7 V fJL_) MTek Industries, lne. SINGLE SHEAR VALUES PER NDS 2001 (IWnail) SYP HF SPF S'FS jTj(01E-NAIL. 883 B0.6 69.9 935 856 742 7� 63.4 .162 1083 99.6 86R 845 733 sri Z .128 74-7 679 583 573 593 -.131 759 M.5 603 593 !iu )'() .148 1114 745 643 B31 535 m VALUES SHOM4 AFE� CAPAGTY PERTOE-NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. AT AN MTekln&mbries,Chmtmfield.MO- Palle lOri OFNAILSSHALLBESUCH VALUE OFTHETWO SPECIES SPEGES. THIS DETAIL APPLICAOLE TO THE THREE END DETAILS SHOWN BELOW EXAMPLE (3)-16d NAILS (.162' dam.x 351 WITH SPF SPECIES BOTTOM CHORD Forload duration invease of 1.15: 3 (nails) X84.5 (Ibfnail) X 1.15 (DOL) = 29151b Maximum Capedly ANGLEMAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30, TO 60' VIEVr SHOATIARE FOR ILLIISIRATION PURPOSES ONLY SIDE VIEW (13, �A) 2 NAILS NEARSIDE NEYRSIDE 45.00' SIDE VIEW 3 NAILS NEAR SIDE NEAR SCE NEAR SME ANGLE MAY VARYFROM 30' TO 60' 45.00' AA1LS7 S„ 1, /��i' �J : 41cENs�c'• N 30119 J �p 10/19/12 . t� STATE OF _\ 1109 COASML L BAY BOYNTON BC,FL 3343E OCTOBER 1, 2006 1 UPLIFTTOENAILDETAIL . I ST-TOENAIL UPLIFT Q 00 000 LILLU MTek Industries, Ina SIDE VIEW NEAR FAR. SIDE Mi rak IMusbies, ChszfiE[d. MO Page 1 of i NOTES 1.TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MENSER -.- STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END CISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE)NOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER. VALUE OFTHE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FORMEMBERS OF DIFFERENT SPECIES TOP PLATE OF WALL 51DE VISAS SHORN ARE FOR ILLUSIRAION PURPOSES ONLY TOE -NAIL WITHDRAN/.4L VALUES PER NOS 2001 (ib/nail) CIAM. SYP 07 HF SPF SPFS td .131 I 4B.5 46.1 315 299 203 j.135 � 603 47S I 325 30.7 209 Ln .162 72.3 157.0 1 39.1 36-B i5.1 to .128 53.1 4 1,y 1 28.7 272 79.4 z � .131 Sq3 q28 293 27.7 1B9 r .148 61A 4133 332 31.3 213 0 .120 459 387 14R 23A 159 O .128 49.0 3B.6 265 25.9 179 b .131 50.1 39.5 27.1 25.6 17.4 .143 55.6 4qg 301 M9 795 VALUES SHOVN4 ARE CAPACI Y PE2TOSML. APPLICABLE OUPATION OF LOAD INCREASES MAYBEAPPUED. EXAMPLE: (3)-16d NAILS (.162 dart. x 3.51 WITH SPF SPECIE 3 TOP PLATE FofVi1nd DOL of 133: 3 (nails)X 35A (Ib7naA)X 1.33 COOL rorwtnd)= 145.81b Maximum Allowable Upfift Reaction Due To Wmd ForWlnd DOL of 1.60: 3 (nails) X 36.3 (I1b(nai1)X 1.60 (DOL forwind) =176bb Maximum Allowable Uplift Reaction Due To Wind If the uplik reaction specified on the T suss Desion Drawing is mots than 146.8lbs (176.6lbs) another mechanirel uplilt connection must be user. USE (3) TOENAILS ON 10 BEARING WALL ^' USE (4)TOENAILS ON 2.13 BEARING WALL O1� T Tl 3-0/19/12 ` AAIISI1I fr/// i �J•_ vcFslsF • ;F� _� � • (pN 3�486f�9b* =_ LLB` �0 _ tu STATE OF :••.�� �/OLNA1.lr, •�• 1109 COASTAL BAY BOYNTON BC,FL 3343S .*4 �Y 20, 2015 I TYPICAL HIP/KING JACK CONNECTION I ST- CORNERSET ;A-41 )R QF TRUSSES' Attach End Jack w/ (4) 16d Toe Nails TC & (3) Toe Nails BC GENERAL SPECIFICATIONS 1. MAX LOAD: 55 psf Roof Load,170 mph, ASCE 7-10, 25'-0" Mean Height, EXP C. Attach King Jack w/ (2) 16d Toe Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach Corner Jack's w/ (2) 16d Toe Nails TC & BC (TYP) Attach Corner Jack's w/ (3) 16d Toe Nails TC & (2)16d Toe Nails BC (TYP) Manuel _ Martineza 'AAAwl RUOF MTRUSSES A;F.LORIDA;GORPCRATIQN 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com SCANNED BY St. Lucie County TRUSS ENGINEERING BUILDER: PHOENIX REALTY HOMES PROJECT: TARPON FLATS LOT/BLK/MODEL: Lot:28 / Model:MODELA / 3922 DUNESIDE DR JOB#: 63359 4 t MASTER#: XPRHTFA OPTIONS: p �4 A-1 ROOF TRUSSES AFLORIDACORPORATION ,BE: Job XPRHTFA Lumber design values are in accordance with ANSI/rPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Site Information: Customer Info: PHOENIX REALTY HOMES, INC. Project Name: TARPON FLATS Lot/Block: Model: MODEL A Address: Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014rrP12007 or FBC2010 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load: 55.0 psf Floor Load: 0.0 psf ♦'Thjs package includes 69 individual, dated Truss Design Drawings and 0 Additional Drawings. Pith my seal affixed to this sheet. I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 GI 5.31.003,sect]on 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date Seal # Truss Name Date No. Seal # Truss Name Date 1 A0579445 A01G 9116115 A0579457 B02 9/16115 25 A0579469 CJ5 9116115 2 A0579446 A02 9116/15 r14 A0579458 B03 9/16/15 26 A0579470 CJ7 9116115 3 A0579447 A03 9/16/15 A0579459 B04 9/16115 27 A0579471 CRA 9116/15 4 A0579448 A04 9/16/15 A0579460 B05 9/16115 28 A0579472 CJ7B 9/16115 5 A0579449 A05 9/16115 A0579461 B06 9116/15 29 A0579473 DO1G 9/16/15 6 A0579450 A06 9116/15 18 A0579462 B07 9/16h5 30 A0579474 FO1G 9/16115 7 A0579451 A07 9/16/15 19 A0579463 B08 9116/15 31 A0579475 G01 9116115 8 A0579452 A08 9116115 20 A0579464 909G 9116115 32 A0579476 HC6 9116/15 9 A0579453 A09 9116115 21 A0579465 C01G 9/16116 33 A0579477 HJ3 9/16115 10 A0579454 A10 9/16115 22 A0579466 CO2 9/16/15 34 A0579478 HJ68 9116115 11 A0579455 A11G 9/16/15 23 A0579467 CJ1 9116115 35 A0579479 HJ7 9116115 12 A0579456 BOIG 9116115 24 A0579468 I CJ3 19116115 36 A0579480 HJ8 9116115 Thetrussdrawings)referenced have been prepared by MiTek Indusmes,Ina under my divedsupeNW .nbasedon Meparameterspwo dad by A-1 Roof Trusses,Lld. Truss Design Engi... es Name: Manuel Martinez My license renewat data far Me state of Florida is February 282017. NOTE: The seal an Mere drawings indicateabeebr. dProfessional engineering responsibility coley for Me truss components shorn. The surtabilT/and use of components for arrypallodar buildvg is Me responz3atyp/me buildmg designer, per ANSgrPpl See 2. The Truss Design Drzwing(s)(Me)[st) referenced have been prepared based on the construction 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 Manuel Madinat PE by [At Roof Trusses orspec'Tic location]. These TDDs (also referred to at times 'structural Delegated engineering Documents') are specialty structural component designs and may be part of the pmject's defamed orphased submittals. As a T ss Design Engueer(le, Specialty Enaineeri the seal had and on the TOO represents an acceptance of professional engineering responsibility forthe design of the single Truss depicted an the Too only. The Building Designeris responsible '-'Manuel Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. .J9,0 M TRUSSES AFLORIDACORPORA17ON RE: Job XPRHTFA No. Seal # Truss Name Date 37 A0579481 HJ9 9116115 38 A0579482 J2 9116115 39 A0579483 J68 9116/15 40 A0579484 J68A 9116/15 41 A0579485 J7 9116/15 42 A0579486 J7A 9/16/15 43 A0579487 J8 9/16/15 44 A0579488 J8A 9116/15 45 A0579489 J8B 9/16/15 46 A0579490 J9 9116/15 47 A0579491 K01G 9/16/15 48 A0579492 L01 9116/15 49 A0579493 L02 9116/15 50 A0579494 L03 9/16115 51 A0579495 L04 9/16/15 52 A0579496 L05 9116115 53 A0579497 L06 9116/15 54 A0579498 L07 9/16/15 55 A0579499 L08 9116115 56 A0579500 L09 9/16/15 57 A0579501 VO4 9/16/15 58 A0579502 V08 9116115 59 A0579503 V12 9116/15 60 A0579504 VM03 9/16/15 61 A0579505 VM05 9116/15 62 A0579506 VM05A 9/16115 63 A0579507 VM07 9/16/15 64 A0579508 VM09 9/16/15 65 A0579509 VM11 9/16/15 66 A0579510 VM13 9116115 67 A0579511 VM15 9/16/15 68 A0579512 VM17 9116/15 69 A0579513 VM17A 9/16/15 A Page 2 of 2 Job Truss Type City PIy Tarpon Flats Lot 12 Model A XPRHTFA AO1G THmIPGIRDER 1 AO579445 2 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@aliruss.tom axe II 19 16 4x8 11 nun: 1.wu s Ju12d 2uib Ynm: r.E3u a Jui zd 2UTD 13 21 5.6 = axis JUS24 — 4x6 II JUS24 JUS24 0e II JUS24 5x10 MT20H5= JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 7.0 Code FBC2014/TPI2007 } LUMBER. TOP CHORD 2x4 SP No.2 BOTCHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except* W1,W8: 2x8 SP No.2 W2,W7: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-5-10 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpl 2-15 REACTIONS. (lb/size) 17 = 803510-e-0 (min. 0-3-5) 9 = 8124/Mechanical Max Harz 17 = 400(LC 6) Max Uplift 17 = -3948(LC 5) 9 = -3655(LC 9) Max Grav 17 = 8035(LC 1) 9 = 8124(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=5214/2649, 2-3=-7365/3811, 34=.8146/4140, 4-5=-8146/4140, 5-6=814614140, 6-7=-7738/3791, 7-8=6666/3067, 1-17=7364/3601, 8-9=-733513366 BOTCHORD 17-18=1691312,18-19=-169/312, 19-20=1691312, 16-20= 1691312, 16-21=-2298/4518, 21-22=-2298/4518, 22-23=2298/4518,15-23=-2298/4518, 14-15=-371717365,14-24=-371717365, 24-25=-371717365, 25-26=-371777365, 13-26=-3717/7365,13-27=-3256/6837, 27-28=3256/6837, 12-28=3256/6837, 11-12=-3256/6837,11-29=2683/5874, JUS24 JUS24 JUS24 nausmes, ma wed gBXPg3_wiSgVwL6 I� 34 d v: Dead Load Dell. = 114 in CSI. DEFL. in (loc) Udell Lid PLATES GRIP TC 0.84 Vert(LL) 0.19 13-15 >999 360 MT20 2441190 BC 0.39 Vert(rl-) -0.3713-15 >999 240 MT20HS 1871143 WB 0.96 HOrz(TL) 0.06 9 We n/a (Matrix-M) Weight: 552 lb FT=0 BOTCHORD 17-18=169/312, 18-19=169/312, 19-20=-169/312,16-20=-169/312, 16-21=2298/4518, 21-22=2298/4518, 22-23=2298/4518, 15-23=2298/4518, 14-15=-371717365,14-24=371777365, 24-25=-371777365, 25-26=371777365, 13-26=371777365, 13-27=3256/6837, 27-28=3256/6837, 12-28=3256/6837, 11-12=-325616837, 11.29=-2683/5874, 29-30=-2683/5874, 30-31=2683/5874, 10-31=2683/5874 WEBS 2-16=2289/1196, 2-15=2631/5014, 3-15=1733/898, 3-13=71111410, 5-13=5591316, 6-13=-137412365, 6-11=670/1142, 7-11=960/1566, 7-1O=2085/1139, 1-16=3310/6565, 8-10=3231 /7053 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, 2x8 - 2 rows staggered at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 do clinched. Webs connected as follows: 20 - 1 row at 0-943 W 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; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=S.opsF BCDL=4.2psh, h=25ft; Cat. Il; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise 7) Plates checked fora plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load noncancument 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 = 7.Opsf. 10) Refer to girder(s) for truss to truss connections. 11) Provide metal plate or equivalent at beadng(s) 9 to support reaction shown. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3848 lb uplift at joint 17 and 3655 lb uplift at joint 9. 13) 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, nonconcument with any other live loads. 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Use USP JUS24 (Wth I Od nails Into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 30-0-12 to connect musses) L08 (1 ply 2x4 SP), L07 (1 ply 2x4 SP), L06 (1 ply 2x4 SP), L05 (1 ply 2x4 SP), L04 (1 ply 2x4 SP), L03 (1 ply 2x4 SP), L02 (1 ply 2x4 SP), L01 (1 ply 2x4 SP) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (pill Q Vert: 1-2=96, 2-6=96,;-8=-96, 9-17=1Q\4„ ` �1 Concentrated Loads (lb) Vert: 14=855(F) 11=763(F) 1zc.B55 1=8{1(`� 20=838(F) 21=-855(F) 22=-856(F),2� -8 ,-(f `( 25=855(F) 26=-855(F) a27'A,855(F) 29 r 86' 31=853(F) 32=856);F) 3 59(Fr)- Q MAN6ELMA3TINELP.L # 041182 10019 Charltan or. Orlando, FL 32A32 Job Truss Truss Type oty Ply Tarpon Flats Lot 12 Model A XPRHTFA A02 ROOF SPECIAL 1 1 A0579446 Jab Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL34946,design@altruss.mm Run:7.630s Jul 282015 Print:7.630s Jul 282015 MTeklndustries, Inc. Wed Sep 1617:16:142015 Pagel ID:uMNtXeMFOzgGeYlmYwngyHzGCBX-mODZIIghlEgJHfVXidfuOnxJt6k6Mw%rgFmNyyd?dVJ 8-44 16-2-0 77-2m0 23-4.0 2754 31-16-0 r' ' e4 7-9-12 6-2-0 I 4-i-0 I 44-12 6.00 12 4x6 — 4x4 4x6 11 Dead Load Deft. =114 in = 4 5 124 ,0 14 1a 12 „ 10 .o �, « 9 3x8 = 1.5x4 11 5x6 WB= 3x8 = 3x8 MT29HS= 3x8 = 5x6 = 8-4-4 i6-2-0 23411 31-10O -312 7-2-0 BSO ' Plate Offsets (X Y)— f1:0-4-12 0-1-e1 12:0-2-8 0-1-01 f5:0-2-0 0-2-41 16:0-2-12 0-1-121 18:0-2-0,0-0-121, 19:Edge,0.3-01 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.26 9-10 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.4712-14 >811 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES VdB 0.80 Hoa(TL) 0.11 9 n/a n/a BCDL 7.0 Code FBC20141TPI2007 (Matrix-S) Weight: 192 lb FT=O% LUMBER - TOP CHORD 2x4 SP N0.2 •Except- T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at mitlpt 2-12, 4-12, 5-10, 7-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1760/0-8-0 (min. 0-2-7) 9 = 1726/Mechanical Max Horz 1 = 318(LC 12) Max Uplift 1 = -583(LC 12) 9 = -5Bi(LC 13) Max Gmv 1 = 1760(LC 1) 9 = 1726(LC 1) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-3521/2078, 2-3=-2486/1551, 34=2323M582, 4-5=2272/1628, 5-6=-1789/1316, 6-7=-2040/1361, 8-9=263/220 BOTCHORD 1-18=2666/3441, 14-18=1970/3056, 13-14=-1970/3056,12-13=-1970/3056, 12-19=117612090, 11-19=1176/2090, 10-11=1176/2090,10-20=-810/1351, 20-21=-810/1351, 21-22=810/1351, 9-22=810/1351 WEBS 2-14=0/311, 2-12=-1195/971, WEBS 2-14=01311. 2-12=1195/971, 4-12=86611386, 5-12=694/466, 5-10=660/442, 6-10=158/292, 7-10=-145/526, 7-9=2147/1317 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=S.OpsF BCDL=4.2psf; h=251t Cat. II; Exp C; Encl., GCpi=0.18; MW :RS (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=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 3,4. 5, 6,8, 1, 2, 14, 12, 10, 7 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 13 checked for a plus or minus 3 degree rotation about its center. 7) Plate(s) at joint(s) 11 checked fora plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 BCOL= 7.Opsf. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 583 lb uplift at joint 1 and 581 lb uplift at joint 9. 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, nonconcument with any other live loads. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard W.,m,46-amm94rniin N-14 WOMMOl'Wn19pMNYumWneNm110mOurcgmuoxlf WWn'Imm vmhm,Ipeimembnedrtdwle.e.wa,mhig.4,u'va PoolmdfnwnudYv,mgaldn.ne Nrtrod.euu urennk,.Inn@enlY loo.euy �W1d,evMpNntdbrvl lm bi1G961e Nib.im.OatiAb9�nrv4§^^0Yf90.<i We nd�verlpO rtp,vhnmuP�xeaYe Peln6Nnpae,ianWe,2[,Y1.&'i'a.u9L4euleriiklnblW e.ry,wb1111. Miv, mrgfintLYquefM+,, BANUEl NAY11NEZ, P.E mwarry dEnealNfinllmmY1A49MXe,npuASryYp,O.m,WeO.mirtMaeleptlp0e136+e0ey.n.ilLu.GtldNIKJe YCMkJAil69maemnPll.IMgFlradU 00.0.,h,Ym01elnnVmbY+IWdpry Yxape,YYddadlmY0.JA0eb 4047182 ,ern are.an.mL*mlpeu9n,nlmemm,. nn,nm.nmMwmm.p,mmndraamenolm.ra6wompo.nlu.nidmmemePn7Ml,empmmeSwmnlum.mmnmalaam. ml e.rmnnnnpendlnnmuwmmemlmngnn.Imloea,bou.,. 10019 (M1orllan (ir. ImtYudeEvv,ednn:ten'vI,ENIY.[mvCgeeleleebn'ti911'OimEn YnF,L Mlm, Wupfepen LrOl W 4VrywiynnLvu5lWmbyemY�mr WLii er(aph6,dlvmmen AlW u1M11. fappipel®i91f LI IvvIbmW✓YevuelMwnvep Pl lepedemevenM1beuvmv(4verlam,if p�ehihiYdviteminevpmmbanhemki lavl lnlwowovelYalinyli. Orlando, `132832 Y Job Truss Truss Type Oty Ply Tarpon Flats Lot 12 Model A A0579447 XPRHTFA A03 ROOF SPECIAL 1 1 Job Reference(optionall A7 ROOF TRUSSES, FORT PIERCE, FL 34a9ti, aesignLma LOADING(psf) TCLL 20.0 .. TCDL 28.0 BCLL 0.0 ' BCDL 7.0 rcun: f.wu s Jul m ema Prim. r.ow s Jw 6.00 12 4x6= 4x4= SAO MT20H5; ,r 13 ,1 11 ,., 1., 9 8 3x8 = 1 Sx411 Sx6 VvS= 3xs= 3x8 MT20HS= 3x8= 4x611 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2'ExcepC T1: 2x4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' M, 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Raw at midpt 2-11, 4-11, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. Qb/size) 1 = 1760/0-8-0 (min. 0-2-6) 8 = 172611VIeChaniral Max Harz 1 = 318(LC 12) Max Uplift 1 = -582(LC 12) 8 = -581(LC 13) Max Grav 1 = 1760(LC 1) 8 = 1726(LC 1) FORCES. Qb) Max. Comp./Max. Ten. - All farces 250 Qb) or less except when shown. TOP CHORD 1-2=3510/2090, 2-3=2483/1550, 34=2317/1582, 4-5=2372/1650, 5-0=1669/1208, 6-7=1938/1182, 7-8=1994/1250 BOTCHORD 1-17=2644/3449, 13-17=1982/3047, 12-13=1982/3047, 11-12=1982/3047, 11-18=1355/2306, 10-18=135512306, 10-19=1355/2306, 19-20=1355/2306, 9-20=1355/2306 WEBS 2-13=01303. 2-11 =1 1931990, CSI. DEFL, in Qoc) I/dell L/d TC 0.90 Vert(LL) -0.32 9-11 >999 360 BC 0.72 Vert(TL) -0.61 9-11 >626 240 WB 0.89 Horz(TL) 0.11 8 n/a We (MatriS) WEBS 2-13=0/303, 2-11=11931990, 4-11=938/1461, 5-11=7521593, 5-9=1043/670, 7-9=940/1733 NOTES- 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 3, 4, 5, 6, 1, 2, 13, 11, 8, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 12 checked for a plus or minus 3 degree rotation about its center. 7) Plate(s) at joint(s) 10 checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10.0 pet bottom chord live load nonconcurtent 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 24" wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5821b uplift at joint 1 and 581 lb uplift at joint 8. 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) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly t0 the tap chord and h' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Dee. =114 in 135 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight179115 FT=O% MAN811 MA9PNR, P.L If 047182 10019 @arllon (h. Odaodo,FI.37832 4• Job Truss Truss Type oty Ply Tarpon Flats Lot 12 Model A XPRHTFA A04 ROOF SPECIAL 1 1 AO579448 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL34946,design@attmss.com Run:7.630 s Jul 282015 Print: 7.630 s Jul 282015 MTek 6.00 12 4x6 = Inc. Wed Sep 16 17:16:16 2015 <0 74 io 12 io „ 10 9 <, 8 3x6 i 1.5x4 II 5.6 We= 3x8 = 1.5x4 II 3x8 = 3x6 II LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 Code FBC20141FP12007 LUMBER - TOP CHORD 2x4 SP N0.2'Except* T1: 20 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-12, 4-12, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 1760/043-0 (min. 0-2-6) 8 = 1726/Mechanical Max Horz 1 = 318(LC 12) Max Uplift 1 = -583(LC 12) 8 = -581(LC 13) Max Grav 1 = 1760(LC 1) 8 = 1726(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 1-2--3433/2092, 2-3=2382/1561, 3-4=221711592, 4-5=2314/1630, 5-6=141711041, 6-7=1619/1042, 7-8=1918/1245 BOTCHORD 1-18=2669/3394, 14-18=198412978, 13-14=198412978, 12-13=198412978, 12-19=1530/2450, 11-19=1530/2450, 10-11=1530/2450, 10-20=152912452, 9-20=1529/2452 WEBS 2-14=0/310,2-12=1216/979, 3x4 = CSI. DEFL. in (loc) Udell L/d TC 0.88 Vert(LL) -0.21 12-14 >999 360 BC 0.67 Vert(r'L) -0.48 12-14 >795 240 WB 0.88 Horz(TL) 0.12 8 n/a n/a (Matdx-S) WEBS 2-14=0/310, 2-12=1216/979, LOAD CASE(S) 4-12=873/1288, 5-12=817/615, Standard 5-10=0/265, 5-9=1496/965, 7-9=1004/1670 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=42psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and light "posed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 3,4, 5, 6, 1, 2, 14, 12, 10, 8, 9, 7 and 11 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 13 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-64) tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 1 and 581 lb uplift at joint 8. 11) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuRent with any other live loads. 12) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. Dead Load Deft. = 1/4 in PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 182 lb FT=0% ruq.h,rM1.<n=r:Q:•e<•uammsmfml:rl¢mumnl[omncnm!Onrma7aoon[�crrrm 1=h+4rR.¢u.l, W.w,nfi<un, a,q<®..ylQml W Q<Q<..urt..n.rLrin,.. u.nhm..0 hfuemJuowl.srud•Y �YielmC, jeoJJMnMb YlOfk,Yl4ium M}Lj+eF4'p:lrfy<eLb,d.gm,nnvA eyry46rdn+:luWdl u,rwdarb Ml,JrJN<gbl,eu YryW m0.1W Jr,wi, llFL Roy nve/rtbd9n<r6"L d1ANeB NAl11NF2,Pi ,wtiar W.udtl'xlmtM1griiineWn:ra:i3ryJW0.v,WCmYabiel�rumbpi5,rky<n,bhwrm JM1rtCQ<IB(,b4JWur W<ol➢FL 14 npndw0<NOWmrtiMmJQ:rrn�n64rk.aiJ.<r."��" W6ubydiMb #047182 upw,3irydMrnl4lp<uls: W (uEW[ Yu4.wrnu6el®W W F.vn W p[eb<WQ<lad,r(uru4YeryY!um<finnn9lJdde11rR1 W fl(1<nul:um<IlnpeeenlpdWrtn.lm IeSu,Qe,nr,uYf!uv W Iuv:Jb4<u0<Jry:.Irm Oeurabpu W rM:bWm.<,,.J,nnm.,<e,e.<nnrne.+<r•<:a<r.:. rhar.Qn:,a,.d hnn,a,�r�m<nxrmeerar,ewyn:.nm.sr,n.br.;n:m.nwQn wor.pnr�Wea�,m.ne,e.:e:int O10019o, o Cir. bn,pm0m1d1 rnlG.un-o,mJQmnnr,rt r<rNubnJM1.a.e.m.6urr..,np.sama.ne.,anPW.maa<.kI rmlunu:.vwnlxmmm<srt. dQndo, R 113]2831 Job Truss Truss Type City Ply Tarpon Flats Lot 12 Model A A0579449 XPRHTFA A05 ROOF SPECIAL 1 1 Job Referenceo iona At ROOF TRUSSES, FORT PIERCE, FL 34946, design(ga LOADING(psf) TOLL 20.0 TOOL 28.0 BOLL 0.0 ' BCDL 7.0 Run: a.oau s am zo zma ennc r.ozu 6.00 12 5.6 = ,¢ 73 r¢ 11 — 9 _" 8 3x6 G 1.5x4 II 5x6 WB= 3x8 = 5x6 VJB= 3x4 = 46 = SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.22 8-9 >999 360 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.50 11-13 >757 240 Rep Stress Ina YES WB 0.99 Horz(TL) 0.14 18 n/a We Code FBC2014/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* We: 2x4 SP No.2 OTHERS 2x4 SP No.3 •Except' BLi: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-11, 5-11, 6-9 MIT& recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1770/0-8-0 (min. 0-2-6) 18 = 169010-4-12 (min. 0-1-8) Max Horz 1 = 323(LC 12) Max Uplift 1 = -585(LC 12) 18 = -568(LC 13) Max Gmv 1 = 1770(LC 1) 18 = 1690(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=3450/2102, 2-3=241611584, 34=2256/1615, 4-5=2384/1615, 5-6=-2731/1818, 6-7=-266/175, 8-14=110911782, 7-14=1109/1782 BOTCHORD 1-19=2739/3476, 13-19=2002/2994, 12-13=2002/2994, 11-12=2002/2994, 10-11=1740/2742, 9-10=1740/2742, 9-20=651/1021, 8-20=651/1021 WEBS 2-13=0/308, 2-1I=l 189/956, WEBS 2-13=0/308, 2-11=1189/956, 4-11=784/1203, 5-11=953/696, 5-9=12071901, 6-9=1339/2124, 6-8=188411243 NOTES- 1) Unbalanced roof five loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 3, 5, 6, 7, 1, 2, 13. 11, 9, 8, 10 and 14 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 4 and 12 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 par bottom chord live load nonconcument 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) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 585 lb uplift at joint 1 and 568 lb uplift at joint 1 B. 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, nonconcoment with any other live loads. Dead Load Deff. = 5116 in 18 rh, o I PLATES GRIP MT20 2441190 MT20HS 1871143 WeighL178lb FT=Ok 12) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Ymay�PYn,m,yar„rv.m'LI IOLrRHIf(IDIn}6®141a6t(OffiI61®{!OYIrTIQxIIlO0Md1H111'N¢rmlrMS.Hmtlmmlrtlxtlnmld,i,m Ryebnryl�mlemnrn°v,x^mn..tumvuunem..u. .con AIANOELMAFIINEZ, P.E kiJrrvbrf,'n,NbMYmR96Y rt44.4uhv.1,5mv5..(+afl(apu{M1 WmgDYrprunwvrN.JmpJni'vinpviln,ryu4[rylxQrkvPtlmrvY4ru6ry,rIa6144rj,nkrlRl.NYip I ,JJarr dmr 4nq[mma4m„y lW ma me.n\.eWW' m LIS,C.m' WMW.. .QSmb<abaey,J,n.ann.nW,-rdQ,mm,amre,tin,an.rn, iermr�ore.,n,Qux.mbo3pk'eod �QJe,m #041182 r tayda IJfl�l dl,m ,d. u.m m.r Q.Imrmp.ti,nd Pa uvJQ.rurl P. Yalld Pa 01501aiQedrlrr�ml9(1, rrJnrxelM4en J[elow, llll l,rw.Qe,ryrnR[6.malo4nJbf a� n.A.pbpnd r amain eLUM.vhL111 I,NatTkP �[b�rmm.rd.+mun+a a4rmn ammrarry[ �^ r Ilam4sJ.ntimr+ams al.xvJmmm,..nkr rabmi s% 10019 :.m.:..... .__.:___ .._ ._ ... .. ..- _.._._...- _......_. _ _.... ...._x..... e, OIIo4d4,R31832 Job ss Truss Type Dty Ply Tarpon Flats Lot 12 Model A XPRHTFA 6 R ROOF SPECIAL 1 1 A0579450 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 282015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. 6.00 Ft2 44 = Ia 13 14 71 Iu — — 9 L4 8 3.8 = 1.5x411 5x6 WB= 31S= 3x8 MT20HS= 3x10= 3x4= LOADING(psQ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Inca YES BCDL 7.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except' T4: 2x6 SP No.2, T7: 2x4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' W7,W8: 2x4 SP No.2 OTHERS 2x6 SP No.2'Except' SB7: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-11. 4-11. 7-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 177010-8-0 (min. 0-2-7) 18 = 1691104-12 (min. 0-1-8) Max Harz 1 = 323(LC 12) Max Uplift 1 = -585(LC 12) 18 = -568(LC 13) Max Grav 1 = 1770(LC 1) 18 = 1691(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 1-2=3518/2116, 2-3=2492/1583, 34=2326/1614, 4-5=2417/1664, 5-6=-3476/2182, 6-7=3092/1889, 8-14=01253, 7-14=01253 BOTCHORD 1-19=270413505, 13-19=2017/3057, 12-13=2017/3057, 11-12=2017/3057, 11-20=-1553/2520, 10-20= 1553/2520, 10.21=-1553/2520, 21-22=-1553/2520, 9-22=155312520, 9-23=188/297, CSI. DEFL, in (loco) gde8 Lid TC 0.91 Vert(LL) -0.30 9-11 >999 360 BC 0.72 Vert(TL) -0.66 9-11 >581 240 WB 0.87 Horz(TL) 0.14 18 n/a n/a (MatrixS) BOTCHORD 1-19=2704/3505, 13-19=2017/3057, 12-13=2017/3057, 11-12=2017/3057, 11-20=1553/2520, 10-2D=1553/2520, 10-21=1553/2520, 21-22=155312520, 9-22=1553/2520, 9-23=188/297, 8-23=188/297 WEBS 2-13=0/302, 2-11=1192/963, 4-11=927/1417, 5-11=840/659, 5-9=463/814, 6-9=2065/1406, 7-9=194013188 NOTES- 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf BCDL=4.2psf, h=25ft; C L 11, Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joints) 3, 4, 6, 1, 2, 13, 11, 5, 7, 9, 8 and 14 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 12 checked for a plus or minus 3 degree rotation about its center. 7) Plate(s) at joint(s) 10 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 3E4 tall by 240-0 wide will 5t between the bottom chord and any other members, with BCDL= 7.Opsf. 10) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 16 17:16:18 2015 Dead Load Dell. = as in PLATES GRIP MT20 2441190 UT20HS 187/143 Weight: 1821b FT = 0% 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 lb uplift at joint 1 and 568 lb uplift at joint 18. 12) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 13) This truss design requires that a minimum of 7116' structural woad sheathing be applied directly to the tap chord and X' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1rngh.urtnwg'!)rm,.4•� I mmlmmlmlDanrumnr[ommnmcoYntmalrtnonaxYorr.. s.ryYapr•m<m.mr,.,r.Yr..oan.rrory.u....1Po4jmJMY.rvY Y.n.u,lt v,k�r„WnMa, m. omr,mr,.mamhno.,ar mh,,.m.rY�ua�,�.ar.rrzss�.x.,.rm,ery.o-wN.Y..+cry..Lr,r.mrw,.p.r..m.�+.aan+mY++w��w,.r•�YYrrl.a.x:sme,:,rYu,.,b:.e,.p.meM..wlnl. r»�anm.w�.san,d�rt 8AN0El8APIINEL P.L I ,tlYWrdmaMliw4orWfqua.uywl&rimOm,l,Crai.saoa4q,r.b4dy0.lyre.ibWeadbLLCR,6[,WktlNr�;rk,eelml.bgpaNda,104,dmyfirYbdM4etabdryk.S;Yavy,M9crdkwp03M6 #047182 re,yar�tiivraner.i:Flkurmdramurn. n,Horn,nuaimdNpavndptes,.aa,r,re�tmpmf[en YYm.S.rOMrwpsarlhmdfaunrrd.ienredlnpertrnu�aorie. mta,ln<rn.r.rp.d55ad1a,.a Mumoe.yn,rmro,gal,a�erd Im,1.am..wr,..+n.n.�dlntw.[,,.a.r.;.Arhar.Yr,:mma n.umuyry...rrwlo.r>ryompe.,w„srymuh.rl..rur.l coo fi.srdwu.,.nu.aunl. 10019 CAadlan Gt. [erpk1119a1S11 W Imm-aoelYvn,ee,r14p.6muYrti.d.requ.�IvglvptlHrdMEnOe.red,ve6m41 rwlle.w�YortlYsen;lL 0dnndn, R 37831 Job Truss Truss Type Qfy Flats Lot 12 Model A A0579451 XPRHTFA AO7 ROOF SPECIAL 1 Fy 1 Larpon hReference o tional Al ROOF TRUSSES, FORT PIERCE, FL M1 b, ceslgnLma nun: r.u.N s dul za <upa rnm: r.oau 5 am 6.00 F12 4x6 = Inc. Wetl Sep 16 ........ 2015 Page 1 OQO VVAF45rf9A7SL1 EybgXZ939yd7dQ nu 14 12 " „ 10 `• 9 `• a 3x8 = 1.50 II 5x6 W13 3.8 = 3x4 = 1.5x4 II 4u6 = 3xa MT20H5= 8-44 16-2-0 2141-0 27-2-0 32042 12 i 5-6-0I 5-" 410.12 Dead Load Deb. = 5116 in Plate Offsets (X Y)- (Y0-4-12 0-1-81 12:0-2-8 0-1-01 16�0-2-12 0-2-01 17:0-3-0 0-3-01 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ven(LL) -0.21 12-14 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.67 Ven(I-) -0.5112-14 >742 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.59 Horz(TL) 0.13 19 n/a nla BCDL 7.0 Code FBC2014rrP12007 (Matrix-S) Weight: 1741b FT=O% LUMBER - TOP, CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Excopt' W9: 2x4 SP M 30 OTHERS 2x4 SP No.3'Except' BL1: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-12, 4-12, 5-12, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. (Ib/size) 1 = 1768/0-8-0 (min. 0-2-6) 19 = 1692105-8 (min. 0-1-8) Max Horz 1 = 287(LC 12) Max Uplift 1 = -588(LC 12) 19 = -563(LC 13) Max Gmv 1 = 1768(LC 1) 19 = 1692(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=3467/2137, 2-3=-2419/1607, 34=2254/1639,4-5=-2369/1676, 5-6=3013/1942, 6-7=348/219, 8-15=1062/1710,7-15=-1062/1710 BOTCHORD 1-20=-2648/3432,14-20=-1944/2987, 13-14=-1944/2987,12-13=-194412987, 12-21=-160412580, 11-21=-1604/2580, 10-1 1=-160412580,10-22=-1919/3008, 9-22=-1919/3008,9-23=-1914/3009, BOTCHORD 1-20=2648/3432, 14-20=1944/2987. 13-14=1944/2987, 12-13=194412987. 12-21=-I 604/2580. 11-21 =-1 60412580, 10-11 =-1 604/2580, 10-22=-1919/3008, 9-22=1919/3008, 9-23=1914/3009, 8-23=1914/3009 WEBS 2-14=01310, 2-12=1212/977, 4-12=915/1316, 5-12=922r727, 5-10=1161386, 6-10=476/348, 6-8=312311989 NOTES- 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf, BCDL=4.2psh, h=250: Cat. II; , C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and fight exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 3, 4, 6.7. 8, 1, 2, 14.12. 5, 10, 9, 11 and 15 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 13 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed fora 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) Bearing at joint(s) 19 considers parallel to grain value using ANSIrI-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 588 lb uplift at joint 1 and 563lb uplift at joint 19. 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, nonconcument with any other live loads. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard w.,:.p _ rk,,, nm.rwr me. m, v.l Tom nmm tswnl rwm run r mnnnen comic n'+ng meum,eaun r ,.n .. n.�y. p••••a, ••,,• •• am•,•,• Kw•••� r-, •.- •.,. --_... _..„__.... _._.. •li ..n. M.,u1,dl saookwa4 r o.y.fymvf•LW.klf;.. 1W,d g1E0 r,.m .nepx dmrr e&011."p ulnl.l Te4uPd6, wiLkw/Rikdo WNO.h wkrlX l.M p. r.S my,5xk M , . ' vy Gq d udllil I myl L 1' W ,p SLrydM w 0 Or IE. !g ,R,Wif rN,q 0 Yetlolk IKM R[m brit IS r d dml n pW ddR,Nfimdonrfidlm,dWran uL6glrt,dpryrm `dFumy�l AW #017187 p "Wird WlrH rWP' I[om,nau ylau mlWslna M.. dptW dm.rdLr(mp Ifl MskTme llfOµErmetlrrmMll(1 I IkpndrFfa,�mlhra.W,ryewkpin®ILMdWNn riiuj,.,ld too19 ChOrIIOn I.Ir. I Wdm..d„xd.,..uee.nr.rmw.p dr+..Arh+p u.krAN.lY1m.0dPlp 'rolWwlkrr k srwur I wr.vdruc rmu,nm......ar.d.ml . .... __ .... ..... ............ Odundo, FL 77B71 Joe Truss Truss Type City Ply Tarpon Flats Lot 12 Model A XPRHTFA A08 HIP CAT 1 1 A0579452 Job Reference (optional) H1 ROOF TRUSSES, FORT PIERCE, FL 34a46, deslgn(m_aitruss.l:om 3.8 = 6.00 72 Run: 7.630 s Jul 28 2015 ID:uMNtX81 17-6-0 2-8-0 4x6 G 4x6 1 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:202015 3x4 = 5x6 = 3x4 = 5x6 WB= 3x4 = 3.8 = a4-a I lli-z-0 i z3-tt-tz I 32-a-D 8-0-4 7-9-12 7-9-12 8-4 4 Dead Load Deft. = 5116 in n Id Plate Offsets KY- fl:04-12 0.1-81 13:0-5-0 Edgel i4:0-340-1.121 15.0-340-1-121 i8:0-4.12 0-1.81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) gde0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ved(LL) -0.2312-14 >999 360 MT20 - 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.64 Veri(TL) -0.5112-14 >755 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.48 HOrz(TL) 0.12 8 n/a n/a BCDL 7.0 Code FBC2014rFP12007 (Matdx-S) Weight: 167 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 177610-8-0 (min. 0-2-8) 8 = 1966/0-8-0 (min. 0-2-12) Max Horz 1 = -217(LC 17) Max Uplift 1 = -581(LC 12) 8 = -658(LC 13) Max Grav 1 = 1776(LC 1) 8 = 1966(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3765/2201, 2-3=-3726/2441, 34=3575/2460, 4-5=-2428/1701, 5-6=356112449, 6-7=-3712/2419, 7-8=-3753/2192 BOTCHORD 1-21=217013220, 14-21=1679/3215, 13-14=-89212226,13-22=892/2226, 22-23=892/2226, 12-23=892/2226, 12-24=-891/2229,11-24=-891/2229, 10-11=891/2229, 10-25=1669/3203, 8-25=1669/3203 WEBS 2-14=851/821, 4-14=-975/1276, 4-12=108/265,5-12=-1041270, WEBS 2-14=851/821, 4-14=975/1276, 4-12=1081265, 5-12= 104/270. 5-10=961/1252, 7-10=-844/813 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) 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 nonconcument 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 = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 581 It, uplift at joint 1 and 658 lb uplift at joint 8. 9)This truss has been designed for a moving concentrated load of 200.011a live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and IN gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard rmmp-r m.4ngrr�m:.W A Iloansmlvurtlnvum..OfdnenMmOrlpnrlurcona3Ylllrlrm rmfia rn.m<Imm4m.reralmu.npn,yrmog0nl.d Wrm,elk.4nJnrk,rm.fisJMnaru aWnna,.Waea®a.no.rnll QmWlA,rwMplrb dapWMly l4rypble Nd l,rom, Wulrlpm(u,ly,aryloyamlW Weglpp,ePevY.wmepyrJlL•PrWvalee>+^elvµauLrylm4d.tic,dMrklm.dejaNx41[Oetlp,edunFl.M14,q�nuur4r,,4✓q�mr4,v. MANOILBAR31NF2, P.E etiBralp nd@, Ii I mpl lfinp 0 ponu55ry JRe0me44r Orm lM E it U,IudRgRq A Ietl WIWI1(n 6Ir Jlu lfop,MraedRl Re PoPridJOr NprNenyfirNw AMGn,, b,hFryk Pry Joey JIJ Mba,uy&aklW #047182 guaS3rtllLpkq Mg mlfopmpr Yaur,nplulyl®mlbPmW r1pCk tlkrld4el( p Ilm ryle4meMllnlflk+dtllllrl Islarertle euellmgrmdpo.tee lM1llEeaMlnpvuliMN4AntlAeA p[1 1 Ipnil:,4pArte,wi Inn W WeW,eSedenmM1en xle6adlpluOClgrtedupubvWgq AlmDn F+.heL 6J mh,gGyam1p14uliillSgOupnn M6lWvfnllxr, W vrylJip N4yrLdlmmemn46elmtM1l. 100I9 Charlton (II. (ppyipAl®lplgbl loelrrvnm MWnfMonlmyr.L kl.hooeela[Ide�emeeyinenglnm,IgnuA�lltedriavnTerpnm6devfigmA 11.1f.enl kwd4omv414 Orlando, R 32832 Job Truss Truss Type atv Plv Tarpon Flats Lot 12 Model A A0579453 XPRHTFA A09 HIP CAT 1 1 Job Reference (optional) A7 ROOFTRUSSES, FORT PIERCE, FL34a96, aesign(malvuss.com Run: r.baus sTOB 5x6 = Sx6 = Dead Load Deb. = 5116 in 3x4 = 5x6 WB= 3x4 = 5x6 WB= 3x4 = 3x8 = Bbd 16-2-0 23-1102 324-0 7-9-12 7-9-12 tl -0 TI Plate Offsets (X YI— 11'0-4-12 0-1-e1 13 0-3-8 0-241 r4:0-3-8 0-2-41 f7:04-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(L-) -0.22 9-11 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.53 9-11 >728 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.74 Horz(Q OA3 7 n/a n/a BCDL 7.0 Code FSC2014rrP12007 (Matrix-S) Weight: 161 1b FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1777/0-8-0 (min. 0-2-8) 7 = 1966/0-8-0 (min. 0-2-11) Max Horz 1 = -194(LC 17) Max Uplift 1 = -559(LC 12) 7 = -636(LC 13) Max Grav 1 = 1777(LC 1) 7 = 1966(LC 1) FORCES. IN) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-3793/2241, 2-3=-3551/2260, 342661/1786, 4-5=-3424/2251, 5-6=354412233, 6-7=378812233 BOTCHORD 1-20=1 91013258,13-20=1737/3258, 13-21=10862451, 12-21=108612451, 12-22=1086/2451, 11-22=1086/2451, 11-23=-108412449,10-23=1084/2449, 10-24=1084/2449, 9-24=1084/2449, 9-25=1728/3253, 7-25=1728/3253 WEBS 2-13=663/652, 3-13=-617/883, 4-9=606/877, 6-9=-662/648 NOTES- 1) Unbalanced roof live loads have been censidered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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 = 7.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5591b uplift at joint 1 and 636 to uplift at joint 7. 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, noncencurrent with any other live loads. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and'',' gypsum sheetmck be applied directly to the bottom chord. LOAD CASE(S) Standard MANUIt MAATIN17,P.L # 047102 10019 (horllon lir. Orlando, f. 32832 Job Truss Truss Type Dty Ply Tarpon Flats Lot 12 Model A XPRHTFA A10 HIP CAT 1 1 A0579454 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@atmiss.com 4x6 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed 1.Sx4 II 4.6 0 16 17:16.22 2015 Paget liRLTNEfhl WJnKfUyd7dN Dead Load Dell. = 5/16 in 9 L6 I$ 3x8 = 3x4 = 5x6 WB= 3x8 = 5x6 1NB= 3x4 = 3x8 = 8-0-0 16-2-0 23-11-12 32-4-0 7-942 I 7-9-12 Bbb Plate Offsets (X,Y)— f1:0-4-12,0-1-81,f3:0-3-0,0-1-81, f5:0-3-0,0-1-81, r7:0-4-12,0-1-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.22 9-11 >999 360 MT20 244/190 - TCDL 28.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.55 9-11 >700 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.34 Hoa(TL) 0.14 7 n/a n/a BCDL 7.0 Code FBC2014/rP12007 (Matrix-S) Weight 164 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 177710-M (min. 0-2-7) 7 = 1966/0-8-0 (min. 0-2-11) Max Horz 1 = -172(LC 17) Max Uplift 1 = -534(LC 12) 7 = -611(LC 13) Max Grav 1 = 1777(LC 1) 7 = 1966(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-379512291, 2.3=-3425/2140, 34=3119/2058,4-5=-3119/2058, 5-6=3417/2130, 6-7=3785/2278 BOT CHORD 1-20=1806/3280,13-20=1806/3280, 13-21=1258/2627, 12-21=1258/2627, 12-22=-1258/2627, 11-22=1258/2627, 11-23=1254/2624, 10-23=1254/2624, 10-24=1254/2624, 9-24=1254/2624, 9-25=1792/3269, 7-25=1792/3269 WEBS 2-13=576/568, a-13=365/605, 3-11=262/562; 4-11=585/437, 5.11=-269/567, 5-9=354/596, 6-9=-569/559 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25f; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end verfical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pontling. 4) Plate(s) aljoint(s) 1, 3, 5, 13. 2, 11, 4, 9, 6 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 12 and 10 checked fora plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumentwith 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 = 7.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 1 and 611 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 11 1 Me,dg�hem RmmMl�dk.Av'AIIOOmNffflSVttl j6nlnnlpet[OAOInCF1M10X11r1uN1Afv40v11tflAm'lo,mh„hk,gnpvminuvl,eedemneollivLmAeyepe.ionl0gendriaWrvelMomvylLbbnmWnlelnenv. YnSuvtln.intlmdvo Aklpp,veh gANOEl NAl11NN, P.L Wlel,ravlbvJJbvMIe Je149b6,dl4el,napev.mo,io h4lWemiag.m11eWmoY1pOnI.�mcmm,n im X 6. KA,W Imid,W.. t3ryWM,4ipolev;Ylmv4PidwISIWwy,wk�llil. ne6tipvrvaPh,,bdy,n[4. �mavtiarymEnulYn'Jnnlapnledfupblbmp.xxMitryd4v0.m�,4v drveivvvlM1,'velipelm XeluJElyb,'qm.olMue6tlJMI1GGVIBf,MVWdlaidiry,Meve1 M1H. MvpPoitl tlMe2AmtleeYfellwvlOJnn, bhFvldwdhyamv]e,WlamivvNbnbyvhAlelb 047182 }➢IdMlvGlb�iim�vdteves,lm.anmmmlidl@tlbpmhnedpieWvvddvldAg4npnelWvryMwmnnMldbledlP111mI5Wnvldneusllnpemtlryfmv.M1d11m41F"MnU%HmWIWn dNIrvnkJpen,tmvWrrynFpeermd 10019(hollen(ir, Im,YMmlm,vvleneMminde5m11/a(elnOnnAvPmimiin911v9Pmpeviedred OelnnMUPlnyenn,f06ep:Mdu9A<yonnLmaSlvM1e4liem, Wepblrni n14p4Gnitmnen4fuetlblM1L CoMiple®2015A I rod4mas MenuelMveiegP.L repmloeivnenlildvlumenl,Inenplv,m,4,14baedmlll*&e.pamlaion him I too] Win -ManuelMpmepr.5 Orlando, It 32832 IA11G IHIP GIRDER 11 Job Referenu SES, FORT PIERCE, 1 L1_ 946, design@altmss.Com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTe ID:uMNtX8MFDzgGeYlmYwngyHzGcSX-UJI -2-0-0 4a4 e-10-0 119-4 18-6-12 23$O 27-7-1 2-0-0 4.8� 41-12 411-4 49A 411.4 5x10 MT20HS= 7x10 MT20H5// 1.5x4 II 3x4 = 6.00 12 5 6 7 3K4_ 1 2 1 2223 77 24 16 25 15 26 14 27 28 293073 31123233 11 34 3x8 = 2x4 11 4x6 11 5x10 MT20HS= MUS26 Special JUS24 7x8= JUS24 THD26 4x6 II MUS26 Sx6 II 3x6 II MUS267xl0 MT20HS= TH026 THD26 TH026 MUS26 MUS26 44i-4 e-10-0 13-9-4 18612 23 M 27-7-12 32-0-0 d¢a 4-11� 41-12 48-0 Dead Load Dell. = 518 in THD26 d 9 n I 39 3x12 a Plate Offsets (X Y) r4 0 7 0 0 2 Ol t7 0 2-4 0 3-41 18:0 1 12 0 1 81 19'0-0-11 Edge] f10:0-4-8 0-1.81 If 1:0-440-2-41 if :04-8 0-2-01 r14:0-2-8 04-121 I16:0J-12 0-2-0] LOADING(pst) SPACING- 2-0-0 CSI. DEFL, in (Ioc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.35 13-14 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.8513-14 >457 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina NO WB 0.93 Holz(TL) 0.20 9 nla n/a BCDL 7.0 Code FBC20141TPI2007 (Matrix-M) Weight: 600 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 *Except- T1: 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or4-7-14 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 1220810-8-0 (min. 0-3-6) 2 = 794110-8-0 (min. 0-2-3) Max Hoe 2 = 149(LC 50) Max Uplift 9 = -3423(LC 4) 2 = -3058(LC 8) Max Grav 9 = 12217(LC 2) 2 = 7941(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1669516519, 341=16496/6577, 4-5=2016417719, 5-6=-2016417719, 6-7=2091717504, 7-8=-1986316558, 8-9=-2364717030 BOTCHORD 2-22=5857/14834, 2-23=5874/14876, 17-23=5874114876,17-24=5874114876, 16-24=5874114876, 16-25=5867/14747, 25-26=-5867114747, 15-26=5867/14747, 15-27=5867/14747, 14-27=5867114747, 1428=-7380/20917, 28-29=7380120917, 29-30=7380/20917, 13-30=7380120917, 13-31=-5657117503,12-31=5657117503, 12-32=5657117503, 32-33=5657/17503, 33-34=5657/17503, 11-34=5657/17503, 11-35=6226/21071, 35-36=-6226/21071, 36-37=-6226/21071, 10-37=6226/21071, 10-38=-6226/21071, 9-38=6226121071, 9-39=6202/20968 BOTCHORD 2-22=5857114834, 2-23=5874/14876, 17-23=5874/14876,17-24=5874114876, 16-24=-5874/14876, 16-25=5867/14747, 25-26=-5867/14747, 15-26=5867/14747, 15-27=-5867/14747,14-27=5867/14747, 14-28=7380/20917, 28-29=7380/20917, 29-30=-7380/20917,13-30=7380/20917, 13-31=5657117503,12-31=5657/17503, 12-32=5657/17503, 32-33=5657/17503, 33-34=-5657/17503,11-34=5657/17503, 11-35=6226/21071, 35-36=6226/21071, 36-37=6226/21071, 10-37=6226/21071, 10-38=-6226/21071, 9-38=-6226/21071, 9-39=6202/20968 WEBS 3-16=5811484, 4-16=1232/2887, 4-14=247W7323, 5-14=4571292, 6-14=1248/269, 6-13=-058/631, 7-13=2323/4645, 7-11 =1 339/5552. 8-11=4310/738, 8-10=-363/3520 NOTES- 1) 3-ply truss to be Connected together with 12d (0.131'k3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 M Bottom chords Connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Webs Connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-14 2x4 -1 row at 0-7-0 oc, member 8-10 2x4 - 2 rows staggered at 04-0 oc. 2) All loads are Considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Pry to ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been Considered for this design. 4) Wind: ASCE 7-10; Vult=170Mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; End., GCpi-0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water poniing. o,LOYS}thmhlinm, lYewluil4c} 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) m This truss has been designed for a live load of 20.Opsf on the bottom chord in 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 3423 lb uplift at joint 9 and 3058 lb uplift at joint 2. 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) Use USP JUS24 (With I Od nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc Max. starting at 10-10-12 from the left end to 12-10-12 to connect truss(es) J9 (1 ply 2z4 SP) to back face of bottom chord. 14) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 11-6-8 oc max. starting at 13-8-12 from the left end to 31-3-4 to Conned truss(es) B09G (1 ply 2x6 SP), BOS (1 ply 2x4 SP) to back face of bottom chord. 15) Use USP MUS26 (With I Od nails into Girder & 1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 15-8-12 from the left end to 23-34 to Connect truss(es) B08 (1 ply 2x4 SP), 807 (1 ply 2x4 SP), B06 (1 ply 2x4 SP) to back face of bottom chard. 16) Fill all nail holes where hanger is in Contact with lumber. 17) Hanger(s) or other Connection device(si sha b provided sufficient to support Concentrate Q )a)� 1964 Ib down and 8801b up at 8-10-�d tto chord. The desigNselecgon of sch FpniSe Ion device(s) is the responsibility Of o errss��� & LOAD CASE(S) Standard MANUILMAITINEI,B,L # 047182 10019 Uodlan Or. Orlanda,IL32832 Job Truss Truss Type ON Ply Tarpon Flats Lot 12 Model A XPRHTFA A11G HIP GIRDER 1 A05794553 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.mm Run: 7.630 a Jul 28 2015 Pant: 7.630 s Jul 282015 MTek Industries, Inc. Wed Sep 161716:242015 Page 2 ID:uMNtX8MFOzgGeYlmYwngyHzGcBX-UJgLrAyyOl4uUBGSHkgFauM 1 y88Y(2wK_pGRkNyd?dL LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=96, 4.7=96, 7-9=96, 2-9=14 Concentrated Loads (lb) Vert: 16=-1319(B) 14=2380(B) 19=-1442(B) 25=441(B) 27=441(B) 28=1212(B) 30=1212(B) 31=1212(B) 33=1212(B) 34=1212(B) 35=1442(B) 37=1442(B) 38=1442(B) a,. mF. re,,, m,,,,e'aa„„,.a A1 aarnmsap111111a[uruauau0e01nononmx[ereurcquexomuexomI— roar a,a.e..wn,,.d,nae.n... IV, rm[, Ioke W,.=erWmaa I...dpoun,eLxe,,.. ONI1.6,.,u o.anaa,a.nm.a®isrw,.ek �mia .mo..a.,aae..,.aramax,xe r a.y,y. r•�4mhr.s..N.a,� .r[w r m .:,•mmam,n.u,,:.[ <e r•awr[ A.$.,a&wyeMuM+M a�.q amr re.aw..va..a.r e„++,,. MANOFL 8AF71NQ, P.E. mswrr im'.raar me:we m ,r.aeuramo ma.,, ame p,e mnam.eWk a naa,mut a.uC,a,adewur,.a mu ru.on•aaaG00W,gNa im,a corm aaaenda x.maiaa.re meare.a #047182 e 3araae armeAy arum, uwa m a arao aan.a epa r.,am.IA, r.<asam[a.,.m..Tua laaermwan .1 IdvuIldWle..,.ry in,IFTI �m .,Fwaa,We.n...INU.Dor,, umo,y.¢o..,,d 10019 Charlton (ir. w„[mw.a....r„a,.ve<a.eN.reu+.9,e,d.e....,awh,tle.w,.,.aK wrm,4,s,r.e•.,,4wr a eae'..go.u�.,,, r,�,.fra..ry.,,a.rru:e umpsmmamnb2,a.ml. mmioe[®voue.Ne.na,w,.n..x:l�an�.n.e[ ew,mnmxoum,ad,xm..4>o.mm,m,i,P,.emmaa4,.,r..r.,,,nv..n,A.1 mdrpm,o-u.x.dxx,e.,yry Orlando, FL 32832 Job Truss Truss Type oty Ply Tarpon Flats Lot 12 Model A A0579456 XPRHTFA B01G HIP GIRDER 1 1 Job Reference o iona Al ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn9a1UUss.WM rixln MT211wS_ Hun: /.Wu s Jul Zn Zula runt /.Wu s Jul [a Zula Ml l exlnausrnG, InG Dead Load DeO. =114 in 3x70= 3xti II bxiu MIZullY Jxo II exm_ LOADING(psQ SPACING- 2-0-0 CS1. DEFL. in (loc) I/de0 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.25 8-9 >999 360 • TCDL 28.0 Lumber DOL 1.25 BC 0.82 VertCTL) -OA7 8-9 >567 240 BCLL 0.0 Rep Stress Ina NO NB 0.56 Horz(TL) 0.15 6 n/a n/a BCDL 7.0 Code FBC2014frPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 31 •Except- T2: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. M1iTek recommends that Stabilizers and requirad cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2332/0-8-0 (min. 0-2-8) 6 = 2332/0-8-0 (min. 0-2-8) Max Horz 2 = -111(LC 38) Max Uplift 2 = -1501(LC 8) 6 = -1523(LC 9) Max Grav 2 = 301(l 23) 6 = 3016(LC 35) FORCES. (fib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=5704/2760, 3-17=5905/3015, 4-17=5905/3015, 4-18=5905/3015, 5-18=590513015. 5-6=5704/2803 BOTCHORD 2-19=2373/5008, 10-19=2373/5008, 10-20=2380/5068, 9-20=2380/5068, 9-21=-233215068, 8-21=-2332/5068, 8-22=2325/5008, 6-22=2325/5008 WEBS 3-10=184/1457, 3-9=-68711205, 4-9=1013/912, 5-9=727/1205, 5-8=18411457 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.OpsC BCDL=E.2psf, h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked fora plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonamcurrent 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 1501 lb uplift at joint 2 and 1523 lb uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 553 lb down and 579 lb up at 7-0-0, 308 lb down and 301 lb up at 9-0-12, 308 lb down and 301 lb up at 11-0A2 , 308 lb down and 301 lb up at 11-3-4, and 308 lb down and 301 lb up at 13-34, and 576 lb down and 574 lb up at 154-0 on top chord, and 1125 lb down and 263 lb up at 7-0-0, 229 lb down at 9-0-12. 229 lb down at 11-0-12, 229 lb down at 11-3.4, and 229 lb down at 13-34, and 1125 lb down and 263 lb up at 15-3-4 on bottom chord. The design/selection of such connection devices) 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 PLATES GRIP MT20 2441190 MT20HS 1871143 Weight 105 lb FT = 0 Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plQ Vert 1-3=96, 3-5=-96, 5-7=96, 11-14=14 Concentrated Loads (lb) Vert: 3=230(B) 5=-230(B) 10=316(B) 9=-68(8) 4=305(B) 8=316(B) 17=152(B) 18=152(B) 20=34(B) 21=-34(B) INOEL MARTINEZ, P.E. # 047182 10019 Chorllan Gr. Odondo, R 37832 Job Truss Truss Type oty Ply Tarpon Flats Lot 12 Model A A0579457 XPRHTFA B02 HIP CAT 1 1 Job Reference o Tonal Al ROOF TRUSSES, FORT PIERCE, FL 34946, deslgnQaltruss.mm Run: 7.6305 Ju128 2015 Print: I.ri30 s Ju128 4.6 11 4x6 It Inaustnes, Inc. wen Jep Ib 1 w: Dead Load Deft. = 3/16 in M I$ 4x4 = _"• — --- ___ — 4x4 = 7-7A 14-8-8 22-" 7-7A 7-" I 7-7-8 Plate Offsets (X Y)— [2:0-1-12 Edoel [4:0-2-15 Ed0e1 [5:0-2-15 Edoel [7:0-1-12 Edael LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Weft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Ved(LL) -0.20 9-11 >999 360 . MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.37 9-11 >721 240 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(TL) 0.08 7 n/a nla BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) Weight 1001b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed dudng truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 141408-0 (min. 0-1-15) 7 = 1414/0-8-0 (min. 0-1-15) Max Ho¢ 2 = -136(LC 10) Max Uplift 2 = -469(LC 12) 7 = -469(LC 13) Max Grav 2 = 1414(LC 1) 7 = 1414(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2561/1515, 3-4 -2198/1331, 4-5=-1771/1213, 5-6=2198/1330, 6-7=-2561/1514 BOTCHORD 2-18=112012190, 11-18=112012190, 11-19=-685/1671, 10-19=685/1671, 10-20=685/1671, 9-20=685/1671, 9-21=1133/2196, 7-21=113312196 WEBS 3-11=486/481, 4-11=245/499, 5-9=245M99, 6.9=486/481 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-sewnd gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psF h=25ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;" for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 4, 2, 11, 3, 9, 5, 6 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 10 checked fora plus or minus 4 degree rotation about Its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtentwith 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£-0 tall by 2-0-0 wide will 5l between the bottom chord and any other members, with BCOL = 7.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 469 Ito uplift at joint 2 and 469 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard x.,4o.n.kd..Adr.+g.nru raapnuanpaugpnnumnAmnananusmnrpompnuoaullarrr.. r.,uyk,ga...end,ai.w..Is.a.nky.ae.'.11naWlwW..l'.. ?Lm„e..fsntar,.r,. Oanehui.md.MTOD,,.* dANURMANINE2,P.E. ma,...m, yandr A.wlMe.nu.A.,4z e.s.. W.n1.n.=h..frr•hr,fm.ins,.n..rromr.w....n•n..art..Pd.�rw..i�,:r .w=,10F.e. cards. a.pu T— l.nld.. moar...s,ml. TnmP.m.lu..dcn.+.nr !Wntiur.1..4He4 Iwor..:: 4.Mnv4aer Jtl 0 MOR: M' 1 yln 6, W6gGy. htl led.IM In. 0. of m,WW r'W'.4M1 Ik ryP.•dd9. nOWMT.kwdMr ;b41 k.a;O ile. Wk.:' A6.M #041182 mpe buldNhat.,061 If .eIIP. 0 .11,InooT al To IMr. IptWo 00,106,( ,.W.,'ldmm..papldiAdb,IN mdIKA dnemelMp<.nlpul.. in do'es M TowelrWes016,uiMLo I L Ip.Inrn*ecle4 10019(horl1i ir. r.nrma.o.a.,.m, Ives.lry.lma.r.4.r...wpMar.a..�4«a ikt.,.a:auw., �rolar4eyndP.e,u.ufrar.by.ml.m W6s uoi+Hw1...•, v.,vkr..el.inl. fappinl®Ihlf4l ledfm,uv� W.utl Monir,yll repduNe.eel(Trio.mml,n.rylam,hp�alEkd.ItM1annpnavuer M1imkl Nah.l.r WnnlYeni..;pL grI00A0, FL 32832 CSI. DEFL, in (lac) Vdefi L/d TC 0.55 Vert(LL) -0.20 8-10 >999 360 BC 0.90 Vert(TL) -0.38 8-10 >714 240 WB 0.41 Horz(TL) 0.07 6 n/a We (Matdx-S) 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) Plate(s) aljoint(s) 2, 8, 4, 5, 10. 3 and 6 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 9 checked fora plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 2 and 487 lb uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live loads. 10) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 11/' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load De0. = 3116 in w I$ PLATES GRIP MT20 2441190 MT20HS 1871143 Wetght:105lb FT=O% LOADING(psf) TCLL 20.0 TCDL 28.0 BCLL 0.0 ' BCDL 7.0 04�x460= b' 3x4 = 3x4 = 30 M1-2aH5= 3x4 = 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014ri-P12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1414/0-8-0 (min. 0.1-15) 6 = 141410-8-0 (min. 0-1-15) Max Horz 2 = -161(LC 10) Max Uplift 2 = - -487(LC 12) 6 = 487(LC 13) Max Grav 2 = 1414(LC 1) 6 = 1414(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2410/1465, 34=-2150/1432, 4-5=2150/1432, 5-6=2409/1465 BOTCHORD 2-17-105312037, 10-17=1053/2037, 10-18=519/1354, 9-18=519/1354, 9-19=519/1354, 8-19=519/1354, 8-20=106312041, 6-20=1063/2041 WEBS 4-8=473/723, 5-8=-561/544, 4-10=-4741723, 3-10=561/544 NOTES- 1) Unbalanced roof live loads have been considered for this design. 4x6 = 3x4 = 3x8 MT20HS= 3x4 = 4x4 = Dead Load Den. = 3116 in 6 1 4x4 = LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg URI PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.20 7-9 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.37 7-9 >718 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.42 Hom(TL) 0.07 6 rue n/a BCDL 7.0 Code FBC2014rTP12007 (Matrix-S) Weight: 102 To FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. (Ib/size) 6 = 122610-8-0 (min. 0-1-11) 2 = 1417/0-8-0 (min. 0-1-15) Max Horz 2 = 175(LC 12) Max Uplift 6 = -410(LC 13) 2 = -487(LC 12) Max Grav 6 = 1226(LC 1) 2 = 1417(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2415/1473, 34=215611442, 4-5=2163/1451, 5-6=2423/1483 BOTCHORD 2-16=115412031, 9-1 6=-1 154/2031, 9-17=602/1333, 8-17=602/1333, 8-18=602/1333, 7-18=602/1333, 7-19=1 165/2040,6-19=1343/2040 WEBS 4-7=4951745, 5-7=-580/561, 4-9=48OR33, 3-9=574/554 , NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 6, 2, 7, 4, 5, 9 and 3 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 8 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrenl 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= 7.Opsf. 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 410 lb uplift at joint 6 and 487 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard x.,ay.rr,.nex.gxr.n.Mrad lwrnmmrmugplaaamYsrmepme.pampwgmmAorpYueaatprr.mr,nry4ry.p...,d,xm<ee.me,e.,mu,.�o<,y,o,e.PrIMN=+aarxe.,aY.men,ena<,e,rw<nne�.oe. or!mna,axnmeaxrloo,rar AIpNNFL MABFINEi, P.E. W1Y.,xmmpas ,ve 11 amp r..a prr ryl�rx.h,.pp4 law xrmpr.p,ew, x.,,pe�an nr„'rxyx.:q v 4wrraex�arryYrm.av;eaxampay.rwmt nel. ar p5r. gr.nl inv, f Mdar a ar r i rYair p n ,r_ bph Iro p a p ,. ep:l n naxnr,y.rr,anouaramnn¢¢ sr,M wmweog a aml.mvtil.a.tnenproe..rrmrxana x u.e.aei.nwnaq mim rl, ' YaNYra #0471A3 ry L,YnA.,pdnd-iutld. l41. (rcone.ar«,dauxxr ier.il., h,d rrpmnrpx%W,D nryWilfjgeepe.r.'rpxkpT6, W.,mN.oMOmwklr,p<aabNwAa<kna kfewAQC.#dma1gea..v. InlGkr.xrx. ,gnu}SYnml4e,drirn Y<,gnn,rm,0eua,lepp.nr IU818 (Nl(Ir. (nppryh®mrsa.ue.lm,ra.w.rax„n,,,di up.ecru...IMna.,..e.yi.xpx.,nr.5mn<t.onYnnr.p<aa,e.rn..11 pppnmx.,.x..xixr..r,pt Orlando, FT 32832 Job Truss Truss Type City ply Tarpon Flats Lot 12 Model A AO57946O XPRHTFA BO5 ATTIC q 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, deslgnga i nun: r.bau s um za zum rnm: r.oau 416 = 3x10 = 5x6 = 5x6 = 3x10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deg Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.46 9-10 >588 360 TCDL 28.0 Lumber DOL 1.25 BC 0.91 VerITL) .0.96 9-10 >278 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.70 Horz(rL) 0.07 8 n/a n/a BCDL 7.0 Code FBC2014/rP12007 (Matdx-S) Attic -0.24 9-10 454 360 LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* 82: 2x6 SP 2400F 2.0E WEBS 2x4 SP ND.3 WEDGE Left 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural woad sheathing directly applied. BOTCHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quids. REACTIONS. (Ib/size) 8 = 1456IMechanical 2 = 164510-8-0 (min. 0-2-8) Max Horz 2 = 175(LC 12) Max Uplift 8 = -212(LC 13) 2 = -290(LC 12) Max Grav 8 = 1614(LC 2) 2 = 1784(LC 2) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3781/1607, 34=25287757, 4-5=225/646, 5-6=226/647, 6-7=-2527/756, 7-8=3980/2040 BOTCHORD 2-18=1998/4288, 10-18=392/2367, 10-19=-389/2384, 9-19=-389/2384, 9-20=392/2367, 8-20=2523/4605 WEBS 7-9=0/506, 3-10=0/506, 4-11=3274/1181, 6-11=3274/1181 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf, h=25ft; Cat 11; Exp C; Encl., GCpi--0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 300.01b AC unit load placed on the top chord, 11-2-0 from left end, supported at two points, 5-0-0 apart. 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) Ceiling dead load (5.0 psf) on member(s). 34, 6-7, 4-11, 6-11; Wall dead load (5.0psf) on member(s).7-9, 3-10 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 pat) applied only to room. 9-10 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 lb uplift at joint 8 and 290 No uplift at joint 2. 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) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and SY gypsum sheetrock be applied directly to the bottom chord. 13) Attic room checked for L1360 deflection. LOAD CASE(S) Standard Dead Load Defl. =12 in PLATES GRIP MT20 2441190 Weight:1001b FT=O% 1NNEL MAPIINEZ, P.E. # 047182 101119 (hodlan (k. Odanda, EL 32832 Job Truss Truss Type oty Piv Tarpon Flats Lot 12 Model A XPRHTFA B06 COMMON 3 1 AO579461 Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 4x6 = Inc. Wed Sao 16 17:16:29 2015 Dead Load Deb. = 3/16 in n I$ 4x4 = 30 = 3x8 MT20HS= 3x4 = 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.57 Ved(LL) -0.20 7-9 >999 360 MT20 2441190 ' TCDL 28.0 Lumber DOL 1.25 BC 0.90 Ved(TL) -0.37 7-9 >718 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Inv YES WB 0.42 Horz(fL) 0.07 6 Not n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) Weight 102 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recemmends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 1226/1'slechanical 2 = 1417/0-8-0 (min. 0-1-15) Max Horz 2 = 175(LC 12) Max Uplift 6 = -410(LC 13) 2 = -487(LC 12) Max Grav 6 = 1226(LC 1) 2 = 1417(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2415/1473, 3-4=-2156/1442, 4-5=2163/1451, 5-6=2423/1483 BOTCHORD 2-16=1154/2031, 9-16=115412031, 9-17=602/1333, 8-17=602/1333, 8-18=-602/1333, 7-18=602/1333, 7-1 9=1 16512040, 6-1 9=1 34312040 WEBS 4-7=4951745, 5-7=-580/561, 4-9=480r733, 3-9=-574/554 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsh BCDL=4.2psf; h=25ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 6, 2, 7, 4, 5, 9 and 3 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 8 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 = 7Apsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 6 and 487 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.OI1b live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chard. LOAD CASE(S) Standard xe!dn.rkrrr4nyar!erL.P.nn lootnnmrsmnurnumnelmanorsomomrromtmxo[nmsnlm'm= rmarmprw.m,M1n..Nxfxloxnn[r!.„Nyrdnhln6[wnran.dr.an,rint![mrAs" ldrtrrm odn,.n[r.n.nmdmlkroo,.dr Lki.®nn. aAkTmNMWIN, 1, 6. 1 Ra[ed.plq+xv(µ$NhrfveirerL WWxglpprrMs IN undAsIt(l&@K.At6egxr!'spmenulr)nlrt appnddtlDhA m WAINo N IA sx�,xbn41.MNdpxxexnt�IrW`m+. 31ANQFLN41182 P.f, I rciM1ENrymJoredRn4uulortirlorlfugirdnnpenASryrltlr0.u!,de0rvh[ulNri[N,yilrtlFrlwlAq NripxchlMm4etldlNllCgr R(,tlrb,tlluilLrprMem11141.1YoppiniAM1ellOrMny6rpwdhr(inr,hrLdiepldJlay4veyhnNoGlrNLxinyrkp6rM #QQI$2 ngmb3rtlN1ske1k4eemdfpNpam. nrnegdrfliarl®mlMFrpir,PlPadm®14r Li6q km 101 AN Irry M1hmmrnlNMIto. mml6WN'tomxldxlrx!dPiknr.tn1 kree[4mperhllA,mllunxdtnvim,rNlnnlm,Oxlpnpmermtl Nxilpxlro.x,.drr,sNniuerxur.ueeUyr,mrrxuxuulLrmwk,L,rtiK m.moo[aPl[rxrrtlrfmmrm'.IwuPrrrrm„s[m. rrR,w.luwsrlrrrumm.rrt.narr ahml. 10019 Charlton [ir. Nnnenl®mnwl opnr.o.,wr.dr.nma,r.r. r[ppexLrpphone.�m.ptup.nprnnrlpl!aure.ne.rulnprrnl,appupmw_I kdu.r,rv.mPdxpm,x,u, Orlando, FL 32832 Job Tmss Truss Type oly PIv Tarpon Flats Lot 12 Model A A0579462 XPRHTFA B07 COMMON 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@allmss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek 4.6 = 0.4.0 Inc. Wed Sep 16 17:16:30 2015 N414 = 3x4 = 30 M I20H5= 3x4 = 4x4 = Dead Load Dart. = 3/16 in LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.20 7-9 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.37 7-9 >710 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.42 Hoa(TL) 0.07 6 n/a n/a BCDL 7.0 Code FBC2014rFP12007 (Matrix-S) Weight: 102 Ib FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 6 = 1226/Mechanical 2 = 1417/0-8-0 (min. 0-1-15) Max Horz 2 = 174(LC 12) Max Uplift 6 = 41 O(LC 13) 2 = -488(LC 12) Max Grav 6 = 1226(LC 1) 2 = 1417(LC 1) FORCES. go) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2415/1473, 34=-2156/1440, 4-5=2163/1449, 5-6=242311483 BOTCHORD 2-16=1154/2031, 9-16=-1154/2031, 9-17=610/1344,8-17�610/1344, 8-18=61011344, 7-18=610/1344, 7-1 9=1 16512040, 6-1 9=1 343/2040 WEBS 4-7=486f734, 5-7=-567/551, 4-9=4711722, 3-9=-561/544 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)1P1ind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat 11; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 6, 2, 7, 4, 5, 9 and 3 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 8 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= 7.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 410 to uplift at joint 6 and 488 Ito uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 'IV gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard s" lAANOfLMA331NEZ, P.E e # 041182 r 10011 Charlton Or, Orlando, R 321132 Job Truss Truss Type Oty Ply Tarpon Flats Lot 12 Model A XPRHTFA B08 HIP CAT 1 1 A0579463 Job Reference (optional) Al RUUr I RUbbtb, VURI FH=K h. rL 3aa4E, aeslgngga Run: 7.63e a JUI 26 2015 4x6 11 46 1/ Wed Sep 16 17:16:30 2015 Dead Load Dell. = 3116 in 3x6= "••— --.—.1 uxx— 3x6= LOADING(pst) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Inv YES BCDL 7.0 Code FBC2014/FPI2007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation aide. REACTIONS. (lb/size) 7 = 1226/Mechanical 2 = 1417/0-8-0 (min. 0-1-15) Max Hors 2 = 151(LC 12) Max Uplift 7 = -392(LC 13) 2 = -470(LC 12) Max Grav 7 = 1226(LC 1) 2 = 1417(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2567/1524, 3-4=2205/1341, 4-5=177911224, 5-6=2210/1348, 6-7=-2577/1536 BOTCHORD 2-17=-1225/2187,10-17=1225/2187, 10-18=-780/1663, 9-18=-760/1663, 9.19=780/1663, 8-19=780/1663, 8-20=1240/2198, 7-20=-1240/2198 WEBS 3-10=-484/477, 4-10=-243/498, 5-8=-256/508, 6-8=496/493 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL in (loc) Well L/d TC 0.55 Vert(LL) -0.20 8-10 >999 360 BC 0.94 Vert(fL) -0.37 8-10 >724 240 WB 0.17 Hoa(TL) 0.08 7 n/a n/a (Matrix-S) 2) Wlnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25f ; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise ndicated. 5) Plate(s) at joint(s) 4, 7, 2, 10, 3, 8, 5 and 6 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 = 7.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 Ill uplift at joint 7 and 470 Ill uplift at joint 2. 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, nonconcurrenl with any other live loads. 12) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and h' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard PLATES MT20 MT20HS Weight: 97lb GRIP 244/190 187/143 FT = 0% rm.iq.e6n.n•mnlynai.m.9l roar HMO Mill mmuumignaelmroWgnornpmaxuc¢IYFl�Imm r.�lhkanr•=.<I<p..a�rd.mnmanu.unay.a..gpnolmelmeea.ao.�arna�e.a4nmme,�,. uen„mr<xw and ma Too. y �Yrek,ax,b,r.4'emM➢pMb6l:-vlalam'l4.rm,ptirelag'xv(x.Me,YE/fagmx(Ye,edxegRpxp<uL,mmrya.dY<pJn�ialnfxeren^Pda1Im0.NPOPaua,A,iraukpkdmbl[Ovay,wWlnT. TNYtipnvyrmtbdgnd4e4 IdANUELNAITINEZ,P.L mLOGlirmenulM4I YI P11 Ix�liAidlAVO.ner,bO.wI IN'IIl dWibggy I ItivI1N 11lC II(p Wtllde gredema 011 T1......ildfte NOeMeryrellbndYJ}b,bdliimeirq.,Mey,u,lellenedlnm4�Id1Ea IM #047182 amnubbraso-].ro-r dom.nmu m,a.dmbloodmpnm u..dr..amw.ik.pwmnla.annnmeud<dbmwssuv.nme.dmr.manem.tuld<s..n.,.,(,wwe,.ie,nnao-un.o<w�n rmlwuwnima,d 1OO19 [Ilorllon Cir. Im„o.d.,n.,,.d.,,om.,.meamnr.rmne.neeamm ..;n.lry.aremmu,nl,a. nJm,tad, ui.m-,lot l.raa.eoedoxmnn„Ipl..mr.na .ry1df=r mmpwo-dmm,m.nmrneblill. (.ppyWB]OIr411eellnsmt YuvelYmranJl. Igelua¢.eldillgmenl,bnirelylspdOiM.itEnAlnreMninhemkl Imlimw W.rclYvtin4rL Orlando, It 32832 B09G IHIPGIRDER I7 I I _ _ A0579464 NAILED NAILED 5x8 = Sx10 MTWHS> Dead Load Deb. = 5116 in 3x10 = 3x6 II 7116 = "' _ 3.6 II .--- Special NAILED THD26 7-0-0 1 -2-0 15-0-0 22-4-0 7-0ll 4-2-0 4-2-0 7-0-0 Plate Offsets (X Y) (3�0.6-0 0-2-8) [5'0-4-12 0-2-0] [6'0-40 0-1-15) (7'0-4-4 0-1-8) [8'0-4-0 0d-81 [9'0-0-8 0-1-87 LOADING(pso SPACING- 2-0-0 CST. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.18 7-8 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.46 7-8 >580 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 0.60 Holz(TL) 0.10 6 n/a n/a BCDL 7.0 Code FBC20147TP12007 (Matrix-M) Weight: 1201b FT=0% LUMBER - TOP CHORD 2x4 SP M 30'Except' Tt: 2x4 SP M 31 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 7-3-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stahilizer Installation aide. REACTIONS. (III/size) 6 = 2394/Mechanical 2 = 2511/0-8-0 (min. 0-2-7) Max Horz 2 = 129(LC 8) Max Uplift 6 = -1028(LC 9) 2 = -1218(LC 8) Max Grav 6 = 2665(LC 35) 2 = 2948(LC 29) FORCES. Qb) Max. Comp./Max. Ten. -All forces 250 IN) or less except when shown. TOPCHORD 2-3=-577912271, 3-14=6030/2376, 4-14=6030/2376, 4-15=6030/2376, 5-15=-603012376,5E=5508/2073 BOT CHORD 2-16=1949/5066, 2-17=1972/5094, 9-17=1972/5094, 9-18=198315157, IIA8=1983/5157, 8-19=-1724/4899, 19-20=-172414899, 7-20=1724/4899, 7-21=1711/4846, 6-21=171114846, 6-22=1015/2974 WEBS 3.9=-254/1494, 3-8=558/1350, 4.8=-757/651, 5-8=-812/1574, 5-7=30111272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) aljoint(s) 3, 5, 6, 2, 9, 4 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 8 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 chard and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1028111 uplift at joint 6 and 1218 Ito uplift at joint 2. 11) 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, nonconcumenl 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) Use LISP THD26 (With 16d nails into Girder & NA90 nails into Truss) or equivalent at 13-5-4 from the left end to connect truss(es) F01 G (1 ply 2x4 SP) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1125 Ib down and 263 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) 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 Inaease=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=96, 3-5=96, 5-6=96, 2-6=14 Concentrated Loads (Ib) Vert: 3=152(1`) 9=-316(F) 8=34(F) 4=152(1`) 14=152(F) 15=158(F) 18=34(F) 19=38(F) 20=1233(F) MANORMABTINE7,1`1 # 087182 10019 (hodlon (it. Orlando, TI 32832 HIP GIRDER 4)0 .Sx411 5x14 3x8 T20HS= 1.5x41 4x1 6.00 12 422 5 7 n 2 a1 29 30 76 31 15 323334 35 14 36 37 38 t3 39 4041 12 4x4= 3x611 4x10= 7x10 MT20H5= 7x10= 3x611 42 A0579465 Dead Load Deb. = Iis in 3x6 J 7-60 11' 16-0-0 21-1-0 2610.0 331A 1 74)-0 4-6-0 4-6-0 "a 5-5-0 6-3A Plate Offsets (X,Y)- 12:0-2-o,Edgel 13:0-5-4 0-2-01 (7:0-2-8 0-0-121 [8:0-5< 0-2-01 112:04-8 0-1-81 (13:0-5-00-4-81 [14:0-5-0 0-541 [16:0-4-8 0-1-81 LOADING(pst) SPACING- 2-0-0 .C51. DEFL. in (too) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.1212-13 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.2312-13 >888 240 MT20HS 1871143 BCLL 0.0 • Rep Stress Inc' NO INS 0.95 Hoa(TL) 0.04 9 n1a n/a BCDL 7.0 Code FBC2014/TP12007 (Matrix-M) Weight: 199 lb FT=O% LUMBER- TOPCHORD 2x4 SP N0.2 *Except* T2,T3: 2x4 SP M 30 BOTCHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W2,W3,W5: 2x4 SP No.2 W4: 2x8 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-1-14 oc bracing. WEBS T-Brace: 2x4 SYP No.3. 5-13 Fasten (2X) T and I braces to narrow edge of web with IOd (0.131"xSJ nails, bin o.c.,with 3in minimum end distance. Brace must cover 90 % of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except (jt=length) 9=1-0-0, 11=0-3-8. (lb) - Max Hom 2=113(1-C 6) Max Uplift All uplift 100 Ib or less at joint(s) except 2--640(LC 8),14=-2612(LC 5), 9=490(LC 5), 11=-625(LC 9) Max Grav All reactions 250 Ib or less at joint(s) except 2=1409(LC 32), 14=5522(LC 36). 9=799(LC 41), 11=1274(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2255/977, 3-21=617/346, 21-22=617/346, 4-22=617/346, 4-23=-617/346, 23-24=617/346, 5-24=617/346, 5-25=-1442/788, 6-25=14421788, 6-26=1442U88, 7-26=14421788,7-27=-14421788, 27-28=1442UIIS, 8-28=1442f788, 8-9=2748/1192 TOPCHORD 2-3=22551977, 3-21�617/346, 21-22=617/346, 4-22=617/346, 4.23=617/346, 23-24=617/346, 5-24=617/346, 5-25=14427788, 6-25=-1442f788, 6-26=1442N88, 7-26=14421788, 7-27=-14421788, 27-28=14427788, 8-28=1442/788, 8-9=-2748/1192 BOTCHORD 2-29=76411920, 2-30=789/1944, 16-30=-789/1944,16-31=799/2012, 31-32=-799/2012, 15-32=79912012, 15-33=2098/1024, 33-34=-2098/1024, 34-35=-2098/1024, 14-35=-2098/1024, 14-36=2098/1024, 36-37=2098/1024, 37-38=-2098/1024, 13-38=2098/1024, 13-39=932/2437, 3940=-932/2437, 4041=932/2437, 12-41=93212437, 1242=-926/2375, 1142=926/2375, 9-11=2375/926, 943=93012390 WEBS 3.16=-239/1616, 3-15=1865/791, 4-15=7781635, 5-15=-1496/3401, 5-14=-4645/2626, 5-13=183814106, 7-13=-1036/836, 8-13=13161459, 8-12=14811477 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=250; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live Inds 7) • This truss has been designed for a live load of 20.0psf on the bottom chard in 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 640 Ib uplift at joint 2, 2612 Ib uplift at joint 14, 490 Ib uplift at joint 9 and 625 It, uplift at joint 11. 9) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel paints along the Bottom Chord, noncencument with any other live loads. 10) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 558 Ib down and 521 Its up at 7-0-0, 297 Ib down and 272 Ib up at 9-0-12, 297 lb down and 272 lb up at 11-0-12 , 297 It, down and 272 Ib up at 13-0-12, 297 Ib down and 272 lb up at 15-0-12, 297 lb down and 272 lb up at 16-11-0, 297 Ib down and 272 lb up at 18-94, 297 Ib down and 2721b up at 20-9-4, 297 lb down and 272 Ib up at 22-9-4, and 297 lb down and 272 Ib up at 24-94, and 535 It, down and 525 Ib up at 26-10-0 on top chord, and 1125 Ib down and 231 Ib up at 7-0-0, 229 Ib down at 9-0-12, 229 Ib down at 11-0-12, 229 Ib down at 13-0-12, 229 Ib dawn at 15-0-12, 22916 down at 16-11-0, 229 Ib down at 18-94, 229 Ib dawn at 20-9-4, 229 Ib down at 22-94, and 229 Ib dawn at 24-94, and 1125lb down and 231 Ib up at 26-94 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design)is always required. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=96, 3-8=96, 8-10=96, 2-11=-14, Continued on page 2 --- --- 11-20=14, 9-20=14 rm:y.umrdr,.naipaa.em•n morn¢mnnlllt¢amlmnuaxoinemm�olmrmmlurwlYas[wlrlmm 4,arm,arm...MrnereleelnevlFurenorrgear.mrlmNndm.xom,lY.mwPL'A. 9-11i Mrn. 614, �M,.IreaMlmmttv..er MANURMAITINIZ,1`1 Yrar®mrMnaJ4r'm'10 re4aeu4emmm�a[.Qmmhr.gmry..114rrd.eermorrpma.ae..marra.ameWn,:Wlmrma,:truly amrrerw�ar,yl,lremmr�wendmo.y.nmrml.mlr,[nea,..yr,lrr rr,.rnm,, ,umkl�mdmadYnaw LicirluilfupearmrmiL3ryaAe0ener,tlanrmrueMrtrelepernroe0n16q Rr'ryprtnrleroJmrdMdlClla®f,roe MdYUYllgrtival RL MappvrdAPovmOeedovr@bvrvtlPorlieu,hrLfupbMuyYa'rginlePvuevnlEimbgedA4Xu fi A47182 rnq3,lydMrdSrrrYmavdrww.Yrveranetlubl®dl�Ymanu9P'else,d6+gi0y4ryaamrLq Numreapl5nrdiJad4lFlmfllannvina9(.,k,tlprlwr.lM1Ndialr,nnrasnuvl6tinYblrmOegmr,rrnrmdreNpand 101019(hoillon(ir. frvn YeMrMeyunlnuYsrvimd<6m1Eye(mlrv,lvg,eedupxinniiuglyApuNaivrvhed. ReLmMripvlv9iemLMgI14BwIIup OnipeneWvnSYMmingivenMmy4dfmy Fp41iI,Wrdlum,memde4vedblM1l. (vnrgAl®alydllml lmrurtlnadi4mmr,ll 4pedemrvolmidermxeVhnrbgbp,atlYlmilbnin.gerNrwvhrmkl ImlrmmMeevelYonive4/E Orlando, R 32832 Job Truss Truss Type Oty Plv Tarpon Flats Lot 12 Model A XPRHTFA C01G HIP GIRDER 1 1 AO679465 Jab Reference o 5ona Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.cem Run: 7.630 s Jul 28 2015 Print: 7.Wu s Jul 28 2015 MTek Intlustnes, Inc. Wed Sep 16 17:16:33 2015 Page 2 ID:uMNtXBMFOzgGeYlmY=gyHzGc8X-okkF3 W 3Dd3aSBJ7VMfoEXjnAMJUce2iyPYLyd?dC LOAD CASE(5) Standard Concentrated Loads (Ib) Vert 3=-230(B) 6=152(B) 8=230(B) 16=316(B) 12=-316(B) 21=152(B) 22=152(8) 23=-152(B) 24=-152(B) 25=152(B) 26=152(B) 27=152(B) 28=-152(B) 31=34(B) 32=-34(B) 33=34(B) 35=34(121) 36=34(8) 37=34(B) 38=34(B) 39=34(B) 41=34(B) w",;do.ahavrn'iu9am.rm�.:yr�wn�,n�.,n.mimn;.i' .M.hee:m. #011112 d6'.aWaa Npt.e.neoi<w� y�.u�atmoe::yen.un.y ury.�j 10019 Uodlan Co. af.p.w......6whlnL Orlanda.1L32832 Job Truss Truss Type Oty Fly Tarpon Flats Lot 12 Model A XPRHTFA CO2 HIP CAT 1 1 A0579466 Job Reference (optional) Al HUUt- I HD36t6, FUR rlt=nit:, r�3aua6, aeslgnUa Hun: 1.630 a Jul 28 2015 Pnm: 7.630 s Jul 28 2x4 II 5x6 /1 Sep 16 Dead Load Den. = 3116 in 3z8 1.Sx4 II 5x8 = 3x6 = 7,5x4 II 3x8 1 3x4 = I MI 18-0-0 24-10-0 I 33-1-8 33-10-0 9-0-0 7-0.0 8-10-0 a-aa Plate Offsets (X,Y)-- r2:0-2-9.0-1-81, 13:0-2-12,0-2-81, 15:0-2-12 0-2-41 (6:0-54 0-1-121 16:0-2-12 0-1-8] rl 1:04-0 0-3-01 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (too) gdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.30 9-11 >703 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.4112-15 >463 240 BCLL 0.0 Rep Stress Ina YES WB 0.59 Hom(TL) 0.04 6 n/a n/a BCDL 7.0 Code FBC2014rrP12007 (Matrix-M) Weight: 173 No FT=O% LUMBER - TOP CHORD 2x4 SP M 30 'Except* T2: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 *Except* Bl: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-6 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at mldpt 3-11, 5-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except gt=length) 6=1-0-0, 6=1-0-0. (lb) - Max Horz 2= 136(LC 11) Max Uplift All uplift 100 It, or less at joint(s) except 2=412(LC 12), 11=669(1_C 9), 6=463(LC 13) Max Gmv All reactions 250 No or less at joint(s) except2=1047(LC 1),11=1900(LC 1), 6=1152(LC 26), 6=1146(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 IN) or less except when shown. TOP CHORD 2-3=-2495/1675,3-4=-122/360, 4-5=1221360, 5-6=1324/848, 6-19=128/335 BOTCHORD 2-22=2227/3201, 12-22=24V724, 12-23=-2447720, 11-23=-244f720, 11-24=405/991,10-24=a051991, 9-10=405/991, 9-25=-405/997, 8-25=4051997, 6-8=542/848, BOTCHORD 2-22=222713201, 12-22=245(724, 12-23=-244020, 11-23=244/720, 11-24=4051991, 10-24=405/991, 9-10�405/991, 9-25=405/997, 8-25=-405/997, 6-8=542/848, 6-26=542/848 WEBS 3-12=0/317, 3-11=934/523, 4-11=9281692, 5-11=11691639. 5-9=0/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vufi=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psh, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-A­ Exleitor(2) zone; cantilever left and right exposed ; end vertical left exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 3, 5, 2, 12. 11, 4, 9, 6, 6 and 6 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) aljoint(s) 10 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 412 lb uplift at joint 2, 669 No uplift at joint 11 and 463 lb uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Vmuyhmr AerwAxYrnie.mi 4110Nn16911SRllt]rlXI14fiY{[(OXOlnanfNI0Y111Yarlljl(NOMIra61YlXI'(uml'eiJy4ryepwomhnoofmdnlneallivnnr0.pePd er Alai WlMWnue YutrgpF.lehnu Yunldenn. aehnelkuimrt9ednlMlplJtlt MANUEL MARTINEZ, PI xirW, 1.—FARTM eW Ie M1e69h4 Be., 1. 0,W, 1WkJ....l 6rW.gR4mr.to mepBeIM m(A. Wdb .,ed d MLBe qW,d ON 0idlreuMptdaeTfws% nkr111LIM4vi+n+®pm+, rndffiey �w0.dli9ndnnIllM1Lw M1rdgleilfnpnamymrn?rytlRea.npd,Oeni+ewbrvedgnlm,Irlodang Mianr.iXHeu.htlellMltf.RraraeM1MYuadvpidreedllLl. aeeppe•ddAr NOndoeYfieldwelaeLertl+J�b:AA.Wlynwey,'mWlnnrtl Foiul. eMaleb 4047181 rnr.Yw'�IdM1+lm}brarWmru!(euonm.amnwxau Ar..4m meJpdebndlrliYlfwPrafdrry4hreebanprdiSdNlrldaan Mneuel YS�dAdd�e. ilIh6nM1rinpnuiHmalEm Yh Nnle Y+n,im+kuP0.Fnr¢d 10019Charllon0f, (mr YeMedneSedm,TnenedeXmdlp(mhe0eneedelninnilN. lYdlAuli+i^oMd IMIm,0.Y� Iolneedr X01Ao01dap0<upnnorlrvnSYrhnfnyiun M1ingbill'ui NfepYrlvdlununnddued'ulfl I. mprr%ua)loIs4l lnnrnsn.umdiim.,yu rrpM,meanm+e,nm<g6.Rr..,If n.meml.in.annnrmve.n..kl ldrm...wnrllmurrfirF. Orlando, H 32832 Job Truss Truss Type oty Plv Tarpon Flats Lot 12 Model A XPRHTFA CJ1 Corner Jack 18 1 A0579467 Jab Reference o ticna At ROOF TRUSSES, FORT PIERCE, FL 34946, design@albuss.com Run: LlKiU s Jul 28 2015 Print: 7.fi30 s Ju128 2015 MITek lndusbies, Inc. Wed Sep 16 17:16:35 2015 Page l ID:uMNtX8MFOzgGeYlmYwngyHzGCSX-fR7V9w5sohTKJucZRYXgkDJz7a2vnoAXVORWdEyd?dP LOADING(psf) TCLL 20.0 • TCDL 28.0 BCLL 0.0 BCDL 7.0 -2k0 u-11-11 2-0-0 0-11-11 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.57 Lumber DOL 1.25 BC 0.10 Rep Stress Ina YES WB 0.00 Code FBC2014rrP12007 (Matdx-M) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in cc aordancewith Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -30/Nlechanical 2 = 38110-8-0 (min. 0-1-8) 4 = -60/Mechanical Max Harz 2 = 90(LC 12) Max Uplift 3 = -30(LC 1) 2 = -167(LC 12) 4 = -60(LC 1) Max Grav 3 = 28(LC 26) 2 = 425(LC 25) 4 = 167(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=387/264 BOTCHORD 2-4=-277/405 NOTES- 1) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. DEFL. in (loc) Vdeg L/d Vert(LL) -0.00 7 >999 360 Vert(rL) 0.00 7 >999 240 Hoa(TL) -0.00 2 n/a n/a 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,167 lb uplift at joint 2 and 601b uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl 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 16-,° PLATES GRIP MT20 244/190 Weight: 6lb Fr=O% P.L 10019 Charlton [it. Orlando, It 32832 Job Truss Truss Type oty ply Tarpon Flats Lot 12 Model A XPRHTFA CJ3 CORNER JACK 16 1 A0579468 Job Reference (optional) Al KUUF I KU55tb,t-UK I Run: 7.630s s Jul 28 2015 MTek Industries, Inc. Wed Sep 1617:16:35 2015 LOADING(psQ SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.57 Vert(LL) -0.01 4-7 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.23 Vert( I-) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(iL) 0.00 2 n/a n/a BCDL 7.0 Code FBC2014/rPI2007 (Matrix-M) Weight 13 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or2-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 91/Mechanlcal 2 = 399/0-8-0 (min. 0-1-8) 4 = 16/Mechanical Max Hom 2 = 176(LC 12) Max Uplift 3 = -100(LC 12) 2 = -178(LC 12) 4 - -2(LC 12) Max Grav 3 = 115(LC 21) 2 = 443(LC 25) 4 = 216(LC 29) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=382/178 BOTCHORD 2-8=-170/435 NOTES- 1) Wlnd: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint 3, 178 lb uplift at joint 2 and 21b uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument 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 w.a,y.n.,.mv,%iM,v:.m,v.uoormmm�uul3nxnumYSYmeomo4WOOrIMAnuomlcmnrmw mUlm4n.=wmu.e,.a..e,wmnuw,N,q.u,.ayOxlwdm,Y..wu.Irt,irtum..,rt,nln,�emv o.hnm.d,.nm.awr.mo..mY NUEL 6Al11NR. P.E LId wbrl.'n JA6,WI fl rt94k Ni4 I G.ylyn f .WwYBf% Ell. udwglW P ud+wnepz dl6 pdnud,ry., 1 pa,YirybNWAdYuyht 4rytl MIWwIY bMT Md,y Ittw IeHI w1[e,, 1 GNy 1 db r I IN ISnlhlb 1 lYrydMO % 0 IN 11 d Bud&%hy IY'oWddlNllGtt II[ W W IIWd 1 h dRll Ik IPwddfl NL N %6el! Im'I ;I ideYkallgJ by Ia dl ry kA1rM # 042102 pw3lrydMt l+`IGpe !( m a.0 mw+ Mpodaw.flw dydab tlR 4iY.l f,.Bo IW rylhadmnnOw11Je1Mlnd UU mdlogmdll lA•IBm+Y,uphft... W 100H EAodlon nr. I Yuulmbm,ade„YN ryl,Eu11Y IwY R dY L "IIYe01.N I✓d. 6^I 4 pGw.ee, YOIIk ILIA gn 1 11h qp NOYWdui /14p4L,lla ,.,vkfilhlM1l. 6m,h1GH15ea roolwb++ rn.onYomew,ra ev,.a.nn.Yome6Ymem,u.erlYm,l+vwn'bn.e.m.,reov. mlmeYAYmA I boilmteoYununYY+h,yrd, Urloado, FL 32832 Job Truss Truss Type Qtv Fly Tarpon Flats Lot 12 Model A A0579469 XPRHTFA CJ5 CORNERJACK 16 1 Job Reference Logionall At ROOF TRUSSES, FORT PIERCE, FI-34946,design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:36 2015 Page 1 ID:uMNtXBMFQzgGeYlmYvmgyHzGcBX-7d21MG6U2_bBwlBm_F23HQsBs_IJW3Q5kgA39gyd7d9 -2-M 4-1 W I - 2-M I 4-11-11 R LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.05 4-7 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.08 4-7 >732 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 War n/a BCDL 7.0 Code FBC2014/rP12007 (Matrix-M) Weight 19 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 171/Mechanical 2 = 52011-0-0 (min. 0-1-8) 4 = 36/Mechanical Max Herz 2 = 265(LC 12) Max Uplift 3 = -179(LC 12) 2 = -242(LC 12) Max Grav 3 = 208(LC 21) 2 = 520(LC 25) 4 = 231(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except whenshown. TOPCHORD 2-3=-965/455 BOTCHORD 2-8=1054H485 NOTES- 1) WOnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.OpsF BCDL=4.2psf, h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 179 lb uplift at joint 3 and 242 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigidpitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1INUELMA931NEL8.L # 047182 10019 (haillan Cr. Orlando,R 32032 Job Truss Truss Type Dry Ply Tarpon Flats Lot 12 Model A XPRHTFA CJ7 CORNERJACK 1 I I 1 AO57947O Jab Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, oeslgn@a1Wss.ram Run: 7.630a Jul 282015 Print:7.630 s Jul 282015 MTek Industries, Inc. Wed Sep 16 17.16:37 2015 Pagel ID:uMNtXBMFDzgGeYlmYvmgyHzGcOX-bp6Fac66Klj2YBmyYy7JpeOFIOalFWIEzKwdh6yd7d8 -2-0-0 6-11-11 2-0-0 6-11 11 Dead Load Deg. = 1/8 in LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.14 4-7 >581 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.75 Vert(fL) -0.25 4-7 >335 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(TL) 0.01 2 n/a n/a BCDL 7.0 Code FBC2014frPI2007 (Matrix-S) Weight 25 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and requiretl cross bracing be installed during truss erection, in accordance with Stabilizer Installation uitle. REACTIONS. (lb/size) 3 = 249/Mechanical 2 = 649/0-8-0 (min. 0-1-8) 4 = 48/Mechanical Max Harz 2 = 262(LC 12) Max Uplift 3 = -173(LC 12) 2 = -216(LC 12) Max Grav 3 = 249(LC 1) 2 = 649(LC 1) 4 = 243(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1490/1021 BOTCHORD 2-8=-1955/2261 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live toad nonconcument 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 173 No uplift at joint 3 and 216 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.011h live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard •maeA.Iku.rum.,rW�n�.prruoomwnlvinlbwnlumluAmepnlomm�owgrumpnparllulpurl,�e.r.�a,wN.pmemu„=m<m.n<.utu.,,wyewe.ml0oolewwxe.Jl.ue,J+.ut eo�elTMeeTM`aes„alma.eml.nlln.wry MANOR MARTINEZ, P.L Lli weJnlY,YlwM1 e1R1ekeell Yefen MY.Pm'WINVAII.9^e Lm.,ed.glnvm�-N""-NMNPJ,uiM 'r WaallegpvddwvyAlmkwdivd®ReloA vG'vmlt I,m.ryndw.I AdSry 1 MMtIN 1 IGnIS Aw nlee,ti6gtllleone R.Oem Ib Ip IbAtil61ku9 A IoIMI1fA 2[I6 MII aId dt111.MepPard,IM 2oeMerylmltuvdml I,bainpAedlury Jpalt IJI: mdl F�ptllle Me #047181 r+-0AAIdwImLLlaeW ed(emaw llmalJemmlEetppelMPme lyddme Jtlmway(mp elSJrymMema pnpldAMpYlnd]U I®elope,dra�m1ep144avM,myeNfonelYwtJbnmoeyvl,ImlpexpNpeemwl 100190011tvOr. ImewNeeme eJnlem�tJntleAal Mm[mANry+eeaeremhm a�i4dlpM.mtvind IAelm.huPl,geenLpalmelwldnpy< pm ,Im.lnlemrnl'uv,Mo,rblGe; u4pldnak,m,weetdel',eaulnl. (omipAl®rau Ml PednetunwwelYmriwyll 4peduneme1101aemwet,ivoryh,bpmEalMrNlnAlapMlwm6mbl lwlinlurwvelYntieeyll Orlando, R 32832 Job Toss Truss Type oty Plv Tarpon Flats Lot 12 Model A AO579471 XPRHTFA CRA CORNERJACK 1 I 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, aesign(malim55.com LOADING (psf) TCLL 20.0 TCDL 28.0 BCLL 0.0 BCDL 7.0 3 3.6 = Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:37 2015 Page 1 ID:uMNtXBMFOzgGeYlmYvmgyHzGc8X-bp6Fac66Klj2YBmyYyZlpeOEjOZ FWIEzKwdh6yd7de SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.14 3-6 >576 360 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.26 3-6 >316 240 Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 1 n/a n/a Code FBC2014rrP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 456/0-8-0 (min. 0-1-8) 2 = 253/Mechanlcal 3 = 52/Mechanical Max Horz 1 = 214(LC 12) Max Uplift 1 = -137(LC 12) 2 = -175(LC 12) Max Grav 1 = 490(LC 25) 2 = 253(LC 1) 3 = 245(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 Ob) or less except when shown. TOPCHORD 1-2-1695/1575 BOTCHORD 1-7=267012557 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 hearing plate capable of withstanding 137 lb uplift at Joint 1 and 175 lb uplift at joint 2. 7) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the tap chord and V gypsum sheetrook be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Defl. = 118 in PLATES GRIP MT20 244/190 Weight: 22lb FT=O% rxa.p.pemtl.reeisnnie.mrl.uoomamhumlinnurtuummnenon,or,vPunvlmYenurrsrnnri.+eurrnraxrwr•=¢ner,mnmmr.,..unrr.uueyvm..eanmi=mrm.,mr�.er.en...•rrrr..mrerorr.re.,...�e„ ,m....r �" �IVUEL NAiiME7, P.L irekrru0e rb.r+bBLrullotle R9bk Wl lre GmrMideNprx4LHxdM1Fawr4 W rdmmYROrrpr+d,uerryrartlRPtler'4drrlx"'r"Y^`�11ad WPeIYigYL¢r YriMxbl[0 WY,nMR41. M6pae,+y(r(�p��1's(� IwLrti4rymb+vdtli.rienlumYruiSu9nmrnryoma5}iryd6v0.rcr,tivO.xrYwlb,uedrptntlrNl16�4n'qeer,um.ronetlolarllCttr®[,6vlxtlldlAermlrn11n1. negporddArll9redoprxllmulrorfrtrllerlulivpktlF.ry,anoy,nnoPtluoend6ane�+Ad�4iror #N7181 rrymubZrtld1,r14rrstiRrmlfemutx.anegaeatlbdW mlb F.¢fxdpdrLn Jtlr N16y4¢pxaY.egW.e¢Gapnprrli+MllYmmd YnmrtlnenelM§rndpNwr. Ih166evMmpulibWleenJtrtlrmNryeer,rrixpaPfipum! IOOH (hod(on fip. IruuYnrobmr<r,WmeAmiuleEmllP(mYorleprtelupoeionmglYtli4rrRun+oFed. ReLnvhdpingixv6A0YtAr 1uNu90erigrnorrrxrlY+kntnlieea4leeYNdfin; lA[rpArtllmm�ranldueliniml. .-__..w,x, r r...,._._„_...................rr.......-..r _...r.... r._.,.as..n...rr....r.r,....w..0 r..ur......r..au�.., rY gdonda, FL 32871 Job Truss Truss Type Dry Ply Tarpon Flats Lot 12 Model A XPRHTFA CRB Comer Jack 1 1 A0579472 Jab Reference (optional) .., ,....., ..,., .....ten I uuDD-1„ nm,. 1.—. aw ca I LOADING(pso SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ved(LL) -0.13 4-7 >633 360 TCDL 28.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.21 4-7 >370 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 HOrz(TL) 0.01 2 n/a role BCDL 7.0 Code FBC2014rrP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 238/Mechanical 2 = 63016-8-3 (min. 0-1-8) 4 = 46/Mechanical Max Horz 2 = 253(LC 12) Max Uplift 3 = -165(LC 12) 2 = -211(LC 12) Max Grav 3 = 238(LC 1) 2 = 630(LC 1) 4 = 241(LC 29) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1370/896 BOTCHORD 2-8=1756/2064 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=2511; Cat. II; Exp C; End., GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) zone; cantilever left and Night exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 psf bottom chard 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 % ida 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 165 lb uplift at joint 3 and 211 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencurrent with any other live loads. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard maumnes, mc. wea Jep lb vabsa Lula Dead Load Deft. = 1/16 in PLATES GRIP MT20 2441190 Weight 24 lb FT = 0 YLI.oA.vkmnno.OnYnnerm,'el IMIn'A41 rIne061Xmm�6t[Or01n0M5aM1r0Vr jlNiOdfYYOq[taWn'Inm vnrrk,@or®.mmm�and.eie,nmhbn,hy,oi..iv0�ml.maY,wdu.negrimm.,&@an„u u.imWam,11[0. Wr eta,mw:r INNbnalns,avnW.xe.rm,v,y.rgnrtM1,,[r,�nus:..lmw.o,nvnp,win.,.q,..Nis,panu„a.ye..�n.m.,,aql.n,wv,run...lefm.l.enmmor,m.v. n.o. MANN(LNAYIINR,P.L fAna.usrynemannnn,lnnrvairwi,mnay..an,ran,m..,,mn.nn n.and.v,urtn.vwawv.amn,.:m..o.eaam.[rc.m.mGrtm�aemia,.vna,nannnwa ovPndan,mo,.a.yraaaudnan,,.MmGva+dim,.wn,u,v.n.oe.mr #00182 ,pnvNmradrsllkraaamneon.wn.ana,m.e:dlmdaFre:ndv+NI.'NNus.vinr=wsdnia+.,.nnm+r+enrm..avnenw..Mowaavd,-a&as.,a,,,nwss„rmedm.un,v,y.,.rm,amvm.n.a 16019(borllan(ir. ImJeJmn,.rLn M,a,.ae6a11Y.[um.aryrtAaP:n11iI1r.4rnr+,YeeM1el Rram,NxP[nPnd,NOR M aJaiq Augnmrlm,Slnem N9i.enln.rylv]!um t14r':IvelMmmem G4ndielhl. r.,,W0201511 re.I0n,uI WnJlbniegrl 6yoa.ai.eoliGd.nwe4uuraw,bp.AilNdr�. npe,N,wo6.m4I 2.lLmar4vudMenu4/L Oflondo, It 32832 i I 7 D01G I ROOF SPECIAL GIRDER 11 I 3 InF Pururnnrn /nnlinnoll AO579473 �3-0-14 I63I&11-4 i9Q2 -01 1 1-0 AN11d b4x811 NALt-b NAILED NAILED NAILEDNAILED NAIL 4x8= 1.5x411 5x84 6.00 12 5 3x4 21 22 3 2 0 1 91 27 2877 29 1630 31 32 75 33 14 313 1.5x4 36 12 3711 '_ 10 41 Dead Load Dell. = 5116 in 4x4 JUS24 NAILED —3H 2x4 II 3x4 = NAILED Sx10 k(T201AS= lox10 = 5x8.11 NAILED Use WS45 Wood$crew Special 3x8= 2x411 JUS24 NAILEDTHD26 THD26 Iwith specified hanger. NAILED NAILED JUS24 GTW52T THD26 19 4 I 21403 1 I AN171 54 0.-04 3444 Plate Offsets (X Y)- 14:0-54 0-2-01 16:0-2-8 0-2-81 18:0-2-8 0-1-121 19:0-4-0 0-1-81 rl0:0-5-e Edpel It 1:0-4-12 0-241 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.22 13 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.47 13 >588 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WB 0.82 Hom(TL) 0.07 10 n/a n/a BCDL 7.0 Code FBC2014/rP12007 (Matrix-M) Weight 546 lb FT= 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except* W9: 2x4 SP M 30, W10: 2x8 SP No.2 W6: 2x6 SP No.2, W7: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-5-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2 = 5158/0-8-0 (min. 0-1-8) 10 = 12877/Mechanical Max Horz 2 = 383(LC 8) Max Uplift 2 = -2403(LC 8) 10 = -5402(LC 8) Max Grav 2 = 5275(LC 31) 10 = 12877(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1091814895, 34=11109/5014.. 4-20=1 3527/6166,20-21=1352716166, 5-21=-13527/6166, 5-22=i 352716166, 6-22=1352716166, 6-23=14109/6139, 7-23=14014/6131, 7-24=14027/6176, 8-24=1398016192, 8-25=9239/4012, 25-26=-9239/4012, 9-26=9239/4012, 9-10=10550/4686 BOT CHORD 2-27=4625/9703, 2-28=4641/9732, 17-28=464119732, 17-29=4641/9732, 16-29=4641/9732, 16-30=4683/9992, 30-31=4683/9992, 31-32=4683/9992, 15-32=468319992,15-33=-7663/16978, 33-34=-7663/16978, 14-34=7663/16978, 14-35=-7663/16978, 13-35=7663/16978, 13-36=-7641/16926,12-36=7641/16926, 12-37=4079/9368, 37-38=407919368, BOTCHORD 2-27=4625/9703, 2-28=4641/9732, 17-28=4641/9732, 17-29=4641/9732. 16-29=4641/9732, 16-30=4683/9992, 30-31=4683/9992, 31-32=4683/9992, 15-32=4683/9992,15-33=-7663/16978, 33-34=-7663/16978, 14-34=7663116978, 14-35=-7663/16978, 13-35=-7663/16978, 13-36=7641 / 16926. 12-36=7641 / 16926, 12-37=-0079/9368, 37-38=407919368, 11-38=4079/9368 WEBS 3-17=391/217, 3-16=428/456, 4-16=39711732, 4-15=2190/5309, 5-15=-608/408, 6-15=4616/1827, 6-13=459/1440, 6-12=-6851/3043, 8-11=-0732/2459, 9-11=-5881/13509, 8-12=-5129/10920 NOTES- 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with 12d (0.131"x3.25') nails as follows: Top chords connected as follows: 20 - 2 rows staggered at 04-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 04-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc, Except member 11-8 2x4 -1 row at 0-6-0 oc, 2x6 - 3 rows staggered at 04-0 oc. 3) 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. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vutt=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h-25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) Plates checked for a plus or minus 0 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Refer to girder(s) for buss to truss connections. 12) Provide metal plate or equivalent at bearing(s) 10 to support reaction shown. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2403lb uplift at joint 2 and 5402 Ib uplift at joint 10. 14) This truss has been designed for a moving concentrated load of 200.0115 live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 15) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) Use USP JUS24 (With I Od nails into Girder & tod nails into Truss) or equivalent spaced at 2-148 oc max. starting at 12-94 from the left end to 16-10-12 to connect truss(es) KO1G (1 ply 2x4 SP), J8B (1 ply 2x4 SP), J8A (1 ply 2x4 SP) to front face of bottom chord. 17) Use USP GTWS2T (Wnh W53 Wood Screws nails into Girder & WS3 Wood Screws nails into Truss) or equivalent at 16-5-9 from the left end to connect buss(es) AO1G (2 ply 2x6 SP) to back face of bottom chord. 18) Use USP THD26 (With 16d nails into Girder & NASD nails into Truss) or equivalent spaced at 2-0-D oc max. starting at 18-74 from the left end to 22-74 to connect truss(es) A02 (1 ply 2x4 SP), A03 (1 ply 2x4 SP), A04 (1 ply 2x4 SP) to back face of bottom chord. 19) Fill all nail holes where hanger is in contact with, lumber. 20) 'NAILED" indicates 3-1Od (0.148'x3') c(( 2.12E (0.148"x3.25') tce-nails. For more detail; r€f, MITek's ST-TOENAIL Detail. (; , ` " # 047182 10019 (herllon (ir. Odanda, FL 32832 Job Truss Truss Type oty Plv Tarpon Flats Lot 12 Model A XPRHTFA D01G ROOF SPECIAL GIRDER 1 A0579473 3 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn@altruss.cnm Run: 7.630 s Jul 28 201S Print: 7.630 s Jul 28 2015 MITek Industries, Inc. Wed Sep 16 17:16:41 2015 Page 2 ID:uMNtX8MFOzgGeYlmYwngyHzGc8X-UbMmP_9dOXDU1 p3jndeE_UZ787_DB8gquyugquyd7d4 NOTES- 21) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 923 lb down and 236111 up at 6-3-4 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Inuease=1.25, Plate Increase=1.25 Uniform Loads (ph) Vert 1-4=96, 4-6=-96, 6-8=-96, 8-9=96, 2-10=14 Concentrated Loads (lb) Vert 4=-70(F) 16=-227(F) 9=-147(F) 10=39(F) 12=8110(B) 20=126F) 21=126(1`) 22=126(1`) 23=-58(F) 24=38(F) 25=-147(F) 26=-147(F) 30=30(F) 32=30(F) 33=42(F) 35=-250(F) 36=200(1`) 37=263(1`) 39=1751(F=-39, B=1712) 40=1751(F=39, B=1712) 41=-1712(B) WutirehexrtvmrYpiisagr'1I IWIII'J595r{N1116M1141OYSY(OYNIIdtl4 WIOYIPI'IiIN]IIYYOtlI[LQYIXI'lua 1'uJlladprrmurxw�IndnlnvrlWaGm OeyvRng00✓'irMlb PmrlYUNeyPlldarm WVIMearu OainvrlrmulJrinhln, WY �WLYmd+ywrd8MMw6a140MN..Y LLrlmaOnjrymo G411ruA/lywe}6,dnglW rtpr,rYanrveptaarlOrFMvderyrrar6lrrya tiry60rY'lmM4y41m 4d....IS. prp,Mn114L ne6yna.pglKgrruin, HANOEL MAPZINEZ, P. rrN SNI 1 MIMaIi tl Ylulfinp 0 npr 33ArtlA, 0 Aa Ormi IM' 1 9 Rrbifvy0ngvn,6rMurlenollE Itt m R[O lgdl 161roarmaML MgMordrlRr NOOMuy Nlanrrl6ilina, labd.plltlMl.,lmy' ldR aol6etivyrlNlrlM #OIIIB7 pub➢YdhluF.ilprrYu m40 ila lint MM drloDslMFtiv rdp{kardLWEmfrvMrnYNM14MMap601NdNYY1nW1N1ur rfnexelrafawrlYeYnIn146xaMrrrpa l5Ynm10p yr11MN OYlvul rRipajmrN Mrw.aaoric rAnnhrnnaeN..terrinvedmndeMnnduplYvOpuMaunFA nr linruJy GpemkYmal ure0aav .nmrlrKV wA mMoreLtire iompnruaamur.andrrrremM. 10019 (hOrlfon (IT. f.nii9b®VISA I nollrmm-wndi7W D%Il IrMrdvtiovdWpinuvevl,hnrlrrq hnrAbMrinrrmnpnYlrwr6oFl lvdlmul-WnlYVEvgrl. 9rI00dq f137931 Jot, Truss Truss Type City Ply Tarpon Flats Lot 12 Model A AO579474 XPRHTFA FO1G JACK -CLOSED GIRDER 1 1 Job Reference optional) A7 ROOF TRUSSES, FORT PIERCE, FL34946, design@altmss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek industries, Inc. Wed Sep 1611:16.41 2015 Page 1 ID:uMNtXeMFOzgGeYlmYwngyHzGc8X-UDMmP 9dOXDUlp3jnoeE UZ4x?OBBDdquyugquyd?d4 3-7-e 7-0-0 ' 3-7-8 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 • TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Inv NO BCDL 7.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP M 31 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-9-2 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation aide. REACTIONS. (lb/size) 1 = 96810-8-0 (min. 0-1-8) 4 = 1247/Mechanical Max Hom 1 = 213(LC 30) Max Uplift 1 = -233(LC 8) 4 = -399(LC 8) Max Grav 1 = 1051(LC 19) 4 = 1352(LC 25) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 1-2=1471/292 BOTCHORD 1-9=-533/1435, 5-9=-406/1294, 5-10= 406/1294, 10-11=406/1294, 11-12=40611294, 4-12=-406/1294 WEBS 2-5=-182/1184, 24=-1491/468 NOTES- 1) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=S.OpsC BCDL=4.2psf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 pst bottom chord live load noncencurrent with any other live loads. 1.5x4 II 3 3x4 JUS24 3.611 3x4= = JUS24 JUS24 CSI. DEFL. in (loc) I/de0 Lid PLATES GRIP TC 0.22 Vert(LL) -0.04 4-5 >999 360 MT20 2441190 BC 0.43 Vert(rL) -0.09 4-5 >966 240 WB 0.45 HOrz(TL) 0.01 4 n/a n/a (Matrix-M) Weight 34 lb FT=O% 4) • This truss has been designed for a live load of 20.Opsf an the bottom chord in 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 233 lb uplift at joint 1 and 399 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.011d live located at all mid panels and at all panel points along the Bottom Chord, noncencumen: with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Use USP JUS24 (With 10d nails into Girder 810d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-2-12 from the left end to 6-2-12 to connect truss(es) J9 (1 ply 2x4 SP) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 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=96, 4-6=14 Concentrated Loads (Ib) Vert: 9=487(F) 10=A87(F) 12=AS7(F) # 047102 10019 (8adlan (ir. Orlonda, H. 32832 Job Truss Truss Type OtY Tarpon Flats Lot Model A XPRHTFA GO1 MONOPITCH 1 FY 1 A0579475 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@alkuss.com Run: 7.630 s Jul 28 2015 Pant: 7.630 s Jul 28 2015 MiTek 1.5x4 11 Inc. Wed Sep 1617:16:422015 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 TC 0.57 Vert(LL) -0.10 5-6 >731 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.13 5-6 >538 240 BCLL 0.0 Rep Stress Ina YES WB 0.21 Hoa(TL) 0.01 5 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 35 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6.0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 74-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 477/1-0-0 (min. 0-1.8) 5 = 33310-8-0 (min. 0-1-8) 6 = 112/0-3-8 (min. 0-1-8) Max Hom 2 = 343(LC 12) Max Uplift 2 = -234(LC 12) 5 = -298(LC 12) 6 = -12(LC 12) Max Gmv 2 = 477(LC 1) 5 = 407(LC 31) 6 = 533(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=488/287 BOTCHORD 2-6=625/523, 6-10=625/523, 5-10=625/523 WEBS 3-5=5921706 NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope)and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 Ito uplift at joint 2, 298 lb uplift at joint 5 and 12111 uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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 %,aq.as monrmml"nurtuxnumnrr«a vvidn,r,..nm.mr.r,cow,w,u.,, III, w,.:r0ooi,mn,x,W,u.u.,l+.rm",n,w,unw..r. dmrN.m",,, 6UNIIELNAPiINEZ, P.L uA—i trIN., ad6NMI;.M1,6 N ..umo..e.(4.a..a..ai r.r:.d m W..rMo„n..a....M ,A fia 1- ,a..i..,:n.�aurr. 4N.da,ilo r-4 W.a.M uk...d..n. s. dm....p:. trr�„ma.". wueidd.d..dIN, Tr. III ., WIN, bA,..,.napam.o..:,0,a...n.,W. d."o,:N, WIN, a,y..,:m,onmdimnte.n6a.u,dNdd�.,�...MA. rovop,+md9,Mind .read.,da.M,hkI.,INA,,w,y..ne<.,owWm, AdNO. #047182 ,."a"dbr.YarWr.,.dfe.... a..,..:..dm.da.x.W'd.n„da.roe.ro...au.nw..,e,.6rmrasmIN, m rau.,,a.,.dr.r..a cacao.. In ems& I ,was,,.dw„d a, I"%01 ,.rm,oOn r.r.,,..d 10019 Charlton (jr, 4,.a,da.nn(.n.n.4".i,-' 61 Nv000.em.m,d. m,rm,ommmd..... N ma.r.u,ksf .mm,arn.uon.,nI,.r.H., nmr•wdm.,..o,dd.mi„nor: [epp"ryW®a1d Ml4d1.,.,4.utldhnngcC cry.d,d.earWJ.m.m,i,v.rb.,lrr�ad�pigd.i,lmm�pv.e,wv 6,m41 to rm.r P,nd Y.a.rrl Orlando, EL 32832 A0579476 HC6 IRAFTERTRUSS I9 0- 1- - 2-95 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Ideft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ved(LL) 0.02 1-2 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.01 1-2 >999 240 • BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(rL) -0.00 2 nla We BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5 oc Standard pudins. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oui(e. REACTIONS. (Ib/size) 1 = 70/Mechanical 2 = 72/Mechanical Max Horz 1 = 86(LC 8) Max Uplift 1 = -88(LC 8) 2 = -132(LC 8) Max Grev 1 = 70(LC 1) 2 = 72(LC 1) FORCES. (1b) 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=4.2psh BCDL=5.Opsf; h=25ft; Cal II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 1 and 132 lb uplift atjoinl 2. 5) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6 PLATES GRIP Weight 5lb FT=O% MANUEL MARTINEZ, P.E. # 047182 10019 (borllon (ir. Work, FL 32832 Job Truss Truss Type oty Ply Tarpon Flats Lot 12 Model A XPRHTFA HJ3 Diagonal Hip Girder 1 1 A0579477 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn@altfuss.tom Run: 7.630 a Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:43 2015 LOADING(psf) SPACING- 2-0-0 CsL DEFL in (hoc) IldeO Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(t) -0.01 4-7 -999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.02 4-7 >999 240 BCLL 0.0 • Rep Stress Inc' NO WB 0.00 Horz(rQ -0.00 2 n/a n/a BCDL 7.0 Code FBC2014/FP12007 (Matrix-M) Weight: 12 lb FT=O% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-1 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -15/Mechanical 2 = 40712A-5 (min. 0-1-8) 4 = -39/10echanical Max Horn 2 = 146(LC 27) Max Uplift 3 = -61(LC 24) 2 = -315(LC 4) 4 - -58(LC 24) Max Gmv 3 = 66(LC 27) 2 = 450(LC 21) 4 = 184(LC 23) FORCES. (to) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-8=832/872 BOTCHORD 2-9=950/887 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=42psf; h=25ft; CaL 11; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 3, 315 lb uplift at joint 2 and 58 lb uplift at joint 4. 7) This truss has been designed fora moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any other live loads. 8)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb do" and 1661b up at 1-4-9, and 122 to down and 166 lb up at 14-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber Increase=125 , Plate Increase=125 Uniform Loads (plf) Vert: 1-3=96, 4-5=14 Concentrated Loads (lb), Vert: 8=192(F=96,B=96) r.aq.rknrrt.wquarn¢ae.11romnmmiswn1alanulu9i9[oaamon9nnroutgrungd[Iuommpa[armro. v.nhdnv......eona,dio, dhu.rr0.4.e.•hlluNnamrw.nlwes9nd<w,a.n4ln.. 11111 nheYmdu141aP."I 1 ,nw+prr itrloop''%rrr414MIUM14944.J14.lmrGgr4yro G4%.rNf Pr.L4Wn.ryRGnloco'enMatllblrJn,ialeynryrnpr4iryla I. WPdwu+dS lrrulrpNnbnpM...4r mi. fl,,,4ml,a'bn. IUNORItA311NEZ,P.L �nA0l1rm1.wdrtiL I upl'f01d ...n3TAyeIlAv0.rc50.0.rt MI' lgel WludY r4tig II rIIINII(R.®I,R. LrWbun.9ndr..a R4L MoIPndA0. N0.otloor4Pwel0.1 t,imb4p&W1;,Ni.y WI: mdpruinp,dh44Yllu #04Z182 myrb9rdbW4r4or W( mp.uo,d w, hii., 44,enim rt A.1 ddmld6.r49narL rye' hul— prratr4dhlnW1..1 lido AR.Wi.wlpilm. l�Id�BmB.rnp.a3dnaldN.JlrL.np J1.. Mrwp.4pnaod 10019 Chorhan fir. rwrr Yo.drtmeq.rkn Ru�ndeFmllr. [.Xnan eelepxmnAinllYenl.11nurthed.➢Jmrwulnlnroen1601 a,aulfrpwup.nlnn9Yaw E9.ee IunYluad'np, AA4p+.Frdlermw.mdefntl elm l ftw%honiskI dm.mw.odwlwpL up.wnln.IN.4nm.m,a.ql.qep.e5mdam.ralnprmmne.m4uwnmu.-w..el9lvm.tn• Orlando, R 32832 Job Truss Truss Type Q Plr Tarpon Flats Lot 12 Model A A0579479 XPRHTFA HJ7 DIAGONAL HIP GIRDER 5 1 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL34946,design@a1tnuss.com Run: 7.630 s Jul LOADING(psl) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 - TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 7.0 Code FBC20147rP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-3-9 oc pudins. BOTCHORD Rigid ceiling directly applied or 8-11-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 4 = 213/Mechenical 2 = 537/0-10-15 (min. 0-1-8) 6 = 301/Mechanical Max Hom 2 = 396(LC 4) Max Uplift 4 = -213(LC 4) 2 = 496(LC 4) 6 = -252(LC 8) Max Grav 4 = 225(LC 44) 2 = 1244(LC 23) 6 = 915(LC 22) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=1788/1128, 11-12=1788/621, 3-12=1757/559 BOTCHORD 2-14=-139511616. 2-15=668/1686. 282015 MRek lndusmes. Inn Wed Seo 1617:16:442015 CSI. DEFL. in (loc) Udell L/d TC 0.95 Vert(LL) -0.15 6-7 >778 360 BC 0.92 Vert(rL) -0.20 6-7 >576 240 WB 0.93 Horz(TL) 0.02 6 n/a We (Matdx-M) NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=5.Opsh, BCDL=4.2psf; h-25ft; Cat II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) •This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 Ito uplift at joint 4, 496 lb uplift at joint 2 and 252lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 1701b up at 14-9, 159 lb down and 170 Ito up at 1-4-9, 211 lb down and 197 Ib up at 4-2-8, 211 lb down and 197 lb up at 4-2-8, and 289 lb down and 2761b up at 7-0-7, and 289 lb down and 276 lb up at 7-0-7 on top chord, and 147 It, down and 79 lb up at 14-9, 147 Ib down and 79 Ib up at 14-9, 1961b down and 21 lb uo at 4-2-8. 196 It, down and 21 It, Op PLATES GRIP MT20 244/190 Weight: 44lb FT=0% Standard 1) Dead - Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=96, 5-8=14 Concentrated Loads (lb) Vert: 11=192(F=96, B=96)12=90(F=45, B=45) 13=70(F=35, 8=35) 15=105(F=53, B=53) 17=7(F=4, 8=4) 18=32(F=16, 13=16) Job Truss Truss Type Dty Fly Tarpon Flats Lot 12 Model A XPRHTFA HJ8 ROOF SPECIAL GIRDER 1 1 A0579480 Job Reference (ciptionan Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altrussmm Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:44 2015 Page 1 ID:uMNtX8MFOzgGeYlmYwngyHzGc8X-uglv27CVhSb3uGolSwBxb6BPgCvJOVY6Gaw6URCyd7dl 2-9-15 4-11-13 9-6-7 2-9.15 4-11-13 4f6-10 I - Im LOADING(psQ SPACING- 2-0-0 CS1. DEFL. in (loc) Vital Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Ved(LL) -0.15 5-6 -652 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.19 5-6 >522 240 BCLL 0.0 Rep Stress Ina NO WB 0.72 Horz(TL) - 0.02 5 n/a rue BCDL 7.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 47 No FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-5-10 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.71 REACTIONS. (lb/size) 2 = 768/1-5-0 (min. 0-1-8) 5 = 75110-10-9 (min. 0-1-8) 7 = -17010-3-8 (min. 0-1-8) Max Harz 2 = 384(LC 4) Max Uplift 2 = -563(LC 4) 5 = -616(LC 4) 7 = -275(LC 28) Max Grav 2 = 922(LC 23) 5 = 1169(LC 27) 7 = 337(LC 31) FORCES. (flb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=1605/625,11-12=-1627/540, 3-12=1575/476, 4-5=-442/377 BOTCHORD 2-14=454/650, 2-7=616/1505, 7-15=616/1505,15-16=-616/1505, 6-16=616/1505, 6-17=616/1505, 5-17=616/1505 WEBS 3-6=0/888, 3-5=-1626/666 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=2511; CaL 11; Exp C; Part. End., GCpi=0.55; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 563111 uplift at joint 2, 6161b uplift at joint 5 and 275 lb uplift at joint 7. 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. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 170 lb up at 14-9, 159 lb down and 170 Ib up at 14-9, 211 ID down and 197 lb up at 4-2-8, 211 Ito down and 197 It, up at 4-2-8. 289 Ih down and 276111 up at 7-0-7, and 289 lb down and 276lb up at 7-0-7, and 238 111 down and 165 lb up at 94-11 on top chord, and 196 lb down and 21 lb up at 4-2-8, 1961b down and 21 lb up at 4-2-8, and 212lb down and alb up at 7-0-7, and 212lb down and 3 Ib up at 7-0-7 on bottom chord. The designiselection 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 Standard Vert 1-4=96, 5-8=14 Concentrated Loads (lb) Vert: 4=238(B) 11=192(F=96, B=96) 12=90(F=45, B=45) 13=-70(F=-35, B=35) 16=7(F=4, B=4) 17=32(F=-16, 13=16) Uniform Loads (pIQ Yadn lA.,.Am"dYrnnmM 41 mofammrm ul Milo muuuxmnom[umYlglumlAnwoxddllnn Arm p.rarmrp.pm...Aam,rd..mnnnun,ny.A..alppol..rn Y..alYmw.r,ar,N,m.wnldn.,u unln.pndaomrdn WDD.J' L11r®mrp'esvildl4eWbN1406trrY 1relmvMiPfgiunp4rAuflf;iwl Mrel�gm,perrpenupmrdi.peMardr7earynymMrylrrmrWPdYig4Nu4YL41.eWMvu},wkr1141.1biyanssmper.�1 �+4 MANNEL BARINEl, 1`1 I.hblrarbrnlMr4nlbmnYluitlLlbMnnpvnulSrydlle0,A.Pnn%oii.,tdlpmlmA.ldf,Dn5..trio(nemNetldlNll(.p,p(R.brd bQ.,—dMLM.IFord00.10.d.eYl"M-0hN,hNkWhkvfl'.ny,iNdLllnudEraeyrlepp.M #047182 rnl'a'A ftlbr.cis'rRrol4a.na.11auv"IMiM140a1bp.muln3p1r6.vdd.6iS,pf.epr4Y.elrldambell[fpl,li,NihrMdYanertlner,llnrsntlldA>hY M144nXer,y.nie5!"WMv.Iblmvb4w,lmrWplsp"m 18819 CM1orllon Cif. Imr Yeedamer,rdnvakni,.de6a11Y.[ono.tuyrze/ofmbnirFplyillp.rfinie,.M1eL Tnlr.rlhJpinpmmnAOIA"IuLupdruyn.I lnnSrPemerivarbooYludl'and. mf.pbpurdlmmr.rr.tdrf &Tol. (Cw4hlb HISI reellmtn Yead Ym 11 mp./voNY.flAtdw.meo4'snrfngApab bird milt mrbtppmmlw.. h"kItodrm+p Ye.rtIYYYuyrS 011undo,FL32832 Job Truss Truss Type Oty Ply Tarpon Flats Lot 12 Model A AU579481 XPRHTFA HJ9 Diagonal Hip Girder 1 1 Joh Reference o Clonal Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com Run: 7.fi30 s JuI 28 2015 Print: 7.630 s JuI 28 2015 MTek Industries, Inc. Wed Sep 1617:16:45 2015 Pagel ID:uMNtXBMFOzgGeYlmYwngyHzGc8X-MMbHFLC7SIkwVONUOe)ABKkaacGS77ePpas2_fyd7d0 2--2-99-1155 6-7-3 12-5-3 5-9-15 ' 4.24 12 axe = -^- Iaxo — LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 7.0 Code FBC20147rP12007 LUMBER. TOP CHORD 2X4 SP M 30 'Except- Ti: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 8-4-1 oc bracing. WEBS 1 Row at midpt 3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (Ib/size) 2 = 72610-10-15 (min. 0-1-8) 7 = 898/Mechanical Max Horz 2 = 362(LC 4) Max Uplift 2 = -625(LC 4) 7 = -591(LC 8) Max Gmv 2 = 1561(LC 23) 7 = 1512(LC 22) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-12=2350/1207, 12-13=2350/877, 3-13=23021816, 3-14=353/187, 4-7=-374/263 BOTCHORD 2-16=1539/2345, 2-17= 86112216, 17-18=861/2216, 18-19=861/2216, 8-19=861/2216, 8-20=862/2191, 20-21=86212191, 21-22=862/2191, 7-22=862/2191 WEBS 3-8=0/1203, 3-7=23051901 CSI. DEFL. in (loc) I/de0 L/d TC 0.95 Vert(LL) -0.25 8-11 >581 360 BC 0.86 Vert(TL) -0.30 7-8 >483 240 WB 0.58 Horz(TL) 0.04 7 n/a n/a (Matrix-M) 2Gi44'L 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcument 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 625 lb uplift at joint 2 and 591 lb uplift at joint 7. 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, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)122 lb down and 166 lb up at 1 4-9, 1221b down and 166 lb up at 1-4-9, 174 lb down and 160 lb up at 4-2-8, 174lb down and 160 lb up at 4-2-8. 251 lb down and 239lb up at 7-0-7, 251 lb down and 239 lb upat 7-0-7, and 247 lb down and 235 It, up at 9-10-6, and 245 lb down and 233 lb up at 9-10-6 on top chord, and 147 lb down and 79lb up at 14-9. 147 lb down and 79 Ib up at 1-4-9. 196 lb down and 21 Ib up at 4-2-8. 196 lb down and 21 lb up at 4-2-8, 212lb down and 3 to up at 7-0-7, 212 It, down and 3 lb up at 7-0-7 and 225 Ib down at 9-10-6, and 223 Ill down at 9-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Dead Load Den. =1116 in PLATES GRIP MT20 2441190 Weight: 60 lb FT = 0 Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=96, 4-5=56, 6-9=14 Concentrated Loads (lb) Vert 12=192(F=96, B=96) 13=90(F=45, B=45) 14=70(1`=-35, 8=35)15=230(1`=-113, B=-117) 17=105(F=53, 8=53) 19=7(F=4, B=4) 20=-32(F=16, 13=16) 22=60(1`=-28, B=32) # 047182 10019 Chorllon (ir. Ddando, FL 32832 Job Truss Truss Type Dry PIv Tarpon Flats Lot 12 Model A XPRHTFA HJ68 DIAGONAL HIP GIRDER 1 1 A0579478 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.cem Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 1617:16A6 2015 Page 1 ID:uMNtX8MFOzgGeYlmYwngyHzGc8X-gY9rrhOmD3sm7ayhaLEPhXGIKObisRGZ1 EbbW5yd7d7 -2-9-15 4-7-6 B-9-11 2-g-15 I 4-7-6 i 4-2-5 I - LOADING(psf) SPACING- 2-0-0 Cat. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.95 Vert(LL) -0.12 6-7 >864 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.16 6-7 >663 240 BCLL 0.0 ' Rep Stress Inv NO WB 0.68 Horz(TL) 0.02 6 n/a n/a BCDL 7.0 Code FBC2014frP12007 (Matrix-M) Weight: 40111 FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-7-3 oc pudins. BOTCHORD Rigid ceiling directly applied or 9-8-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lnstallalion aide. REACTIONS. (lb/size) 4 = 206/Mechanical 2 = 48410-10-15 (min. 0-1-8) 6 = 247/Mechanical Max Horz 2 = 282(LC 31) Max Uplift 4 = -206(LC 4) 2 = -474(LC 4) 6 = -209(LC 6) Max Grav 4 . = 217(LC 44) 2 = 1143(LC 23) 6 = 943(LC 22) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-11=1601/1132,11-12=-1577/532, 3-12=1584/486 BOTCHORD 2-14=1389/1501, 2-15=569/1515, 15-16=-56911515,16-17=569/1515. 7-17=569/1515, 7-18=569/1515, 18-19=56911515, 6-19=569/1515 WEBS 3-7=21/901, 3-6=1636/614 NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h-25ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1'60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. I)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3­6-0 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 206 lb uplift at joint 4, 474 lb uplift at joint 2 and 2091b uplift atjoint 6. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)122 lb down and 166 lb up at 1-4.9, 122111 down and 166 It, up at 1-4-9, 174lb down and 160 lb up at 4-2-8, 174 lb down and 160 Ib up at 4-2-8, and 251111 down and 239 Ib up at 7-0-7, and 251 Ito down and 239 lb up at 7-0-7 on top chord, and 1471b down and 79 lb up at 14-9, 147lb down and 79 Ib up at 14-9, 196 lb down and 21111 up at 4-2-8, 196 lb down and 21 lb up at 4-2-8, and 212 lb down and 3 Ib up at 7-0-7, and 212111 down and alb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25 Plato Inrrc... =1 95 Standard Uniform Loads (plf) Vert: 14=96, 5-8=14 Concentrated Loads (lb) Vert: 11=192(F=96, B=96) 12=90(F=45, B=45) 13=70(1`=35, B=35) 15=105(F=53, B=53) 17=7(F=4, 8=4) 19=32(1`=16, B=16) Yatlnpdkmd,roep'✓Yrenerne'LI I00lIIYSYf(SWI11rSX11LLNY5ll0YN00n Nf10Y111'IYNj4YY0Mf4nYpPly¢ YuilYbyalmvmeYnaJnelevinevW,Lvn Gy. W.-, Rx).dlGY.wIYm@n, it W...5U.bJue �vu O'enelL,rurlblmll,IW,rdr m,..raea�x..nrrk.,rdl.rnoem,aal,.r,n,GyeGlemt.,+oro.qy:..1new...rlvormr,mnn,.paeJsenJn»r..i�rnl,.w�zYnl.ream+aalkur„evwnrt.memry.re,mt n.emw1,,,.,Wmp:e.mrin.fd�a 81ANOEEMAATINR,P.L nasrrymumJnnI."I..IG9GrkM..... n.&I,dn,Gva,aeurn,% Uind.Pd.m,GfiGIGfP,,,mfi..oll. OwIII, n.6gn,Y,dbldln,d WXI. n,eY,494,too.d... fi,en..uY.Tnr,,arfiamrk.dcgnm.P,minlu»..mY,naY,amk.M #041182 nyau'1irY61.kbrGigelnd(ironer.a¢mw.muMlaandbr,.�,¢IPJei..dM GnyMpnllhrylden,h.nMP"i I'M Wail ....W.lbP.ndlrYn In, 66¢,d.,.y.,nL4,mtlY6,Jb4n.anyne,Im,GiPGpnrW Inn Ye.dahn,vdm P.kldnlefiwllp[.me,le5med.ni, r,i,i.l YYdpmlinuwl,d MIm V. . 9 Chorlion (r, oa,guOmuw.lnYlnl-Yddu,mn.,u Gp.hemaauee¢P,to..rl,mnn.fiaudYla.ulPr.ma..n.mk l Gd1,m,Y:.Ym.nw,n..T.rl Odaado, R 32832 Job Tmss Truss Type Qty Fly Tarpon Flats Lot 12 Model A A0579482 XPRHTFA J2 JaCk-Open 1 1 Job Reference (opilonall A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Wax Industries, Inc. Wed Sep 16 17:16:47 2015 Page 1 ID:uMNtX8MFQzgGeYlmYvmgyHzGcBX-Jkjlgl EOzN dlkXt83leDlp7KQ41bl8iGuL92Xyd7d- 1-10-8 1-10-8 6.00 12 3x, 3x4 = Plate Offsets (X Y)— f4:0-0-4 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.01 3-4 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 HOrz(TL) -0.06 2 nla n/a BCDL 7.0 Code FBC2014/TP12007 (Malnx-M) Weight: 9lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 1-10-8 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. fib/size) 4 = 9411VIechanical 2 = 79/Mechanical 3 = 15/Mechaniral Max Hom 4 = 111(LC 9) Max Uplift 4 = -6(LC 8) 2 = -77(LC 12) 3 = -41(LC 9) Max Grsv 4 = 260(LC 26) 2 = 93(LC 21) 3 = 214(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=4.2psf; h=250; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 hearing plate capable of withstanding 6 lb uplift at joint 4, 77 lb uplift at joint 2 and 41 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconwrrent 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 fPEl BAEIINU, PE # 047182 10019 Charlton (it. 0dondo, R 32032 Job Truss Truss Type Oty Ply Tarpon Flats Lot 12 Model A XPRHTFA J7 JACK -OPEN 20 1 A0579485 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@aluuss.cem Run:7.630 s Jul 282015 Print:7.530 s Jul 282015 MTek Industries, Inc Wed Sep 16 17:16:47 2015 Pagel ID:uMNtX8mF0zgGeYlmYwngyHzGcSXJkj 1 g 1 EOzN_dlkXt83leDlpjCLbbl BiGUL92Xyd?d_ 7-0-0 2-0-a 7-0-0 Dead Load Deb. = IR in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.14 4-7 >577 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.25 4-7 >333 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hoiz(TL) 0.01 2 n/a n/a BCDL 7.0 Code FBC2014/TP12007 (Matdx-M) Weight: 251b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-8-12 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (fib/size) 3 = 248/Mechanical 2 = 652/0-e-0 (min. 0-1-8) 4 = 48/Mechanicel Max Hom 2 = 354(LC 12) Max Uplift 3 = -259(LC 12) 2 = -310(LC 12) Max Grav 3 = 301(LC 21) 2 = 664(LC 21) 4 = 243(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2133/1640 BOTCHORD 2-8=-2680/2951 NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2pst; h=25ft; Cat II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and lances 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 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 259 lb uplift at joint 3 and 310 On uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard vudq.dur„3.dlYpri+.mrlt IMrnmdnlslnnla[mlumm¢momonepaYtdldurtgmlomaul[In.mrr.gkrq.....re.,mwrdwrrpahumoew.w.•RIM%rmMY..uY.an,rtddor..v nPom..r. ur n.Mrd,nmremurlw..y MU,.u.OMTaw dMl.MR]gb...,U da.o fw..Y.,�ri lrly.4M.W pprRpr<PmnnnepardMPNn,sdn/e"ilrnpm3[rylsb WpdMigYlmr0.ryiklpCrlWwry,wkrlM1l.lNYy..rvnpW.bvFgrMan� IdGNUELN47102 P.f. I vneEi4rymlp.eNRiJiu0lnwlluil6npndmqurAiirytldr0mn,deO.zrlvuMriulryvtvrgelud6ngPougrteplEem&+lellwll(,6r0f,6.brdlvYeipnd.vrdaLL MyprerddarN0rNerylununtl2llrvv.hJv6iy&dlry,Ivnye,inlvAnLeWpinuO,.WIrM kU42142 rnlmriElW1dM41Y1wYs'rmifvperly.11rJetulwl'o M141mdMPrOPorudpYrGrdMGl6p rr®anlYeryb4reaW.PI5y1dfi4dlrla WYnuuele.mellp [.vrtrlydWr.Ial daprMremuldwrzl� NbLmnule.•Imrbpabyirtd Ym1Y.Yrmurden.mrrdrewY.der.dpero.orrrd.ni.rteml4ml.Yr,Y.,lpa. MwrrwapmlienrlrM1mmrl.anyo<ep.r„u.rlsrn.4leurmlrrwh�e.r nmgnr"dm..r.ppae.dana. IOUH (harlan (il. fomgW®rdI1Y1IwI1mm Yu.d Yunay,Pi Irprdm9aeallL'dwvmem loeglum,4paMEMeI.W.rulurntlrvarM1n4l lwlGnurYvrrel YrrwprL Orlando, FL 32832 Joh Truss my Fly2 Model A AO579486 �TrussType JACK -OPEN 1 Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.cam Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 1617:16:482015 Pagel ID:uMNtXBMFGzgGeYlmYwngyHzGceX-nxHPtNFOkg6UMl63hmGtmyM6spJVKUOsVY4Syd7a 7-0-0 70-0 Dead Lead Dell. = 118 in 316 = LOADING (pail) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.15 3-6 >572 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.27 3-6 >313 240 BCLL 0.0 • Rep Stress Ina YES WB 0.00 HOR(TL) 0.01 1 n/a n/a BCDL 7.0 Code FBC'014/rP12007 (Matrix-S) Weight: 22 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quids. REACTIONS. (lb/size) 1 = 458/0-8-0 (min. 0-1-8) 2 = 2541Mechanical 3 = 52M1echanical Max Hom 1 = 215(LC 12) Max Uplift 1 = -137(LC 12) 2 = -176(LC 12) Max Grav 1 = 491(LC 25) 2 = 254(LC 1) 3 = 245(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1707/1585 BOTCHORD 1-7=-2687/2576 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpl=0.1e; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 137 lb uplift at joint 1 and 176 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.O11a live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/1' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard n,n4n,Y,muoruaw,ndWl.AlgpvddIMP (Neq add,. d 1.Tmss,Nukghw ,Yw,, w+h dvac t{ #D41102 o0rass,elrmaluumni,�.a,tm�v®dry,. �niaca,n,nw,�is„wrmman,u,nmarm.0 'rY,w,e,d 10019 Chodton(ir. x Im,lV�ari,a,hwr VakA a4PYlmdlumn,nkrwlilM1l. Orlando, F132832 tool pan,-k,wd Yutinq IL Job Truss Truss Type Oty Ply Tarpon Flats Lot 12 Model A XPRHTFA J8 Jack -Open 3 1 A0579487 Job Reference (optional) Al KUUF IKUSStb, FUKI YItKUt, YL3494S, ceslgn(maltNSs.fAm Run: 7.630 s Jul 28 3x4 = rek Industries, Inc. Wed Sep 16 17:16:49 2015 Dead Load Deg. = 1/8 in e5 n LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.14 5-6 >618 360 TCDL 28.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.28 5-6 >306 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.15 5 n/a n/a BCDL 7.0 Code FBC20141TPI2OO7 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be instatled during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4 = 243/1viechanical 2 = 683/1-8-0 (min. 0-1-8) 5 = 5311viechanical Max Horz 2 = 271(LC 12) Max Uplift 4 = -166(LC 12) 2 = -232(LC 12) Max Gmv 4 = 243(LC 1) 2 = 683(LC 1) 5 = 246(LC 33) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2040/1640 BOTCHORD 2-11-2690/2961, 7-11=248/266, 3-7=-325/434 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 Ito uplift at joint 4 and 232 It, uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 30lb FT=O% xmdva.Ak@meeA�9�,nu.mru roornmsf rswlpAlmamnuoumnoaermmHApumluAeoxuea¢nrm�n<vn�ga<warm•mmn.dn.Imm..ueum,nyvo�..br0o0eameYwdllml'�ne rr. mn..e u:eneln udnulmnn,lmeamm,roo.wl �ilAmveN jato"eullsb2'A ketim, N.,A. Nner Peelrrd,., L, NmgnanPeuneeneA,a,rd®:PdnuNnjmwirnym33ry1a 44d ax*iy4 ulfiru iWmNfro r},a4, Ihl. n,6dpn�ml'°etb41uer4m. AIANOEl 04718 waehliryminedaa I _.Al da p'm ,ryw lfirydtl a A. a x �' 1 g 1 11 G#anygq IE ItldAelH.m,n(A,IwelldagnduoERl1 negprc.Jel EelAandmrfiddme of f. l 'eMdinpkd6aq.,Iwey,mlAMbvnElnnq il9l,b #097181 nlruuS9rdW 4aSlAeYg il(men Neu Mnl'Ibla)PdbFnan11p1W Jd Li6q( pnndryldmmkennA1dR411rnlaiague,dnwaMA.mnIAdasn 1n16rnM,e pevxfleeN/MtlbLm WNur M,kvnajmnd Im,•er..kgedn,em.m, eamnnlmn.......r., e.rkAhearmk,bmnil. nemnw�pmPeen rvnmerwuwAk:Pnnlnwk�w°'rvr:P,n,myku'er ul pl,klaem�nenarnaunl. 10019 (Milton OL LA1nAW®1a1r41lwlrume-auutl W,nen,ll Lpvdnaevvlmildenmev4Lnrlum,if pwldklrilEdinngmlruee6em411vvlLnurWvniW@a�AL Orlando,(L 32832 Job Truss Truss Type City ply Tarpon Flats Lot 12 Model A XPRHTFA J8A Jack -Open 1 1 A0579488 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@alhuss.com Run: 7.930 s Jul 282015 Pnnt: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:49 2015 Page 1 ID:uMNtXBMFOzgGeYlmYwngyHzGc8X-F7m5jGe% EL_ISGFUn61AuMsDfe3vJ7jCgF60yd7cy i �9 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP No.3 BOTCHORD 2x4 SP No-2 *Except* 82: 20 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (Ib/size) 5 = 58IMechanical 2 = 645/1-8-0 (min. 0-1-8) 7 = 277IMechanical Max Hom 2 = 235(LC 12) Max Uplift 5 = -31(LC 8) 2 = -226(LC 12) 7 = -119(LC 12) Max Grav 5 = 58(LC 1) 2 = 645(LC 1) 7 = 380(LC 34) FORCES. (Ib) Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1405/911 BOTCHORD 2-13=1533/1965 WEBS 4-7=-322/350 NOTES- 1) Unbalanced roof live loads have been considered for this design. -2-0-0 1- ti-u-u s rJ 1 2-0-0 1 1-8-12 1- 4-3-4 -- 13d ' 4x4 = 1.5x4 II 1.5x4 0 CSI. DEFL. in (loc) Well Ud PLATES TC 0.55 Vert(LL) -0.15. 7-8 >575 360 MT20 BC 0.78 Vert(TL) -0.24 7-8 >360 240 WB 0.15 Ho2(TL) -0.08 7 n/a n/a (Matrix-S) Weight: 37 lb 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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= 7.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint 5, 2261b uplift at joint 2 and 119Ito uplift at joint 7. 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, nonconcunent with any other live loads. 11) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Den. =1116 in GRIP 2441190 FT = 0% rma�.pinrt3e�n91rym6.u-o roonrmssrswntrlurmnnuovom5rsrm,os55ponq.v.unnwiunr 'n,umaai,orrw,mmnrxmnro,laao,mM,Lxdn1r.uadrlmvrJosnar,,runr:m,�n,r.yi,ma,nmrirv.yenlbmd.wRexnrxmnmnnrprmae: nanv:r,rnryr.nn:rn.„ngbo rmu+SrYeanwrnclreeCnud.-rnl1a-mrl.mm..o.,..o.e.r.,m.nb.LBs.<Rres.a'..6.va.p.mmx�uu �.nl o,1,0r6mWrarrrmnbcadrebryen,amr,nimmbin.rt.grormmunm-Mil.ur.m'd.fA. �d�xlyy�nm" yT'YyX,_n.'$.m.•;xut4.,b.� ),IANNEL6LAPEINEI, P.L #Bd7101 /�n�rr39rtlbldil0.W,nd(ntvem.lrnlnxiM'sbi@slbnrmvolp'e@nrlNwI, rrm Imo.11A., blpnIr@4JedYrRldYfluntlxuNbnnrl......In iinlfle,ryrrv450nwldJdrnlM4nv0eJ5n,il(uanl•�.x,w 10019 Charlton (il. S=rIrvvvMOMvbrtyvdrn Y.Mni,rdenrtllrmfwmr�ene<durenMriAnppvlprmnirvhed.OJ,m0.il5nlv5inni,SNRrludlhp OrdpmrtlnnSyMtlgirmlu.g6dd} lA4piSudlxm,xrndhmdinlM1l. i.n,e>nnur�u..n.,.m,dxs.r.ri e...n,ur..lm,d«mreeoorlrn.Im.Aabdrun.,inneeunann..a•I wdln„e,-wr.dnmm4rE Orlando, FL 37031 Job Truss Truss Type oty Ply Tarpon Flats Lot 12 Model A XPRHTFA J8B Jack -Open 1 1 A0579489 Job Reference o llonal A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.cum Run: 7.630 s Jul 282015 Print: 7.630 s Jul 28 2015 MITek Industries, Inc. Wed Sep 1617:16:50 2015 Page 1 ID:uMNtX8MFOzgGeYlmYwngyHzGc8X-jJPA13GGGIMCcBFSpBILrNRXW yNaMg9ysZpesyd7cx -2-60 1-8-72 4-60 7-3-4 - ' 2-0-0 1 1-8-12 21 1 33-4 44 = Dead Load Deft. =1116 in 1.5x4 II 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEF in (loc) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(L) -0.15 7-8 >568 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 1.00 Verl(TL) -0.22 7-8 >400 240 BCLL 0.0 ' Rep Stress Inca YES WB 0.14 Horz(EL) 0.11 7 We n/a BCDL 7.0 Code FBC2014frPI2007 (Matrix-S) Weight 36 lb FT=O% LUMBER - TOP CHORD 2x4 SP N0.2'Excepl' T2: 2x4 SP No.3 BOTCHORD 2x4 SP No.2'Except' B2: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 154/1vechanical 2 = 61311-8-0 (min. 0-1-8) 7 = 214/Mechanical Max Horz 2 = 173(LC 12) Max Uplift 5 = -84(LC 8) 2 = -213(LC 12) 7 = -59(LC 9) Max Grav 5 = 154(LC 1) 2 = 613(LC 1) 7 = 344(LC 34) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=599/427 BOTCHORD 2-13=5541789, 9-13=554/530 WEBS 4-7=-2881297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and tight exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 5, 213 lb uplift at joint 2 and 59 Ib uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Mg9R'IYnrndougtij,vile.rill.noornmmPulalnnmlluutmeomousalmYlq'runqunmlucnY(n^Imm nny4,ryor.evNnarr.Ern„e.rxn,rnkf�oonen0rq,aw:..umw.ecrtrdnArwrmeln.lLL w,mdrdu Jmdmwn4,rJr nn ra.,,rim,,.r[.aRasv;aa.,.em,wyy.e.h..v�rle�.vfor,m.gmo n e.�maa,n+n,:mw�ryr.,n.,azryl.nwr,an.J,fnu.,,eer:ld..am n rr.m l.ms,*e...p ,,uw,,.acr>< NANNEIEMA,kA,,,h.. uv.lwn(am[A,WdWir.rrl...run M4.vdeIA.m6.awrfenvednd Jardramor.,malr'r, eon.rnasrra,a aaoe.w #WW .— A0579490 J9 1 JACK -CLOSED 3 1 nd 8 1.5x4 II 3x6 = 5x6 = Dead Load Dell. = 118 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Valet L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.23 4-7 >446 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.37 4-7 >282 240 BCLL 0.0 Rep Stress Inns YES WB 0.31 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code FBC20141TP12007 (Matrix-S) Weight: 41 lb FT=0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end ver icals. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 501/Mechanical 4 = 455/Mechanicel Max Harz 1 = 270(LC 12) Max Uplift 1 = -124(LC 12) 4 = -255(LC 12) Max Grev 1 = 522(LC 25) 4 = 486(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=1107/420 BOT CHORD 1-8=908/1491, 4-8=660/617 WEBS 2d=695f743 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 4) •This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6t 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 124 lb uplift at joint 1 and 255 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 11/7 gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard eonretdaA.30Wenodiw.imem,,.:eye.ecr,n+�.y,�,nar'. m� i�irtieee� #041183 dwoewdoeae�..iai e,wn&,.pevi�anmdk�nameue„o,.n. r eel. ..'10019 Uodlon Dr. NGpnel'vedwonnenk6vedhlFl. 'A'Y! {m Orlando, F137831 Job Truss Truss Type Oty Ply Tarpon Flats Lot 12 Model A XPRHTFA J68 JACK -OPEN 2 1 AO579483 Jab Reference o bona At ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1Wss.com Run: ozr — LOADING(psf) SPACING- 2-0-0 Car. DEFL in (loc) Men L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.10 4-7 >719 360 TCDL 28.0 Lumber DOL 1.25 BC 0.65 Vert(rL) -0.17 4-7 >430 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 7.0 Code FBC2014rrPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 3 = 2221Mechanical 2 = 60310-8-0 (min. 0-1-8) 4 = 44/Mechanical Max Ho¢ 2 = 240(LC 12) Max Uplift 3 = -155(LC 12) 2 = -202(LC 12) Max Gmv 3 = 222(LC 1) 2 = 603(LC 1) 4 = 239(LC 29) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=12071726 BOTCHORD 2-8=1484/1820 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-secand gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 lost 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 155 lb uplift at joint 3 and 202 Ib uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 16 1716:51 2015 Page 1 iW1N9Xr71BWJMAJyd?m Dead Load Deft. =1116 in PLATES GRIP MT20 244/190 Weight: 23111 FT=O% W.i ml iQ,urt. o,rl!/ Wli 0l4rnNNnum)nanumYStmdmnolLLONor[I(ruYFl7aaY0xInYY[ml v ry4yr n r em mnu o.ug.P...rin%.^dm, u.meiYawaurlrl„ SLIM ,u nMuebmume.labll®..rJr �nil,.+amiw„L1u MI bnnl bri{a 1 wyyn M1.,4�mt.r .dn.w. rmo r w Yap,mr,.i.„ro y.,zgr 6MirMn.mr44,uep-060aowy MANUE(047182 P,E aa'AarY dqa ,d it ur I" m r rasp do o m o n7 ix T1oI n .IAS 6 I Y iouLncm utm I Y1 a'rme eml m Ixna,rm,na,a.no,e=.ama,iwn.aY.n.m,may..,w�...mu,uwa.>uuurm, #047181 rwurdn,nlsrn l.Iw[ en onnm,Y wlmnrmrm.ndi•ku, dn,ramec p.msdmYtmminpnlraln,ehm,tiYu rmar.y.m.lr. ,.mlaewan,p, u,,.aa.uldarm�e„nr,Imlwunuom,erea 10019(harllon0r. r ,u,mrm.,,ud:nrL�..ea.alr•tmmm y,m.w=•e mlpmrmr,n„n.e m.wnaml,ll,m „olmmirnlreon I.„srnnl.imm�rnrm;Y.l narM'�nu.mn.madnaiani (,,kk1Ga11 YI IMlnvm YvudYmn,n, LL 4pnd0,d6isd-Iq . nrrum,p FAWwbn nnnYlR, him 110011nlur MmelYo,u„4 r1, Wanda, It 32832 Job Truss TmssType city Plv Tarpon Flats Lot 12 Model A A0579484 XPRHTFA J68A Jack -Open Girder 1 1 Jab Reference a tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.cam Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:52 2015 Page 1 ID:uMNtX8MFOzgGeylmYmgyHzGc8X-BW.vjkl WovcwrVPgwcLpwovAGRdyGINR092wilyd4cv -0I 332 J 2 I Dead Load Defi. = 1/8 in 63-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Vac) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.17 4-7 >439 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.26 4-7 >281 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) 0.01 2 We n/a BCDL 7.0 Code FBC2014/rP12007 (Matrix-M) Weight 23 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-11-10 oc puriins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 222/Mechanical 2 = 67110-8-0 (min. 0-1-8) 4 = 56/Mechanical Max Harz 2 = 240(LC 28) Max Uplift 3 = -153(LC 8) 2 = -216(LC 8) Max Gmv 3 = 222(LC 1) 2 = 777(LC 19) 4 = 274(LC 23) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1694/371 BOTCHORD 2-8=-734/2241 NOTES- 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; CaL 11; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcumenl 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 153lb uplift at joint 3 and 216 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 246 Ito down and 201b up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pli) Vert: 1-3=-96, 4-5=14 Concentrated Loads (lb) Vert: 8=80(F) 11ZLNA¢hNIZ, P.L # 047182 10019 (hmlloa (it. Orlando, R 32832 Job Truss Truss Type Dry Ply Tarpon Flats Lot 12 Model A XPRHTFA K01G Roof Special Girder 1 1 A0579491 Job Reference (optional) Al KUUP I KUbbhb, -UK I PILKUL, hL 34 % deS1gn(maMS5.com Run: 1.63U s Jul 282015 Print: 7.630 s Jul 28 13 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 7.0 Code FBC2014fTP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 132: 2x4 SP No.3, 133: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 7-3-4 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied orb-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uitle. REACTIONS. (lb/size) 6 = 264/Mechanical 2 = 25311-8-0 (min. 0-1-8) 10 = 21610-3-8 (min. 0-1-8) Max Harz 2 = 129(LC 8) Max Uplift 6 = -125(LC 8) 2 = -177(LC 37) 10 = -254(LC 4) Max Grav 6 = 407(LC 29) 2 = 308(LC 15) 10 = 862(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-227/412 BOTCHORD 2-15= 415/231, 8-9=39/326, 3-9=-276/178 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 1.5x4 II e 7 6 1.5x4 II 3x4 =1.5x4 II CSI. DEFL. in (too) I/de8 L/d TC 0.64 Vert(LL) -0.18 7-8 >372 360 BC 0.69 Vert(TL) -0.27 7-8 >245 240 WB 0.06 Horz(TL) -0.07 6 n/a n/a (Matrix-M) 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 3-0-0 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 125 lb uplift at joint 6, 177 lb uplift at joint 2 and 254 lb uplift at joint 10. 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. 10) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 286 lb down and 390 lb up at 1-10-8, and 127 lb down and 119 lb up at 3-0.12 on top chord, and 200 lb down and 55 lb up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=96, 3-4=-96, 4-5=96, 9-11=14, 6.8=-14 Concentrated Loads (lb) Vert: 3=220(3) 14=1 7(B) 16=1 (B) Wed Sep 16 17:16:52 2015 Dead Load Deff. = 118 in PLATES GRIP MT20 2441190 Weight: 441b FT=O% v.a0.vd„m:sK�ar:. ro: a ronmmmMurluwrumnrmrmneuomounpmr7auwnlwm... n,A'a<+rc.r.=.�.nd„xw..�m,u., asw w,.hPxlw�arosrxo-,�rirc.�,.,fanm...,,. om,,,m�:waa,asiamo.,ar Q'enr,,.w„i`an,eaawrr.n.aasr„at.,.r.,.ay.a�,.N.M:hr.f...tn.w...rmo„p,,.n...ma..ImN•a.a..n„tk1. M+rl.e,waaams:rm,++r;Mn,am..h...amn.ma:n.,,..W.ld r,•an,.s MANIIEL 6047122 P.L .asap.a.,.an:uwlnonroar,.n:mu,o.,iuiryarom.ne,,neo..,r.ma;d:vna,roraaayaayen.:nemamarin nem,apnenraaaa.rdedmLn..rr.mdu,mo.m..I ala.nelnsN,,.aura:ands=e+�a.w.:aala.,dmu:r.nasene #041182 xraaarartlb4Y:1GYr.,d4L0ona.la.mdm:nelA4daer.rurredp(<r.r4Mrda.r (wrremrNenun®,m,PnOrasa,asrmwuu.Wt., /Wr�+araa,t rnIm.ver.ymlaandemfae,Nnonyu,rmraiynoy-nerd Im,avaem.n,dn,ea,,.;.es.ur. o-..oy=dv.:.re:rHmwa.:�.nd.sal.,,aaa.ay,enl,rmeer�aa,rarmn.nmara..ul�•mmr.vaan.l. wufnr am,..enardmrvt 10019 CM1orllan (ir. orn�da0rolsaa abr.eu,.nrnrdii.nmr,a awne.movonudv.M.li.eglcm,:r,.e�nner.�rn.nnr.rr,mw.rn.nnl i.mnr.r.xe.edwn:er,rt Orlando, R 32832 Job Truss Truss Type Cry PIY Tarpon Flats Lot 12 Model A A0579492 XPRHTFA L01 HALF HIP 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.630 s Jul 28 5x6 = 2015 MTek Industnes. Inc. Wed Sea 16 17:16:53 2015 3x6 = Dead Load Deff. = V16 in 3X4 = JXb II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.08 6-7 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.63 Vert(rL) -0.15 7-9 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES NB 0.51 Horz(TL) 0.02 6 n/a ma BCDL 7.0 Code FBC2014rrP12007 (Matrix-S) Weight: 86 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2'Except' TZ 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except' W5: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 873/Mechanical 2 = 109410-8-0 (min. 0-1-8) Max Horz 2 = 309(LC 12) Max Uplift 6 = -335(LC 9) 2 = -359(LC 12) Max Grav 6 = 873(LC 1) 2 = 1094(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1589/903, 3-0=1417/895, 4-5=-746/504, 548=938/675 BOTCHORD 2-13=1092/1425, 9-13=-1092/1425, 8-9=748/1020, 7-8=748/1020 WEBS 3-9=343/353, 4-9=306/462, 4-7=-540/481, 5-7=-570/849 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 nonconcorrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 335 (b uplift at joint 6 and 359 lb uplift at joint 2. 10) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chard, nonconcument with any other live loads. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and M' gypsum sheetrark be applied directly to the bottom chord. LOAD CASE(S) Standard rod uo„e,. x�dn mnmrt rf. # 047182 10019 Chodlon (iL 0rlande, R 32832 Job Truss Truss Type Oty PIv Tarpon Flats Lot 12 Model A XPRHTFA L02 HALF HIP 1 1 A0579493 Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, designQ4a1truss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc Wed Sep 16 17:16:54 2015 Page 1 ID:uMNtXeMFOzgGeYlmYwngyHzGcBX-b5eheOJnKWseSoZD21NH7DbAbEJKk8wktTXOndyd7ct -2-0-0 65-8 10-0-8 164-0 2-0-0 5-5-8 4-11-0 I 5-11-8 4x6 tt 3%4 II Dead Load Dell. = 118 in ozo = SA= 4%4 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 7.0 Code FBC20141TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at micipt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1096/0-8-0 (min. 0-1-8) 6 = 870/Mechanical Max Horz 2 = 371(LC 12) Max Uplift 2 = -361(LC 12) 6 = -328(LC 9) Max Grav 2 = 1096(LC 1) 6 = 870(LC 1) FORCES. (Ib) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1524/822, 34=1168/677, 5-6=292/224 BOTCHORD 2-11 =1 104/1383, 7-11 =-1 104/1383. 7-12=5757755, 6-12=-575l755 WEBS 3-7=5621550, 4-7=348/569, 4-6=-9671752 NOTES- 1) Unbalanced roof live bads have been considered for this design. CSI. DEFL. in (loc) VdeO L/d TC 0.74 Vert(LL) -0.29 6-7 -678 360 BC 1.00 Vert(TL) -0.41 6-7 -469 240 WS 0.32 Horz(FL) 0.03 6 rue n/a (Matrix-S) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2pst h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 It, uplift at joint 2 and 328 It, uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.61b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and %' gypsum sheetrodc be applied directly to the bottom chord.. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 861b FT=O% %mtlnhvu3mwltlrumM'll N011lfi$I$t111 r!$4106t(0'IMICn[OStCY1r1Ya1jllGOf1lrFfWlTlm¢YoJr4yvpomm,dndtlxu11,4n,hy,hnhl9CClvdwln,dbtivy rl a!een L` elkluvvm R4ueAwriu YOdawIW aj cm+.aa„rwxaae..avi.e.aanw.dxe.n.nony.iva:.aRv.sF.:ms[wm.ryia,m.®rlen,+n.xm,n.n,pa.dmr+,w�aivm:l,.wv t+mime.we.iea;yau.,,ln:o,v,.x,mownne.,m tn,l.uvnm.px.udgxmrt,x. MANUELMAY71NE7, P.E. '.amunnl,xmwm...... m.,6lrnamnen,oe.n,wwuirn�dn.mu. ...... ft047182 mr.,M3rae.1.>,lu+y,.d[.m mn.umn,n,a:nlm.err.�+no-+vda,axas.rr sr..rx.mstm:Mm.M.nN1Mo,aysvmanux.m,xwlMvealdw,m lm hea,a,.w,was,rwa,.iwux,o..ya,.lx„o.dnaAmnd 10019(horisan Lir. Innwdxbgedn,R.nrb,le6m11rv(aPM.pueloMivx'vul[/.IVmk, hashed lbinohup GP^a,,101Mvddupprvynwlm,SMvnlgixnMeg6ddue. N4(nludwm,e¢e,leCxdalnl. mrpiyei4)rais4i e..n,o,x,sw.dlimmerri ur.1.�..euu,a.mm.mhvgsmm,i,p.eminlminxwnpm,wvM1.m A•n«n,.,x,-wo.deomsa 0rlonda, F131B77 Jab Truss truss typo Y Tarpon Flats Lot 12 Model A A0579494 XPRHTFA L03 HALF HIP 717 1 Job Reference a lional Al ROOF TRUSSES, FUR] YItRCt, FL a4a40, aesignrga uuss.com Ixum 7.636 s uw 25 xo iS rum. /.we,wnn,n=., ,n,....�...,�L ....,.,..... �..... : b d 6.00 F12 4x6 � 1.Sx4 11 Dead Load Dell. =118 in 3x4 = am = 5x6 = 8mH 1 8--9 84)-0 4-0 Plate Offsets (X Y)— 12'0-2-0 Edcel 15'0-3-0 0-1-81 [7'0-3-0 0-3-O](8'0-3-0 0-3-01 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.29 7-8 >665 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.43 7-8 >450 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.97 Horz(TL) 0.03 7 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 891b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. Mirek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 110010-8-0 (min. 0-1-8) 7 = 867/10echanical Max Harz 2 = 433(LC 12) Max Uplift 2 = -356(LC 12) 7 = -340(LC 12) Max Grav 2 = 1100(LC 25) 7 = 867(LC 1) FORCES. gb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1509/688, 34=1285/700, 4-5=11GW717 BOTCHORD 2-12=114511529, 8-12=-106111376, 8-13=400/520, 13-14=400/520, 14-15=-400/520, 7-15=400/520 WEBS 3-8=6811663, 5-8=638/963, 5-7=-9561/67 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 7.Opsf. 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 On uplift at joint 2 and 340 lb uplift at joint 7. 10) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard rmap.rN.pYwnlNnba.h9 uoornmml'>ulnlrammwlumrmnenmsmnll'lum7mwoxllunm lnn rwurmp,l•.rum,nea,na.mnnn�,mwu.y,we..yn,... ..,w....w..w.....e,.w.w.nnn�..,...,,,...:.:. ,:. j.. NOEL gdFiINR, P.E Ftel,mnvlN'v+JJMMIv Yv149bYN14elm+by.rnymf 4lP��l'/IvgivvtM WrtRlWrgeWw..vepavtlMpdnb+degnv'.In,pmulfryla Ykv�dhigbNukryldw'u1WWr.wbinLRvb,gnwmpst al ' uyvGlirmine,ItlhlionlwioYrulSaldM,e.pm+itiliTe16v0.oe,,de0m,ieu0ni¢b9etlx Xeluifug Poiq,et'e1b,n6tlolllvin, Pw nC(f 4ellwWul ndvoodllll. Mvppnhlrnr 140vdwlAeNmtlWGnylnYWpk llryJwey, u,ldlm,dl 'O�J eM #Nlilt3 n� N+rib4Yq WIm,W(nSnla.areas+denb6rlWrtIWF.Pomw1f^(has.IY,LMyfwp.,uYeryl2e:mvw,pnpldlded%nl WSpanvlelvexellp6vmidpvilvv.lnI lv6vnMleipelJiitlnml W'w+tlhrm+4eill.n.ImlOvu .psnmi 10019 (M1odlan fir. Inn Yeedrthw,vMl A..vniylefrt91Ye1nRetynelulwienilbl%mimAnb'el'e611Jme h,ganlmen LFplh Ldln9PotlPnwlm6lwm XlMwlm w/Iuwei 116ylvruellousnvnkfaelblM1l. roppiytl®aI5116ollrvlm-Ilvmd Wmvn,ri kyed.mopolaedwmnevl,u.rylmgbne!lNedrM.nne.rnmieehemkl rrtllnl¢+� Wertlxmtiee4lL Orlando, FL 32832 500 MT20HS1- 6.00 12 1.Sx4 11 5x6 = 5x6 = 4x4 = Dead Load Defl. = 1/8 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vad(CL) -0.30 7-8 >654 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.98 Ver(TL) -0.46 7-8 >424 240 MT20HS 187/143 BCLL 0.0 • Rep Stress Ina YES WB 0.37 Horzf l-) 0.03 7 We n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) Weight 95 In FT= 0 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-8. 5-7 Mi rek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 877/Mechanical 2 = 109010-8-0 (min. 0-1-8) Max Hoe 2 = 495(LC 12) Max Uplift 7 = 411(LC 12) 2 = -331(LC 12) Max Grav 7 = 887(LC 2) 2 = 1090(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - AN forces 250 (lb) or less except when shown. TOPCHORD 2-3=1673USO, 3-4= 1274/596, 4-5=10991621 BOTCHORD 2-12=1298/1601, 8-12=-1298/1601, 8-13=248M(13, 13-14=248/303, 14-15=248/303, 7-15=248/303 WEBS 3-8=874/850, 5-8=76011112, 5-7=1194/1044 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MINFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 7.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 7 and 331 lb uplift atjoint 2. 10) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and h' gypsum sheetmck be applied directly to the bottom chord. LOAD CASE(S) Standard vuuq.vYnrdnulmrn:b.ma'411AAfIMNnW11ji@nulflusr[oYomo45arcloYlrrrura7uvpoNllAHrYIIPmm vmLrkdpnmhnanNmh,wltialm,oryoon.4PmlmiaMvuoe!v.mnrib6ma Wnlnn.o! o.hnaa,.lnamala.!YIt4,nh nda.mmrMndrmdrn.m.lgmlr,x mum,ory.I.errant,yrmrlwa.La,d.wnonlama.m„p:.dmlm,�:,aa.d..,w�.v=rgMd.lrulda:.11rxmrq»e.e,>w,q,.rwlrvl.n.lry,w,r.ysarlrmrsn< 61ANUEL NININR, P.L �mavenmanadmamnm�npmrmlmmnwm bmndn, m.,r.ro, o.nrm!mom:rrmnnraas,la,han.um„mhnmlMlrc,mrn[,mr!.r.udanl,aa.aaml.IMevl:udamrmome.nMvwdna:n,.amr.lMacmnmy.mmA,M.,,emnev.dmeamr #047182 ma To m1 bbrdhlaYSl0.Nm:vl4Wmm.a.",.'.mm%,..odpadmnd2P4a6yfn'.Wh!duumall(Yf 1aNAa111Wa4Yran,tlaevmfmrmira%dwa.WR6nmv,tyn3ikamdMi,dT+Ln,Oe,ymr•1w0.iPmfunnd Im,Yedme;vdnuMnuhMllYaln4mapnmrymbn,mllytllrmfieurthd.161mrAniTlnlnee, nX01Ae1Jrig0aulna4m,Sphnl,gimn Moglti!Hp aAGpA,0.r11nmvmn4fmrtlullLl. I0019 rll0fhon (!f. feadgN®a15L1 PaoIIrmm WoodY.aNa,fl Iepeemiearlmb4umenyunrlmm,hrieAOMidIlrru!npndsderham4l bollmurvmwnlxuevglE Oilmndo,FL32832 Job Truss Truss Type Ory Plr Tarpon Flats Lot 12 Model A A0579496 XPRHTFA L05 MONOPITCH 1 I 1 Job Reference o tiona A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@alttuss.cem Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:56 2015 Page t ID:uMNULBMF02gGeYlmYwngyHzGceX-YTmRZ6L7s86MK6jc9SP15ehW22GCt_1 Kn07Nvyd7cr �-2-02-101�0 40.10 20.2-0M LOADING(pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 Code FBC2014/fP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* TV 2x4 SP M 31 BOT CHORD 2x4 SP No.2 •Except• B1: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-8, 6-8 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8 = 777/Mechanicel 2 = 119710-8-0 (min. 0-1-9) Max Hom 2 = 550(LC 12) Max Uplift 8 = 420(LC 12) 2 = -358(LC 12) Max Grav 8 = 777(LC 1) 2 = 1197(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=3583/2420, 34=3715/2566, 4-5=1972/1206, 5-6=1764/1221, 7-8=-300/293 BOTCHORD 2-19=3842/4848, 3.21=2958/3784, 11-21=1780/2129, 4-11=392/421, 10-22=-242/344, 9.22=-242/344, 9-23=610/756, 8-23=-61 Of756 WEBS 9-11=378/423, 6-11 =1 12411236. 6-8=-949/765 6.00 12 ic' 10 44 9 8 3x12 � 4x4 = 5.6 = 4x6 = 3x4 II 6x8 = CSI. DEFL. in (loc) Well L/d TC 0.76 Ved(LL) -0.29 12 -669 360 BC 0.78 Ved(TL) -0.56 12 >348 240 WB 0.98 Horz(TL) 0.23 8 We n/a (Matrix-S) WEBS 9-11=3781423,6-11=-1124/1236, 6-8=-949f765 NOTES- 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and fight exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 420 lb uplift at joint 8 and 358 Ito uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any Other live loads. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and'1W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Deg. = 5/16 in PLATES GRIP MT20 2441190 Weighl:108lb FT=O% (:I'AUNOIL a.ANINR, F.I. It C47182 a 10819 (horilon (ir. Odanda,rt32832 Job Truss Truss Type Oty Ply Tarpon Flats Lot 12 Model A XPRHTFA L06 MONOPITCH 8 I 1 A0579497 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com LOADING(pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 7.0 Cade FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'ExcepC B2: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end . vedirals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-7,5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 869/Mechanical 2 = 109710-8-0 (min. 0-1-8) Max Horz 2 = 550(LC 12) Max Uplift 7 = 470(LC 12) 2 = -312(LC 12) Max Grav 7 = 880(LC 21) 2 = 1097(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1500/545, 3-0=11761430, 4-5=993/442, 6-7=-261/254 BOTCHORD 2-12=1137/1429, 8-12=-113711429, 8-13=6121758, 13-14=-6121758, 7-14=6121758 WEBS 3-8=-555/540, 5-8=.383/675, 5-7=1061/866 3x4 = Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 6.00 12 2x4 11 6 5x6 = 5.6 = Cat. DEFL. in (loc) Well L/d TC 0.61 Vert(LL) -0.26 7-8 >743 360 BC 0.85 Vert(TL) -0.38 7-8 >508 240 V4B 0.33 Harz(TL) 0.03 7 n/a n/a (Matrix-S) NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcllment 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 = 7.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 470 lb uplift at joint 7 and 312 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurtent with any other live loads. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Inc. Wed Sao 1617:16:57 2015 Dead Load Den. -118 in PLATES GRIP MT20 2441190 Weight, 91 lb FT=O% . Ym:wr.n.wmwrlsr,r,:.Yw•.noornm>nnulmaulumn.mYomonanlmm�urcnlaloxnueYnrlwm vr,ular,q.Im...Y:,.rl„mra„m,n,r:.wm,9rror.:mo%r,an.Y.mwlu.m,,afs<wm.u.r:mmrrm ua„rx,:a,r,mra.�srto.wr na d.i.;aal,mal.aalYe,rx I Mnrlywmf fm,:lrr lm Lro�r mrm r,,,m..m:.p:rae,n.Y�:mm+..o�r:n. e�aal.nrwlroar,.11,I,.,,sy.wlr.n.lrodr. lnl. me,,:n .ry. ur .,rs.,,, ,ml #841AfAN0EE 047I821P.L hYiYym1 Iron / prr41 nrun in 1 n 1 mr aw' � o< n wnya,y o rtndinrncuarnrmmwua.e�Nr.Nml lw mrnaaaralrNulrna.,,mnrl xf+arll:IkNM1y,n:ol,- ui � mY �a lauun, 82 WYImINnrMl+mrwi mlrw rcr uml mm�'Inlmwe.Fmm lrrs i4rl:.urlrr.rooxrlfEnitr:.r+rPn-0WI:INIrin4num.mur,ula.or+,aorla. lnl aem,n.,ryrrvtmnrt,enaau.wonlmr rm�nyrarrnwl 10019 CM1orllon (ir. Lm,Yerdn:run,erMunmwlefidk/r[minaolrtNelo^rniii i:lllrlFr�M1"irWrcl. Mlnph,�hleennY011luldlpOrupawln,vfYnrmMrymb,eg6dlnl t9Urylr6n11em,aremkfirNmlM1l. mn,gel®hurt I.46mvo-wr,JYmnm,,u up.dmrYllude:�.giY.rrim.Ylln.e�mwrn„Inrrlr,aa..ne.411alnr,m,.wmrilmnrsrx Orlando, B 32832 Job Truss Truss Type ory Ply Tarpon Flats Lot 12 Model A A0579498 XPRHTFA L07 HALF HIP 1 1 I Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.63u s Jut 2d 2ulb PMt: f.wu s Jul 2d 2u1b Mn eK 4x4 = 6.00 12 3x4 = 3x6 = 4 5 5x6= 5x6= BJ-8 I 16.4-0 838 8-0� Inc, Web bep lb l/ab:br [ulo Dead Load Defl. a 118 in Plate Offsets (X Y)— 12:0-1-0 Edcel 13:0-5-0 0-3-41 r4:0-2-0 0-2-81 15:Edce 0-1-81 16:0-3-0 0-3-0] R'0-3-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.92 Ved(LL) -0.26 6-7 >744 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.86 Ved(TL) -0.35 6-7 >548 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB OA7 Horz(TL) 0.03 6 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) Weight 84 lb FT=O% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2'Except' B2: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end vergrals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-6,3-6 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation quide. REACTIONS. (lb/size) 6 = 852/Mechanical 2 = 1114/0-8-0 (min. 0-1-8) Max Horz 2 = 514(LC 12) Max Uplift 6 = -415(LC 12) 2 = -341(LC 12) Max Grav 6 = 852(LC 1) 2 = 1114(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All farces 250 (Ib) or less except when shown. TOPCHORD 2-3=1787/1157, 5-6=-340/311 BOT CHORD 2-11=2176/2558, 7-11=863/1095, 7-12=874/1072, 6-12=874/1072 WEBS 3-7=0/328, 3-6=-12071986 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh-170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2pst, h=25ft; Cal. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever leg and right exposed ; end vertical left exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 3 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) at joint(s) 4, 5, 6, 2 and 7 checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 415 lb uplift at joint 6 and 341 lb uplift at joint 2. 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) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard irllon Gr. Ft 32832 Job Truss Truss Typo City Fly Tarpon Flats Lot 12 Model A XPRHTFA L08 HALF HIP 1 1 A0579499 Jab Reference (optional) AT ROOF TRUSSES, FORT PIERCE, FL34946, design@alhuss.com Run:7.630 s Jul 282015 Print: 7.630 s Jul 282015 MITek 3 6.00 12 4x6 � 1.5X4 II 44 = 5x6 = 5x6 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 Code FBC20141TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 110110-8-0 (min. 0-1-8) 7 = 865/10lechanical Max Hom 2 = 452(LC 12) Max Uplift 2 = -352(LC 12) 7 = -358(LC 12) Max Grow 2 = 1101(LC 25) 7 = 865(LC 1) FORCES. (1b) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1478/640, 34=13151715, 4-5=-1183f741 BOTCHORD 2-12=126511628, 8-12=1042/1350, 8-13=3441440, 13-14=344/440, 14-15=-344/440, 7-15=344/440 WEBS 3-8=-7241704, 5-8=74111078, 5-7=-9651791 NOTES- 1) Unbalanced roof live loads have been considered for this design. CST. DEFL. in (loc) I/de8 Ud TC 0.67 Vert(LL) -0.29 7-8 >661 360 BC 0.98 Vert(TL) -0.44 7-8 >445 240 WB 0.98 Hom(TL) 0.02 7 nla nla (MatnxS) 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 nonconcument 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 = 7.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 352 Ill uplift at joint 2 and 358 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) This truss design requires that a minimum of 7116• structural wood sheathing be applied directly to the lop chord and V gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 16 Dead Load Deb. = IM in PLATES GRIP MT20 2441190 Weight 91 lb FT=O% 'Xm:nl�hn,�M,egaYnrs•Mi'N IOOfII''ha3l�a1i9Y114 NY{([OY91101SnM1'OWI(IMI)1r110X1[EWWNI'Iup YnAy Y,yelmeoelnf oJ,eJmbolYJ,eu Rlgedn'sq AralovitbWalYn5eµllldnem4nlldnevu YeXnaM,eiu J9,l alytt0,er!/ MANUEL MARTINEZ, P.E. itd ,uml' Jdkwdl X R91 kedl I 0.vreaPnl,45PW119u 1X ml eg149 p uI npa JMP4 W 1 ."Nil.11 M4q, IM 561 kp dxHIWW,wk,RI.IbYvyemm�pwtl#nlneLMR dedliry d elMtl 1 ary! H B X p I 11ryeIR 0 M Onu Pe velryb Ib&i6yhy 0 IgIMIB ®(I! bdlWdab p H Jall Ai ILM ",,awn",,awnw NO v4enyf I! Ip r ImWllrkJ4* eluey,u,IdL nnMlwbgfAAbIM #047181 rP,aorJsui.lr.uwmtw ,emu Jw1 IkImdMPeOimdT'rw JM1Js,1ce� nmmldo�.PwnlspA4A4Jhmauu l l4c�alnle.@Ilh6nlvmpeedtk,allonJOeMeGyx.Im,WiPbprtd 111019 (harlion (ir. fmmWetmn,..4ne4mnvllfiwllnlmmnBeedunnnlialMelpe,fiewreFel MlnnO,ipre9eeenllNMelddap0 ilrvnfPhn[npeenM1nglodlvF fllophOnllnweOelhfieeAMIP I. bmgdlCall A I bellmm-au alYCNeyU 1"dandaledmwµ4eryhmylinmilhedrMn,mapeNNwM1m411.1tmm aenelxvauorl. Orland q R 31A31 Job Truss Truss Type Qfv Pi v Tarpon Flats Lot 12 Model A A0579500 XPRHTFA L09 HALF HIP 1 1 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Ju128 2015 Prim: 7.630 s Jul 2a 2015 anu..Industries, Ina Wed Sep i6 17:16:59 2015 Page 1 ID:uMN1XBMFQzgGeYIMYwngyHZGc8X-y2RaB8Nv93UWBaRBmzSiHJOgFOaP0yT11FnSryd?a 2-0-0 5-9-4 5-2-12 N-ASA-0 46 � 3x4 11 Dead Load Defl. = 118 in 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.29 6-7 >674 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.42 6-7 >463 240 BCLL 0.0 ' Rep Stress Inns YES WB 0.33 Horz(TL) 0.03 6 n/a n/a BCDL 7.0 Code FBC2014rrP12007 (Matrix-S) Weight: 87lb FT=O% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-6 MTek recommends that Stabilae- and requited cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 109710-8-0 (min. 0-1-8) 6 = 86910.8-0 (min. 0-1-8) Max Harz 2 = 390(LC 12) Max Uplift 2 = -360(LC 12) 6 = -326(LC 9) Max Grav 2 = 1097(LC 1) 6 = 869(LC 1) FORCES. (lb) Max. Comp -/Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=15621783, 3A=-12371682, 5-6=254/192 BOT CHORD 2-11=1094/1419, 7-11 =1 094/1419, 7-12=522/700, 12-13=5227700, 13-14=5221700, 6-14=5221700 WEBS 3-7=5961583, 4-7=A31/723, 4-6=-977/750 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) W nd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; canfilever left and right exposed, end vertical left exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) - This buss has been designed for a live load of 20.Opsf on the bottom chord in 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 = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 2 and 326 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) This truss design requires that a minimum of 7116' structural woad sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard I0019 (ho llon (it. Orlando, IL 32632 Job Truss Truss Type oty Ply Tarpon Flats Lot 12 Model A XPRHTFA VO4 VALLEY 1 1 A0579501 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc Wed Sep 1617:16:59 2015 6.00 Fl2 2 3x4 = 2x4 G 2x4 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 SC 0.35 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code FBC20141TPI2007 (Matrix) Weight: 10 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4.0-0 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Ob/size) 1 = 15113-11-0 (min. 0-1-8) 3 = 151/3-11-0 (min. 0.1-8) Max Harz 1 = -17(LC 10) Max Uplift 1 = -50(LC 12) 3 = -50(LC 13) Max Grav 1 = 296(LC 30) 3 = 296(LC 31) FORCES. Ile) 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; VuM=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25% Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 50lb uplift at joint 1 and 50 lb uplift at joint 3. 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, nonconcurrenl with any other live loads. 9)'Sem1wrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard wnrq.vb,rn.w`drrmt+a A.nonrmectfwn1Abnuaumrmwmnenamo!ulpurcgdaponmvuln m=endrmggn:nbnrranrdrnnlmrunra,yennypoolydlutldex.o-nr,rnebnnrI.,,bd-n o.l+vrunan uera.rstlm..ae AIANUEL MARTINEZ, P.L �emnmaia+„mob.dll.seluobb.0 b.tw„oNa.r+r�fwkmorra.rM1mw..rmonpm,nM.y...an,Py,�.leew+:a+wax+^rr.nr6:rdhr^plru.,r�nx[..d. rta rr,.rs,ml. n.d.danw.F�.sro�ddreu wbEilirymAm AYn', aiwrnovpalnnpbnruiprd,31RN.Itlea.nn,tlra.M,oANmelePnnderdnnrb,NreuiMmeerd1614nre(,degrapuleigrNuelRn.4upPord Adraard.erl+Purdde Gin,imG&p NN4gnoiop,blam+.ndlnnrp,da Erdr fi 042182 mpwdh%➢rdrxrel4rrnYa(rNfvmrOw. Lpeilnry MN44apa MdrPamnulphyr,Adrpd6al(rvFN WM1Ie'r:meuPnO Wdelhm W aUmrtluuul Lrpmdpolmr.Inlebe,dernped3lnNhonAC�Gmpn'per,tmrb pb¢nvvJ dmJorAMn,rdn,.Nr.Greg.nra.mmmne.Peb.yhar.s, a.Grt 16Gnrwna.bmrnGAmerpanrpodp�nrnm,lrnemupnena.nw'�u�p AeoP>.mdlna,.rne,nndbmi. I00I9 (hotltoG or. bnrgM®iEI1 A4laalrmu✓WwAfttmprtbpaimov 1W,d- vvyYeglmgbpebpRlxnlnhbvrumenvv6nkl [ulGnw. dvoulYNivgpi Orlando,R32332 Jot, truss Truss Type oty Ply Tarpon Flats Lot 12 Model A A0579502 XPRHTFA V08 VALLEY 1 1 Job Reference (optional) At ROOF TRU55ES, FOR] F'IbRCt, 1-1- 4W16, eesigrugallmas.com Kun: r.oau s dui zo 4.4 = 2 b d 5 4 6 2x4 G 1.5x4 II 2x4 Q 15 Page 1 IFnSryd?w LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.35 Ved(TL) n/a - n/a 999 SCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code FBC2014rrPI2007 (Matrix) Weight 25lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied orb-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 196f7-11-0 (min.0-1-8) 3 = 196f7.11-0 (min. 0-1-6) 4 = 35CR-11-0 (min. 0-1-8) Max Horz 1 = 42(LC 10) Max Uplift 1 = -84(LC 12) 3 = -91(LC 13) 4 = -79(LC 12) Max Grav i = 322(LC 31) 3 = 322(LC 33) 4 = 428(LC 32) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 24=350/302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 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 84lb uplift at joint 1, 91 Ib uplift at joint 3 and 791b uplift at joint 4. 8) This truss has been designed for a moving concentratetl load of 200.011h live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Seml-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 10019 Charlton fir. 01lando, R 32832 Job Truss Truss Type Ory Ply Tarpon Flats Lot 12 Model A XPRHTFA V12 GABLE 1 1 AO5795O3 ' Jab Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com 3x4 = Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:17:00 2015 Page 1 ID:uMNtX8MFOzgGeYlmYwngyHZGcSX-0E7yPTOYwMwpjONOIUhFUrGefSVewSdFP_L_Hyd?m 1.5x4 II 3x4 = 7 6 8 3z4 1.5x4 II 3x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/deg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.63 Ved(rL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.06 Hoa(TL) 0.01 5 n/a n/a BCDL 7.0 Code FBC2014rrP12007 (Matdx) Weight: 37 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 9-4-10 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 423112.0-0 (min. 0-1-10) 5 = 423112-0-0 (min. 0-1-10) 6 = 336112-0-0 (min. 0-1-10) Max Horz 1 = 47(LC 10) Max Uplift 1 = -170(LC 12) 5 = -173(LC 13) 6 = -67(LC 9) Max Grav 1 = 460(LC 31) 5 = 460(LC 33) 6 = 433(LC 32) FORCES. Qb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-674/556, 2-3=-565/592, 34=-565/592, 4-5=6741556 BOTCHORD 1-7=384/509, 6-7=384/509, 6-8=384/509, 5-8=-384/509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 170 lb uplift at joint 1, 173 lb uplift at joint 5 and 671b uplift at joint 6. 9) This truss has been designed for a moving concentrated load of 200.OI1b live located at all mid panels and at all panel points along the Bottom Chord, noncencurrent with any other live loads. 10) "SemFrigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard rmmg�Imu4neelN.rnJ:rx.'411oprnNYfrLI(lbanrumYix[OYN11044(NIDXIrrINalxnrOx![Ovual'Ium 1'nWbyvpvnannlnolem,muulrrnOngrwnklp44frvdlmxruelYeneer,ILrrkr.n Nrnldmnr. wNneAuiuYml ®C+144,Mr xrrl,.a.,mymrdal..rl drzxakral r ry rT.,,4..4.^4rr4r la.na.gmo pnm...w.,na4 pmnwew*mr wararinrenpdrr.yarn„ewunamxm. mm.0 nrlry„e.prr,eeuare r..r, MANNELMAPIINR,P.L aul eaf%T i 1U%.1 0 ... vm,5110ftca na. la rpr n.daepoeo m r.IdIMMn n<n wuxrrI ania nr.erdmanemor.a..rnna.,raxroleo 1:1nw[du•rr oo": ea wdmala #047132 ImoaydAdd. aay( In mml++mva.nMwu,trahmdau I eiY4+rdFemr RI4L,4enryerYixgmYbtirrdb4mxnyvr rm,4eunapend rmrx..rim..,✓dnr.t"nrrereaegrr.lae.nrw.Lx.ra:rMerlm;e,a,ad rmmnuapraxrnrrnmarral�era:p.renrrrsrm.N'=nrer.elala.¢ irep.cr.lmmmmarnanml. 10019 Charlton fir. fapp'gEl®)41f11lvvlfrorm WvodYvfivglL LpedvMevfWrLremev4unrlvm.ppd01a1rpprruaquWsbv6ro41 rwl lnvmWveelYmNgIE Mob, It 32632 Jos Tmss Truss Type oty Ply Ta pan Flats Lot 12 Model A A0579504 XPRHTFA VM03 VALLEY 1 1 Job Reference o Tonal At ROOF TRUSSES, FORT PIERCE, FL 34946, design@alwss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:17:00 2015 Page 1 ID:uMNtX8MFOzgGeYlmYwngyHzGc8X-0E?yPTOYwMwpjON01UhFUrKcfYn8wMdFP_L_Hyd?m 2x4 9 1.5x4 II LOADING(psf) SPACING- 2-0-0 C51. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 VeA(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.23 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 7.0 Code FBC2014/FP12007 (Matrix) Weight 9lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-8 oc purtins, except end verticals. BOTCHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. REACTIONS. (lb/size) 1 = 11112-9-0 (min. 0-1-8) 3 = 111/2-9-0 (min. 0-1-8) Max Horz 1 = 63(LC 12) Max Uplift 1 = -28(LC 12) 3 = -60(LC 12) Max Grav 1 = 271(LC 26) 3 = 271(LC 27) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument 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 28 lb uplift at joint 1 and 60 It, uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.0I11 live located at all mid panels and at all panel points along the Bottom Chord, nonconument 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 10019 (horllon (ir. Orlando, R 32832 Job Truss Truss Type OtY Ply Tarpon Flats Lot 12 Model A XPRHTFA VM05 VALLEY 1 1 A0579505 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL34946,deslgn@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc Wed Sep 16 17.17:012015 Page 1 ID:uMNtX8MFOzgGeYlmYwngyHzGc8X-uRZKcpPAggleOlbZy7?wni00G3p0tN=U3kuXjyd?cm 4 3 2x4 4 1.5x4 II LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.65 Vert(rL) We - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(rL) 0.00 n/a n/a BCDL 7.0 Code FBC2014/rP12007 (Matrix) Weight: 17lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 22114-9-0 (min. 0-1-8) 3 = 22114-9-0 (min. 0-1-8) Max Horz 1 = 125(LC 12) Max Uplift 1 = -56(LC 12) 3 = -119(LC 12) Max Grav 1 = 341(LC 26) 3 = 341(LC 27) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-264/317 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.OpsF BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.56 lb uplift at joint 1 and 119 to uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard rnael.nneanNrsrnrd:m.xl mornmml�slnlmmulmsf<mnnommirornrromltmon4uunnmm rnrye„yln=mlrnmdud MnmW.omrory.w..�Oml.wn Wmdd.uw,lirrk,,,.4mnta.,,m Wnnm,dmrm.lmb,mo.wY �L18ov.lrrNn}..dWeiellm Wlm4WN11re1m,0eufelq'rv(ve.fR°d/IAmrvLW W�or40 npnMrmniryrmetlnrpdnwminjvrYr��4�aLM1 ingeWlaMr`elxlm6pikleeblGOory,nkr941.Mbtipnvnliwr,lalgrvdnt MANNEt NAPiINEZ, P.E. edlnrr dnnl' l Yt NAj MmI ]PryJIAO 00emrYoulN uelrpenar leluif.OLq Ytl oektldt0111P16(tll tlpuJd pd.mdRlLlb oppnddtlr NdeMenYlrllenelMlln, tnb4plttllivp.Yuey mldlemrNhrmd rlAEeM fi 041182 I uxdrdC,WYnlydf dfaeN .4 InMwf WlmddpbYNedpx3rrddvf4Eyf Ir vtlW gldnmrbNlflpliJed1Yi11Wn4nrlelumelMLemipWe 1315fimM1ernpwlElnalHniWLmrW.lert,Im.0evp4jetted 10319 Chodton fir. Im, WMnivn,YWne'WnmdelY9lYrr�mlYPeedery ordnitYdlminrmroh411rinnOnye ELnN tYpl Re1s16gOrupnnerlrnvSMemfignedre%Mdl'np. Fl repldpAlmnngorkAeednlRl. epypEl®aILMI Wdrnrul WrYtl YmnmLll lepdYmeYlltidmnY{hurlomylnnxdWdri0nn11nreMrveY6rmkl Imllmmo4mJYmtiu411. Orloado rL32N32 Job Truss Truss Type Oty Plv Tarpon Flats Lot 12 Model A A0579506 XPRHTFA VM05A VALLEY 1 1 Job Reference loptionati At ROOF TRUSSES, FORT PIERCE, FL 34946, designgattruss.com 9 d Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mffek Industries, Inc. Wed Sep 16 17:17:012015 Page 1 ID:uMNtX8MFOzgGeYlmYwngyHzGcOX-uRZKcpPAggleOtbZy7?wniONC3oRlNMU3kuX yd?an 2 l 4 3 2x49 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. 13EFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.59 Vert(TL) nla - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(TL) 0.00 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matdx) Weight 17 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-0 ac puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 1 = 23214-11-8 (min. 0-1-8) 3 = 232/4-11-8 (min. 0-1-8) Max Harz 1 = 131(LC 12) Max Uplift 1 = -59(LC 12) 3 = -125(LC 12) Max Grant 1 = 348(LC 26) 3 = 348(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=278/333 NOTES- 1) Wind: ASCE 7-10; Vu1r170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 5) ' This truss has been designed for a five load of 20.Opsf on the bottom chord in 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 59 lb uplift at joint 1 and 1251b uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 8)'Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard IOfvpidiall<m nm M .&IMI. JOD Truss Truss Type oly Plv Tarpon Flats Lot 12 Model A XPRHTFA VM07 VALLEY 1 1 A0579507 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL34946,desrgn@altruss.com Run: 7.630 s Jul 282015 1.5x4 II 2x4 11 LOADING(psf) SPACING- 2-M CSI. DEFL in (roc) I/de0 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vart(LL) n/a - n/a 999 TCDL 28.0 Lumber DOL 1.25 BC 0.94 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Inv YES WB 0.00 Hom(TL) 0.00 n/a n/a BCDL 7.0 Code FBC2014/rP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP M31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-9-8 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 33116-9-0 (min. 0-1-8) 3 = 33116-9-0 (min. 0-1-8) Max Harz 1 = 187(LC 12) Max Uplift 1 = -84(LC 12) 3 = -178(LC 12) Max Grav 1 = 411(LC 26) 3 = 411(LC 27) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-388/450 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psh, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncument 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 Vida will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84lb uplift at joint 1 and 178 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, noncencurrent 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 16 17:17:02 20 PLATES GRIP MT20 244/190 Weight: 24 lb FT=0% mmurg.r4.vmve4upd+. as raxrammrMn nxneMCI COMonan¢uIrIUM mxaxuo¢xan'r.m lmha<ee.rmo.<eru.an.a.om..rxa,:,,o„yrm..brl�ocl=,an: x:.rum;.rermm�,rfbnfm�r�.. us„rmr�.�enm:aaibroo. r,h LLIrmrMrjn�,YMMbIr¢9bb,H4.Im,Giy.[gorv(LMulM1fyirmLb W.orREreP.�enMs.dm:.Jniiaae.y.nq,rpa@6ry Im YNJr�dMryYlm,IgiNnrblW.u},wbinl.IbY" �IAAMIEL9AHIIN u... Al ,,bbrmRr1`1 .nsmr®ay.mmarv,nvmpa �xemrnr•^woe+ramo..u.ro:o.mrwb,v:a.¢mmmn.am.ro.ayrr,.mmmnmmrn,ncm¢Smei.,meu¢�rp,car.ann:a..ap.:manrmo.m.nb�a..mr.umr.b:u.ab:osnan..rr.mmonr:.und.o.aahmr #00181 mr.w ramrl:e'.rr 'rrmrr.nm..uwwwrm:mrlm.em.mm:r,ram,u„aorrmuAwr.,wumm'..m.rpcuuauyahmeawmrin„r.ar.yrma�mm. fnlwr,arnpn,ilsnrtar,aerurr,euyrr,.rmramnbyxnd 10019 BMW tir. rmu.r.am.r,umn,rArr.n.ors.aenrxnmeo,.re.mm.,a"rh.nrmb,:,=Ma. mrfm,aaa.mra<aaxmmee icymnmvrnnnsrMmua�.mb..wor.a. marnr,,,aem,r,r.,erbrr mr. bppry69)101f11 fialn,u✓Nstlxvlinyrl bpdrmiareldi.dwnnt6rglu.,LLnrAinriximm,mmrvwrmx6rmLl lodfmu.-NvrelY¢NgrL Orlando, B 32932 Job Tmss Truss Type Dtv Plv Tarpon Flats Lot 12 Model A A0579508 XPRHTFA VM09 VALLEY 1 I 1 I Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@aItruss.com Run: 7.630 s Jul 28 2015 Pnnt: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:17:02 2015 Page 1 ID:uMNtX8MFOzgGeYlmYwngyHzGc8X-Nd7ip90oR_1V21 ARMMKwWOT7ermm4M3Ayd7d 2x4 G 6 3x6 II 1.5x411 3 4 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Verl(LL) n/a - We 999 TCDL 28.0 Lumber DOL 1.25 BC 0.65 Ved(rL) We - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.26 HDrz(PL) 0.00 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORO Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation ultle. REACTIONS. (Ib/size) 1 = -79/8-9-0 (min. 0-1-8) 4 = 266/8-M (min. 0-1-8) 5 = 695/8-9.0 (min. 0-1-8) Max Hom 1 = 249(LC 12) Max Uplift 1 = -134(LC 26) 4 = -143(LC 12) 5 = -375(LC 12) Max Grav i = 168(LC 12) 4 = 369(LC 29) 5 = 695(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOPCHORD 1-2=-5811278, 34=305/337 WEBS 2-5=7971883 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf. h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires confinuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 134 On uplift at joint 1, 1431b uplift at joint 4 and 375lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8)"Semkrigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight 331h FT=O% P.L 10019 (hodlon (ir. Orlando, Ft 32832 Job Truss Truss Type QtY Ply Tarpon Flats Lot 12 Model A XPRHTFA VM11 VALLEY 1 1 AO579509 Job Reference (optional) Al RUUF IRU6sh5, FUR1 PILRCE, FL 34946, desgn@allruss.com Run: 7.630 s s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:17:03 2015 t.Sx4 II 3 3x4 G 6 5 7 8 4 1.5x4 II 1.5x4 II LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Ven(LL) n/a - n/a 999 TCDL 28.0 Lumber DOL 1.25 BC 0.70 Vefi(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Inns YES WB 0.25 Horz(fl-) 0.00 n/a n/a BCDL 7.0 Code FBC2014rrPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 ac bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guldr REACTIONS. (lb/size) 1 = 125/10-9-0 (min. 0-1-10) 4 = 266110-9-0 (min. 0-1-10) 5 = 711110-9-0 (min.0-1-10) Max Harz 1 = 311(LC 12) Max Uplift 4 = -143(LC 12) 5 = -383(LC 12) Max Grav 1 = 280(LC 27) 4 = 369(LC 29) 5 = 711(LC 1) FORCES. IN) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=566/272, 34=-299/318 WEBS 2-5=-799/851 NOTES- 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and fight exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 4 and 3831b uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, noncencument 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: 43 lb FT=0% r..:y.erul pu..rIru,.. N., I mm nmmlW11 MR, U ttfa'IDIIICY5a41aWrrrmnllrnmWOnlxn'Ixnruara.w•ru.®m,.,au.r.�u.im.r�n,n4•m,•M9oq,mmxa.amm�ri r,k„mwned.,... o,xu.m�a.amr.�arw,µ n a1a r�+M1+adbMl 614rM1bNdLi by r�"h..q�rbrw.4m,ml.gno r ....,rya ak p.mu:.r.y..'r kmarrybbe.:pae ,�mr M:•mawamoerr wa,ml.lb4vnw,,.pbclr ru.am UNURMUTINR, J. f� a WITA I4"r r rr 01,ka .0 xsa4m a mows �m we o<a 4.1,11, g m e i n4mnr n nrn l dUd,,W anu lb rh::d.ot run awrrmw.na r mmtire:wF.,y,my unAm...ae..r,ame.m. #047182 uq.,aWiambiyrw.wae a u „dlovrur um wraammnde.rae+r6 p,nsd rylJe,uxw9t�pliSdr)mdna auwabrmann.,. 1RIKnM,upnaaY"Mme.ap�NnpoJev rmtbv'rebpaad f �xowe.,wn,N.nraa.,.aebeor•rwbnu ed.n...,aadnar.b.:aMa n.lm.o.ambrAwrumrc,rat.opwnu.nm:rnM1"rm'u,ue,.nbu�r molmmae m.. ne<rua ant 10019 Chorlton Qr. anr%U@sJ141 rwl4ums-W dxubrgrl LpdaniwunaJwua,hYYlum,kpolendrlibrrWnrnWNnhw41loo16uw xlndxum.prl Orlando,Ft32932 Job Truss Truss Type qry Ply Tarpon Flats Lot 12 Model A A0579510 XPRHTFA VM13 GABLE 1 1 Job Reference (olgionall A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@a4russ.mm Hun: /.tiau s Jul za zma rnm: r.oau s Jul ze zuro Mu ex maumes,^Inc. 4x4 = 1.5x4 11 3x4 i e 7 9 6 10 5 1.5x4 II 1.5x4 II 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loci Udell L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.59 Ven(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.52 Ven(fL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES UIB 0.25 Horz(TL) 0.00 6 n/a n/a BCDL 7.0 Code FBC2014rTP12007 (Matrix) Weight: 56lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-9-8. (Ib) - Max Hom 1= 319(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 5 except 7=367(LC 12), 6=200(LC 12) Max Grav All reactions 250 lb or less at joint(s) 5 except 1=308(LC 28). 7=674(LC 1), 6=533(LC 2) FORCES. gb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-517/244 WEBS 2-7=-738f757, 3-6=41961494 NOTES- 1) Wlnd: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf BCDL=4.2psf, h=25ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and light exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jl=lb) 7=367. 6=200. 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, nonconcument with any other live loads. 9)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 11 Upeued lem, urIsMmd'o IN Job Tmss Truss Type Dry Plv Tarpon Flats Lot 12 Model A XPRHTFA VM15 VALLEY 1 I 1 AO579511 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL34946, design@altruss.com Run: 7.630s Jul 282015 Print:7.630 s Jul 282015 MiTek Industries, Inc. Wed Sep 1617:17:042015 Page 41A = 1.5x4 II 3x4 4 8 7 9 6 10 5 1.Sx4 II 1.5x4 II 1.5x4 11 LOADING(psf) SPACING- 2-0-0 Cat. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Veri(LL) n/a - n/a 999 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.56 Vert(rL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.28 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code FBC2014rrP12007 (Matrix) Weight: 62 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation vide. REACTIONS. All bearings 14-9-0. (lb) - Max Harz 1= 319(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 5 except 6=199(LC 12), 7=-369(LC 12) Max Grav All reactions 2501b or less at joint(s) except 1=311(LC 28), 5=307(LC 31), 6=616(LC 2), 7=672(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2--4901228 WEBS 3-6=5401504, 2a=727n23 NOTES- 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsh BCDL=4.2psf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 5 except at=lb) 6=199, 7=369. 8) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurtenl with any other live loads. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard v.,:y,w.,.nnnrxrnd..a.•♦uoonramtr!mnluxnumwrmnnnaumrorrenunqurromrsuuari.�n v.�nra<,h.ro...nnemmma'uu.,,ndPon.:r9o0.un.P®,umien,rndn,..wnad...0 osn,a.,.nnml.!s.t%..h �W1AnmWr�+Vb.Wla YfanYnM e,.r,mG.,1,5meG4Wm%rywnlM1..1n�n0uP,w,nmepa.dY,Pdnrde,j.e,YrnY+��r.R,WPdw,9Y1m,4pkln6lW odr,nlu RFL ne4q, nunpv,,�ryn 4im, MANUEL MAIEINEZ, P.E. .66urnI.char.manrrun.h:m,niPnuim0da.on:,,mo.=,nwmaarrmnmaic,raryn,.:m.,.run.on.m.a.ncminwwaa�.r„e.nani.r.m.rrabda,Me.m1,ru,uu..imu,n,.umr.rw,aay.n..y.micu:nds,u.assue,m. #047182 mr+u'�ruaivLaRnyn,oe[..om.umnwmaarmde.Pmn..ePa.w,dmnwyr..wti!dmab..anOOVr<+oueMmrau..,dn..dNr..,apn.,. rnr xe.,n.,.,Pwaanrw,ae,rn,ony.,.tn„r,u„uw,nw 10019(harllon(ir. mnr.d.m,.,.a.nw,mna,m,een[.a.a aria.nnnimtrrur.an:,d.Km.m„o,ae.mr:n,amra,aua�.so,uP,,.nn�srPnur:,an.�..rwr�.r. mopnrc,.awm,.n.,euneamr. mmieue3trisAu..m.,P,P,..dii.xPr,,ri eP.e.a.r.iwr6....yw..pd.,,P.emmaam.no..o•wr�r.a..+unirn,...[v.d.,awut Orlando, R 32832 lq A0579512 b d 44 11 3 3A 9 8 10 7 6 11 5 1.5x4 II 3x4 — 1.5x4 II 1.5x4 II i6-9-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Ven(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.60 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.32 HOrz(TL) 0.00 5 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix) Weight: 681b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-9-0. (lb) - Max Horz 1= 319(LC 12) Max Uplift All uplift 100lb or less atjoint(s) except 5=-131(LC 8), 6=219(LC 9), 8=369(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 1=319(LC 28), 5=388(LC 31). 6=735(LC 2). 8=655(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOPCHORD 1-2=-455/201, 45=290/221 WEBS 3-6=-624/549, 2-8=703/683 NOTES- 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MMIFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 5, 219 It, uplift at joint 6 and 369 to uplift atjoinl 6. 8) This truss has been designed fora moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ee.rt,.,�.m.drewcet k a # 047182 �� 10019 (Forhan [ir. Odundo, R 32832 N 0 Job Truss Truss Type Dry Plv Tarpon Flats Lot 12 Model A XPRHTFA VM17A VALLEY 1 1 AO57951 Job Reference o tiona At ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.cgm Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:17:05 2015 4x4 = 6.00 r12 1.5x4 II 3x4 II 3x4 4 9 8 10 7 6 11 5 1.5x4 It 3x4 = 1.5x4 11 2x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Ude0 Ltd TCLL 20.0 Plate Grip DOL 1.26 TC 0.70 Vert(LL) n/a - n/a 999 TCDL 28.0 Lumber DOL 1.26 Be 0.59 Vert(FL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code FBC20141TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-64. (Ib) - Max Hom 1= 124(LC 12) Max Uplift All uplift 1001b or less atjoint(s) 1 except 5=101(LC 9). 6=-305(LC 8), 8=184(LC 9) Max Grav All reactions 250 Ib or less at joint(s) except 1=337(LC 28), 5=364(LC 31), 6=741(LC 1), 8=533(LC 29) FORCES. (11b) Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. WEBS 3-6=-726/566, 2-8=-501/440 NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exter or(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) m This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 5=101, 6=305, 8=184. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel paints along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks including 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: 57 lb Ff=O x.�dq�p4m�lnnlxperbgYll Po4IIIW(1(tn11114[NILLNNt(OXOInOM{N{IOMf1OYM1111(IMxI(Or(YIXI'Ixm Yrn1Y k,5vlm.nhnulneleNuerlti,nrn Or,grC,vvnlpppleMAr MueelYmtiee4lLl,lenme&<IlAnreu IlcYuol6,riuJNds1Y1W.uN �.61, upS.,ShcrWlm AM,4 WvY lo'd$,a Lome(u-1pw'riy'sn{4Wngn0,eprum,nnryFaetlO,Aluualur.,eminymiiryb.. WPtlbwlYLwlgipJnl4MIulY.,,M41F1.0.4upnmpwm6vrA��'nt IAANUEL EUAI82 P.L Wtilryd Mitt rmdo, maix fivrutlnnp l9ndM0 a0 1MM'1r dWiHpLnTn YIMm.knd WllGa nitlLdhuJdnd duvdaVl M1veppuddhra9ed.rrfidduuel P,r pL6dp Levd4p,,lver Ids:.udlndvpJtllMro, #0471U2 I.aauraarr rludlnW(mwx um, m X IMrw.iarma, dp(M dwlafy6•nand&M1ltomaro.11lgrn,Mepm.d9an.ao<,ualmLrenalidmr lnld<mnee,.gr.,scs,waenam,u. ur. rmlwdrsl:nd 10019 (harllon (ir. r ...n nnd.rrmnnrlerermmw,.nes nan,uvrevp.n ,Yoldnwa.YMurr,ra,nsnumf.pvr, f,,..rWwr dapmmaemn.nad=ramrrvl. emglla ran 1i lul Wm a Aa., rl 1,m am.dW,ddumrtM., IM11,41rd 1A Fw. r,u,ue ho41 1u1r1 Orlando, FL 32832 E TRUSSES AFL0RIDAC0RP0RAn0N 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 temporaryand permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other Than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C duds, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor:) Truss chords and webs cannot be art. Attic access opening should be located between trusses unless otherwise noted. S) 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 ,Q\w is www.Al Truss.com `fi l' U P Name; Address; STRUCTURAL Customer: IDS, rt9 CONNECTORS' Mliek'Company Contact; Number. Hangers yC,= }yP f1., .n nd-'}•.: - j :}1Y'y"fi!f: `� ' h; gsf,.,F t}.:d`G �r „'n'+:% w,:ry. i;:.. :A is .4ii, Wr r'� rr�:l�1a :•1 rp,.<..e�:J,o-.;f}�.c.'!.a'��.�`n`ef;�::5sr:.k.�•sx�..:ralwable•Lo�''d=tlb5) r �:.;� ;nl•.e.r F-'c f.• Oqv'Sti:.;a :�•.:.. .K�.a^:.<. :'S.+.ail: h i-. 'I •Y. 'r1Y.i, S;:iSY. io.,,.. .4� .:n.: :•u ,^La ^_Ix„; , �L�r...ba? n ,r .t...,: r;�t iu. iCYoFn .ytli (,;i�,,,`��.j:-.y„u .a t � ..a,r:.,� naly. Jig•„ . � .lk:•: �' _ ..:a, .,v.:�n.A:,;••••,:: 1N(M•:�:4: '-�<I° f34' .�«Y .r. �-', h: �,ryY: .';fir., 'b,^'n, la. N... ..i(2i;.s v/1?r.,T,,:rN �.i;um�,<,.., 1=; y �:-) e 7 %k z, d?''•wi cv: It `g:::;r �v�:', r 'r d ',+,.L�Iy -. ''� �.. +54:�. � ".f, � �'s+`.. ,�ic7. . ,i;;�:i ,�i? rr t.7.". '.?;:Ar'llrf l Y xP,. ! :',Y, �, ,N' .sf "s it �•F.4'1. {.:( y,., f.5 .f� �. n4: � iF'' , : rQ=.1'';ti 3 :.r• .o• . z,:v.,i.' „I ':x+. :..' . u: Y La-1 =itk:-„--v4' I ?ir:r)idd � : %'i,•.� r"_ rtn$yi . .,I,.7+x�le •v :;�'::: i$ },u;r wy,q -Y T:f., •a+ - . t „pe :!t5 '• '�S .2'i i � �l" yy� x:('SL�. ..r. ;!il :,. ' f l ::t ii slQl �'�•. :'�9. '' r. rr )5'i r ,`l �'''i'i�:' '>?.''•::r::.F�, I, / t. •N,- .,i'���^S�S�� � . : ei a� ��"_4 i�yf•r, � Il•? . inff-j ! S F, �,•nr {{,,;�f''t,C1rV!t":tir,j:: riCsrr'4s'yT,..r�,��,'::'S`+i.': ;i 'Yy>I. �'%i .i�; F! _� 'C r.S')f nt•,r..t• •xi" .R;„..r,�.i -.,+,z�'I+.s„tw16FL5P�.,r:t., .:n: +�r '& tY J, n: r r� :, ;. }`. 1:2' . v};.S ,.1. "r.''.Ifi r V.\twrn•••Y: :+L5L+, : :c'Fta..� S(/? ,.LVL..., ri � ,t.Yh..,i'. asSPF?f:.+I=als�.. : W. t�,f„trrF"':\ .'•'Sj' ;7,;�Yl:�::j}fry,,fY�:•iz.;e ably^Ii1�-yn•a; l,:,u;l'. fti1%F .,vCS:�, r 1 �.U5Ph5foc .. (' , ,;Cotla..l• Y4 ',�• J✓�' q x' : pq T• ' `.12596, rJ ;r r. J , { .i t�.I tit' i' M. �' (c tr 1. �'1 x f' '+'� 4 h•.. f I 1".f Ysl ,�. j[:•I 4Y1if lly'r:, I cLeh'el:•: • :tiF!o'y's:.s:R p aRts 100 %_> :1.159b5 16096"U°I• 5100% f; :10f�%"�: SOd%. ?10 ;30�46'; ,-rf,'";• ;may. r(v:�id?:<;sif'Fofehet`.5ch'edule,el�;x,,�n;,rrc??alcr"• T1 JUS24 1881, 555 750 820 510 4- lod (Header) FLSZ1 39, 2 -10d (Joist) 11- 0510.01, RR 25779 LUS24 670 765 825 490 - 4-10d(Header) 1.lod (Joist) T2 JUS26 1881, B50 975 1060 1115 4-10d(Header) FL821.42, 4- 10d (Joist) 11- 0510.01, RR 25779 LUS26 665 990 1070 1165 4-Jod(Header) 4-Iod ()oist) T3 MSH422 183: - 22 -10d (Face - Face Max Nailing) FL822.36, 6 -10d (Face - Top Max Nailing) 08- 6 -10d (Joist - Face Max Nailing) 0303.06, 6- 10d (Joist -Top Max Nailing) RR 25836. 4-10d (fop -Top Max Nailing) 13116-R W422 2245 2245 2245 - 6-16d(Canied Member -Fuca Mount) 6-10d (Carried Member - Top Flange) 22 -16d (Face - Face Mount) 2 -16d (Face - Tap Flange) 4 -16d (Top - Top Flange) ' THA1422 183S 1835 I835 2.10d x 2-112 cr2 -10d x l-112 (Carrted l-tei;iber) 20. 10d 0r2 -10d (Face) 4-10d (fop) USP Structural Connectors low T4 THD26 17814 2485 2855 3060 2170 18-16d(Face) FL132B5.35 12-10d x 1-1/2 (Joist) , 06- 0921.05, RR 25B43 HTU26 2940 3340 3600 1555 11 - lad x 1-112 (Carded Member) 20 - Sad x 1-112 (Carried Member - Max Nailing) 20 - I6d (Conyfng Member) p - 16d (Carr)ing Member- Max Nailing) TS THD26-2 178:4 2540 2920 3175 2285 - 18 - 16d (Face) FL13285.35 12 -10d (Joist) , 06- 0921.05, RR 25843, 13116-R HHU526-2 2785 3155 3405 L50 14-16d(Face) 6- I6d fiabrf) 1121-2 2940 3340 3500 2175 20- lad (Carded Member -Max Nailing) 1 20 -16d (carrying member- Max Nalifng) T6 THD28 1783. 3855 3965 3965 2330 - 28-16d (Face) FL13285.35 16 - 10d x 1-1/2 (Joist) , 06- , 0921.05, RR 25843 HTU28 3820 4340 4690 2140 26 - lad x 1-112 (carded Member - Max Nailing) 26-16d (Carrying Member- Max Nollinq) T7 THD28-2 1784 3950 4540 4935 2595 - 26- 16d (Face) FLI3285.35 16 - 10d (Joist) , D6- 0921.05, RR 25843, .13115-R HHU528-2 42I0 4770 5140 2000 - 22 -I6d (Face) ' 8 -I6d (Joist) HTU28.2 3820 4340 4680 3485 26- Iad(Carded Member -Max Nalifng) 2G -16d (Carrying Member- Max Naiing) T8 THD46 17814 2540 2920 3175 2285 - - 18- 16d (Face) FL33285.35 12-10d (Joist) , 06- 0921.05, RR 25843, 13116-R USP Structural Connectors HHU546 2790 3160 3410 1550 14 -16d (Face) • 6 -16d (John T9 THD4B 1781. 3950 4540 4935 2595 28 - l6d (Face) FL19285.35 16 - 10d (Joist) , 06- 092L05, RR 25843, - 13116-R HHUS48 4210. 4770 5140 4WD 22. 16d (Face) 8-16d (lout) T10 THDH26-2 1883, 3915 4505 4795 2235 20-16d (Face) FL821.75, 8 - 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 4355 4875 5230 2155 20. 16d (Face) fl-16d(Jaun T11 THDH26-3 18814 3915 4505 4795 2235 20-16d(Face) FL821.75, 8- 16d (Joist) 06- 0921.05, RR 25779 HGUS26.3 4355 4875 5230 2155 - 20-I6d(Fa ce) 8. 16d()aW) T12 THDH28-2 1881, 6535 7515 8025 2665 - 36-16d(Face) FL82L77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Jaut) T13 THDH28-3 188:4 6770 7785 8025 2665 - 36 -16d (Face) FL821.77, 12 - 16d (Joist) 06- 092L05, RR 25779 HGUS28-3 7460 7460 7460 3235 36 • I6d (Face) 12 -16d (lout) LISP Structural Connectors Name U rap Address: STRUCTURAL CONNECTORS' Customer A-m7T, mpmy Contact Number. Fastener Comparison Table �.�. '„-_� -� Conne_c'tarSchedu :a���"".r ..-� ::�=, �, Giuw-- .. La6-eF _.....,�_: �� ::'USPi6tocfeFro- :-`a:Zs' sue-"sere""'-�._.��:-3' - ', mred�Fasteners�^-p ; '„^-c ��'_�„ r•..-.a_ _:<aa�'K..`r-i"�`s�ti�"tyr <. nr'K ______ �z,8eouved� - Ti JUS24 4-lad(Header) LUS24 4-I0d(1-leader) 2 - lad (Joist) 2- Slid (Joisq - TIO THDH26-2 20-16d(Face) HGU526-1 29-16d(Face) 8 -16d (Joist) 8-16d (Joist) - TJ3 THDH26-3 20-16d(Face) HGUS26-3 10-16d(Face) - 8 -16d (Jorst) 8 -16d (Jaoo - T12 THDH28-2 36-16d(Face) HGUS28-2 36-16d(Face) 10-16d (Joist) 12-16d(Joiti) - T13 THOH28-3 36-16d(Face) HGU528-3 36-16d(Face) 12 -16d (Joist) 11-16d (Joist) - T2 JUS26 4-10d(Header) LUS25 4-10d(Header) 4-lad (Joist) 4-10d(Jost) - T3 MSH422 22- lad (Face - Face Max Nailing) THA422 6- 16d(Carried Member -Face Mount) 6-lad (Face -Top Max Naifing) 6- 10d(Carried Member -Top Flange) 6-lad (joist - Face Max Nailing) 22 - 16d(Face - Face Mount) 6- lad (Joist -Top Max Nailing) 2-16d(Face- Top Flarrge) 4-Slid (fop -Top Max Nailing) 4 - 16d (Top - Top flange) - T4 THD26 IS-16d(Face) HTU26 11-I0dx 1-112(CarriedMember) 12 -1od x1-112 (Joist) 20-10d x 1-112 (Carried Member - Max Nailing) 20 -16d (Canybig Member) 20-16d (Carrying Member - Max Nailing) - TS THD26-2 18-16d(Face) f1HU526-2 14-16d(Face) 12 - Sad (Joist) 6-16d (Joist) - T6 THD28 28-16d(Face) HTU28 26-IOdx1-1/1(CaniedMember - 16 - lad xl-112 (Joist) Max Nailing) 26-16d (Carr*g Member- Max Na ling) - T7 THD28-2 28-16d(Face) HHUS28-2 22-16d(Face) 16-10d (Joist) 8-16d (Joist) - -T8 THD46 18-16d(Face) HHUS46 14-16d(Face) 12 - lad (Joist) 6-16d (Jaist) - T9 I THD48 28-16d(Face) HHUS48 22-16d(Face) 16-Sod (Joist) 8-16d (Joist) USP StrucWral Connectors k Name p Address STRUCTURAL CONNECTORS' Customer. A Wak'Company Contact Number. S - \'ff JUS24 (Qty.1) THDH26-2- (Qty.1) THDH26-3 (Qty.1) THDH23-2 (Qty1) THDH28-3 (QV. 1) JUS26 (Qty.-1) i 'fI flange U 4b S Fez U „Y Right 3 SW4 4' V flange MSH422 (Qty. 1) THD26 (Qty.- 1) THD26-2 (Qty 1) Left 14j4i .3a,G� 1.G1 V �v flange s s � flange. e. ; a _ u < A �w„Y Kightw� Y\ Right flange flange THD28 (Qty.1) THD28-2 (W..1) THD46 (Qt3r1) USP Structural Connectors ✓ Name USP ` Address STRUCTURAL ® Cus[emer_ CONNECTORS' A MTeIMMpany ContacL- Number � e 3" Left DIM,?: flange - RE / Right flange THD48 Pty. 1) USP Structural Connectors 1 TYPICAL HIPJACK CONNECTION 71STBK MAX 55 PSF MAX ROOF LOAD NAL® 170 MPH EX C H=251 MAX "ao 13 4 24 t- 3. ,z Ns¢U ar� �M 3 / MUD HN4ID 11 i ,,4h 2 16d 2-16d toe naVt x S 14 ,5 7 15 5 ! ! ax1'— tiS1LID N^^o+ NARM 24- SaV 6-1 D& 15- each end fps!) SPACING 2-1F0 30.0 Plates Increase 125 15.0 I Lumber Increase 125 0.01 Rep Sues Inv NO 10-0 Cod�FRC2010rTP12097 CHORD 2x45yP 69 33 CHORD 2c4SPNa.2 S 2x4 5P No-3 C51 DM of a=) Ii&O Ud TC 0.71 Ved(LU -DM 6-7 >'999 360 SO M49 Ven(TL) -0.09 641r >999 240 WS 0.50 Hom(M 0.01 6 rda n1a (�Aatrca-M) BRACING TOP CHORD Sinrturd mad shed BDT CHORD Sui rclu dl mod rhea S7tOh6 (INsia) 4-1890dedranka(, 2-6�410.i5 (min. D-1-6). 6-362Medtar'k Max Horz2-308(LC 4) Max l)p6114-156(LC4). 2--382(LC 4). 6--1 S911-13 8) M= Grv4-219(1-C 4 2-73:(LC 2), 6-412(LC 2) S (Ib)- M=.Compv7r4x Ten. -All forues2500b)nrlessexeeplWhensholvn- CHORD 2-11--Hi3•Til5,i1-12-86fv807, 3-12r4146r503 CHORD 214—fief/34Q 1415--13970=8, i-1S—,33�81Q 7-16-439/d4Q o-16--43J849 S 3-6--91fi:3 PLATS GRIP MM 2441190 Weight441h . FT-OV. section, in Wind: Asrr 7-lo;170mph (3-.ec gust) Vasd-132mpIn TCOL-5.Opsf: BCOL-S.UP9; h-ah: Cet. II; EwpC; Errl, GCpI..a18; MNIFPS (envelope)- mtt0lever Jell and dgld e,pased ; Lumber DOL-133 date grip DOL-139 TMstnss isnoldesignediosopporlacellfngand Isrmllntm&-dfvusevA1seaesthe6csaream ideta0on. Plates dlecled fora phis or mucous 0 ctgreemladon about Ilscenter. This Inss hzs been designed fora 10.0 pst batmm Brad 6veload nonconeueent loth any otherlive bads -Thistrus has been desgned fora Eve load of 20-Opsf on the bobomdmtd In all areastvherea reaangleS-&O 14 by 2-0-0WkIe, WEfit betvmen the bollom chard and any other members. `,Ill ll111 i)fA/ `♦♦♦� DVS .4./( '7�ii �Jv . VICFPtsg' 14 9 w= STATE OF `$�� At- �.♦. 1109 COASTAL BAY BOYNTON BC,FL 33431 10=112 TYPICAL ALTERNATE BRACING DETAIL .FOR EXTERIOR FLAW GIRDER TRUSS 12 412dPITCH 0 MAX 30" (21-5") yyyUlllllrlr UPLIFT CONNECTION SEE R04F TRUSS 2X6 #2 SP BOTH F_ACES1,` �J' y�cENSF''F6`'% EXTERIOR FLAT (�XI �1(✓y V GIRDER SIMPSON H5 ° STATE OF Cw;' / O N Al.y�y��`' 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/22 FEBRUARY 14, 2D12 STANDARD PIGGYBACK TRUSS I ST-PIGGY-PERP. CONNECTION DETAIL (PERPENDICULAR) u� O o oaoa L IV= Miirek Industries. Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES} ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRED. Wrek Indusntes. Cbesturem, MD Page 1 of 1 MAX MEAN ROOF HEIGHT=30 FEET BUILDING CATEGORY 11 WIND EXPOSURE B or C WIND DESIGN PER ASCE 7-96, ASCE 7-02, ASCE 7-05 100 MPH (MW FRS) WIND DESIGN PERASCE7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS 1.50 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT', UPTO 1411 LBSMAXIMUMAT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. PIGGY-BACKTRUSS (CROSS-SECTION VIEW) ATTACH PIGGYt3ACKTRUsS Refer to actual tnas design dewing for TO BASETRUSS WITH addli.-onal piggyback truss udonnatlon. (2) -1 Ed (0.131" X351 NAILS TOENAILED. NEARSIDE /FAR SIDE \ NOTES FORTRUSS: ' I F A TOP CHORD OFBASETRUSS BASE TRUSS (SIDE VIEW) Refer to actual Muss design drawing foradoitional base truss Bdormation. NOTES FORTOE 4AIL- 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WIT H THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2 THE END DISTANCE, EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OFTHE WOOD. 1. THIS DETAIL IS VALID FOR ONE -FLY PIGGYOACKTRUSS ONLY: 2- THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER: 3. THE SPACING OF PIGGYBACKTRUSSES AND BASE TRUSSES IS 2 FT OR LESS: 4. THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULARTO BASETRUSSES. S. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT 1. �J : ucFaysF-- STATEOF 11111,10 1109 COASTAL BAY BOYNTON BC,FL 33435 '10119/12 1• Y F- FEBRUARY 14, 2012 1 Standard Gable End Detail SHEET 2 y-1(JLJ MTek Industries, Inc, Roof 1 METHOD 2 = MT.k 1.d.W.s, CheY.rr*K MO Page 2 Of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" D.C. HOP.IZONTAL BRACE 2x5 DIAGONALBRACE SPACED 43-O.C. (SEE SECTION A -A) ATTACHED TO VERTICALVdUH (4)-1 Ed thing—,, COMMON WIRE NABS AND ATE(HED TO BLOCKING WITH (5) -10d COMMONS 1. 3. LLOUTOFPLANELOAI INAI p - \ EBRACING OFTHEGABLE E9OS \ LrX4PURL6N FASTENED TO FOURTRUSSES WTTHTW01Gd NAILS EACH. FASTEN PURLW \ TO BLOCMG WITWO iEd NAILS (MIN) Diag. Brace \� PROVIOE2c4BLOCkINGBETINEBd THETRU at 113 pOirris � 1 SUPPOR. .THE BRACE ANDTHETWOTR if needed \ ONSG) Eii}I[i1EASNOTED.TOENAILBLOC TO TRUSSESWlli (2)-1 Ud NAILSATEACH I ATTACH OAGONALBRACETOBLOCKING W (5)-iod COMMON WIRE NAILS. BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES - FOR W I!D SPEEDS 120 MPH (ASCE7-S3, 02, M. 150 MPH (ASCE7-10) OR LESS, PAILALL MFAFBERS WITH ONEROW OF 10d F131"X 37 NAILS SPACED B- O.C. - FOR W IND SPEEDS CHEATER 120 MPH (ASCE 7-A 02, 05), 150 MPH (ASCE 7.10) NAILALL MEMBERS WITH TWO ROWS OF1Gd (.131- X3l NAILS SPACED G O.C. 12X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED [ ALL BRACING METHODS SHOWN ON PA__ VAUDANDARET O BE FASIENEDTOTHE SCABS OR VERnaALSNDS OPTHESTANDARD GABLETRUSS ON THETNTERIOR SIDEOFTHE STRUCTURE AN ADEQUATE DIAPHRAGM OR OTHI3( NOTE: THIS DETAIL IS ID BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUD3.TRUSS6 WRHOUTBJLAYED SUDSARENCrii ADDFTESSEDHERE J� STANDARD I GABLETRUSS SHEATHING INLAYED STUD DETAIL IS FOR THE VEATTCX.PS 7p_VBNLY.. � vv � "�1O1S1SF'--••� N 34869 �, w_ =A = /i_ Q _ STATE OF ?` � :ALORIDP. 11111100 1109 COASTAL BAY BOYNTON BC,FL 33435 STDARD PIGGYBACK FEBRUARY 14, 2012 I TRUSS CONNECTION DETAIL I ST-PIGGY-PLATE 00 OHO E=a M� fek Industries, Inc. Ibis detail is applicable for the following wind conditions_ ASCE 7.98, ASCE 7-02. ASCE 7-05, ASCE 7-10 Wind Standards under a4 enclosure and exposure Conditions as long as no uplift exceeds 3-r7lbs. Refer to actual piggyback truss design drawing for upf. NOTE: This Detail is valid for one ply trusses spaced 24- or. or less. PIGGYBACKTRUSS 1Tefer to actual truss design drawing fcr additional piggyback truss irdonnarion- \11�.// I SPACE PURUt1S ACCOAONGTO THE tM:OMUM SPACM ON THE TOP CHORD OFTiE BASE T;USS (SPACNG NOT TO EXCEED W O.C.i_ A PURUNTO BE LOCATED AT EACH BASE TRUSS JOW MTek Ndsfie� 4ia�cvrrz6l, Mo Page i of i Attach piggyback truss to the base truss with 3"XW TEE -LOCK Muhl -Use connection plates spaced 48' o.c. Plates shallbe pressed into the piggyback truss at 48- o.c. staggered from each face and nalled to the base truss with four (4)- 6d (1.Tx0.099-) rieft in each plate to achieve a maximum upGi<capaciy of 3 r`r It at each 3'xB' TEE -LOCK Multi -Use connection plate - (Minimum of 2 plates) - Attach each purfm in the top chord of the base truss. (Pudins and connection by others) BASE TRUSS Refers actual truss design drawing for additional base truss information. 4tOENSF '• 4�, N 34869 LZJ — STATE OF FLOR.... 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 FEBRUARY 14, 2012 I TRUSSED VALLEY SET DETAIL I ST-VALLEY SYP no �a Mi ak Industries. Inc. M7ek industries, ChestenleU, MO Page T d 1 GENERAL SPECIFICATIONS 1. NAIL SIZE- 3.5' X 0.131"=16d 2 INSTALLVALLEYTRUSSES (24' O.C. MAXIMUM AND SECURE PER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUALDE31GN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EOUILIVANTTO THE RAKE DOAENSION OFTHE VALLEYTRUSS SPACING. S. NAILING DONE PER NOS - DI B. VALLEY STUD SPACING NOT TO EXCEED 43" O.C. 7. ALL LUMBER SPECIES TO BE SYP. SECURE VALLEY TRUSS Wl ONE ROW OF i 6d NAILS 6. O.C. - WIND DESIGN PER ASCE 7-K ASCE 7-W ATTACH W CONTINUOUS NO-2 SYP TO THE ROOF W/TWO led (0.131' X 3.5-) NAILS INTO EACH BASETRUSS. DETAIL A (MAXIMUM 1" SHEATHING) N.T.S. NON TRUSS S ASCE 7-05 12D MPH 1DA2 'ID DURATION OF LOAD INCREASWR� I OSUREC ORB p�Vy � PACING-ZV O.C. IBAS�C%ii�FAi.'LT�9 s', IIMUM REDUCED DEAD`aDq� F-•-._ ON THE TRUSSES ` �'LLGENS�C'• N 3486& _ iiLu 10 19/12 ZSTATE OF.FLORIDP- .,�Js'aNA ALE 1109 COASTAL BAY BOYNTON BC,FL 33435 OCTOBER 1, 2006 I LATERAL TOE -NAIL DETAIL I ST-TOENAIL SP FVln - 1 �o�ho1111 If LJ V ILL_] MiTek Industries. Inc. MTeklndusLies, rhestm6dd.No- Page 1 oFi NOTES: I. TOE -NAILS SHALL BEDP.IVEN AT AN ANGLE OF45 DEGREES WMi THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. ',NAIL MUST BE DRIVEN THROUGH AND EXIT ATTHE BACK CORNER OFTHEMEMBER END ASSHOWN. 2.THE END C(STANCE EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUALSPLTiING OFTHEWOOD. 3. ALLOWABLE VALUE SHALL BETHE LESSER VAW E OFTHETWO SPECIES FOR MEMBERS OFDIFFERENT SPECIES. TOENAIL SINGLE SHEAR VALUES PER NOS 2001 (Ib/ndl) [NAM, SYP OF HF SPF 9rS fi6D 806 699 MA 59.7 P-1624 935 6.56 74.2 'P—B 634 1069 99.5 BBA 845 739 ei Z .128 741 73 7 58.9 5TD 503 .131 759 0.5 603 59D 51.1 .148 B14 745 643 ®3 525 aei VALUES SHOVIRAI—x CAPACITY PER TOENAIL APPUCAELE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE (3)-16d NAILS (.162 dam.x 35'1 WITH SPF SPECIES BOTTOM CHORD Forbad duration increase of 1.15: 3 (nails) X 845 (Ibfnail) X 1.15 (DOL) = 291.51b Msimum Capacity ANGLE MAY VARYFROM 30' TO 60' THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEV S SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2%3.�—Q 2NAILS NEAPSIDE NEARSIDE 45.00' SILE VIEW 2:51 NEARSIDE NEAR SCE NEAR SEE ANGLE MAY VARY FROM 30' TO 60' 45.00' 111111IIIII7j` �uS S.{{ = N 34869 - v p113/19112 STATE 1109 COASTAL BAY BOYNTON BC,FL 33435 F OCTOBER 1, 2006 DO �a MiTek Industries, Inc. SI DE VI EW UPLIFT TOE -NAIL DETAIL ST-TOENAIL UPLIFT Mrrek Industries, Chaserfield. MO Pagel of 1 NOTES 1. TOE NAILS SHALL SE DRIVEN AT AN ANGLE OF 30 DEGREESWRHTHE MENSER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMSER END AS SHOWN, 2. THE END DSTANCE. EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD_ 3. ALLOWABLE VALUE SHALLSETHE LESSER VALUE OFTHEBOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. VIEV�S SHONM AREFOR ILWSTPATIGN PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NOS 2001 (Ildnail) IXAM, SYP CP HF SPF SPF S 0 .131 1 50.5 46.1 315 29.0 203 J.135 603 475 i 325 30.7 209 ,16"2 I 722 57A 39.1 36.9 25.1 ei Z .128 53.1 419 28.7 275 IBA � 131 543 4T 8 293 27.7 18B r .148 61.4 4B3 33? 31.3 213 m 0 .120 459 1 23A 15-3 `O .128 4g,0 38.6 265 25.0 17.0 1. 1 .131 50.1 38.5 27.1 25.6 174 .143 1 55.6 445 305 289 195 VALUES SHOVWJ AF1£ CAPACITY PE RTOE-NPIL. AFPUCABLE OURATION OF LOAD INCREASES MAY BEAPPUm. EXAMPLE: (3) -16d NAILS (.162' dam. x 3.5-) WITH SPF SPECIES TOP PLATE F0 AAlnd DOL of 133: 3 (nails]X 36.8 (1bfnal)X 1.33 (DOL (orwind) = 146.81b Maximum Allowable UpfiftReacfion Due To Wmd For4Wlnd DOL of 1.60: 3 (nails) X 36.8 (Ib7nad)X 1.60 (DOL (orwind) = 176.6Ib Maximum Allowable UpliftReaction Dua To Wind If the upli& reaction specified on the Truss Deston Dmwin91s mom than 146.81bs (176.6lbs) another mechanical uplift connection must be used. USE (3) TOENAILS 014 2x4 SENF6NG WALL USE (4)TOENAILS ON.W BEARING WALL END VIEW 10/19/12 I OS... •� J�' -'' cErls' • C� fir; (� q(�l�any ��/�D] n�prii 1MI1M/�34869b. y W� -_� �- - 7 : LEI` �� _ STATE OF .ice` �`------------ - `� .,/70NIA1.IWWAAX` 1109 COASTAL BAY BOYNTON BC,FL 33435 s �JIILY 20, 2015 TYPICAL HIP/KING JACK CON NIECTION I ST- CORNERSET P.: A, - ROOF TRUSSES' 'Attach End Jack w/ (4) 16d Toe Nails TC ' & (3) Toe Nails BC GENERAL SPECIFICATIONS 1. MAX LOAD: 55 psf Roof Load,170 mph, ASCE 7-10, 25'-0" Mean Height, EXP C. Attach King Jack w/ (2) 16d Toe Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach Corner Jack's w/ (2) 16d Toe Nails TC & BC (TYP) Attach Corner Jack's w/ (3) 16d Toe Nails TC & (2)16d Toe Nails BC (TYP)