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HomeMy WebLinkAboutTRUSS PAPERWORK4451 STr LUCIE BLVD.- FORT PIERCE, FL 34946' NO EXCEPTION TAKEN ❑ EXCEPTIONS NOTED ❑ SUBMIT SPECIFIED ITEM ❑ REVISE & RESUBMIT Checking is only for general conformance with design conceptRIH: 772-409-1010 project End general comp.i .nce with Contract Documents. Contrac : 772-409-1015 is responsible for confirming and correcting dimensions at job si e; for imform:tion which partains to fabrication processes or constfucit w.!A1 Truss.com to.hniques, and for coordination of work of all trades. Checking of shop drawings shall not relieve the contractor of responsibility for deviation from requirements of Contract Documents nor for errors or 9yi,sions in shqp�dra, ngs. Date 011za ) ro ADVANCED STRUCTURAL ENGINEERING II, INC. TRUSS ENGINEERING BUILDER: CalAtlantic Homes SF s PROJECT: RIVERBEND � O O /3LK/MODEL: Lot:36 / Model:6811 / EIev:C / GAR R JOB#: 63184 MASTER#: OPTIONS: MASTER BED SITTING AREA BAY WINDOW A-1 ROOF ,11111,0= TRUSSES AFLORIDAOORPORATION 2E: Job 63184 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Ate Information: ,ustomer Info: CALATLANTIC HOMES - S FL DIVISION Project Name: RIVERBEND -ot/Block: 36 Model: 6811 lddress: 13316 NW BAYWOOD PL Subdivision: :ity: County: Broward A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 State: FL Jame Address and License # of Structural Engineer of Record, If there is one, for the building. Jame: License #: \ddress: :ity: 3eneral Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special •oading Conditions): )esign Code: FBC2014(rP12007 Design Program: MiTek 20/20 7.6 Nind Code: ASCE 7-10 Wind Speed: 170 MPH goof Load: 45.0 psf Floor Load: 0.0 psf 'his package includes 108 individual, dated Truss Design Drawings and 0 Additional Drawings. Vith my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet anforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. Jo. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date A0650419 A01 12/23115 13 A0650431 A13 12/23/15 25 A0650443 B09 12/23/15 A0650420 A02 12/23/15 14 A0650432 A14 12/23/15 26 A0650444 B10 12/23/15 A0650421 A03 12/23/15 15 A0650433 A15 12/23/15 27 A0650445 B11 12123/15 A0650422 A04 12123/15 16 A0650434 B01 12/23/15 28 A0650446 B12 12/23/15 A0650423 A05 12/23/15 17 A0650435 B02 12/23/15 29 A0650447 B13 12/23/15 i A0650424 A06 12/23/15 18 B02A 12/23/15 A0650448 B14 12123/15 A0650425 A07 12123/15 19 B03 12123/15 A0650449 B14A 12/23/15 A0650426 A08 12123/15 20 B04 12/23/15 A0650450 C01 12/23/15 A0650427 A09 12123/15 21 tA065044l B05 12/23/15 [361 A0650451 CO2 12/23/15 0 A0650428 A10 12/23/15 22 B06 12/23/15 A0650452 CO3 12/23/15 1 A0650429 All 12/23/15 23 B07 12/23/15 A0650453 C04 12/23/15 2 A0650430 Al2 12/23/15 24 B08 12/23/15 A0650454 C05 12/23/15 he truss drawing(s) referenced have been prepared by MTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 RoofTrusaw. Ltd. russ Design Engineefs Name: Manuel Martinez My license renewal date for Me stale of Florida is February 28,2017. TOTE: The seal on these drawings indicate acceptance of prefeworml engineering responsibility set* for the truss components shown. he suitability and use of components for any par[cular building is Me responsibility of the building designer, per ANSlm`l-1 Sec. 2. he Trr�s Design Dmwing(sl(TDD[s]l referenced have been prepared based on the construction documents (also referred to at times as'Structuml Engine ring Docume nts'l provided by the Building ldicating the nature and character of the work. The design onto da therein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspecific location]. These TDDs (a tao referred to at times itructural De legated Engineering Docume mall are s pecia by structum l component designs and may be part of the project's deferred or phased melanins S. As a T ss Design Enginee r(i.e., Specialty ngineer)the seal here and on the TDD represents an acce pla nce of professional engineering ms possibility for the design of the single Truss depicted an the no only. The Building Designer is reapers ar and shall coordinate and review the TOds for compatibility with theirwrinas en engineering requirements. Plee review all TDDs and all related notes. -I Manuel r.' ' itc006.Dt Page 1 of 2 A-1 ROOF TRUSSES APLORIDACORPORATION RE: Job 63184 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Jo. Seal # Truss Name Date No. Seal # Truss Name Date 7 A0650455 C06 12/23/15 75 A0650493 G03 12/23/15 ;8 A0650456 C07 12123/15 76 A0650494 G04 12/23/15 ;9 A0650457 C11 12/23/15 77 A0650495 G05 12/23/15 0 A0650458 C12 12/23/15 78 A0650496 HC6 12/23/15 1 A0650459 C13 12/23115 79 A0650497 1-1J2 12/23/15 2 A0650460 C14 12/23/15 80 A0650498 HJ3 12/23/15 3 A0650461 C15 12/23115 81 A0650499 HJ3G 12/23/15 4 A0650462 C16 12/23/15 82 A0650500 HJ7 12/23/15 5 A0650463 C17 12/23/15 83 A0650501 HJ7C 12/23/15 6 A0650464 C18 12/23/15 84 A0650502 J2 12/23/15 7 A0650465 C19 12/23/15 85 A0650503 J3 12/23/15 8 A0650466 C20 12/23115 86 A0650504 J3G 12/23/15 9 A0650467 C21 12/23/15 87 A0650505 J4 12/23115 ;0 A0650468 C25 12/23/15 88 A0650506 AA 12/23/15 ;1 A0650469 C26 12/23/15 89 A0650507 J4B 12123/15 ;2 A0650470 C27 12/23/15 90 A0650508 J7 12/23/15 3 A0650471 C28 12/23/15 91 A0650509 J7A 12/23115 4 A0650472 C29 12/23/15 92 A0650510 J78 12/23115 ;5 A0650473 C30 12/23/15 93 A0650511 RC 12123/15 ;6 A0650474 C31 12123/15 94 A0650512 J7D 12123115 7 A0650475 C32 12/23/15 95 A0650513 MV10 12/23115 ;8 A0650476 C33 12/23/15 96 A0650514 MV2 12123115 ;9 A0650477 C34 12/23/15 97 A0650515 MV3 12/23115 0 A0650478 CA 12/23/15 98 A0650516 MV4 12/23/15 ;1 A0650479 CAG 12/23/15 99 A0650517 MV5 12/23115 ;2 A0650480 CJ3 12/23/15 100 A0650518 MV6 12/23/15 3 A0650481 CJ5 12/23/15 101 A0650519 MV8 12/23/15 A A0650482 CJ5C 12/23/15 102 A0650520 13131 12/23/15 ;5 A0650483 D01 12/23/15 103 A0650521 PB2 12/23/15 6 A0650484 D02 12/23/15 104 A0650522 PB3 12/23/15 7 A0650485 E01 12/23/15 105 A0650523 PB4 12/23/15 i8 A0650486 EG5 12/23/15 106 A0650524 P85 12/23/15 i9 A0650487 EG7 12/23/15 107 A0650525 PB6 12/23/15 10 A0650488 EG7Ai 11 _J .' 12/23/15 108 A0650526 PB7 12/23/15 '1 A0650489 EG7611% z12/23/15 '2 A0650490" G61 12f23115 '3 A0650491 _ 601A' ' ''" 12/23/15 A A0650492 G02 _ 12/23/15 }1 Page 2 of 2 Job '� Tress Truss Type Oty Ply Std. Pac./6811 El C 63184 A01 Half Hip 1 1 A0650419 Job Reference (optional) AT iTOUF IKUbbtb, VUXI VILKUL, eL 3494b, deSfgn((_a11m55.00n 6.00 12 Run: 7.640 s Oct 7 2015 Pdnt: 7.640 s Oct 7 2015 Mil Sx8 = 3x6 = 2x4 II 4x6 = 3x6 = Inc. Wed Dec 23 13:18:29 2015 4x6 =11 Dead Load Dell. = 9/16 it 0 0 `n 21 L1 20 3x8 W2083= --- 14 11 13 oa as 12 4x6 = 4x6 = 3x4 II 3x6 = 3x4 11 4x8 = 4x6 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) UdellL/d TCLL 20.0 Plate Grip DOL 125 TC 1.00 Vert(LL) OA9 18-19 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.81 18-19 >673 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.38 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30'Except' T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30'Except' B2,B5: 2x4 SP No.3, B6,B4:2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W12: 2x4 SP M 30 W3,W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 8-15 WEBS 1 Row at midpt 11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 10-15 2 Rows at 1/3 pis 10-13, 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 2037/0-3-8 (min. 0-2-7) 2 = 2153/0-8-0 (min. 0-2-9) Max Horz 2� = 660(LC 8) Max Uplift 12 = -926(LC 7) 2 = -785(LC 8) Max Gmv 12 = 2041(LC 2) 2 = 2153(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2J=-3875/2955, 3-0=4617/3956, 4-5=-4421/3972, 5-0=3237/2827, 6-7=-2812/2563, 7-8=2812/2563, 8-9=-2454/2188, 9-10=-2454/2188, 10-11=1252/1089, 11-12=-1974/1779 BOTCHORD 2-26=3435/3369, 21-26=3435/3369, BOTCHORD 2-26=3435/3369, 21-26=3435/3369, 19-20=0/270,5-19=-1013/1148, 19-28=4019/4048, 18-28=-402114047, 17-18=2662/2816, 17-29=2662/2816, 16-29=2662/2816, 16-30=2195/2462, 15-30= 2194/2464, 8-15=-885/976 WEBS 3-21=-92711166, 19-21=-3541/3460, 3-19=593/679,5-18=-1614/1775, 6-18=952/1038, 7-16=-443/500, 8-16�626/594, 13-15=-112611294, 10-1 5=-1 750/1915, 10-13=2025/1985, 11-13=-1875/2153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1r170mph (3-second gust) Vasd=132mph; HVH2; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) at joint(s) 6, 9, 11, 12, 2, 20,5, 17, 8, 14. 3, 21, 19, 18, 7, 16, 15, 10. 13 and 1 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 noncencurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 12=926, 2=785. PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 330 lb FT=0 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, noncencurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xm®g14meAvpllAnm.tlp'41100in�RVfj9tIFIl6YFIN111ft6 [OXNIgAM10Y111N11)I([bfl64WYI'Mn Inditleige Penmletmtl,nlmlef wmif MfOegebnagllWlml Oebmel W,fivglEl�h,en.4enkMe eu.0a6no0missnvMv,delW, wlr MANUELMARTINU,P.L mlh�i0,pbnddk MM,blWhhnid 4ehnvMin Llhvv u,Sw6eBr6�evlbv,lwmr149,q„whnmpNmed®vp,dni�oode.rvnmr,ne.m6iryb®el,ugviMvlkhnf kphtlwMiW mh.mM RLI.M4uvv mmmpkey YvS,p,mditin} .ndlbfiinfinmlhd6lnlpv,rynubSrydlAeO.mplde0.eni.elMSelvgemm dvpoly0ripn,brtffmhJd0vI1�IM nC0.4WMdd.pnbeHRLI. RarAmIdN,IWvAeviFeXendAel,nSslvfuqlv�eyflvnleIvmWn+vmddiaiq,,AoObdn #047I82 !,milhv rtyvnAirydpepd6vp0ey.vedrenuvEv.N,vMwIM"nb100M6e qvo'unMpiEermndLLelnlfivg4mpvnmfeleryltlwe�efiwfld7r.e�ieJhalwlLGn,eh,velM1�9em�dgiadme. RH defiwsM,ewmNifinv.462efAdor,en0,tl9vn,rmsCeyvfnfmnmd 10019(horllon Or. Im,Ym F.ml sv mi,rd Irr i(aW v9inA con un6vq by d VVMn nehN M Tm Cugebgi V0T'W1.4gkagni r1,mf51a harm lnew k"M 4(vp46slmmww4fiNbinl. (epIn961pMISA-I IevllrmvnxvmdNmfinep PE 4pcEmiweldisdmmem,umrh,m,ispeA�lMviRr,inavp,mhweM1w411edrn¢n-Nmmlkriwv li Orlando, B 32837 Truss Truss Type Qty Ply Std. PaD./6811 EI C 84 A02 Fj Half Hip 2 1 *�AO65O420 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com 2x4 4.6 = 4X6 = 6.00 12 Run: 7.640 s Oct 7 2015 Print: 7.fi40 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:30 5.8 = 3x6 = 2x4 11 4x6 = 3X6 = Dead Load Dell. = 9/16 is 4x6 =11 N 3X4 II 3.6 _ 3x4 11 4x8 = 4X6 11 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.49 18-19 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.81 18-19 >673 240 BCLL 0.0 " Rep Stress Incr YES WB 0.99 Horz(TL) 0.38 12 n/a rule BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 `Except` T3: 2x4 SP Nc.2 BOTCHORD 2x4 SP M 30 `Except- B2,B5:2x4 SP No.3, B6,B4: 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' W12: 2x4 SP M 30 W3,W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verficals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 8-15 WEBS 1 Row at midpt 11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 10-15 2 Rows at 1/3 pts 10-13, 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 203710-3-8 (min. 0-2-7) 2 = 2153/0-M (min. 0-2-9) Max Hoa 2 = 660(LC 8) Max Uplift 12 =-926(LC 7) 2 =-785(LC 8) Max Grav 12 = 2041(LC 2) 2 = 2153(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3875/2955, 34=-4617/3956, 4-5=-4421/3972, 5-6=-3237/2827, 6-7=-2812/2563, 7-8=2812/2563, 8-9=-2454/2188, 9-10=-2454/2188, 10-1 1=1252/1089,11-12=1974/1779 BOTCHORD 2-26=-3435/3369, 21-26=3435/3369, BOTCHORD 2-26=343513369, 21-26=3435/3369, 19-20=0/270, 5-19=-101311148, 19-28=-401914048, 18-28=402114047, 17-18=-2662/2816, 17-29=266212816, 16-29=2662/2816, 16-30=219512462, 15-30=2194/2464, 8-15=-885/976 WEBS 3-21=927/1166, 19-21=-3541/3460, 3-19=593/679, 5-18=161411775, 6-18=-952/1038, 7-16=-443/500, 8-16=626/594, 13-15=-1126/1294, 10-15=1750/1915, 10-13=202511985, 11-13=1875/2153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsh BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) at joint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14, 3, 21, 19, 18, 7, 16, 15, 10, 13 and 1 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-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 12=926, 2=785. PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 330 lb FT=0 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xmap-mamh..ywm:m.m-u mmnrnnl(:alin1surumnrmewmne®rourtreum7urronmtrurrsr.rearer,srwm�xm.mremmrt,na,lm,onig.m..vtmolmdw�aum'anrtm.r®.ssrnmm..m. mr,uondmmw.. Wr e+r pANUELM imA,emrpwn tiaoeenmmarmomlar.sa.t,.lmmoe�prmgi.mp.,ronhar'wsrn1�ssdm�loomrrrssmm�pbe,edm.grhrimd. mr�yrep.,atryhrm.k�p.da,yrtrrm,an:rhenrnmo.ry,rm mi. timen�n,.mo nm,xdhtndmm, ,P.E Orni,ReO.xitmGiud yexn Rrlu�erOnyrme,hv4rameadrAr9CM®Cd.IndMS4grdWRF1. IYglmoldrAr NOed mxrxllomdtMtmu�'dyloeEre4+iom{a,ieoAeawEF®eyrWbp,e #04112241182 !r.iddrtjvdnedi!'vim,taeiryldlsghtM1er.yrilLrd6, rnry+elAArdtlnlmldngkrigxrmd(nnvOm. OuMuienlnb.ern%nditin,MMind1A[IrmtYerigen,irvnOn'Thry'aeerpd mFnobedmlt® 10019 Chor tan (ir. Im,YoMoTrer,odntorandwlelmeAlra(WIrarMlognr¢reIroMgsYhlknNXvDpalerdolkYppmfem� %Trsss k*1ghwnamhpWftkIryYldq[a1graalms5yass6 fynsaWea,hada,0flmo.pineidEkVeiawcsh4 � OIOnd0, FL 32032 LppigAr®1411LI Iedlrvtm�prmvdtlmlmryPl lep,otlpmeolyditdammem,inmrlmn,isPOAiEnN•itM1mrEhnpemisdwhemflladlrams.YmuelNmnear.E Job Truss Truss Type Oty Ply Std. Pac./6811 El C 6 84 A03 Half Hip 1 1 A0650421 Job Reference (optional) AVIGOUF IKUbbt5, FUKI FItKGt, FL349415, de ignMallmsswin &00 ill2 Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MTek 5x6 = 3.6 = 2x4 II 46 = 3x6 MT20HS= Inc. Wed Dec 23 13:18:31 2015 Dead Load Dell. = 9/161, fi 7 8 1 4><6-11 4x6G g q. 5x6 WB4 4 5 Wfi W7 WB Us W4 W1 2 3 W2 0 2x4 11 1 3 1 2 9 18 16 15 6x8 — 0 a y1 7x8=28 17 29 30 26 27 3x8 MT20HS= 3r8— 31 32 33 Y1 20 74 13 12 4x6 = 4x6 = 3x4 II 3x6 = 3x4 II 4x8 = 4x6 11 LOADING(pst) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ltd PLATES GRIP T'tLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.49 18-19 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.82 18-19 >668 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.38 12 n/a n/a BCOL 10.0 Code FBC2014/TPI2007 (Matrix- M) - Weight: 332lb FT = 0 LUMBER - TOP CHORD 2x4 SP M 30 -Except- T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 -Except' B2,B5: 2x4 SP No.3, B6,B4: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W 12: 2x4 SP M 30 W3,W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 8-15 WEBS 1 Row at midpl 11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 13-15, 10-15 2 Rows at 113 pts 10-13. 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 2052/0-7-8 (min. 0-2-7) 2 = 216810-8-0 (min. 0-2-9) Max Horz 2.. = 660(LC 8) Max Uplift 12 = -933(LC 7) 2 = -789(LC 8) Max Gmv 12 = 2053(LC 2) 2 = 2168(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3907/2983, 3-4=-4664/3996, 4-5=-4468/4012, 5-6=-3278/2863, 6-7=-2859/2603, 7-8=2859/2603, 8-9=-2516/2242, 9-10=-251612242, 10-1T=-1263/1098, 11-12=1989/1790 BOTCHORD 2-26=-3459/3398, 21-26=3459/3398, BOTCHORD 2-26=3459/3398, 21-26>345913398, 19-20=0/270, 5-19=1019/1155, 19-28=4056/4091, 18-28=-4057/4089, 17-18=2694/2853, 17-29=2694/2853, 16-29=2694/2853, 16-30=224812523, 15-30=2246/2524, 8-15=883/979 WEBS 3-21=93611174, 19-21=-3566/3489, 3-19=-605/693, 5-18=1621/1781, 6-18=955/1041, 7-16=-439/495, 8-16=-605/571, 13-15=-1131/1298, 10-1 5=1 768/1935, 10-13=2021/1984, 11-13=189112174 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 4 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) atjoint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14, 3, 21, 19, 18, 7, 16, 15, 10, 13 and 1 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 noncancurrent 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-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=933, 2=789. 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, noncencument with any other live loads. 11)'Semi-dgid pitchbreaks Mth fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xmaw-amrwe.plppn:w.rm wr loornosysTmnndliTulnrsriarnlnoecetou111om„uxmnmasirrl.., rr�arar;yepme.nm.arae.n,.m,um,o<ap.m..apttoo}.em.c.�lurmmcrl.I rm.srnm.r.w.o,Ir,,,mr,.n.narer.mmo..ar MANUEE MARTINEZ, P.E AM.....pMM Jd IeMM1rdr1W b1eMd. Lelrmkpefywmju, Spri�rbpent M1red,vowlW repesstl,00umplmeJnepdettiuoleoruvmrrnpmdiYrtrh@r1rJg.atlnvlYLm,ApMwMlWwlr. WnRF1.11pMupemvgbeSMrpMrudAipy m arden,lisrmnlmwrutanl,rorr.car.raurara.err.nro.rrr,.m.iw.ym.auaeyo m.:are..naartr utiauetilrwraarrrm..amt me.rpmean.roowonraae,raa.ao,.bd.ryi.srp.m�.pr.:mmnr.meb.:r,pat,lu #047107 mw•ras.ram.urwo<w*r.eromma,.umx,mulrmloo.artvpear,.aprle<bwamrpaswrmpeemwrwm.wan.PnhNsmrahmeravn.rmhn.remrprma r. rtu br,r,a.mrwvwraaa,deenm,orrisR.rm,oµ.mpmod 10019(hoiltongr. Inux,.mover,rtivanr'vlermNMefemtleprtpq,elenanphJpenn Y.ohel. Mrim0.vyapemis WtM4i6vp0.ugwrrm,innmf.9.rn Peer WSp. Y(opaepnrmnnlamlbinl. GyrrIpM01p111.1 ImlirmvrxmvJJmweLPl IepeWuwvlAedmema,berylmm,i,pvli8itr3aRriobvpr,miNer6ol�l Imllmn,. WevJYenber,ly Orlando, FL 31831 Truss Truss Type ONPN Std. PEAC./6811 EI C r6obj 384 A04 Half Hip 1 1 > A0650422 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@atlruss.com 6.00 12 Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek SY8 = 3.6 = 2x4 II 4x6 = 3x8 MT20HS= Inc. Wed Dec 2313:18:31 Dead Lead Deft. = 9/16 it 6 7 8 9 7 4X6 i4l4j-11 SY6 WBi T 4 5 WS 3x64 1 W4 N A W1 2 3 W2 0 2x4 II 1 12 9 18 16 15 6Y6 — I N .a 7x8=28 17 29 30 ` 26 27 3x8 MT20HS= 3Y8— 31 32 33 21 20 14 73 12 4x6 = 4x6 = 3.4 II 3x6 = 3x4 11 4x8 = 4x6 11 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.49 18-19 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.82 18-19 >668 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Hoa(TL) 0.38 12 We n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30'Except• T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30'Except' B2,B5: 2x4 SP No.3, B6,B4:2x4 SP No.2 WEBS 2x4 SP No.3 *Except' W12: 2x4 SP M 30 W3,W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 8-15 WEBS 1 Row at midpt 11-12, 19-21,5-18,6-18,6-16,7-16, 8-16,13-15,10-15 2 Rows at 113 pts 10-13,11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 205210-7-8 (min. 0-2-7) 2 = 2168/0-8-0 (min. 0-2-9) Max Horz 2 = 660(LC 8) Max Uplift 12 = -933(LC'7) 2 = -789(LC 8) Max Grav 12 = 2053(LC 2) 2 = 2168(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3907/2983, 34=466413996, 4-5=4468/4012, 5-6=-3278/2863, 6-7=-285912603, 7-8=285912603, 8-9=2516/2242, 9-10=2516/2242, 10-11=126311098, 11-12=-1989/1790 BOTCHORD 2-26=3459/3398, 21-26=-3459/3398, BOTCHORD 2-26=3459/3398, 21-26=-345913398, 19-20=01270, 5-19=1019/1155, 19-28=405514091, 18-28=405714089. 17-18=269412853, 17-29=269412853, 16-29=269412853, 16-30=-224812523, 15-30=2246I2524, 8-15=883/979 WEBS 3-21=-936/1174, 19-21=-3566/3489, 3-19=-6051693, 5-18=162111781, 6-18=955/1041, 7-16=-439/495, 8-16=-605/571, 13-15=-1131/1298, 10-1 5=1 768/1935. 10-13=2021 /19104, 11-13=1891/2174 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotaton about its center. 6) Plate(s) aljoint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14, 3, 21, 19, 18, 7, 16, 15, 10, 13 and 1 checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jrlb) 12=933. 2=789. PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 332 lb FT = 0 10) 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, nonconcummnl with any other live loads. 11) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard rm.ynm,.a,vnM,n..orLl rowlwsmr>aultwmm�mrm.omonrmlommm�7rmomm�mry. v,rydMr.w..lmvw,vvamn«ro'vrm,ono.m,.:rinoly+mu�Inmlimurr.Im,m.sNnenm.w. mk,olm:m,m,a»avmgtlY MANUEL MARTINEZ, 1`1 widfnuavpinn,arosendl.m.mosw..4lvumkp.er:mfw'q,,:nri.j.vmlm.nd..rmo,mmm®.aplmvaapdn�:dvvjv,n:l,.�pm��:rinM6,q.me.,genn,dviirve.a.mo.ry..M ml. m4yvm+orev.,, I,nca.,, WdIYmImJOtrmtM,nlmMmp:M,rymniLbrd4rOrm�b Orm'fNaWrl,JU Mrary0.yev,'mM,mold OeaClhnCb4d6A6q„GMmI.IbenimldtlnlW®rsrfuYmdtl,r,nt®:r+llm�itaT.:,�a.d:tl^I.+�b6v ti 947102 mleaasryd�brddmrder.,.au.,m.a«e,mm:m,no®rmvnvanmlwtr faarm selr..rmmwoYwm.ae.OMMId,dNmrvun.,b.,v,atnl,maya+.. mtd,coven.,.ye�,Assafvwm4taau,novuym.tm,l r.revn.d 100I9(horlton(n. M,xmkmn,m:nrlvrim4rmdNrfnereugrtl.pmNnaglrip6n Y.bd Ib4m Wpkgavi,Pold4rxy4:ym m4rutnlm[TmYrneda.1. W(rpWln,m,mn4btlbml. appiBMBt01SL1leeltrvwrMmadYmfmKPl.lepedutiwd�f dmomn,ugloim,if PeM6ntlmdnrrinnl„mi,JooM1®LI IW I,ovn.Ym,IWninLli Orlando, FL 32932 Truss Truss Type QtY Ply Std. Pac./6811 EI C r63 A0650423 184 A05 Half Hip 1 1 Job Reference o Uonal AVABOF TRUSSES, FOR f PIERCE, FL 34946, design(galtruss.ram Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:322015 Page ID:cS2yUAsdn V4V5zIDIWWpPzmH46-OJ3JYDAJWzDa7xweRfVeETOmWhOmoLhv 8COQy64s 71-12 4-31318 1-27-0-0 I 2-1t414f 361991-042 I 387-110-15-W 71-12 713-0 46-0-0 3 7-1-1 5x8 = 6.00 12 6 4x6 G 5x10 MT20HSG 3x6 O 4 W4 3 W2 46 = 2x4 II 3x8 MT20H5= 2x411 1 PrJ 19 29 6 17 29 16 3x= 26 21 27 40 3x8 MT20H5= qx6 = 4,6 = 30 II 3x8 = 7x8 = 30 14 31 3x4 11 Dead Load Dell. = 12 it 4x6 =10 4xI =11 Vwi 1 0 N 13 32 33 12 4x8 = 4x6 II LOADING(psf) SPACING 21M CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.48 18-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.7818-19 >709 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.38 12 n/a nla BCDL 10.0 Code FBC2014rfP12007 (Matrix-M) Weight:3181b F17=0% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 'Except' B2,B5: 2x4 SP No.3, B6: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' W11: 2x4 SP M 30, W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-7-3 oc bracing. Except: 1 Row at midpt 8-15 WEBS 1 Row at midpt 11-12, 19-21, 5-18. 8-16, 13-15, 10-15. 10-13 2 Rows at 113 pts 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 - 2052/0-3-8 (min. 0-2-7) 2 = 2168/0-M (min. 0-2-9) Max Horz 2 = 598(LC 8) Max Uplift 12 = -938(LC 7) 2.. _ -775(LC 8) Max Gmv 12 = 2052(LC 1) 2 = 2168(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3912/3019, 3-4=4653/3974, 4-5=-454213996, 5-6=3578/3171, 6-7=-331012950, 7-8=331012950, 8-9=-2884/2518, 9-1 0=-2884/251 8, 10-11=-136911168, 11-12=-199211762 BOTCHORD 2-26=3395/3403, 21-26=J395/3403, 19-20=0/271, 5-19=-1067/1180, 19-28=-3920/4065, 18-28=3922/4063, BOTCHORD 2-26=339513403, 21-26=3395/3403, 19-20=0/271, 5-19=-1067/1180. 19-28=3920/4065, 18-28=3922/4063, 18-29=2928/3154, 17-29=2928/3154, 16-17=2928/3154, 16-30=2526/2894, 15-30=2525/2896, 8-15=-893/977 WEBS 3-21=936/1156, 19-21=-3506/3486, 3-19=548/683, 5-18=-1458/1586, 6-18=1012/1081, 6-16=-295/422, 7-16=523/606, 8-16=610/596, 13-15=119811401, 10-15=190912142, 10-13=205111974, 11-13=191412242 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 6, 9, 11, 12, 2, 20. 5, 8, 14. 3, 21, 19, 18, 7, 16, 15, 10. 13 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 17 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 nonconcurrenl with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ih uplift at joint(s) except Qt=lb) 12=938, 2=775. 10) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mmq.hemMaytlr,e,z.0e'LIrWfIINVfryl1111adt111rIrRt[rA0111rn[RIONjlrlajr(nnn0nllXl'Mn vntlr a.igvpanmv.m,neu.mmahun�oeryeo,..by(mol.elmu.nlmm,xu.he,m,mnkluvvm Dain.omnduweemmv[Cp.,ar m1el,au,M port„we. n.nnm.lroms,uv. r,.un,o.:pry:,nG..�lr�+my:anls.nammrmonp.nn.,aap.v.dnn*Sena.,ri,.�,nM®.e,sv.md;.lvun,e,l�,nv.aie,mo,.ry.a.anlnl.naen;pnm.rw,,xd�,.da.e NANUEL I.IAREINEZ, P.E ',eW6rydouellMlrn,Mogr i5gn6v,r{mJISrydAnO.myRrO,ni,m0nu,depedu6rddnghyu,,ul6nwlNdMI1CIY Itt,bkW1a16.g�vGvWRFI.IhyPMdMNYNorMYvudllnimt .11edFq.iluvp,mmMbvMliniR �MM #047182 a,pa,aurdara�roagm.aumm.uwnninii.mloonem.pmenampm,mndnaewmrrm.Pn,namMm�.nMr4vd.fhmdvu®.nln�mMvm.mrde,.,. nu ed.nro„nl.sae.,,a,aea2,mmaum,o.�y.,,un,a�r.l.ynnw 10019(hodfon(ir. 4w Ymr,nen,wan,¢n.xae,rmela.[..mnvnewal.nm.ehmwV,lnn4 rv.un,m�pbpevuYOra, l�eilurmrpei.I,n,tnh.hAnw.n�n um+heerz,m..aweualhml. Owi&v NISN IaalrmmmAmed Yi Lpedome.dN,dmvwn,iaylo, is OdnOdii i.32R32 Job Truss Truss Type Oty Ply Std. Pac./6811 Ell C 63184 A06 Half Hip 1 1 .., A0650424 Job Reference (optional) ZRCZ, FL 34946, Liaiyri@aliruss.com mun: r.onu s Oct r 20 m rnne f.oyu s Oct r zu o Mue[ mausines, Inc. wed Dee 23 13:18:33 zu 5 Page ID:rS2yUAsdmV4V5zIDIWWpPzmH46sVdh[ZAxHFMRd5Ug7MOtmhYxDSiwXo4276 71-4 743-0 162 21-11-0 3870.315 xty64a 14-0 /112 14S3 15912I 710--0 3x4 11 6.00 12 5x6 Dead Load Deb = 5/8 it 34 = 3x6 = 3x8 MT20HS= 4x64 6 7 a 9 10 bx6-71 4x5=12 TA Sx10 MT20HS 5 W6 W6 W9 Us, 4 Wi 3 W2 8 2 RA 0 2x4 112 d[ 1 0 16 7x8 _ 19 o 29 30 1831 17 32 33 34 27 22 28 21 3x8 = 3x8 MT20HS= 15 35 74 36 13 4x6 = 4x6 = 3x4 11 3x6 3x4 11 4x8 = 4x6 II 7x8 = 7-1-12 I 4-11 111-414 380.5 46-0-0 ' 7 -1-12 7- 1-121-0 I 71-99-1142 I 7-9-74-3 1 7-1-1 Plate Offsets (X,Y)- [4:0-5-0 Edgel [6:0-3-00-2-0][12:0-3-0,0-1-121 [13:Edge 0-3-81 [14:0-4-0D-1-12]rl6:0-2-8 0-3-41 [20:0-5-12 0-5d1 [21:0-2-0 0-0-01 [220-2-8 0-2-01 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.99 Vert(L-) 0.50 17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 I BC 0.83 Vert(TL) -0.9216-17 >600 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 13 nla n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 312111 FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 -Except' B2,B5: 2x4 SP No.3, B6: 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' W12,W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-7-6 oc bracing. WEBS 1 Row at midpt 12-13, 20-22, 7-19, 8-16, 14-16, 11-16, 11-14 2 Rows at 1/3 pis 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 2052/0.3-8 (min. 0-2-7) 2 = 216810-8-0 (min. 0-2-9) Max Horz 2 = 536(LC 8) Max Uplift 13 = -943(LC 7) 2 = -758(LC 8) Max Gmv 13 = 2052(LC 1) 2 = 2168(LC 1) FORCES. (to) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3910/3040, 3-4=-464013948, 4-5=4528/3969, 5-6=-3934/3525, 6-7=3505/3191, 7-8=-3818/3313, 8-9=-3271/2795, 9-10=-3271/2795, 10-1 1=3260/2790,11-12=-1538/1292, 12-13=1991/1738 BOTCHORD 2-27=-3315/3401, 22.27=331513401, 20-21=0/271, 5-20=-117211246, 20-29=-379614047, 19-29=-3798/4044, BOTCHORD 2-27=-3315/3401, 22-27=J315/3401, 20-21=01271. 5-20=117211246, 20-29=3796/4047, 19-29=379814044, 19-30=3390/3827, 18-30=3390/3827, 18-31=3390/3827, 17-31=3390/3827, 17-32=3260/3743, 32-33=3260/3743, 33-34=3260/3743, 16-34=3260/3743, 10-16=-040/511 WEBS 3-22=930/1129, 20-22=3411/3461, 3-20=504R17, 5-19=143311579, 6-19=1349/1525, 7-19=-62a/391, 8-17=146/271, 8-16=701/690, 14-16=131011563, 11-16=1999/2298, 11-14=206411954, 12-14=1974/2348 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s)4, 9, 12, 13, 2, 21, 5, 18, 10, 15, 3, 22, 20, 19, 7, 17. 8, 16. 11, 14 and 1 checked for a plus or minus 0 degree mtafion about its center. 6) Plate(s) at joint(s) 6 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 noncancurrent 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 2-041 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 13=943, 2=758. 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, nonconrarrem with any other live loads. 11)'Semi-dgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ry Il.,:r.nrotimm.ywnb.o.uramrmsnl�m.amumnr mmnwnf�aLnlmmR7lroonmamrrrm. r.crdrw.w.nmwrd.eM,.a,u.r,oamRe.nrlaRiwaLoawn.,rrFubm,umea...r. uw,mm,:.amd.arta w wRd�nmpbnaarmdl.nrooh%,abe.rm,oaiynlyb.p..sRaquomrmlisrr,e«wmora.mnr.e..pv.tlmwrim®+nr+m4rerr.aNr�.e.m,�naa,orhum,ay:nemm.mo.n.d,r MBNNFIMABiINE7, P.E mr. meer,i...rrcrnr�rrdnen, .hlsyrnrbiu,lm,b®rraL,rho•r•rr•end+rand..,bo..rn«mri„e.amm�rraa:ro.yee,.raremmamracmiacrl.ta+eeatywereami. nryhn,lax�.moms.rbuenan.unr,coma:ree.abr.nmrn.�+.mau®sr%rb.ee ! #041182 rope,3AyeldeWbyperrymrdlmnonn.u.m,urenbnr140ddpmmrndpoEerm,rl ilekiWq(wpnerlSdeRWvmugrn(NvdnANpy Rid9(Im. rtlnmrllnpvndp,idemr. Rl�i dFme,O.rtywr3dan.d4&,AAwlnr,hJrner.rnnYNplopnneM 1NN1f fhOrltOn (Ir. Irm Ym4mnma, WeueamrmFw6rmtl%e wemvgd.phnmy%elrmlmrMtlnL lbrimarnrefqs.ri,vp(Armliybgrersim.Srrhulyiabvrlmlby. NfvpdMrtm,.,n4fe1bIM11. rerriyer®xotswlldr.mr.xnedumnycrl. r<pecmiwdnhemm.nhmrlmm,hp.sanraT.nmeprd„hem.4r rdry:rn.a®eyxmmrr.rt Orlando, FL 32832 Job Truss TmssType Oty Ply C 63184 AO7 Roof Special 11al) =Pac./681I Al, tOF TRUSSES, FORT PIERCE, FL 34945, deslgn@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 2x4 0 6.00 12 Sxfi = Dead Load Defl. = 3116 it 5x8 = 3x4 II 4x6 = ••• "" ", —21 "` 20 "" 19 „' __ _. 15 14 13 4xfi = 3x8 = 4x6 = 5x8 — 3x4 II 4x8 = 6.8 = 843-12 84121d-0 19e-01 25--21-01-313 13 31510I -1-6 0-0 -12 2-9-0 4 7 2- --0 7-0-10 Plate Offsets (X,Y)— 17:0-5-4,0-2-81,f15:0-2-0,0-0-81.116:0-2-12,0-2-81. 117:0-5-8,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.95 Vert(LL) -0.21 21-23 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.38 21-23 >796 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.03 19 nla We BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 316 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 `Except* B1 S3: 2x4 SP M 30, 134: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-9-13 one bracing. WEBS 1 Row at midpt 5-21, 8-19, 8-16, 11-16, 7-17 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 709/0-3-8 (min. 0-1-8) 2 = 1029/0-8-0 (min. 0-1-8) 19 = 2506/0-3-8 (min. 0-2-15) Max Hom 2 = 504(LC 8) Max Uplift 13 = -357(LC 7) 2 = -403(LC 8) 19 = -1008(LC 9) MSx Grav 13 = 766(LC 14) 2 = 1029(LC 1) 19 = 2506(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown: TOPCHORD 2-3=-1481/1058, 3-4=1215/905, 4-5=-1078/911, 5-6=-479/391, 6-7=401/449, 7-8=-642(716, 8-9=-354/166, 9-10=-348/164, 10-11=-3481164, 11-12=494/318, 12-13=707/558 BOTCHORD 2-28=-1478/1250, 23-28=1478/1250, 23-29=-1037/900, 29-30=1037/900, BOTCHORD 2-28=1478/1250, 23-28=-1478/1250, 23-29=-1037/900, 29-30=-10371900, 30-31=1037/900, 22-31=-1037/900, 21-22=-1037/900,17-35=-717/643, 35-36=-717/643, 36-37=717/643, 37-38=717/643, 16-38=-718/643, 9-16=485/563 WEBS 3-23=304/489, 5-23=264/486, 5-21=741/896, 7-21=602/629, 17-19=-2434/2195, 8-17=134211254, 8-16=104411286, 14-16=265/466, 11-16=298/273, 11-14=391/433, 12-14=-444/694, 7-17=-1305/1226 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ff; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt--lb)13=357, 2=403, 19=1008. 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-dgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x.Ar Smnmv<,yar,,.o.meuuwnussstalurtpwnunvnrrmmnoneommullnnlelumm�lowmrl:w cnnrhsipMnamMred.aT—m+uo+, Drip oa.:�y(molMm.u.nmmwr,u.lArr.r.anunrmmn,r.umauuma.mloo,wry MAN It MA911NEi, P.E. mrdwmm�mar,idm Ml.mr IDomerw5d n.unwyrleP.,rA.,ymdllpertM1+rm..wrtorm.r.I+...r.P•reamrnA+�oderr=rrArrw1. areeanam.,:peu.,erpwer.wleo.p.Merml. nearrq..,n�,Amra.or.mn,r, Won Aiarlm,Iwmyraa gi,m.vy.Wdryabo.n,bo..erYumnud.geau hmu6y0ryen,:merwead M1ilCPe OCM1WdWLgrebvdnll.IbgpMdlb NDedq FYevdtlrlinr.ivh,fy lodmy Ymp,aavAe'vre,d Memm Jibq, t{N47182 !Wdmh vgmuA:ryAmeWgYeyeerd4enamr.Nwer,n.nI,WoAoed0vpo2rnvdptlebvdmelnlfiorfmyamSeleryltlmmfiwN64pdiJNErltlwdYnawehievNlorSeeerdplvae. M1 kfin,Wrewdd4reJdem,elmel,m,h,'geer,im,0aignlvjvrnM )0019 (Aar fan Cil. ImrlWeMv,W,+Ne.iyle6elhrfammryM.pwmwmogNdp6rm,AN MmnlMymgwvs NlM1 rdbw Nq vSrnS'.Sane..IarnSN�.r d[opdM k,wnwkbim5nl. renripY0M1541 rmllrmurmwudxvfinee,Pi IepNanoedM1Nww.w,Lwrlo,I,pnmlmNx2.rmeeprmi,awm.v41 reolfrmnr Wwdmemwill 0dmndo, FL 32832 Job Truss Truss Type Cry Pry Std. Pac./6811 EI C 63184 A08 Roof Special 1 1 ,- A0650426 Job Reference (optional) N3 r1UU1 i nwnro, r�rt, r¢rtUq r�,r,aro, oesiynLa �wss.rom nun: 1.04d S Uur / Ldla runt, /.Mu S UQ / Auto mi IeK mausmes, Inc. Wed Uec 2313:1a:34 6.00 12 5x6 = Dead Load Dell.--- 1/8 ii 6 5x8 = 2x4 11 3x8 = 3z4 11 7 8 9 11 12 5 4 2x4 O W1 W9 3 W3 gT K 1?W1 5 0 0 16 2x4 11 ah 1 2 0 1 to 0 31 26 32 33 34 2524 35 36 21 38 394019 18 41 42 17 43 4415 13 3x8 = 23 22 4x6 = 6x8 = 318 = 14 2x4 I 3x4 11 4x6 = 3z4 II 416 = 1e-114 18 4-W3"l 13 2-1 'a d2 db5$122 4aa de r 5:2 I 2S2-0I b Plate Offsets (X,Y)— 17:0-5-4,0-2-81 120:0-5-8,0-2-e1 LOADING(psf) SPACING- 2-M CS1. DEFL. in (lox) WellUd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 VedILL) -0.2317-19 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.3824-26 >781 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.96 Honz(TL) 0.05 13 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 292 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 `Except` B1,B4: 2x4 SP M 30, B5: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 1 Row at midpt 5-24, 6-24, 8-22, 8-19, 11-19, 11-15 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 742/0-3-8 (min. 0-1-8) 2 = 1057/04-0 (min. 0-1-8) 22 = 2445/0-3-8 (min. 0-2-14) Max Hom 2 = 465(LC 8) Max Uplift 13 = -373(LC 7) 2 = 425(LC 8) 22 = -969(LC 9) Max Grav 13 = 791(LC 14) 2 = 1057(LC 1) 22 = 2445(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=154211175, 34=127611008, 4-5=-113911027, 5-6=543/509, 6-7=.502/528, 7-8=-675/741, 8-9=441/215, 9-10=441/215. 10-11=441/215, 13-15=-761/573 BOTCHORD 2-31 =1 48411305, 26-31 =1 48411305, 26-32=-1 D42/954, 32-33=1 D42/954, 33-34=1042/954, 25-34=1042/954, BOTCHORD 2-31=148411305, 26-31=-1484/1305, 26-32=1042/954, 32-33=1042/954, 33-34=1042/954, 25-34=-1042/954, 24-25=1042/954, 20-38=743/678, 38-39=743/678, 3940=-743/677, 19-40=743/677, 18-19=459/672, 18-41=4591672, 4142=4691672, 1742=459/672,1743=459/672, 1643=4591672, 16-44=4831665, 15-44=4831665 WEBS 3-26=305/490, 5-26=265/485, 5-24=739/889, 7-24=681l770, 7-23=-21/256, 20-22=239012118, 8-20=1244/1117, 8-19=-1125/1388, 9-19=535/622, 11-19=-375/339, 11-17=01355,11-15=-861/585, 7-20=1294/1204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3)Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at --lb) 13=373, 2=425, 22=969. 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, nonconwrrent with any other live loads. 10)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Kny.rxmb,,,yrym,;,.o.-u rawamIsnnunamxnrmrmYomonxmourrronguaonEarmrmm muren9.p,anm.rnmmn.moon,o,r➢.u.+xrlcmmem.r�rmacrr.w.,,.,,>.,ne,�n..m mn+em�,mmnr.m,mo,ar gN,NONE MARTINET, P.E.er4+ rl,a+,ImE I,eW Mm.IDOKk,e6d.%r4m4ny,ari,n(a,yeiAruryevtm.Wnvermp,memmuvmNe4bndnuvml,gi,m,rnpwdtrybm, LagoYm,+:YxLn+@pwwbmpwry.dninl. n,irvpnmiepun4�r�d¢m+, I1Cm•OCMb,�bYmqu4dlM1l.11+gpmldMNO W,%beY,udM4m.'mddglWry.amp,inbkvdYetl; b,16M g0mis2 !W&'YdmdN+ln+burld6rnM.,npmbLYdtlwO.n,R,P.ailwEm�ndMbvMYffiyA,ryv,.�W+mMJ6e rt%n,iBYAIbWiM1yqulovd[mwc ank+u,N4m,NOWmeKVNaad14[amalM lviEvr4mrvenLtglJmm6wpflppYJ,1%mdxflm.,eh,ewellupndgaLwe RFl lefix+menym3bnWita+dm,rmnOngr,rmu0,u9.raGnnW 10019(Indlon Or. lm+Yofiemv,nM+Y%,M4mrtE %.(oNOryW opnlenmy%4penin4n4 brim Ee,yolgm<vnbr@,Id6nr4igw vrm+Sryem(ey,n4v%rK.Or. u(v�iNm,mn.nlefinlilnl. (scan'gM01015611eolrn+m+.YoenvlxoRme;Pl lepmlm4eeel�lu+lmwn,bmylw5iryeF�6lN.i0.mlenpmusiles6evl.l Wdlm,n. WeodYmwgri adanao, EE 32832 Truss Truss Type Dry PN Std. Pac./6811 EI C LJob � 63184 A09 Roof Special 1 1 A0650427 Jnh Reference lnnlinnall AL(fOOF TRUSSES, FORT PIERCE, FL 34946, design@al lruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:35 2015 Page ID:cS2yUAsdnxV4V5ztDIW WpPzmH46otkRAECBpsc9sPeD7n2Lr6el5vMt7k6LbvNs71y64s 2&1-0 1J41 9-] 10Sd i&11-0 2&3-0 4 13I 325 d3,V 11=S1 $2 1-2-3 6.00 12 5x6 = Dead Load Deb. =118 is 6 4x6 11 T 5x8 = 2x4 II 3.8 = 3x4 II 5 7 8 9 11 12 4 2x4 Q 0 3 W3 W W9 W9 W1 0 11 0 A 2x4 It A m 2 0 0 1 Io 31 26 32 33 34 2524 35 21 §0 40 39 19 18 41 77 42 4315 3x8 = 2322 5.8 = 3x8 = 2x4 II 14 13 3x4 II 06 = 3x4 II 4.6 = 264A &8-12 1 111-0 234L0 241PP,�1�3 323 38$15 146$a • 9$12 &2: 1 �1b 511b-3 1 6$12 1 0.49 1 25-e 1-2a Plate Offsets (X,Y)— 17:0-5-8,0-3-41 t20:0-5-8 0-2-81 LOADING(psf) SPACING- 2-" CSI. DEFL. in (too) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.24 24-26 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.38 24-26 >785 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.83 HOrz(TL) 0.07 13 me n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 278 lb FT=0 LUMBER - TOP CHORD 2x4 SP N0.2'ExcepC T3: 2x4 SP M 30 BOTCHORD 2x4 SP No.2'Except' Bt: 2x4 SP M 30, B5: 2x4 SP N0.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-24, 6-24, 7-24, 8-22, 8-19, 11-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 76510-3-8 (min. 0-1-8) 2 = 107710-M (min. 0-1-8) 22 = 2399/0-3-8 (min. 0-2-13) Max Horz 2 = 426(LC 8) Max Uplift 13 = -374(LC 7) 2 = -445(LC 8) 22` _ -956(LC 9) Max Grav 13 = 799(LC 14) 2 = 1077(LC 1) 22. = 2399(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1585/1267, 3-4=-131711098, 4-5=-1180/1117,5-6=-590/601, 6-7=.590/584, 7-8=-667/729, 8-9=-625/335, 9-10=-625/335, 10-11=-6251335, 13-15=-763/595, 12-15=21 W252 BOTCHORD 2-31=146811344, 26-31=1468/1344, BOTCHORD 2-31=1468/1344, 26-31=1468/1344, 26-32=1020/990, 32-33=1020/990, 33-34=1020/990, 25-34=10201990, 24-25=1020/990, 24-35=-402/365, 23-35=4021365, 23.36=-642/459, 22-36=5421459, 20J8=-7711`703, 38-39=771/703, 3940=-771/703, 1940=771/703,18-19=-595/848, 18-41=595/848, 17-01=-595/848, 1742=-5951848, 16-02=-595/848, 16-43=622/869, 15-03=-622/869 WEBS 3-26=308/495, 5-26=270/482, 5-24=733/875, 7-24= 893/1052, 7-23=1111265, 20-22=-2458/2088, 8-20=1206/1046, 8-19=-1226/1525, 9-19,7/555, 11-19=-329/313, 11-17=0/336,11-15=-952/669, 20-23=104260, 7-20=-1110/1015 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cal. It; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonco rcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 No uplift at joint(s) except (jt=lb) 13=374, 2=445, 22=956. 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, noncencurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xma9 wm,ih.epary,n:.m urpuaassltmMllalumlelmrpmpFlwpulrmmlunpmm�mnrmF marenk,l..nm,men,e.mm..mhlm,p=%,m.dryEmot.eisr�.ix,n'�.grl.umm�.nmswe.+.cam+.m,,.n.am.e.mnp,ovlr MANUEL MARTINEZ, Pi Yhl,ouroiphh+rope.Mh,memp:eem6d.1,.L..+pe�1•u1Sn N.,:rylq'mnlm>+reimgmpnpeum,n.npiurdm.p.te,umleq'mmvgn,pNJiryba4ug.pmawlhliweepneenMmp.y,wenmi. Ne,y.m,u%unllaRp,e,dnw,, ',ddarydou.liml,mM.%I.iynM,+y.,uY&rydmep.mi,Mp.ni.,Ax'udpwuMwlemgprpn,:rt„ecmdiknC�:®Cm.MAklSey Mr.:IFl ib%pnd047182 � mrmp4%rim.1.a4.loeusm,®em..m,.le.nnmiw:slop.am,p.mr,rr,m,rm+awlmu.rrmem„1u.ryw.mmmPanrmem.ehmruu..,ro,,.ab>m.dpam..IFi a.p..,m,nrm�mamaea,na.n.npaym.lm+u.,lpugm„w 10019 Chorlfpo (ic I. Im,YMvmn,Wn,eme.FiJeN�e%efine,0ug,nlThn2plrWpmnh,Ael N4ntp,tly Fryine6tMluidy R,g.o rlm+lrymlTmise%Yb.m 1pfvydeemmvenle6elhlFl. 4ppipNl2IDISkI1mILmul�6mudtiv,:soli lepodueiocd,kdann,hvrylmgi,peAiMW rA.mnepmitimhvmk11m11m�m Amod Wmngli Orlando, R31W1 Job Truss Truss Type Oty Ply Std. Pac./6811 El C 63184 A10 Roof Special 1 1 n AO650428 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 72015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:36 2015 Page ID:cS2yUAsdmV4V5z071WWpPzmH46-G4lpOaDpaAkOUZDPgUZaOJATcliMk9sUgZ66XBy64s 26-1-0 7-0q !r 7 106d i6-11-0 24-10.13 2$�-p 32-0-9 36-2.11 43-6-0 4fi-0-0 Wit-) 59-7 44Y73 1 6-0-12 1 7-19-. fi-2-2 I 53-13 F2-58 0.5-0 Sx8 = 6.00 12 2x4 It 416 = ---- --23 3x8 MT20HS= 4x8 = 22 ` 6x8 = 3x8 = Dead Load Deb. = 3/16 it 4x6 = 14 "'- 3x4 II 3x4 II 3x4 = 8-8-12 t6-17-0 24-10-73 2 -1 32-0-9 38-2-11 43-0-8 46-0-0 841-12 I- 8-2-0 1 7-17-13 �-� 571-9 I 12-2 I 53-73 12-1111 Plate Offsets (X Y7— 17:0-3-2,040-81 E15:0-2-0Edoel E20:0-2-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.30 22-23 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.4922-23 >614 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.09 13 Na n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 275111 FT=0 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T3,T5: 2x4 SP M 30 BOTCHORD 2x4 SP No.2'Except' B1,132: 2x4 SP M 30, B5: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except` W13: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-23, 7-22, 12-17, 8-19, 6-20 MiTek recommends that Stabilizers and required cross bracing be installed during muss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 819/0-3-8 (min. 0-1-8) 2 = 1123I0-8-0 (min. 0-1-8) 22 = 229910-3-8 (min. 0-2-11) Max Horz 2 = 387(LC 8) Max Uplift 13 = -383(LC 7) 2 = 471(LC 8) 22 = -942(LC 9) Max Grav 13 = 828(LC 14) 2 = 1123(LC 1) 22 = 2299(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1679/1377,3-4=-1412/1208, 4-5=127611227, 5-6=7031/16, 6-7=279f701, 7-8=-8641792, 8-9=-908/567, 9-1 0=1 174/866, 10-11=-1174/856, 11-12=11741856, 13-15=787/632, 12-15=-742/647 BOTCHORD 2-30=1467/1428, 25-30=1467/1428, BOTCHORD 2-30=146711428, 25-30=-146711428, 25-31=1018/1079, 31-32=1018/1079, 32-33=1018/1079, 24-33=1018/1079, 23-24=1018/1079,23-34=421W!i, 22-34=4211385, 20-36=-490/536, 36-37=4901536, 37-38=4901536, 19-38=490/536, 19-39=-567I908, 18-39=5671908, 17-18=-5671908 WEBS 3-25=-3081495, 5-25=275/472, 5-23=723/873, 6-23=413/628, 20-23=733/952, 20-22=-2247/2056, 7-20=772/1254, 9-19=-595/670, 9-17=332/341, 11-17=-524/613, 12-17=-888I1205, 8-19=-125611556, 8-20=316/377, 6-20=1468/1156 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 13=383, 2=471, 22=942. 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, noncencument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard w low Movirinan,Oita in.umromartranomrloralrino lmosffrr�m. am%emyPmmnmmina.n,.m,rm,oral.m.:.Itmm.Immamu.r,rieb,,..o,ne,mmm. mb,,.m.,.Momde.wm4wr MANNEL MARTINET, P.E. nm,®m� Ibb,s4l.met.wloober,aR n.nmwo,aob,mrwLmb%1%«mlem+,Jn.mmo„mmmmrumba,donam;w,.w.H,nnnh+m,a,ande.,wbuml,Aelmaloo W,.a„mi. na,h.n+®mo=nm,x%,n, M1,Im,la,%IXybPo,mp,ad&r 4140.m,Me.ni.Mwud.nYm MldtyDvuyn,b®nmhadMaC40CMIadleiSr�d.dlnl,h,aryMdra,IWdo%bY.hdm4nFbd.�rlmdi,y,m%,,:n,B,b.vdbetley JmEMM #047181 !WLlrodouel hyn,3derdA,Id6rbMa•m�Ommtr.NmnutWhPe104MNpoaYnWvotleGmd0,W5q [cop,nldgldmmmm(Inprd6dNhmml9amnAhsdb,ry+d9ud,me 1P41 kkttb,nPevli,ie,MMb,dRelin,Gysr,IhuhJpfnpvenvi 10019(hoilton(ir. Im,YwpvPan,obheM.lulerW 1/.(melryaegabn6glrApYrt, b,het NLm CNpapenu.OtbliyYye,.inu5mblegbml..%YIRq. Yrvjlieehmmn4bMbIrF1. Orl^BY®MI1kl lvvllmw.-Mev,d Ymtinrc Pt.lepebmudai,eom.ro,the.rMgi,pdi1dM.�Rr,mmpemi,um6om411mI1m,u,.M.udluti.rcGt Orlando, F(77A37 Truss Truss Type ON Ply Std. Pac./6811 EI C L63184 All Half Hip 1 1 A0650429 Job Reference factional) A/ tFOOF TRUSSES, FORT PIERCE, FL 34946, design o@almiss.rnm 6.00 12 Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Sx8 = 3x6 = 2x4 II 4x6 = 3x6 = Inc. Wed Dec 23 Dead Load Dell. = 9/16 h 4x64 6 7 Sx6 Mti 8 9 1 0bz6-11 T 4 S W6 W8 3xfi4 1 W4 z W1 2 3 W2 U 2x4 II 1 3 9 75 6 II 2 yr 1 7x8=28 18 77 29 16 30 W N 31 32 33 0 26 27 3x8 MT20HS= 3x8 - 21 20 14 13 12 4x6 = 4x6 = 3x4 II 3x6 = 3x4 11 4x8 = 4.6 II LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ve 1(LL) 0.49 18-19 >999 360 TCDL 15.0 Lumber DOL 1.26 BC 0.99 Vert(TL) -0.81 18-19 >673 240 BCLL 0.0 ' Rep Stress Incr YES W13 0.99 Horz(TL) 0.38 12 We n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30'Excepl' B2,85: 2x4 SP No.3, B6,B4: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' W12: 2x4 SP M 30 W3,W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpl 8-15 WEBS 1 Row at midpl 11-12, 19-21, 5-18, 6-18, 6-16, 7-16, 8-16, 10-15 2 Rows at 113 pis 10-13,11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 12 = 20371D3-8 (min. 0-2-7) 2 = 2153/0-8-0 (min. 0-2-9) Max Horz 2- = 660(LC 8) Max Uplift 12 = -926(LC 7) 2 = -785(LC 8) Max Grav 12 = 2041(LC 2) 2 = 2153(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - A11 forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3875/2955, 3-4=4617/3956, 4-5=-4421/3972, 5-6=-3237/2827, 6-7=-2812/2563, 7-8=-2812/2563, 8-9=-2454/2188, 9-10=-2454/2188, 10-11=1252/1089, 11-12=1974/1779 BOTCHORD 2-26=3435/3369, 21-26=3435/3369, BOTCHORD 2-26=3435/3369, 21-26=3435/3369, 19-20=0/270, 5-19=-1013/1148, 19-28=-4019/4048, 18-28=-4021/4047, 17-18=2662/2816, 17-29=2662/2816, 16-29=2662/2816, 16-30=2195/2462, 15-30=-2194/2464, 8-15=885/976 WEBS 3-21=927/1166, 19-21=3541/3460, 3A9=-593/679, 5-18=-1614/1775, 6-18=952/1038, 7-16=-443/500, 8-16=-626/594, 13-15=-1126/1294, 10-15=-1750/1915, 10-13=2025/1985, 11-13=1875/2153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIY-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) mine; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree relation about its center. 6) Plate(s) atjoint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14, 3, 21, 19, 18, 7, 16, 15, 10, 13 and 1 checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 12=926. 2=785. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 330 lb FT=0 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xvry14ne M„glN,en.b,'Ll rpnfllgfxSLxlarl Bll[gxnveY[nYYIIIOAMIOYIII10Yf111(Mp611p4}pkYTlwm Yntlp Aey,rx.mnmml,edulevu0n M,0eupo6em91m1u1tlaY0elYmnu4rLlek,ewe&nklm, w. Adm wAmnemMumr NO,WI MANUEL MARTINET, P.L 4i4,00a,R,pltln,MleYuIMMlgnhkr,lA. Yulmvkun6gnn, W,IPMIIryuevLAvvdweerlopvp„ssohmvupmvYdohndnuu4eryvm:p,e,pu,:Ya/klbYdrv1e414 nph Gnvdrp eEnR,IW raj. o.H,Rn. Rvdey,n�r00056odep,udau5 ami&rydu,Advlmdwglm 4quMv,IW6Trydb0.n,M1vO.aivw0wiudepulu bldfry0ri9n,i0„ukJAR,I[C�MDCMId W6.q,A,dRFl, ha pp,MdMNOi,erFY,vdMLnivA�e91u14q,,imya,euo0,i>avOhvhy4ibOn #047182 hw.Yureram.gaaego.y.,.flem.m. age,wYe:agmo.wm<pnm„,adrws.,era,uasegfYae.mmMw.w,:,.pa0weu+lhmavu..,a.r.d1„p,.,erna..,. m+e,r Ira.,1,r.Yu,R,.daalam,u„loNy.cm„w,PUO.,,,d 10019(horlton(ir. Ira,Y®Avwu,wk,veP.mhrlefmJlr.ImPatlgMe].Ienmglr ApMe,bAd MG,vvG,lp Nq'me,nNIM1YtlInp Mynvlm,lrvxe(ga,ISN�ev1rqn� Ihiuv.n4fiu1:ia1. Irypiplt®inISMI Iedlrmur Yue,Ixmmn, P.1. hpM.ReYYl�tivdmmnm,iourlw,OPebinYlri6nMwp,miNY,M1oYMl lulirmur Yo.ovl YoriMvSRp, Odsndo I.32832 Job Truss Truss Type ON Std. Pac./6811 El C 63184 Al2 Half Hip 1 [lY 1 r A0650430 Job Reference (optional) Al RUUF I KUSats, run I VMKUt, rL J 94b, daslgnga1nUs5.eem KUn: /.boU s Ucs / 2U1D rnnr. 1.b4U s Ucr ' ZLn0 Muex In 1Usines, In0. weo Uec Z414:1L:31 Sx8 = 6.00 12 2x4 II 4x6 i 6 7 Sx6 WBi T 4 5 W6 3x6 i W4 3 W2 2x4 II 1 19 `h 1 2 7x8 = 28 78 17 29 16 30 26 21 27 20 3x8 MT20H5= 3x8 = 4x6 = 4.6 = 3x4 II 316 = 3x5 = 4x6 = 3x6 = 8 9 19174 4x5 —11 W8 W1 2 0 5 6x 14 31 13 32 33 12 3x4 II 4.8 = 4x6 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deg Ud TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ve t(LL) 0.49 18-19 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.81 18-19 >673 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 HOa(TL) 0.38 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 'Except' T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 *Except' B2,B5:2x4 SP No.3, B6,B4: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W12:2x4 SP M 30 W3,W11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 8-15 WEBS 1 Row at midpt 11-12, 19-21. 5-18, 6-18, 6-16, 7-16. 8-16, 10-15 2 Rows at 113 pis 10-13, 11-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 2037/0-M (min. 0-2-7) 2 = 215310-8-0 (min. 0-2-9) Max Horz 2 = 660(LC 8) Max Uplift 12 = -926(LC 7) 2 = -785(LC 8) Max Gmv 12 = 2041(LC 2) 2 = 2153(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3875/2955, 34=4617/3956, 45=-4421/3972, 5-6=3237/2827, 6-7=-2812/2563, 7-8=-2812/2563, 8-9=-2454/2188, 9-10=-245412188, 10-11 =-1 252/1089, 11-12=-1974/1779 BOTCHORD 2-26=3435/3369, 21-26=-343513369, BOTCHORD 2-26=343513369, 21-26=343513369, 19-20=0/270, 5-19=101311148, 19-28=4019/4048, 18-28=402114047, 17-18=2662/2816, 17-29=266212816, 16-29=2662/2816, 16-30=2195/2462, 15-30=2194/2464, B-15=-885/976 WEBS 3-21=927/1166, 19-21=-3541/3460, 3-19=593/679, 5-18=1614/1775, 6-18=952/1038, 7-16=-443/500, 8-16=-626/594, 13-15=-112611294, 10-1 5=1 75011915, 10-13=2025/1985, 11-13=1875/2153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCOL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) at joint(s) 6, 9, 11, 12, 2, 20, 5, 17, 8, 14, 3, 21, 19, 18, 7, 16, 15, 10, 13 and 1 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 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-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at -lb) 12=926, 2=785. Dead Load De0. = 9116 h n PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 330 lb FT=0 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard fm®1.Reevlbvgmrrrm.lb'41lONl%fi$(SWn1GYFIR111R[(OIPJIIORfIn10Yi1j1Mr11[nPRfORflll'av YvJrA,Jplmrmlv+uEvd Wn„Ml,w+atiparr'v11m114a1Ym41t 4(nm<9rnldnx 6M,oM.ne,neE.,6,n®,,.Ar MAN6EL nia,..mdmrr,moa..uaas®sa.ut l,rn .,want.p.rrc,L.sRrur.,.la.rr.l..rsoorvr,.aw..rr.mm.s.m,r..,�.w®.yrry n�.m.ear.aer;.y,u.rra+wre..amoN.rr.mi. tbe„y,,,�a.,,m.ay,mn,.r, 7182 ,P.E. Ed. rarer®e,,.amu.,+m.rlws:nrr.ww�auram.a..�,iwo..rr;.aa,:a.rra. mrwm:sarya:a,arndnrucmucw:r+wlsyrre.rdmi. a.nrm�arormo.awamr,.rim.tMr.;nan[�na.m.:+�an..®aw.w,p. it 0171B1 04 n,wrarmaemm.rosy.,trio.rrm.n®nr.im:e,mo.rm,n.mr<+.erwro,,,ei:.wane.r..n>mma..a®lwprrwrmeMmdau.nrmrr.dsa.r..der... nls er.,m.rrr.r,:s.:,ream.+anrn.rrarg.r.n.r;ay.op..rr.! 10019(horllon(ir. 1m,YMeamn,vrv,rMmurrmrlhrfmaergMwinnxmrrrupmk,hrren Mnrnar}r.r:nrumror:uyay.r.im+srae.bp<n m.n:k'.r mmpaeNr.,.rvrnlrrmahint. arrgm®:outs r<,nm,rrx..mmmnrcrs. s.prrmm.mrm+e,.:,.1,:..rl,.,�,n,mmw.;e.awr.�:a.w.kt redtn„r+-u.®+lam.r[rt. Orlando, FL 32832 Job `1 Tmss Truss Type City PN Std. Pac./6811 El C 63184 A13 Half Hip 1 1 A0650431 Job Reference (optional) m-v , rn... nr r7L.r.n o, ursiynLra1a nruss.mm 6.00 12 Kun: /. 9u 5 uct / Lu 1J rnm: /.b9u s uct / zulb MI1ex mousy ID:cS2yUAsdmV4V5ztDIW WpPzmH46-DSOapGE4, !_0 24-11-14 31-9-72 38-85 -0 V 1 6-9-14 6-10-9 ~ 4x6 = 5x8 = 2x4 II 3x8 MT20HS= 6 7 Tq 8 9 4x6 - inc. Weouec2473:1e:3d2ulb Dead Load Deli. = 12 it 4x6 =11 4x6 4 5x10 MT20H54 5 T W6 W7 Wfi 3x6 i 4 - W4 W1- 3 2 C! a0 2x4 1 9 5 6x8 - 9 y'1 1 2 28 78 17 .29 16 30 N 26 21 27 20 3x6-3x8 MT20HS= t4 31 13 32 33 12 4x6 = 4x6 = 3x4 II 3.8 - 3x4 11 4x8 = 4x6 11 7.8 = 143-0 2491-1-414 19--1142 77-1-2 -1-12 I 7--3 I 318-2-0 -71-0 6-9 6190- 1-713_ __ Plate Offsets (X,Y)- r4:0-5-0Edge1 [6:"-0,0-2-8], it 1:0-3-0 0-1-121 (72:Edoe 0-3-81 r13.0-4-00-1-121 rl5:0-6-4 0-4-01 f 19:05-8 0-5-41 (20:0-2-0 0-"j 121:0-2-8 0-2-01 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.4718-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(T-) -0.76 18-19 >715 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WS 1.00 Horz(TL) 0.37 12 Cola n/a BCDL 10.0 Code FBC2014rTPI2007 (Matrix-M) Weight: 3161b FT = 0 LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 -Except- B2,B5: 2x4 SP No.3, 136: 2x4 SP No.2 WEBS 2x4 SP No.3'ExcepV W12: 2x4 SP M 30, W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 14-12 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-7-7 oc bracing. Except: 1 Row at midpt 8-15 WEBS 1 Row at midpt 11-12, 19-21, 5-18, 6-16, 8-16, 13-15, 10-15, 10-13 2 Rows at 1/3 pis 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 2037/0-3-8 (min. 0-2-6) 2 = 2153/0-8-0 (min. 0-2-9) Max Horz 2 = 598(LC 8) Max Uplift 12 = -931(LC 7) 2' _ -771(LC 8) Max Grav 12 = 2037(LC 1) 2 = 2153(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3880/2992, 3-4=-4606/3934, 4-5=-4495/3956, 55=-3536/3135, 6-7=3258/2906, 7-8=-3258/2906, 8-9=-2814/2459, 9-10=-281412459, 10-11=1337/1142, 11-12=1977/1751 BOTCHORD 2-26= 3371/3375, 21-26=3371/3375, 19-20=01270. 5-19=-1061/1172, 19-28=3884/4023, 18-28=3886/4021, BOTCHORD 2-26=3371/3375, 21-26=3371/3375, 19-20=0/270,5-19=-1061/1172, 19-28=3884/4023, 18-28=-3886I4021, 18-29=2896/3116, 17-29=289613116, 16-17=2896/3116, 16-30=2467/2825, 15-30=-2466/2827, 8-15=902/983 WEBS 3-21=926/1148, 19-21=3482/3456, 3-19=536/670, 5-18=-145111579, 6-18=100911077, 6-16=287/404, 7-16=-525/608, 8-16=631/621, 13-15=117311373, 10-15=-1891/2122, 10-13=2047/1967, 11-13=-1892/2214 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psh, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and fight exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 6, 9, 11, 12. 2, 20, 5, 8, 14, 3, 21, 19, 18, 7, 16, 15, 10, 13 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 17 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) 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-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=931, 2=771. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xmay.hneib,eeyMyrerk.at"I lnmmMr9i11'1WIn1un1161(nYYInn111MON(7nR111fa0nFMiAar h,m rvryetdp.rmm.Con:..ernlmnnairlm,odl.u...r OOMmwYe.dYmnnr,rtrmrentarnrtl.rrn..mMreia,r.we nmtlwmrmq.rh MAN MARZINEZ, P.E b14®mllmmaJEt MIm A. W*Wnnt Ir.urxaop.wli«rct ,spmrr.�.m4n.mdnYYrxonptm.nn.Corm..don.rrs®i,.,.n,Nnynraurmm.tnp dd;yhhenlgamwmloowlr.oarcml. ra d.�y m,wp:rYa�rtnammm. ron.rrp�Nrya140.w,M0..n iwLtniulgnla lbMffiMOropn,uMrmNill.nl.i411[8r4dp.d6grohMRLl. R11pp IdArNGmdW6M.uddsirwiu0.6e91ea6.1.Wr.9e,"mq,0.6nndhmyadYpr #047102 !,.�annf.Coale,in„I..rrat rey.votllydb.h1611mynYdfnv.am. Imm�.nerli0.lrOwiOepemrndpalRmretikla6vp(r:p®e.udtrytdmmmarpnppl6rEedhlMNAnntnhruellmpmapidvt. n4lddm,YartrprbNi.eM6ee,dAvLmOtyv,rrwgy.hpenmd 10019(horlton Cit. Ira Ywddrrn,v4nAiMvdefMbr.[nGVI.pnIThnLmlly Almlh,hMt614hn,bJrrlrgzni, WlMluiagAnp.nmlm.ii,hmFry'snlmnrlil5y. 111epEa:eEpmn nleimlhlRl. (.W,M®IDISL14eIL..... eoatlmenee,GL IepeAme.dlL'ndmwam,hmylYm,i.pektiidrdn.nn.opernis,imhe. Ml l.dlmnm YowrlYml'xgrl Orlando, R. 32832 Jab toss Job Truss Type Dry Ply Std. Pac./6811 El C A14 Half Hip 1 1 ., A0650432 Job --------- Al KUUr IKUb=J,rVK1 VJMK.M,rL.w V,aeSlgnLNa IINSa.Wro KVn: /.fWVS VGl /LV mruuL La,V>VR icVmmi, CR 3x6 = 6.00 12 5x6 - 3.8 MT20HS=3x4 11 3x6 = bx6=11 4x66 6 7 8 9 10 5x10 MT20HS 5 W9 3x6 G 4 ZW6 XW6 3 8 Vd2 1 2x4 II 0 79 16 7x8 - 1 2 29 30 1831 17 32 33 34 W 27 22 28 21 3x8 = 3x8 MT20HS-- 15 35 14 34 = 3x4 II 3x6 3x4 II 4x8 = 4x6 = 7x8 = 7-1-17 1d-'i.rl .1f 2-0 23-11-14 31-9-12 38b5 Dead Load Dell. = 9/16 iI 46 =12 36 73 3x6 II 44-" 7-1-12 7-1-3 -11 7-9-14 17-9-14 16-2-9 16-7-10 Plate Offsets (X Y) - 14:0-5-0 Edael I6:0-3-0 0-2-0I 113•Edae 0-3-8] 116:0-2-4 Edael 120:0-5-12 0-5-01 121:0-2-00-0-01 122:0-1-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/de8 L/d PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 TC 0.97 Vert(LL) 0.4619-20 >999 360 MT20 2441190 - TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.84 16-17 >638 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.39 13 nla n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 306 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30'Except' B2,B5:2x4 SP No.3, B6: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' W13,W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puains, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-8-5 oc bracing. WEBS 1 Row at micipt 12-13, 20-22, 7-19, 8-16, 11-16, 11-14 2 Rows at 1/3 pts 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 1992/0-3-8 (min. 0-2-6) 2 = 2108/0-M (min. 0-2-8) Max Horz 2 = 536(LC 8) Max Uplift 13 = -914(LC 7) 2 = -742(LC 8) Max Grav 13 = 1992(LC 1) 2 = 2108(LC 1) FORCES. (fib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3782/2933, 3-4=-445213790, 4-5=-4340/3811, 5-6=-3760/3380, 6-7=-3348/3059, 7-8=3586/3119, 8-9=-2956/2530, 9-10=-295612530, 10-11 =294312522, 11-12=-1399/1180, 12-13=1934/1691 BOTCHORD 2-27=-3220/3288, 22-27=-3220/3288, 20-21=0/271, 5-20=114111209, 20-29=3655/3878, 19-29=.3656/3875, BOTCHORD 2-27=322013288, 22-27=-022013288, 20-21=01271, 5-20=1141/1209, 20-29=3655/3878, 19-29=365613875, 19-30=-321213615, 18-30=321213615, 18-31=321213615, 17-31=321213615, 17-32=-304913489, 32-33=304913489, 33-34=3049/3489, 16-34=304913489, 10-16=403/467 WEBS 3-22=-89311098, 20-22=-3314/3345, 3-20=456/664,5-19=1400/1551, 6-19=-1284/1447,7-19=551/357, 7-17=-89/290, 8-17=-1961319, 8-16=7911770,14-16=-1204/1442, 11 -1 6=1 90912196, 11-14=2051/1927, 12-14=1876/2225 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind:'ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 4, 9, 12, 13, 2, 21, 5, 18, 10, 15, 3, 22, 20, 19, 7, 17, 8, 16, 11, 14 and 1 checked fora plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 6 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 nonconcurrenl with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 No uplift at joint(s) except Ql=lb) 13=914, 2=742. 10) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11)'Semi-dgid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x• d Mvvs!-M1xdvytlr,envY'41 r001nYSa($Yt1pY11LL11W KaNN110R(alaNrmlljl[aOYtaxNarbRYvdlingvpmdvvvi,mlvY,u6nYnvOrJpGvdy(NgvMbbelYv6nyr24Meve Yvn4bn vu.WnuOnmemdu410l,Wr MANUEL MAPEINEZ, P.E. 4iel,uma,•pldnddlbmElxfivlW mk•dd I,•Ynv[e,galeplvm(u,5prmtf•riu•,LllvvdooellDD,4vunlrvuuryvvol0epdnY®le^PuyvyN&rylm®e4uPd0vigb Mvl•IYhlev6•NOuh.•^dn RLI. M4,ip,nm+pem M[mlu,lOM NdLryvWeuvllMlmvMglwVyi•ftvn�ryulirydru0vv,,M0.nivwAviW ope4 e, Mivffiry Ovvlv,,rob,WtldMYC6v RC�44d1uY9,dvu11n1. Avgpv.ddMlOpdery MYvudMLv4ivWdyl®E6eyJmgv,ombmevdbwuy,ltlbdv i1 0431 A3 !u,pvl4HrdM1ifry0etlpnMfunnvM.YvmnuIMY4100wdWpo,nmWry44uvJMWildvg(®peenSdp/IdmmotlulY50V44JWp1Rlulpnav,eMUNle,pnvl�4ve 111.I4PoUAv,v,pvede'm•MMMdtivim,hu9n,,LvuOoiynlopevnovt 10019(horlhn(ir. imf Ymiepve;vY0nd44bx11rrfmEul4ndvpmN�ibryyetr�nt*'de6 MLotthtlgel,¢nnnYOlbldfiq MYlmnLeull,lembgevM mildly W fepisElem•mmderwlbinl. Orlando, R 32832 0n,ga®9011AI Wv1ln,uv YvmvlYubu5114pedvmmdddv4.wvd,bury lRgbpd3uv1vi4nabvpmiNmMmll Imll,nuv-YunlYvnbvtll. Job � Truss Truss Type Oty PIY Std. Pac./6811 El C 63184 A15 Half Hip 2 Job Reference(optional) Al ROOF TRUSSES, FUR r PIERCE, FL 34946. design@al truss.cum Run: 7.640 s Oct 7 2015 PnnL 7.640 s Oct 7 2015 MiTek 6.00 P2 5x6= 6 4x6 G 5x6 i 5 4 W7 0 2x413 11 2 4 1 3x8 = 39 4x6 =�5311 33 353x6 = 37 3x4 =26 2x4 11 II 10%10— 2A 11 4x6 = Sxe = 4x6 = 3x8 = 2x4 II 3x6 = 7 8 a 10 19 18 4017 41 2x411 3x6= 3x8= 15 42 3x4 II Inc. Wed Dec 23 13:18:39 2015 Dead Load Deb. = 7116 ii 3x6 =17 4x6 =12 14 43 13 3x8= 3x6 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.38 19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.62 19-20 >856 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.34 13 nla n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 605 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* B3,B4,B7,B9:2x4 SP No.3 B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-e-0 oc bracing. Except: 6-0-0 oc bracing: 21-22 REACTIONS. (lb/size) 13 = 1973/038 (min. 0-1-8) 2 = 2127/0-8-0 (min. 0-1-8) Max Horz 2 = 473(LC 8) Max Uplift 13 =-910(LC 7) 2 =-746(LC 7) Max Grav 13 = 1973(LC 1) 2 = 2127(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2068/1488, 3-4=4356/3574, 4-5=-4940/4275, 5-6=-4044/3539, 6-Z=-3632/3271, 7-8=-0159/3538, 8-9=4159/3538, 9-10=-4159/3538, 10-11=-3603/3039, 11-12=-150711250, 12-13=1919/1650 BOTCHORD 2-32=1539/1349, 32-33=1539/1349, 2533=-1539/1349, 24-25=-233/261, 3-34=2886/3078, 34-35=2886/3078, 24-35=-2886/3078, 24-36=-3698/3855, 23-36=3698/3855, 5-21=106111124, 21-38=404714358. 20-38=4047/4357, 20-39=-3653/4200, 19-39=3653/4200, 1940=-3653/4200, 18-40=3653I4200, 17-18=3653/4200, 1741=3052/3622, BOTCHORD 2-32=1539/1349, 32-33=1539/1349, 25-33=-1539/1349, 24-25=2331261, 3-34=2886/3078, 34-35=2886/3078, 24-35=-2886/3078, 24-36=3698/3855, 23-36=-3698/3855, 5-21=1061/1124, 21-38=-4047/4358, 20-38=-4047/4357, 20-39=-3653/4200, 19-39=3653/4200, 1940=-365314200, 1840=365314200, 17-18=3653/4200, 17-41=3052/3622, 16-01=-3051/3623, 10-16=888/915 WEBS 4-23=908/1000, 7-19=0/310, 8-17=-4071473,10-17=641/708, 14-16=-1285/1543, 11-16=2257/2645, 11-14=2099/1941, 12-14=1902/2292, 3-25=-6111775,6-20=-122711491, 7-20=-891/514, 5-20=1190/1256, 21-23=3830/3969, 4-21=332/562 NOTES- 1) 2-ply truss to be connected together with 12d (0.131'x3.25') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Bottom chards connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsh BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) Plates checked fora plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt--lb)13=910, 2=746. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x.�p.r:ewn.e.pNwe:.ia-u taornpmrytuRmprumrsamiemprsrpnomrmnl+rrrnrslta'arl'�... vmgeey.p.�nmwahme.h,wentm,pnigePe.iy(NDlwaaeWmelMnoetrL4krzme9enMkeev. pohweMirxLmeewWNp,wM gANNEL MARTINEZ, P.E. w1da- ysa,perpemmaenpwwesu 1,epn,owymp:mGalpedonMmLbewawwrnpwcan.m,®.wpA.anewam�.w�mw�npw�r%I.aa,ap.aa+whun,a.Flee.aerwwh.wan ml. newnwane..,,lwsn�wu+n, ,masr.apwau,lm,mentaetaros,=pw,aavadp.wen.p.wr,.u.mane.«nerasyo�pn,mr.,wvaaaeucw.®cx.uapasy,.eedmr. reyre.maa,.mod,s,p.uewan.r�,n.ache,pwwyx.ep..o,muti.eeen;,rame,roe #047182 ,np..aararoetasepp.epee,®emeew.n.n„wirsanpwao.wem�.,=apm amas<reaa rrwo�M>+arm...a.OMpa'+p,aMm®anu.enme.eaar�arae.,r. mi aemn.,.,p.ar,=,eeeewnamu.npeogm.rm,oeyel.p,ee,wa 10019(hultan(ir. xuemorom.v,esenemnaw4meek•mm.e.wwewwn.xgR�we.,�wa.en tau.nwtlgebp:mnm�Releafiy Mym wrwuspmty:mlwwl Veap m[epaaemrn..naefiNLin1. OppigM®MI1MI rwlirmve�Mosu.l Yvpoe�,PJ. lepeamieselda,dwvmm,amylwv,i,peAiEihd.ap.nnenpe,minieohml�l Lellwam Yoeudxenlse�r.L Or1pnE4, F132837 Job Truss Truss Type ON Std. PaC./6811 El C 63184 B01 Roof Special Girder 1 �1`517Y_ 1 ., A0650434 Job Reference (optional) Al Kuur TRUSSES, rued rltxut, rL 34945, aeslgn(mal tmss.com Run: 7.640 s Oct 72U15 runt: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:41 2015 Page ID:cS2yUAsdnW4V5ztDIW WpP=H46d15iRIGyOiM1aK6NT2915NIMW R1 PSCDzrg8CPy64 27A-0 356a d5]] I d1862410.12 61-0 J-z-0-0 0.� -I nM SdaAi412 7-11-124 1481 1-7-0 1-1rLe 6.00 12 5x6 = 4x6 = 3.6 3x6 = 3x4 II 3x4 II 3x4 II 3.8 5x6 = 3x8 = 5x8 = 5x8 = 7x8 = 3x4 II 54= 3x6= 600= 7x8= Dead Load Deb =118 it M12 8-&12 16-11-0 &2d N-10.12 7-11-12 -2 27$-0 1 3-160 4 4-2-0 35d-0 -1 3eWA ddd 436A dG0.0 4-0i 2-5-e Plate Offsets (X,Y) - [7:0-2-3,0-2-0], [12:0-2-0,0-3-0], [17:0-3-0,0-3-0], [19:0-64,0-4-4], [21:0-",0-0-8], [23:0-5-0,0-4-0], [25:0-5-8,0-4-0], [27:0-2-0,0-2-8], [29:0-3-0,0-3-0], 130:0-1-12,0-1-81 LOADING(psf) SPACING- 2-M CSI. DEFL in (Joe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.22 30-32 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.3620-21 >697 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.09 17 n/a n/a BCOL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 294 lb FT=0 LUMBER- TOPCHORD 2x4 SP N0.2 *Except* T3: 2x4 SP M 30 BOTCHORD 2x4 SP No.3'Except' B1,B7: 2x4 SP M 30, 134,139: 2x4 SP No-2 B6: 2x6 SP No.2, B2: 2x4 SP M 31 WEBS 2x4 SP No.3'Except' W17,W6:2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or3-1-14 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-74 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 5-30, 6-30, 7-30, 10-26 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131'x3') 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. (lb/size) 17 = 1261/0.3-8 (min. 0-2-2) 2 = 917/0-M (min. 0-1-8) 29 = 3169/0-0-8 (min. 0-2-10) Max Ham 2 = 348(LC 6) Max Uplift 17 = -754(LC 5) 2 = 476(LC 44) 29 = -1543(LC 7) Max Grav 17 = 1783(LC 41) 2 = 920(LC 11) 29 = 3169(LC 1) TOPCHORD 2-3=-1239/688, 34=972/588, 4-5=835/608, 5-6=-244/384, 6-7=-2731390, 7-8=1252/2398, 8-9=-109912327,9-10=-658/1394, 10-11=-1577f721, 11-12=3180/1412, 12-37=318011412, 13-37=318011412, 13-38=307211317, 38-39=307211317, 14-39=-307211317, 1440=307211317, 4041=307211317, 1541=307211317, 1542=1495/651, 1642=-1495/651, 16-17=16557755 BOTCHORD 243=820/1035, 3243=-82011035, 3244=566/682, 4445=-566/682, 4546=5661682, 3146=-566/682, 30-31=566/682, 3047=-1918/920, 2947=1918/920, 27-28=413/21, 8-27=.373/392, 2749=-14977703, 2649=1497f703, 26-50=736/1589, 25-50=734/1593, 10-25=-626/1660, 21-22=0/379, 13-21=299/254, 21-53=1455/3282, 53-54=-1453/3270, 54-55=MM,3269, 20-55=145313257, 20-56=-682/1552, 56-57=-683/1565, 57-58=-682/1576, 19-58=-68411588, 18-19=0/277, 15-1 9=-1 1001695 WEBS 3-32=.313/295, 5-32=130/489, 5-30=735/507, 6-30=-504/290, 7-30=-864/1957, 7-29=-197011056, 27-29=2069/1009, 7-27=746/456, 9-27=1178/566, 9-26=755/1855, 10-26=3423/1600, 23-25=-873/2028, 11-25=-850/358,11-23=-9821487, 21-23=-854/2016, 11-21=854/2007, 13-20=-368/157, 14-20=455/379, 15-20=739/1803, 16-19=-9512175 FORCES. (lb) NOTES - Max. Comp./Max. Ten. - All forces 250 (lb) or less except 1) Unbalanced roof live loads have been considered when shown. for this design. TOPCHORD 2-3=-1239/688, 34=972/588, Continued on page 2 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip OOL=1.25 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-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 17=754, 2=476, 29=1543. 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, nonconcoment 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 4e provided sufficient to support concentrated load(s) 131 It, down and 122 lb up at 34-94, 113 lb dawn and 95 It, up at 36-34, 113 lb down and 95 lb up at 38-34, 113 lb down and 95 lb up at 40-34, and 113 lb down and 95 lb up at 42-34, and 131 lb down and 12211h up at 44-34 on top chord, and 581 lb down and 292 lb up at 33-10-12, 231 to down at 34-94, 237 lb dawn and 30 lb up at 36-34, 237 lb down and 30 lb up at 38-34, 237 lb down and 30 lb up at 40-34, and 237 It, down and 30 lb up at 42-34, and 231 lb down at 44-34 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ea,,.1.h„vle.,,nry,.,:.m,-uvomnosmrylunmumm�AroimmonnmourrronneurunmY-�Yn't.. vnhee,g.I.a�,,,d,.a.m,®m;Im,oeyvue.:r(mgMa+wrm.crleb,..eane,ra..,e. mbn,me.i.,me.melpo,wr mdYMbmelWbbn6! BANIIEC MANFINEZ, P.E. 151d,m.,bplmn I,etin,0.gelgixe N.lw,bblepmlR.ud..rmo,.nesn,.u,ep.v.am,wane.meenen:l,e�ee��ealxmex,q.elmuna lm,eep4a®m.1mmM1,re,rnl. m. e,un.®abrv,beb.vaei..,. Q.�rywwalY,lM,n,.areueeonla.,.,n.,wryamea..�,m.p..nv�oenMoomwm.wvyon�n.bm,.m.aan<acwoem.le,amun.e..,alnl. m.ewe.mom.moM.rmlee,.aY.u„e�ue*sl.aes+wne:.am..eb.i,Aare,m #04FIBP ,erv. ncya®ewusva,ae,wr...w.u.b,wunbamnMeewwse,ednawnanel:mpr®e.eexvrm.,,mwpapox,wbmmYno.,ma.,almle.�ayaese. rnl ee:nm.,nw.�'e,.wme<,dmu.,,�.Im,a..ry.uoe,,.m 10019 Chodrpn Cir. Im,ealvM,n,eelnvorte,elu4kellrefp6W vpMvpplenfiyLrmryN,bAed MIm,OVJgelgsnbPolXetiYy Ougnal,wSrymleymilvevrbY'n4 a(epveL Elemewenk4dblRl. Lppighl®i111kl lomirvun-Yommflmiwep7l lep,eeuaimm%i,Eeueeel,bnrylmm,i,IeeAmiW,nO.Mxpe,mi,timM1em61 tee1(rv„et�YmuelMminLrL NrI00AO, F131831 Job Truss Truss Type pry PIY Std. Pac./6811 El C 63184 B01 Roof Special Girder 1 1 A0650434 Job Reference (optional) A4 ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn@altruss.tdm Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MLTek Industries, Inc. Wed Dec 23 13:18'.41 2015 Page ID:rS2yUAsdrwV4V5ztDIW WpPzmH46d1SRIGyOiMlaK6NT2915NtMa1R1 PScDagBCPy64 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-6=-70, 6-9=-70, 9-16=70, 28-34=-20, 2S-27=20, 22-24=-20, 19-21=20, 17-18=20 Concentrated Loads (III) Vert:-23=-349(F) 37=-91 (F) 38=73(F) 39=73(F) 40=-73(F) 41=-73(F) 42=91(F) 52=37(F) 53=-59(F) 55=59(F) 56=-59(F) 58=59(F) 59=37(F) r„®r rl,.,,ro...pry,,,:.w,slramnmmt>uuRmaumnRaxolnonmlomllmnitmammsuutra.v,�qe,�p.omomw,r,ae.,m,.mM1m„o,yeno.srleme+r+�nlrmn.,,piem.•.sa,n .e., o.m„m„.n<,m,e.,aecto BANUEL NA911NE1, P.F. Ylelm.a,N,pNn JalbMI.A, NON Be n1d. AS. I,nMgerry�xn(u,ip,'vOtFry„eLlMudwvetlWepmm,meupmerd O.nJeJmml,orvmapinpo,bSryNdelNgo OMurplm,erpRenO.IW Np,wl„RLI. Nk,pnmpwn,FoYwp,ed®.,� O.s,,MO.ai,wmx0l,pele bldig0 pquM�sieadB,Irt.IbO[,M4d1,06p,d.edRFL lYgpo,ddlbNOdol�eudM4n�.udfyledor.4mye,YUPnev,ve NninyddbG„ iF 047182 !whirydnrAS,in„horrddgnb,np,vYJidb rtymdLnlN rO.N.,dromnn.anbuneibi00dNepNmeaYpiO,LndIk 4Oblro°OnmWnlldmimemNnflpelhaul%IIInlYflw.,a,vrl4,poneipel,.e Rll eenmWieyeubt'a�MMe,tlbtin,hvgrtr,rm,ONpppv,e.l 10019 CM1otltoo Eir. tm,ramm.ea,n.run.IederMp.(otanm,N9ei•nn,plrAP�O.pY,aM1et Mteno,vg.kg.enmlp, maip Rynetm,srywkg.mimen0�.p. urpnr:,ee�nnne,prmma. app8e®1015411no11mmptlonudpmAneyr.t. Lp�edaieealtld,Ammetl,leecphn,,peM1tnee.i4.Nlnpw,Jo.6meb11eollrv,arMowvlYvninryF.L Orlando, FL 32632 Job Truss Job Truss Type ON C B02 Roof Special 2 =StdPac./6811I A0650435 nal Al ROOF TRUSSES, FORT YItKOt, FL 3 tPlb, deslgn(Nal Wss.com Run: 7.640 s Oct 72015 Pnnl:7.640 s Oct 7 2015 MITek 1.5x4 II 3.6 = 26 3x4 = 25 2x4 II = 6.00 12 5x6 4x6 1 8 21 -- 20 2x4 11 4x8 = 6x8 = Inc. Wed Dec 2313:18:42 Dead Load D.O. = 5/16 i3 jig 14 jp'\V 0 1¢7 N 1g 40 1@4344 a 18x8 — 1.Sx4 II 154 3x6 11 20 11 3x6 = 45-11 8-5-8 iB-11-0 18-9 21-8-0 2410-12 6-1 28-10-2 31-10-0 3-10 4-5-11 3-11-13 8-53 1-10 2-H-0 3-2-12 -2 2-9-2 2-11-15 Plate Offsets (X Y)— 16:0-1-0,0-1-81 113:04-00-1-31 (17:0-2-8 0-2-81 122:05-8 0-041 r24:0-2-12 Edcel LOADING(psf) SPACING- 2-041 CSI. DEFL in (too) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.25 23-24 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.5823-24 >517 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Hom(TL) 0.13 19 n/a n/a SCOL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 228lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* B2,B4,B7: 2x4 SP No.3, B3: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-7 oc purins. BOTCHORD Rigid ceiling directly applied or 5-5-12 oc bracing. WEBS 1 Row at midpt 9-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 107610-8-0 (min. 0-1-8) 14 = -18/Mechanical 19 = 210810-3-8 (min. 0-2-8) Max Horz 2 = 231(LC 7) Max Uplift 2 = 469(LC 8) 14 = -110(LC 13) 19 = -705(LC 9) Max Grav 2 = 1075(LC 1) 14 = 193(LC 44) 19 = 2108(LC 1) FORCES. (to) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-3=-1658/1423, 34=2487/2068, 4-5=-2520/2264, 55=2459/2279, 6-7=-697/761, 7-8=-6471795, 8-9=514/607, 9-10=543/1075, 10-11=-551/984, 11-12=-782/1112, 12-13=518/686 BOTCHORD 2-34=113611420, 26-34=-113611420, 4-24=280/440, 24-36=-591 /1129, 23-36=-591/1129, 23-37=-21/410, BOTCHORD 234=1136/1420, 26-34=1136/1420, 4-24=280/440, 24-36=-591/1129, 23-36=-591/1129, 23-37=-21/410, 22-37=20/415, 8-22=600/453, 20-39=457/411, 1939=457/411, 1741=563/614, 4142=-563/614, 4243=563/614, 1643=563/614, 1644=-565/614, 13-44=-563/615 WEBS 3-26=681/646, 24-26=-122911560, 3-24=-4001753, 6-24=-1319/1515, 6-23=828/953, 7-23=432/369, 8-23=190/433, 20-22=-133/370, 9-22=-269/747, 17-19=2098/1861, 11-17=285/440, 12-17=462/468, 12-16=01299, 17-20=-1191448, 9-17=-1725/1368 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; SCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and G-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load 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 34-0 tall by 2-" 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 bearingplatecapable of Withstanding 100 to uplift at joint(s) except Qt=lb) 2=469, 14=110, 19=705. 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) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Y e do run.m.n:Mn�.nr•Atrownxmtsmnlanumer[czorron[wcnl'mnlAoranL�wmrwe, rahmwew+.ard�rramn.n,rm,orw.u.�rn0da.rs la,.c�.rr.mn�.seeetm,.r. cnn,.ma.n.sia.a,toc,edr MANBEL MARiINE7, P.E. '.. WeYr®anFbnrrdmnakmrlMM1grerd A,•4wk,5a[vporerW.freriry[erymjb We.gNArepinNvnnerbwdNrndeu'votlrepeniynrpmkiNrbde4rgdE,iopblrn,igaedn6eIILwh.eder R4I. RaWrymuyiv,,WSp¢r1EOA eba6hNwdOstn,MegldLqu9xrosPwdvdrydlEr O.vu.era.ar,mRuodgmtuCatdGrOerrryin.ubunndba[,IAe OCWIwtl Ld&9rd.°m�M1l lYapp,rddbiWeilvet6dAnadi.imr.udoiglmf 4varrtiiYonmmtlbaoy Jdbpr ff 047182 ! nqud3ydb HNmr"�dTrml[seww.lAw,mnib�W4pMn,Mrytao,dMN6y[,npser NerylobnnrpW pp6Ji,11rimd9tlarr,Immdta pcitlyih.Inl bYnbrnpa.=4notl8r•,ddirrugym,IwCe'+p4prW I 10019fhorllon (ir. rm,e.wm.a..a,n.anwere.!q.[rnm.rrna.w.e:erRaP.rnm.d..cmun,rwr.urm.rmrermrmr.rmr�n.nrmrtrvr.myw.a�ma€,v. n[w�,em=...rtr�emmt. i 4rpigM131n1FI1mlimurYmedknY qPt tepamaadme,da.mer4uaarn upddErtrl.imnrfepnoiNnhwkl looltmut.MmelWlbn,tt Wanda, R 32832 Job Truss Truss Type Oty Ply Std. Pac./6811 El C 63184 B02A Common 1 1 A0650436 Jab Reference (optional) A4 ROOF TRUSSES, FORT PIERCE, FL 34946, design@al lruss.cem t.Sx4 3x6 = 3x4 = Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 6.00 12 5x6 W8= 5x6 = 14 3.8 = 3x6 = 12 5x8 = Dead Load Deft. = 51161, 3x6 = 1� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.36 14-16 >825 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.6514-16 >459 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 185 lb FT=0 LUMBER - TOP CHORD 2x4 SP N0.2'Except' T2: 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 or 4-2-4 oc purins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-14, 7-12 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 113610-8-0 (min. 0-1-8) 12 = 1828/0-3-8 (min. 0-2-3) 11 = 174/Mechanical Max Hom 2 = 231(LC 7) Max Uplift 2 = -478(LC 8) 12 = -701(LC 9) 11 = -73(LC 9) Max Gmv 2' = 1136(LC 1) 12 = 1828(LC 1) 11 = 302(LC 29) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-177111455, 3-4=-159511440, 4-5=-1455/1445. 5-6=731(794, 6-7=-681/835, 7-8=207/540, 8-9=-216/427, 9-10=-472/560, 10-11=-107/257 BOTCHORD 2-24=-1138/1510, 16-24=1 138/15 10, 16-25=-709/1107, 15-25=-709/1107, 14-15=709/1107,14-26=0/292, 26-27=01292, 13-27=0/292, 13-28=0/292, BOTCHORD 2-24=1138/1510, 16-24=113811510, 16-25=-709/1107, 15-25=709/1107, 14-15=709/1107, 14-26=0/292, 26-27=01292, 13-27=0/292, 13-28=0/292, 12-28=0/292 WEBS 3-16=279/461, 5-16=365/557, 5-14=-719/910, 6-14=278/301, 7-14=245/511, 7-12=-1386/1172, 9-12=-324/523, 10-12=-391/594 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plate(s) at joint(s) 4, 6, S. 2, 16, 3, 5, 14, 7, 9, 12, 10, 1 and 11 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 15 checked for a plus or minus 3 degree rotation about its center. 5) Plate(s) at joint(s)13 checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10.0 fist 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-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 11 except at --lb) 2=478, 12=701. 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 Chard, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x.,xrw.nirnny�nb.a•Al iccrcA;�twunmaullmACMar.IsnlmlcmfrmlAmme¢bnrl.m.mere.appm.nn,.Ae�ne.dnnro,Irn,or,ti.b..himMnlm.�draenclieur�.m,eb!n.n..ox,,,x,.x.erianmrlo,m! MANUR MARTINEZ, P.L bTelumetlaplvn,AelbnNMnelW rokrdd Lrh.ub,5,nrivv;wflnloP!!n{arntkvssdnoerleuprul.nvnq�rdPrndn4mtlegoniavn,putihrM&da'ry+tl&vfmg6lin,lrpOednl4Ra Nl,men RLl.l�kyeers'{ya,.beSy,uEdw, ' vdekTgwladti,Imrbgti5ynererynuLdtldRr O.vr.dnbmhmb'vlyrtled.4l[vAErigna,hM,wvdvlEvaf,M�ILbbul briyndrotllFl.ItreppnddWi04clo16tl mdMinL'mGirtpbeS4¢vv5r,i¢bAutivulba4046N #04/Iftt rnpva3BldMid6AAgmd(eac.'=.4ea,nrmwAy R9d0epeNe,clprtd nalNldGq M1np.rMLul Wvmrfi pnQl.tFidhlnodnavrnM.v dlapm3ld• r.InIG%n2avymvi-Lra,W IM,dMlnup6pv,luurxuplywM 10019CWton (ir. ImtYmduluv, WnrAv,nvlefineah,(mprp W„e piy"sn5ei11.rlvAnhnlvl Ip4ntgyrfe0avu WIMgpeuprtnrm.lryrwivdanlaml WF.ry 19n1do%.LMe, v.nle5fe1b114L [vnrhAr$ItI1A1 teeirnw,�awo.fbalie,,, t.L PepWmiovd�rd.re.nr,aeellom,npdiMrAaCnfiapmixbnhom A�l loolinrm-1lnoelNoninrr,lt (dOndp, ft 32832 Job Truss Truss Type Oly PIy Std. Pao./6811 El C 63184 BO3 Common 3 1 A0650437 Job Reference o tional A, Ruur T nubxa, run i rienue, r� u4y4u, desgnLmalwss.com 6.00 12 Run: 7.54U s Oct / ZUlb runt: /.ti U s Oct / 20 5x6 = Industries, Inc. Wed Dec 23 13:18:43 Dead Load Der. =114 is I 1.50 II // // xb II 1 2 R1�� ��/ ,�Bl 910 11 o ta7 o 25 16 26 15 74 27 13 12 28 11 29 3x6 = 3x4 = 5x6 WEI= 3x8 = 3x6 = 4x6 It 1.5x4 11 316 I 1 24--0 2- &110 33R0-0N.-4 I 9A-1-0 7N 441-5 Plate Offsets (X,Y)- 17:0-3-12,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deb Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Ved(LL) -0.36 14-16 >820 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Veri(TL) -0.6414-16 >457 240 _- BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.03 12 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 18416 FT=0% LUMBER - TOP CHORD 2X4 SP M 30 `Except' Tt: 2x4 SP No.2 BOTCHORD 2X4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2X4 SP N0.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-14, 7-14 Mi Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1118/0-M (min.0-1-8) 12 = 1785/0-8-0 (min. 0-2-2) 9 = 329/0-8-0 (min. 0-1-8) Max Horz 2 = -208(LC 9) Max Uplift 2 = -481(LC 8) 12 = -020(LC 9) 9 = -303(LC 6) Max Grav 2 = 1118(LC 1) 12 = 1785(LC 1) 9 = 390(LC 14) FORCES. (lb) Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-173311421, 3-0=-155711390, 4-5=-1416/1410, 5-6=-695f756, 6-7=718/734, 7-8=352/463, 8-9=-221/397 BOTCHORD 2-25=-1036/1477, 16-25=-1036/1477, 16-26=599/1068, 15-26=599/1068, 14-15=599/1068, 14-27=-381f753, 13-27=381f753, 12-13=-381053 WEBS 3-16=285/470, 5-16=379/560, WEBS 3-16=285/470, 5-16=379/560, 5-14=-715/888, 7-14=76011071, 7-12=149111499, 8-12=-441/917, 8-11=402/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plate(s) at joint(s) 4, 6, 2, 16, 3, 5, 14, 7, 12. 8, 11, 1, 10, 13 and 9 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 15 checked for a plus or minus 3 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 BCOL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Ql=ib) 2=481, 12=620, 9=303. 8) This truss has been designed for a moving concentrated load of 200.OIb live looted at all mid panels and at all panel points along the Bottom Chord, nonconcorrent 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 xm:.r.n..,.mmmpmr,,.:.m, urpnriemYSlluuDGinmmnemwmpnrefpdnnmmdmnnmamrmm rmareey.rme>mm,w,mams.m,cam,4q.m...ppmWdao� ,,rim,�A.u.mr�.m. P,q a.,.:.emm.amgmr MANUEL MARTINET,K rA�u Wbm,v6l.b.rm,peupryi.vf..,y,ogrejrzelbvdnwrNO,enmem,eemupw.dmpdnJmdeop:eevq,ep.,iaryMbLvpsMAei pieLm,kpieaodrm.ry..dmm�. ibl,u wmpa,mvdeg,mpi,., '.vn,Hssh'm I+m6Llrud.udlti,im,b,ogrWLgnRemre„ride/d11e0.eu,MO.wr,wRniMpmmtblodd'7pr,}ee.uW.emendtlanC�4184tlnlxdpuYcrN.,46L1.@eype.Adro.Npdsrndpoudtla rm4'.dr+rtm�S+�mT:dbmed Mmi+44.,, if Rf)IBi e pmamvdrwsqu;p.,wre.m.u.u„n.a:mmowm.n.w.,.dv�s.,dmewerr..p..coca,vw..e.Ieopwss4,dpmwuum..n,n11(I..P ® Mndttd.d.,m.,e,r.ems,e.de,.r,dan.,,u,N:cr.�,oryd•r.r.,,,w W 10019(harhan Or. tnuw�m®n.ti�4m.x.d.rmber..ewer„dw•:.erar°s':.de. tmu.,Want.r.m:mraud.rwyM.tm,snrt.uN...,r®r:dW. nt.pe4mew.,mee,a.r®d:lnl: fnpryda®dm6LLl ledlmm�YwRlYmfineiPl.leyedwiwelbi� dmvrm,uerylw,i,pemlLYdY%ranevpmwnunhem 411edlmm� AmmelYmnnetli Hondo, FL 37037 JTruss ob r o' us Truss Type Oty Ply Std. Pac./6811 El C 04 Hip 1 1 A0650438 Job Reference fnnfnnall A9 ii00F TRUSSES, FORT PIERCE, FL 34946, desigr@a1muss.com 1.Sx4 3x6 = Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MTek 6.00 12 516= Sx6= 3x4 = 3.8 MT20HS= 3x8 = 3x6 = 5x8 = Inc. Wed Dec 2313:18:432015 Dead Load Defi. = 3116 it 1.Sx4 II 11 m 12 40 13 32 1.5x4 II 3x6 I -2-0 24-0 111{ 34-8105-088411 &69_6 9-E4--01 Plate Offsets (X,Y)— 12:0-3-0Edgel 16:0-3-00-2-01 17:030 0-2-01 (14:0-0-0 0-3-01 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 0.96 Vert(LL) 0.39 14-16 >755 360 MT20 2"M90 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -OA5 14-16 >649 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.73 Hou(TL) 0.04 14 n/a nla BCDL 10.0 Code FBC2014rTP12007 (Matrix-M) Weight: 192 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 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 or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-2-1 oc bracing. WEBS 1 Row at midpt 7-16, 7-14 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 1119/0-841 (min.0-1-8) 14 = 178510-84) (min. 0-2-2) 11 = 328/0-8-0 (min. 0-1-8) Max Hom 2 = -189(LC 9) Max Uplift 2 = -792(LC 7) 14 = -966(LC 6) 11 = -167(LC 9) Max Gmv 2 ` = 1119(LC 1) 14 = 1785(LC 1) 11 = 379(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1714/2905,3-4=-1438/2692, 4-5=-1300/2704, 5.6=-824/1671, 6-7=-656/1604,7-8=-1811465, 8-9=481/471, 9-10=500/336, 10-11=3581129 BOTCHORD 2-27=2386/1469, 18-27=2386/1469, f7-18=-1705/1117, 16-n=170511117, 16-28=309/414, 28-29=-309/414, 29-30=-309/414, 15-30=-309/414, BOTCHORD 2-27=2386/1469, 18-27=2386/1469, 17-18=-1705/1117, 16-17=-170511117, 16-28=3091414, 28-29=-309/414, 29-30=309/414,15-30=-309/414, 14-15=-309/414, 14-31=-88/536, 13-31=-88/536, 13-32=-88/536, 11-32=88/536 WEBS 3-18=314/527, 5-18=-891/442, 5-16�636/1274, 6-16=-4101141, 7-16=-11961626, 7-14=-1275/1914, 8-14=d12/665, 10-14=-040/372, 10-13=01265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) 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 notation 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-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=792, 14=966, 11=167. 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, noncencurrent with any other live loads. 10)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xmwl.rknen. Od6-dI.� hok41M.4 mommrammnon[onomnmrWnamm�enrm�n marenN.on.9,con.m,manine,m�n,n,o,as+m,metnnlbe, im.eimm=,, ftio In.t. w.orn,m,1=6Zaao,.h mna,o„mrhnars.,.rin�xmomm,d�a.n.nNwN.r.r..n[wsendrrnm�=1tl.=dw.qmo,qn.mwn�.rm..am,w.rmmm..F.,n:r,n'.,mlerl.awa=am.,:p.rm,enma,.come.M.w,nu.ml.ro.„.�u.,,s,a�,,,ce;,,,, MANIIEL NABiINEZ, P.E. mdaryd.vdti,l�n,MglYgntl.mp,erry,Itl.O.n,,Y.O..n im7AxudryeaeiM4b90.vpn,:o.,mevddu(Ma�tl,MdW6nod..dlnt h.rynldMNJdgkY,vdtl.nn,,'nd,&[I.d.gwye,:mYevolmwe4dJbM #047182 nv.aardrl.dfyhtlnnd4u,an u.a.„nra6rloowra.ando:mw,arc.ae.r[..nwww...a.pnuPes,mahmrvum.,m,..di., r,.,dr.a.... cola...e.n,r..a�a,wun,dn.rnnk n.r,.nww.op.n,.e 10014(hoillon0r. uv, �k,®n,.m,.nn.warmh.re.nq.,enmm��yhmpmr., m.n,L run,wnar:nmwrrwa�wmwv, vrmnn��lwn r.vrmarr u[op�.re,n.. neee.a'nrm. mm�aei0roua.l r.drmnmYwvdaem.,.e,rt. un.e.e..dtli,e.m,.<m,mwrh,np.e�w.e.�n.am,p.,n,a.owmr.l mdr,n,n.u...dwnm.er.e Orlando FL 32832 Job Truss Truss Type Ply Std. Pac./6811 EI C 63184 B05 Hip FY 1 m A0650439 Job Reference o tional Al KUUr i rtvaaca, rUMI MCr C, rl .]4e90, designLa_alrress.cOm ttun: t.bbu s UCr / mio rn c /."u s Uct / zUlu MI I ex indu5mes, Inc. vveo Uee 2313:1a:44 6.00 12 Sx8 = 1.5x4 11 5x6 = 5 fi 7 Us MT2OHS1, 1.5x4 11 3x4 G 8 3.16,1 3 4 6 9 3x4 5 10 1.5x4 11 8 2 a 8 28 19 29 18 17 30 76 31 32 15 14 33 13 34 C 1.5x4 II Us — 3x8 = 3A = 5x8 = 1.5x4 II 3x6 3x6 = 30 = Dead Load Defl. = 1/8 ij LOADING(psf) SPACING- 2-0-0 CST. DEFL in (loo) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.19 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.33 14-16 >876 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES WS 0.78 Horz(TL) 0.05 14 n/a nla BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 1971b FT = O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 54-6 oc purins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-14 MiTek recommends that Stabilizers and required cross bracing be installed dudng truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1098/0-8-0 (min. 0-1-8) 14 = 186110-M (min. 0-2-3) 11 = 272/0-8-0 (min. 0-1-8) Max Horz 2 = 166(LC 8) Max Uplift 2 = -456(LC 8) 14 = -711(LC 6) 11 = -271(LC 6) Max Grav 2 = 1103(LC 13) 14 = 1861(LC 1) 11 = 338(LC 33) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1653/1297,3A=-998/861, 4-5=-886/888, 5-6=6361747, 6-7=636/747, 7-8=-265/582, 8-9=504/608, 9-10=516/533, 10-11=-123/319 BOT CHORD 2-28=907/1398,19-28=-90711398, 19-29=-907/1398, 18-29=-907/1398, 17-18=-907/1398, 17-30=208/800, 16-30=-208/800, 16-31=0/355, BOT CHORD 2-28=907/1398, 19-28=-907/1398, 19-29=90711398, 18-29=90711398, 17-18=907/1398, 17-00=-208/800, 16-30=208/800, 16-31=0/355, 31-32=0/355, 15-32=0/355, 14-15=0/355 WEBS 3-19=0/332, 3-17= 686/804, 5-17=345/469, 5-16=-368/398, 6-16=290/294, 7-16=664/839, 7-14=1363/1112, 8-14=316/513, 10-14=466/1059, 10-13=399/273 NOTES- 1) Unbalanced roof live loads have been considered for [his design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )olnt(s) except at —lb) 2=456, 14=711, 11=271. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard t xm:.t.nm.u.ee9sryne:.m rnomamsssrytmlMax are vmvomoneonawrmrtr7tmontm avrrm. rmrydey.rn..�m,r,wmm.m,rrn,oey.u..:vl�aol.rue:..awwv.rtemem.oeneeroe.m mim,.mm.:.nmtwarm,eq MANUEL MARTINEZ, P.E. nlYumMmpMM il�teo,ellm Relaame.nFa b.LmR,gea9mmG., ynieArfy'nemlanudnwr100,ep.um,umupmm YOePJe,Ymleep®u�ar,epmvA3rylame LigoYM,upM1lm,deplelwMelWnh.mEn Rn.lalryemmp uu,.Mi,lu.d eeaa�r..de,.Yro,tm,n,nrraav:m.,.,n.,suv,oyo.ee,.n.o..n.aer,eeye. nev xyoe,ym,.ee,waaa.ucaeucaewwy,a.eamt ro.m,e.eiaroemownren.mdwt,.,x:d.aye,.eiv,um,t,,:o.o,memaww.o,t.o46. #041187 �rnwwramwr vo<wm,wrwum a.em,.yea:m,moe.dm<y.a�<,mr�.r:,daremvr.,r„msderyw.,.a.puriaumYb,m.rvum.,eh,e.bm,v�+e�...mta.rtn,m,e,r.,am,wem:,aru,,,uusm,.un,my.ieee,e,.e 10019(No0ton Or. Imemrmmn,..e„ene,.x.aerwyet.e.a,pndyee:uaager.omne,eenet rrrvn,oearvmv*ee,:wrauwvaeym� mlmnnm.teNmmronti+q. me.psmdmnm.ndeswmtnt. ry�au®ldisaiv..mm�,.xn,Ymmne.,u.rep,.e.me.elm,d,=w,ym.rl.m,�,p,.nan.d.�a,.,mnv.,a,r,n,mu mmn,,,e,.u,..elr .erz Orlando, R. 32932 Job ` Truss Type Qty Ply Std. Pac./6811 El C 63184 FBO Hip 1 1 AO650440 Job Reference (optional) M RUUF IXUSbtb, FUKI FntKUt, FL34946, design@allruss.cum 1.50 Sx8 = Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 1.5x4 II 5x6 = Inc. Wed Dec 23 13:18:44 2015 Page Dead Load Den. =1/8 ii 3x6 = 1.5x4 It 3x6 = 3.8 = 3x6 = 5x8 = 1.5x4 11 3x6 = 30 = LOAOING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip p DOL 1.26 TC 0.84 Vert(L5 -0.1 12-14 >999 360 MT20 244M90 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.23 14-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Hom(TL) 0.04 12 n/a n/a BCDL 10.0 Code FBC2014TFP12007 (Matrix-M) Weight: 190 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-3-14 oc pudins. BOTCHORO Rigid ceiling directly applied or6-M oc bracing. WEBS 1 Row at midpt 4-14, 6-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1075/0-M (min.0-1.8) 12 = 1937/0-8-0 (min. 0-2-5) 9 = 22010-8-0 (min. 0-1-8) Max Horz 2 = -143(LC 9) Max Uplift 2 = 434(LC 8) 12 = -822(LC 6) 9 = -248(LC 6) Max Grav 2 = 1089(LC 13) 12 = 1937(LC 1) 9 = 309(LC 33) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1687/1315, 3-4=-1159/971, 4-5=-650/673, 5-6=-650/673, 6-7=-371/662, 7-8=-589f730, 8-9=-106/351 BOTCHORD 2-26=949/1440, 17-26=949/1440, 17-27=949/1440, 16-27=949/1440, 15-16=-370/963, 15-28=-370/963, 14-28=-370/963, 14-29=-195/640, 13-29=195/640, 12-13=-195/640, 12-30=-284/152, 11-30=-2184/152, BOTCHORD 2-26=-949/1440,17-26=949/1440, 17-27=-949/1440, 16-27=-949/1440, 15-16=370/963,15-28=-370/963, 14-28=-370/963, 14-29=195/640, 13-29=195/640,12-13=-195/640, 12-30=-2841152, 11.30=-284/152, 11-31=-2841152,9-31=-284/152 WEBS 3-17=01297,3-16=545/661, 4-16=-246/454, 4-14=438/429, 5-14=-074/536, 6-14=-984/1196, 6-12=138511110, 7-12=-270/438, 8-12=-479/1059, 8-11=395/283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) 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-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(3) except (jt--lb) 2=434,12=822, 9=248. 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)'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.�.�w,,.ie..,yM,,.,:.m-rnoorlms+ulvwrimnumurm+AmonronoMnnumlAmomm�xirrb.,r,fie.y.rm•m„�„m,,.a.nm.aarm,oNl.e..¢rlom®em.M®aM.,n.,,riun,.,,.M,nm.�..,,.ur,,,m.,.«mmnaamo.dr gpNBEI NAYEINEZ, P.E wra,mmm.rwnaaAramel.amome.,aL A,.I,n,aaararaw.m(u,4maruim.lm.¢aaglon,ana¢m,.a.,,rlme.law•lenmolmm,m:lmr.aonlmmve,draar,y¢ume,waenarm.lr..emm1. men;n.+.mee..sl.an�wm.,. maasry=ewaiM,Im,tiverla6.p:M,.yo,uYrydMO..,,Mo..ei,.0nudrymmbrAa6.r4.:.n,'smr,mWMMUL0.0CakdWPy¢d.edRN.Mna^.IaiE,NOd.nkYn,aMLm,:GuiybM,gnm.I,,:aoWmneMv®ySolbAn #047182 ,an.aaram.uwrraw.�admea,w. a.me,rum:atoowao.m.rlae�amramnmmmm�sdmlamm,e.boor+amehm.duu.,,,n¢.dm,r.r�apa.e. nlaa�r,m,n,n.aw,wa,enam.nm,o.8m.t.,,om¢.I,d.,,.v 10019 CM1odIMn Cir. Im, WMmmn,mknrmnmNeamdlrrr.eanereaar.mnaeparmm,m,a.a Mrim,4,tlpbys,nuPotm,affirpu9.,nlm,snbrv�unlmenANey. let,piiM¢,mnn45Mhln1. bWaMQ 203 A Ilaollm,o.M=eaMmfime,rl. r,wrdm:e d C,Gaaman,o mr 4 ,i,w.AiMaaBlannaryminlee k.AI tool rmsnnMaauel Yvnmv,![, Orlando, Fl. 32832 Job Truss Type DN PN Std. Pac./6811 EI C 63184 T130s7 Roof Special 1 1 • A0650441 Job Reference o tional Al Kuur I KUbb=b, hUK I YItKGt, I-L 34a46, designoal truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industnes, Inc. Wed Dec 2313:18:45 207i9 Page ID:cS2yUAsdmV4V5ztDIWWpPz H46-WpLDHfKTSmk3xP8itEhFD2?3wu5LGXpuToOay64r 23812 -1-4-0 6-t-5 10-2-0 14b12 i8-7-8 21-5-0 21 1 2 1-0-0 6-1-s 4A11 4-2-12 4-2-12 2- 1-1612 1.Sx4 3x6 = 3x8= 3x4= 8.00 12 4x4 II 7 Dead Load Defl. = 114 ii 3x4 = LOADING(psf) SPACING- 2-M CSI. DEFL, in (loc) I/deft Ud TCLL 20.0 Plate Gdp DOL 1.25 TIC0.93 Vert(LL) -0.2714-18 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.5414-18 >534 240 BCLL 0.0 ' Rep Stress Incr NO WS 0.77 Horz(rL) 0.05 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except- W5: 2x6 SP 240OF 2.0E W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-11.4 oc pudin, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-6-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 125710-M (min. 0-1-8) 10 = 1673/Mechanical Max Harz 2 = 682(LC 8) Max Uplift 2 = -482(LC 8) 10 = -827(LC 8) Max Grav 2 = 1257(LC 1) 10 = 1673(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1922/1333, 34=1577/1071, 45=-1353/1042, 5-6=-1134/626, 6-7=-058/351, 8-11=675/900 BOTCHORD 2-19=-193811641,14-19=-1938/1641, 13-14=140811382, 13-20=1408/1382, 12-20=140811382, 12-21=-1029/1116, 11-21=1029/1116, 11-22=-1107/1212, 10-22=-110711212 WEBS 3-14=-366/589, 4-14=1711430, 5-12=4051584, 6-12=-535/634, 6-11=-1241/970, 8-10=-190511741 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf BCDL=6.Opsf; h=25ff, Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Ertenor(2) -1-4-0 to 23-10-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 On uplift at joint(s) except St --lb) 2=482, 1 0=827. 9) This truss has been designed for a moving concentrated load of 200.0161ive located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitrhbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 12) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4=-70, 4-6=70, 6-7=70, 8-9=-70, 10-16=20 4x10= 5x6= PLATES GRIP MT20 2441190 Weight: 156111 FT=0% Standard Concentrated Loads (lb) Vert: 8=700 xviy.NmWa,NnenYM'11 gCiRSiBrxmri6ErmSNYlIILki1WRn11CWnrmSr11aN2n4^ri�rbp lnhhyervmnmdmlmnw6himih Fkw'ryl]nealtivYvnlYndea.rlleh�m.�etlekaw.OtlmeM:wv[fduAvin,etlp MANNELW2EINEZ,P.E. aleY:mhnpkn:EdbvudMM�ak,&d l,rf„xhpf, unwv4v.ip,hhmrwnlb,wn.q NE:,can:,M1na,ephmvdOePdenWAevdvmeneyn 5iry1„Re6,ge YnewrhrimvdepMubndalr,wdnirll. Rv4Jgvmmp6n.ivdy,eNJiaA ' wMryadvud WvlmvkreryVahl4bmpervh4gd6v0.n�:s0.ensevvvlvg,vlx6v Wdy0ngov,hJvvmm4brm.eeaCIbW44M+r,dvnlMl. ibvpp,oN.�. WiAndver GYwdMSmYuhLgE�9.uwgv.iNdvGeWbmhydi4dv #N1181 ,vyntLrydYer+3ty0.ry-erMfaes=.49.m,mph,6,Tf�6vPmdvvv+dpit�ovelRirW6q(vnrvmL,ryluLmttm(r[ggUJMhSnd9nn,vhranlMSevn2gulmninlllone+n,rwviwvoldFntldim,o.ge,,nvuYdpfq,xrM 10019 CIiorion Cir. MVYmdoMv,vdm Cn:nwdely,3hv(mpwvpndvg4mLjhdp6nhMvt S`n1m,d,yvanvni,rnrMbNq n:dPnv➢mSyPm4rhvvlvevr EdF; afvpSovEmnvvn L•ixdhml. Gp,igli®aI1A I rodimuS�YwwIMVIhw,Pl Ivp:Mn:hadnu,dvwa,bup lv:ynnvl+b%hdriOaMeprrnWnfivmll rMmm�-pmwlYvtiegtt Oil ondo, FL 32837 Job Truss TmssType DIV 811 El C 63184 B08 Roof Special 1 1PIY 1 fSt7d.( A0650442 o(optional) i RUJbLb, FOKT rienee, rL.ws4b, aeslgn(maltruss.wnn Run: 7.640 s Oct / 2U15 Pnnt /b 0 s Oct 7 2015 MITek Industries, Inc. Wed Dec 23 13:18:45 2015 Page ID:cS2yUAsdmV4V5ztDIW WPP=H46-WpLDHB(TSxsk3xP8itEhFD20twrMLFbpuToOLAy641 23a-12 1249-12S21Aa1dl d- iNRA 8122 Auos10.12� 4x4 = 3x8 = 4.6 = 8o0 12 3xa 7 Dead Load Deb. =1/411 3x4 = 4x10 = 5x6 = 6-2-0 17-1:2 2150 23-a-120_ a-2-0 1 a-11.8 4J-8 1 2-3-112 0-J3> Plate Offsets (X Y)— -12:0-1-12 Edeel 18:0-6-0 Edgel 1`10:0-3-00-3-01 I11:0-2-12 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.25 12-14 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.54 12-14 >525 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 150 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No-3 *Except' W5: 2x6 SP 2400F 2.0E W6:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-11-13 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or5-1-11 cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 1253/0-8-0 (min. 0-1-8) 10 = 1677/Mechanicel Max Horz 2 = 682(LC 8) Max Uplift 2 = -481(LC 8) 10 = -827(LC 8) Max Grav 2 = 1253(LC 1) 10 = 1677(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2007/1369, 3-4=1748/1170, 4-5=-152911124, 5-6=1583/850, 6-7=-7481347, 8-11=6281929 BOTCHORD 2-19=1984/1728, 14-19=-198411728, 13-14=-1702/1745. 13-20=1702/1745. 12-20=-1702M 745, 12-21 =1 341/1569, 11-21=-1341 /1569. 11-22=1101 /1222, 10-22=-110111222 WEBS 3-14=-262/444, 4-14=226/511, 5-14=2981292, 5-12=-232/483, 6-12=-328/442, 8-1 0=1 922/1733, 6-11=-1411/1048 WEBS 3-14=262/444, 4-14=2261511, 5-14=298/292, 5-12=-232/483, 6-12=328/442, 8-10=192211733, 6-11=1411/1048 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsh BCDL=5.0psf; 1=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-4-0 to 23-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plate(s) at joint(s) 1, 4, 6, 7, 11, 11, 9, 2, 14, 3, 5, 12, 8 and 10 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 13 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt--lb) 2=481, 1 0=827. 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)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection devioe(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Unifia n Loads (pit) Vert: 1-4=-70, 4-6=-70, 6-7=70, 8-9=70, 10-16=-20 Concentrated Loads (Ib) Vert: 8=700 bubq.Po ft,*rrlr.6,-LIWURIMBrAI11n1aaanbldmWmobmfn41rrm1rxuaUNLEWNm indrdngq.tin,M,r.e.m.lwanumo.dle wmlo w, 6ANIIEI @ABTINEZ, P.E. Wlei r,nrbrrbm krYwNbWIDDbMNL h.n,uEedg[q'vnOa.Srer'mAr[gbmlRrudo,goerep!,wM1wm,erNe.dRrprin�leq'mnbrre,rmA&ryb&dergdM,ylrirmt-pa1nILR0 mj,:Wv eLl. ib4ilryn,cy4wiberm[rod,ie„ ' +w%ryMwdO,im,6amldip'v,Mmle.,3hr i'..O.m.tl.ow,m6.uelgenp2, MtiyRixn,'sYmnedbuG4r®Cn,hd6.i£mrwd,o.dlM1l. MeplrmlAdlfo JegbednrtlR,true,acodgpoeary,rq.,:vrd.[e,nxy.y.,hnkp. #047182 rryvdLp NM lilt uimw xnea. a., N rphttl l[4WUrpgkndpl,tin,AMIN6vrx®p,vmLepldn,urmpn7Nxr,Ird h lnxtl Y4nreMn,tlxwpmArda,a MI&4kA kn,ry,3Etln M m .fft rw 11 p. fm, h*fj.n 10019(horoon(ir. rmrYwuLnuu,mhu,dnn'n Nfinah.xwypvpMgninLrErNpvro,b.dnd Ih bw, hypoE. i, NOT MldligtiN,unimrfflim[., uw Whndq 0ainAa mmnw ierbifll. mmicm®lolsx4 ewtrmw li®4>.tivn.rt �pe�.cr.drtra.p.1.m�rlpp,npmx'.,d.lawmnpp.:,ue,bp..x.lrwR,.pn x,Re66n,r.f. Waste, it 32832 Job Truss Truss Type QN Std. Pao./6811 El C 63184 B09 Roof Special Girder 1 �Ply 1 • A0650443 Job Reference o fional At ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn@albuss.com Run: 7.640 s Oct 7 2015 Pnnt: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:46 ID:c52yUAsdmV4V5ztDIWWpPz H46-_?vbU?K5DF_bg5_KGblwoQhA7KDb4il 8.00 12 0 4x8 — 1.5x4 It 4x8 = 6.00 12 4 9 1.5x4 11 2 yj 1 21 22 14 23 24 25 13 12 26 27 11 3x6= 2x411 5xl0 MT20HS= 2x4 11 7x8 = 28 4x4 11 6 Dead Load Dell. = 5/161, 1004 = 2x4 II 10 29 9 4xl2= 6x6= LOADING(psf) SPACING- 241-0 CS]. DEFL in (hoc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ve It 0.25 11-13 >999 360 MT20 244/190 _ TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.53 11-13 >543 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 1701b FT=0 LUMBER - TOP CHORD 2x4 SP M 30'Except' T3,T4: 2x4 SP No.2 BOTCHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except' W4: 2x8 SP 2400F 1.8E W5: 2x4 SP No.2, W7:2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-8-13 oc pudin, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-1-0 oc bracing. WEBS T-Brace: 2x6 SYP No.2 - 5-10 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131'x3) nails, tin 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 Wss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2217/0-M (min.0-1-13) 9 = 2392/Mechanicel Max Horz 2 = 676(LC 30) Max Uplift 2 = -929(LC 6) 9 = -1112(LC 6) Max Grav 2 = 2217(LC 1) 9 = 2392(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-0301/1746, 3-18=512412108, 18-19=-5124/2108, 4-19=5124/2108, 4-5=-5124/2108, 5-6=-10331408, 7-10=-578/1639, 6-7=237/302 BOTCHORD 2-21=-2061/3744, 2-22=-2081/3770, 14-22=-208113770,14-23=-2085/3796, BOTCHORD 2-21=2061/3744, 2-22=-2081/3770, 14-22=2081/3770, 14-23=-2088/3796, 23-24=2088/3796, 24-25=-2088/3796, 13-25=2088/3796, 13-26=180614157, 12-26=1806/4157, 12-27=1806/4157, 11-27=1806/4157, 11-28=1803/4138, 10-28=1803/4138, 10-29=-830/1744, 9-29=-83011744 WEBS 3-14=147/668, 3-13=620/1604, 4-13=-431/440, 5-13=-691/1314, 5-11=74/515, 5-1O=383511545, 7-9=2646/1263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsh h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water 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 lost bottom chord live load noncencument 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-M wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 No uplift at jolnt(s) except (jt--m) 2=929. 9=1112. 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, nonconcurfenl with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 101 lb up at 6-2-0, and 130 lb down and 122 Ib up at 7-0-12, and 130 Ib down and 1221b up at 9-0-12 on top chord, and 276 lb down and 146 lb up at 6-2-0, 230 No down at 7-0-12, and 230 lb down at 9-0-12, and 1118 lb down and 352 lb up at 11-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (S). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-5=-70, 5-6=70, 7-8=-70, 2-9=20 Concentrated Loads (lb) Vert: 3=-42(F) 14=-276(F) 18=-90(F) 19=90 fl 20=700 23=36(F) 25=36(F) 26=1118(F) r.:.l.rh,wm.npxpm,:.e.•la wclrr,�rsmalamutouaa:ononasmorrnmuosane•+urra,rna,enTpmwr,nMnww,nor,n,onh.u,.:rteOMmrwnae.crr.rtmnms ne�,.,.om,.a,.h.r.dmmloo,msr `vdprxllwMlWMkrd6l,.rin,prual�wn9a,Spnidryrnyam[MwdnorlOD,epnetl,pemepkeeYN,W.�nuoodequ,�rz,pnu9iiryMesM'9d@,fghfiwt:pdedeeOe MANUEL MA98NU, P.L 4k1,m,unpMnnAah,mdniM11.11,4ipnw�rm,br5ur¢WEi; M,code,h,mhror4NaruW:ap.uttrytlrtvomr.�omnrv4i,dgmn Rvl+dFpongm,uiLmndd.v4An�rCWlsi6.Mup,d.mdMl. hhopp,MdMaoeyup6xw An.hmhuAivydmevr.uw.p,,h,Nouwdlavydvn 6,Av ti 041181 !e:iivE:rp m"d&ry<s6 Oft Wig4npanN,ryldvm,Y ANryeJNlrlpdRemn,Imnlpmpm,Jl,!¢m 1nl L,bn*ampeS-ib,od4N,tl@rh,g0.dgpn,l:oahFp[yien,M 19019(horlfon(ir. Gn,I®Ap,Nn,nYunfueud,fiMM.tm�FMvpmuerS�MtlLmenhNM PwLn,gJpfepimnufitblmMq Hyexatmrlrursbpo,nbnpbadry YfgYB.lrtinm.nkv..elhiRl. 4e,kh, a 7015 A 1e07mm,.hmo4 n, PL 1,pe aC,E qw mplmy hpdivwM ,W.,Ax.p,misJeebpm kl lad t.....Wwdpmrmn,ll. - Orlondo,R32032 Job Truss Truss Type Qly PIY Std. Pac./6811 EI C 63184 B10 Half Hip 1 1 AO65O444 Job Reference (optional) M WOOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 7 2015 Prot: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:18:46 2015 Page ID:cS2yUAsdnwV4V5zlDIWWpPzmH46-_?vbU?KSDF_bg5_KGblwoQhB7K914kNy77Xytcy64 1a24 -14-0 22-0 6fiA 1b2-0 134-0 1-0-0 12-0 a44 6-]-12 4X4 = 4x4 11 Dead Load Dee. = 118 it 6.00 12 3x4 G 4 d 101 3 29 1.Sx4 II 2 3 c 1 24 12 11 1022 27 23143x4 It 1.5x411 26 3x6= 3x4 = 3x4= 1.5x411 4x4 = 4.6 II a2-E 3-2-0 6£d 12-2-0 1-M 1aa-0 12-0 add S]-12 1 1 OAl2 Plate Offsets (X,Y) - 13:0-1-14,0-0-12117:Edge 0-1-81. 18:0-2-8 0-2-01 110:Edge 0-1-87 t13:0-1-12 0-0$1 LOADING(psf) SPACING- 2-M CSL DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.13 11-12 >999 360 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.28 11-12 >602 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.02 7 n/a nla BCDL 10.0 Code FBC2014/7PI2007 (Matrix-M) Weight: 84 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' B3,B5: 2x4 SP No.3 WEBS 2X4 SP No.3'Except' W4: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-9-13 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 571/0-8-0 (min. 0-1-8) 2 = 779/0-M (min. 0-1-8) Max Horz 2 = 406(LC 7) Max Uplift 7 = -271(LC 7) 2 = -333(LC 8) Max Grav 7 = 571(LC 1) 2 = 779(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 34=-9371793,4-5=-258/249, 5-6=1131298 BOTCHORD 2-22=-3131183, 22-23=-3131183, 14-23=-313/183, 3-24=-762/605, 13-24=762/605, 13-25=-1075/788, 12-25=1075/788, 12-26=-10751788, 11-26=-1075/788, 11-27=-312/209, 10-27=-312/209, 8-10=-437/355 WEBS 4-12=-52/363, 4-11=-714/902, 9-11=01283, 5-9=64/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 7=271, 2=333. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard W-i, the ovmo6r,si.0e.41IOIXIVIVISM111 OEM TRIG r(unolt rm(ourrnmlunonrtudnr lmm. lnh dmiv rm•mdm,r,emIuM mmh Im,oe,aeued<I fao)e.l mrmd wn.ec li uh,me umweeu wn,mm.�.,weee.x,mo,.ry NANOEL NAifINEZ, P.E. tliel,mm,N1�"dW 1eMkiEeRN®heefd 1,.4mkipelpnG++IPddlr:imvl x.mdmogn0,4evmmvvpazdw Pdnwdee9iemv9,eya,L�rlmhedtu�elM,'vlhlimskp4ln MIWmIFMrcR41. MMyv mvvp6wr,h.ligM6q ' vtiirydmedAhim,M.o/Iii lietle,ey.eulbrdb0.s,,IbU.ei,NviMgma Ml�gk pu,:W,weJdile RLPmnCd.Md Mdy�deeJIM1I.MgpenldMN0edg6YevdbLvyidofylmlfy Yvep.,wsi�(eewlMvy JopMM #047132 m ,e,Pe0a1rd0e1W4yhipoermd(ememeneon,vlevi4elooMMPeaumoJgiderumoliMlWnl[emPenlWe,rWmmvmllo0r4v�d'dhlnmdlbnmevhnmWlmovndpdme.11Fl defienMm,PmRdme,enddvtimddelienMiyn,innoeJpayvmvd 10019(hodba(ir. InuYmdvmner,wln,emmiw4rmellre WEmd.,m]"la nmg lrelrm nbmink MI,m, Mi,al omo 6 Wthe to" rein m lm,lnhe Feyeu WGn W", n(oPWnd1venm1,deWN1n1. onriAl®1oud,l umww,-xvm4xmmm,rl need.needn,eea®n.:m11w,�,Pdrnn,e.on.mhepemn,xn�1.1 rneurn,e,.wmdxm:e..r.r. Odondo, F131A31 Job Truss Truss Type ON PlyStd. Pac./6811 El C 63184 B11 Half Hip 1 1 . A0650445 Job Reference (optional) Al ROOF TRUSSES, FOR] PIERCE, FL 34946, desigrigaltmss.com Run: 7.640 s Oct 7 2015 Pant 7.640 s Oct 7 2015 MTek 6.00 F12 1.5x4 C 4 3 1.5x4 11 2 21 23 22 24 3x6 i 13 3x4 11 3x4= 1.Sx4 II 5x6 i 1.5x4 = 11 25 3x4 = 2x4 It Inc. Wed Dec 2313:18:47 rh 27 = N 105x10 MT20HSII 3x4 = 143-0 3-22 10.2-0 I 134-0 0b24 12-0 7-0-0 33-2�0.", 0Al2 Dead Load Defl. = 114 0 Plate Offsets KY)- r5:0-1-12,0-1-121. 17:0-3-0,0-2-121 r8:0-5-0.0-1-81 r10:Edge 0-1-81 r12:0-1-12 0-0-81 - -- - LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.20 11-12 >829 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.43 11-12 >389 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 84111 FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 `Except' B3,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W4: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-6 4 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 557/0-M (min. 0-1-8) 2 = 79210-M (min. 0-1-8) Max Horz 2 = 335(LC 7) Max Uplift 7 = -273(LC 7) 2 = -330(LC 8) Max Grav 7 = 557(LC 1) 2 = 792(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 34=-839/864, 4-5=468/450 BOTCHORD 2-21=256/1, 21-22=256/1, 13-22=256/1, 3-23=8511133, 12-23=-851f733, 12-24=1095/731, 11-24=1095/731, 11-25=327/241, 10-25=.327/241, 8-27=527/398, 7-27=-527/398 WEBS 9-11=-182/366, 5-9=159/336, 5-7=-509/579, 4-11=-423/690 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi--0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces 8 MWFRS for reactions shown;, Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-D tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at —lb) 7=273, 2=330. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard no "I loa11ono5murtMIX Tom rronmanrmlomrlumluoow�mn.n vnard.y.r�wwlrNwMmtirM,o„N.me.y(mgrm�armru,rtlar...urnm...r. mn,.mn.e.meemarw,wr NANUEI AIAATINEZ, P.E. 4rAr®Mp4n JrdleMbMrWYh Md lrolrm Ae,gsreginnf rW�rfrymngM Wv,e.r nOreP..warzpmeedOeMdnJwlemfwvigrnpw!ffiryMMdry,d4.,gYnn,kryeewtrrW o.Ir,,drt lnl. Nedrvpn,apbm,Ydlogrrm4tiwr, ' ud4lryMneetle',t.nMorloiimgi,iEeraynulSrydRv O.m,MO.w iwdwiulyeen b4dYgbJrsr,iiM,wnldilrtlH,6r6C6r Lrilull6gmtivodMl. RrppmlAnrlOYMwr6dloudtivrrn,,'sitg6e8q,imyr,'saAn'm NhWp M 66, #047182 rew tmrdaram.gx4.rwr.ram.n.n,,,eremsmmnmeepeandgd,u.,am, wx.g1,.,numw�enprsnwesm.abmrnu..,4,r,.dMq�ar,+w,.cold,n,,,m,r,ynasr:,rawnam,u.rro,rN.o-,u..oeiq.ur,nw 10019(horhon Eir. M,r�mnmorn,.e,n.rnne,46neb,r,mm,pm,nbnnwb.owcn Yrura. W u.v,btlylyMnumrn. riWgo,+y,n.u,utne.ItimM.rtMs eeoo,�,eum..nkN.enlnr. Mppigdl491111MI Iodirmm.YenodYmuer,Pi lepeANmdrAiedmrolbeeylmu,ivpeGllNNt4.eMnprtltileohml�I rodlmin.Yoeud Wrtiegll. 6d01d0, E(32022 Job Truss Truss Type Oty Ply Std. Pac./6811 El C 63184 B12 Half Hip 1 1 A0650446 Job Reference o tional R 'NOOF TRUSSES, FORT PIERCE, FL 34946, design(gal lruss.com Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:47 2015 4x8 = 3x4 = -µ - 1.Sx4 II 3x4 11 Dead Load Deb. = 3/16 it 3-2-0 StFe l we 13d-0 5-2-00-10 43-0 14-2A 0 � 812 Plate Offsets (X,Y)- 12:0-3-8 Edgel f4:0-5d 0-2-0] t6:0J-00-2-121 f7:0-5-0 0-1-81 I9:Edge 0-1-e1 I11:0-2-0 0-0-41 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.93 Vert(LL) 0.19 10-11 >869 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.71 Vert(TL) -0.31 10-11 >536 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.14 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 771b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* 133: 2x4 SP No.3 WEBS 2x4 SP No.2'ExcepC W3: 2x6 SP No.2, W2: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 539/0-8-0 (min. 0-1-8) 2 = 811/043-0 (min.0-1-8) Max Horz 2 = 263(LC 7) Max Uplift 6 = -254(LC 7) 2 = -345(LC 8) Max Grav 6 = 539(LC 1) 2 = 811(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-663/513, 5-6=212/255 BOTCHORD 3-22=-441/541, 11-22=-041/541, 11-23=588/498, 10-23=-588/498, 10-24=337/299, 9-24=-337/299, 7-9=-22/257, 8-25= 399/327, 7-25=399/327, 7-26=7361627, 6-26=736/627 WEBS I 8-10=O/280,4-8=0/269,4-6=-W(717 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=6.Opsf;BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates am 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 pet 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-M wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 6=264, 2=345. 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, nonconcument with any other live loads. 10)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard rm®y.nm.m..nW�ri..au raormParyWRnnwmxtLtaxOmanlonmlrl�mrlunoniosimrrl... rnMa.;y.pmwamNmm.emmmi,rm,ony.w..mrinm,aa.r�.ttw'm,srtra.,.mm,nea.,...om,w,:n<:mimnatw.wr MANNEL NA9EINEI, P.L I41d®ebrpW„411,Mbm,IW b4Nd. L,.u.,,Gnbr,pev[ .1rnWrfMMm1M ua.vnnotwn,nm.up,..am.na,nimaewmrnwl,nnafi'rl.m, e,unamngbun, M:ma.'�nmo.dr.Nnml. nvdeco.n+'v'oC.m,a.a.l,*WIwS ' NaapN.oafs,rm,in.rrargnlbu,im'ld�albO.n,MO.an,Nwiulryenmi4rd6v9Enpn.o0e,mniJmenCu4lBCrtvinablAq,d,eJml. MvrgmliMlWNve,Wvuabl,m,:dfgk.d6v1+'mvA,'nm6'uNbvu,l,SOban #047182 .v.easoram,wv.lo<wnNrm,e..u®rc„r�,m:mmoNo.xam„Nrae,r.,,iu<wm,Iroer,,,nsm,niame�.pn0rasa.Lerm,annm,,,rt�ndiml,.,,a�a,.. mle,r,m,t,v,.acne,.ae,�,mm.nr„uaym.un,o.:y.l.p...t 10019 Charlton Cir. Lvnr®IMvn,NeveRnluleriJlrafmvaRNer.Lnrtyhmrm�.v�uaeL Ninupayf.penuWt&,bE6v10,y,n vlm,lrNm(yeu Isapml+�q. 104p6a1kmnnlefislhfiJ. 4rpi1N®1015kl lvdrntm.Yvnuatlmem.,N. Ivpvlunw vlroi,drcveem,:urlmm,k Pa�Al4erimMnear.miniee M1aa�l Poalmnn�YvvvelYniupll, Orlando, FL 32832 Job Truss Truss Type Oty CJob B13 Half Hip Girder 1 �PIY��Pa:./.68,1P1d.EEl A0650447 nal Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.CUm 6.00 12 1.5x411 28 2x411 29 1 a a 26 27 14 3x4 = 3.4 = 1.Sx4 II Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 4x4 = Inc. Wed Dec 23 2x4 11 Dead Load Der. =1/8 it W4 I 3x6 = ` 3 37 3 4 �_� ^ 0 HSII 9 N 12 30 31 32 11 33 34 35 10 1.Sx4 II 3x4 = 46 II 14 1 3-24 I az11 ) 2 -s-0 I 13d I lazy n 3-z-0 3-0-0 a-7a 3-7-0 a1o.a anlz Plate Offsets (X,Y)— 13:0-5-11,0-1-21 14:0-1-8 0-1-41.r8:0-5-0,0-1-81.(10:03-0 0-1-01 rl3:0-2-0 0-1-01 LOADING(psf) SPACING- 2-" CS1. DEFL in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.1411-12 >999 360 MT20 2441190 g TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.2311-12 >715 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.91 Hoa(TL) 0.11 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 155 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 `Except` B3: 2x4 SP No.3 WEBS 2x4 SP No.2 `Except` W4: 2x6 SP No.2, W2,W3:2x4 SP N0.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 7 = 10961041-0 (min. 0-1-8) 2 = 1161/0-8-0 (min.0-1-8) Max Hom 2 = 191(LC 5) Max Uplift 7 = -667(LC 5) 2 = -633(LC 6) Max Grav 7 = 1368(LC 30) 2 = 1161(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 3-0=-1848/1062,4-22=-1509/771, 22-23=15097771, 5-23=-1509/771 BOTCHORD 2-26=-259/365, 26-27=-259/365, 14-27=259/365, 13-14=-27/264, 3-28=-762/1254,13-28=-762/1254, 13-29=-99311593,12-29=-99311593, 12-30=1012/1631, 30-31=1012/1631, 31-32=-1012/1631, 11-32>1012/1631, 11-33=464/926, 33-34=-464/926, 34-35=4641926, 10-35=-4641926, 8-10=143/629, 9-36=704/1268, 36-37=704/1268, 37-38=704/1268, 8-38=704/1268, 8-39=116812193. 7-39=116812193 WEBS 4-12=327/675, 4-11=-454/309, WEBS 4-12=-327/675, 4-11=-454/309, 9-11=481462, 5-9=-21381, 5-7=-2191/1155 NOTES- 1) 2-ply truss to be connected together with 12d (0.131'x3.25') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 mw at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 cc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water pending. 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 noncencurrent 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-M wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ots--lb) 7=667, 2=633. 11) This tnu s 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. 12) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 III down and 86 lb up at 6-2-0, 721b down and 89 lb up at 7-0-12, 72lb down and 89 lb up at 9-0-12, and 72lb down and 89 lb up at 10-10-12, and 72 lb down and 89 fib up at 12-1-12 on top chord, and 296111 down and 197 lb up at 6-2-0, 241 lb down and 41 lb up at 7-0-12, 241 It, down and 41 lb up at 9-0-12, and 241 lb down and 41 fib up at 10-10-12, and 241 lb down and 41 lb up at 12-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-6=70, 14-16=20, 10-13=-20, 7-8=-20 Concentrated Loads (lb) Vert: 4=50(8) 12=-296(B) 22=70(13) 23=-70(B) 24=-70(B) 25=70(B) 30=-70(B) 32=-70(B) 33=-70(B) 35=70(B) x.®y.n.hmnegery,n:.a tnoalvavaryiuryonvunvQtmmmonumocnrvomllmonmlruxrma rni,aey.n•.e�.,.e,dwne.m,Im,oeIetfi*W*rare%&jdaI,Ptvmh.enenmrvn..wN.e.,.nemdnalpgwr MANUEL MARTINEZ, F.E. vela,®a,pime„luee.,dr.melromm.ecd l,.lN,way.ty:enp..,fve,:pryh„Lamm�.n,Iw,.pn.con.,epm.cam,AaN;..invn.nr,nPNa�xplweex,y.aa,:pnNa�eenamo.ry.ednmi:ldwpn.hpcenneape.rmee,, ',eed5rydnediinlmvb,Mrdilna,.ye.,itiFrydaOeee,,a0..ei,Wnudepnla allier4e,ipe,,ma,madnenCa6Cme4ibd6q,deednFl. M1orpMdalWdovr4Yroela4n,,'vd&y1N�yamep,nE.peloeeedliNey,YpLa At047182 ny eagdaman.roeop„®em�mw,. co1 ndea"shan"by0pnpym,uNe,a.,eNpmNw1,nnd,haEgwvwngavmtNip,oramlafItnot,h,mynmU 10019(hodlon Or. IN,xmdvpmn,v@,SVRmXe4fine11rofxbuv.l1alms Syssmnmjvkra,IsNwdy,..Wd(iWilstlhp:nas nMaNalaalh.,p.,armnedama,amnNaaw.l.lN,ner7.no.nna 6prijV02015 lI loci Tm s-xemdYNmet U. hpedmen ddm dfints6Mk,h, is pem'6lmd xrn.nxm pe,niNeenon M lwl Isase-Wwelw,ruex P1. Orlando, FL 32037 Job Truss Truss Type Oty PIY Std. Pa-./6811 El C 63184 B14 Half Hip 2 1 A0650448 Job Reference o fional Al RODE TKU3 bt5, runt I PILNGt, 1-1-34845, destgn(tDaitmss.com Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 23 13:18:48 2015 3 Dead Load Der. = 1/8 it 3x4 G 8.00 12 3x4 i 1.Sx4 11 m m di .J 2 z6= 5 W4 L 1 W5� 12 8 13 7 14 6 46 II 1.Sx4 II 4x10 = 5x6 = 2$0 St.fi tOda 12 S1-fi 50.10 1-1o_0., 20 3 Plate Offsets (X,Y)— t1:0-3-0 0-0-11 (2:0-1-12 0-1-e1 t4:0-5-0 0-3-01 f6:0-3-00-3-0I 17:0-2-12 0-2-01 IOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.13 7-81 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.18 7-8 >817 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.54 Horz(TL) 0.02 6 n/a n/a BCOL 10.0 Code FSC2014/7PI2007 (Matrix-M) Weight: 84 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' W3:2x6 SP 2400F 2.0E W4: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-9-14 oc pudin, except end verticals. 8OT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 702110echanical 6 = 1114/11viechanical Max Horz 1 = 636(LC 8) Max Uplift 1 = -114(LC 8) 6 = -065(LC 8) Max Grav 1 = 702(LC 1) 6x = 1114(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TGPCHORO 1-2=-948/301, 2-3=537/125, 4-7=-230/371 BOTCHORD 1-12=-972R18, 8-12=9721718, 8-13=-972f718, 7-13=9721778, 7-14=910R89, 6-14=-910R89 WEBS 2-8=60/333, 2-7=435/579, 4-6=-1239/1430 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.0psf; Standard h=25$ Cat. 11; Exp C; End., GCpi=0.18; MWFRS Vert: 4=-700(F) (envelope) and C-C Exterior(2) 0-0-0 to 12-6-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) 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 noncencurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 1=114, 6=665. 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 pilchbreaks with fixed heels' Member end fixity, model was used in the analysis and design of this truss. 11) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The designiselection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-5=70, 6-9=20 Concentrated Loads (lb) �ilmnmrrb.tJoltr.udl.m.imrokvr�d e, r o.nuf rU 1pwArfepten1Mdplgl4A ep nhmmept® d6 Pd udtryxmy praa«nt.xa�a mhr erhxe a,Iwery minmi.ltreras=�xaunwrpmmn.r, MANNE1. MA711NEZ, P.E. - ' ,mmcNd +®,( ra.,rrssr d. yr.utuaaho. .ero..od. eym t.wr�1(msrr oamha4MnGm nSPothrahia'.rd dWii taapvmlaMnodurfxYmdMl r.asryme;y,w.n;.,.mr ds.xhs.mmetrt. #047187 nwaanar»hugr dw o.,<rt m(mdnrnw dear,&ndmmaaaf.,(.,mmerywmw.lttsOwwokMmdssu rn,,..ramsrrr�mr�(ull armnt,.,.rdtadmu.oe.9yr.rm,e<y.Iryw,a 10019(horllon Ot. ImrYdlmme.drrtRrrird,firtelyrlmPoan, Iry v�(h�Wavhrdr,<.f+hw[Np(lepeenhRlMid&g4rryoe �imriryeo4�rhepYdfaq lE(anYoEtlernxfvle�.�ahinl. osn,sv®mB�troalr„e.i�rlr,.er,,rt rry„e.1�.deme.e..t.ml®r,uname(a.me�nms�,awhsmuUoolhern�lwmrlumn.n,rt Orloudo, FL37837 Job Truss Qty Ply Std. Pac.16811 El C 63184 B14A �Truss-Type Half Hip 1 1 . A0650449 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 72015 MTek Industries, Inc. Wed Dec 2313:18:49 201 Page ID:cS2yUAsdmV4V5ztDIWWpP=H46-Oaak61 NzWANAXYjvxjldQ3DmyYHbH80Pp5m fty64r s1� 10-1-0 io{Al2-01z b13 I an-m 1-10-12 Dead Load De0. = 1/8 it 16 8 17 7 18 6 4x6 II 4x10 = 516 = 12A 0 5-1E 10E-0 12b12 41A Sd-10 1-10.1R Plate Offsets (X Y)- 11:0-3-00-0-11, 12:0-1-12 0-1-81 [6:0-3-0 0-3-0](7:0-2-12 0-2-01 [10:0-3-00-0-0] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/dell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.13 7-8 >999 360 MT20 2441190 c TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.18 7-8 >817 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.54 Horz(TL) 0.02 6 nla n/a BCDL 10.0 Code FBC20141fP12007 (Matrix-M) Weight: 93 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W3: 2x6 SP 2400F 2.0E W4: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-9-14 oc pudin, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-1-0 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 = 702/Mechanical 6 = 11141Mechanical Max Hoa 1 = 636(LC 8) Max Uplift 1 = -114(LC 8) 6 = -665(LC 8) Max Grav 1 = 702(LC 1) 6 = 1114(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-948/301, 2-3=537/125, 4-7=-230/371 BOTCHORD 1-16=972/718, 8-16=-9721718, 8-17=9721718,7-17=-9721718, 7-18=910/789, 6-18=-9101789 WEBS 2-8=-60/333, 2-7=-435/579, 4-6=-1239/1430 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL-5.0psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-" to 12-0d zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL--1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) 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-" 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 100lb uplift at joint(s) except at --lb) 1=114, 6=665. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Incease=1.25 , Plate Increase=1.25 Standard Vert: 1-3=70, 4-5=-70, 6-13=20 Concentrated Loads (Ib) Vert: 4=-700(F) Uniform Loads (pit) wNry�NnPiYe,;ar�nb.b•41 xAi[nBfNlala�iallnKr[@o0an(rSIo4lrmnlAm,'1111L'Riarbm lndrhyepomm�eol,ndMnmMlm,oe�ybm90o%rd6r1¢mlYme21L4b,nn9niMmeow.OMse9sms Kelw6el00,eN MANNRMAYiIN17,1`1 �.. uleiwaMp6m9tlbe�d MdvlW qk,rid_I,�GmkipfepeenQ,.Spolryr�,ib,e:}:budnw140:epreepmmepemrd®,Pdm'sde�jvnir:np:Oarl,M&hup9bvgX irzulepNn4lW wlr,mM1111.Mk:gveom5w:, beb�,:,fdm:. 'vW6ryMwdtiilmiMa,rlv.'imrkb:nfeauMif d2,Pm,'rp.Prioipt�lep,mwda MYryR:y,n,'s Armm�tAR,ItL®,OG�+b�4�aerud,odRLl R�aar„ddrt,Wdq&xwdX,Imib:LfzrpmGf.uneg,,bJMmdb,ovq YlMA, #U4)Ibf ngma2iry4M1,rKyd::neM(eme�,aaa::rtwbA:WMEvruN,mlry�kb„AX, ldry4mp�m Leritlweuw PWIMS:bllrin NVnn,AnWlaryuerydev Pit Gknd:riry nulMndbim,Mlgsi,4 >nYr^Pnrd 10019(Norlbri(if, MiYmubman.MnW,.m,bfa,lbef>mmgmAeyab.,�rlrtlpMlmJ,LL lblm:Gy,5ghenbPoiO,fmltig6ugmnlmiSrymUgWnbandoi Sr4,v1a6krtnnatdMbirF1. Orlando, FL 32832 ' Gry:ifil®I411A 11ootl,nrn�YmmlMOR 1,Pl hpYegeoddiilmvm0,bevrfmrnR�'tl^�mhoyemnv,ehvmklldlm:nxewelW:lue;r4 Job Truss Truss Type ON Ply Std. Pac./6611 El C 63164 C01 Half Hip 1 1 A0650450 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek 4x4 m 1.5x4 11 6.00 12 8 9 10 3x4 4'�%' 7 ' --- - 1.5x4 It 3x49 6 45 1.Sx4 II 3 2 c 1 w15 14 16 = 25 3 26 4x4= 4x411 6x8= 3x6= 3x411 3x4 = 12 27 28 29 11 4x8 = 516 = Inc. Wed Dec 23 13:18:49 2015 Dead Load Deff. = 318 it LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (too) MdeB Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Verl(LL) 0.31 14-15 >864 360 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.54 14-15 >497 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.13 11 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 174 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except' B3,B4: 2x4 SP No.3, B2:2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 20T4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 9-11, 7-14, 8-11, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1102/0-3-8 (min.0-1-8) 2 = 1141/0-" (min. 0-1-8) Max Horz 2 = 660(LC 8) Max Uplift 11 = -574(LC 8) 2 = -400(LC 8) Max Grav 11 = 1102(LC 1) 2' = 1144(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-618/0, 34=183511257, 4-5=-1509/958, "- 14061972, 6-7=-1517/1222,7-8=823r712, 9-11=-247/287 BOTCHORD 2-21=-628/220, 21-22=-028/220, 16-22=6281220, 3-23=-1630/1393, 23-24=1630/1393, 15-24=-1630/1393, 15-25=-1969/1621, 14-25=1969/1621, 6-14=311/525 WEBS 4-14=372/539, 12-14=720/660, WEBS 4-14=-372/539, 12-14=-720/660, 7-14=1150/955, 7-12=-84811195, 8-11=-84811007, 8-12=-1150/1037, 3-16=01313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25H; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 11=574, 2=400. 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, 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 buss. LOAD CASE(S) Standard WAITO%.dr MANUEI MAYIINEZ, P.E. aul�®.m,y.md+rr.rim,a.looms..cdt,ru,uawrrw•.w,sF,+inl.�mtm.w..®rrtm�m.mm,..uN..rdapd,rim..,.w,.w®a�urmae,dr.rim+:d<u.,M+meeriamomr.r„ml.mamn.,..na.,,m.c.r,. ,:Aamn6 ,awr.dn,d�lm,m.,orris.rna.,.i,m3trydb0.ui,h0.ni,rvOx4edpena bra6y0.:}n.u0eummJMnCi1.lACralwdldiyM.dml.Ib.rPuNdn.ID4dmr&a.udMhn,,'sLSmrl.fty,wgv,.mbusc,EA.tlgb. #U47181 r4wlurdm.ras.ra.,,.aw.a.um,,,na:a,touwaaw,,,.dymd.,,dm�unm.r...nu,rld..nMr46ddbmrdau.e,m.wam�r..mdraa"r.m.r ads.,amwaaimw+a,daumomsm.lm�o„q.mpa,na 100I9(houlloo0r. rm,r..umn,r.runow.,ra,rdp.t.u.em.rwm.xrohur.a,e.met rau.,11d,[ ,uwre,wu.rwyM.rmnnm.t.pco I.rnaWr.nw 6Ink tpp6ra®1OI5 41 LdrrmvnY.vd[mfi.rt,li 4p.d�rrdlM,Mmwd,bmrlmm,h R.A50d.iArtIDnpidni..p..41 L.IImao YmvdYatint E! 9rlOpdo, F132037 Job Truss Truss Type Dry PN Pac./6811 EI C 63184 CO2 Half Hip 1 1A0650451 Ed. b Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek 4x4 � 1.Sx4 II 6.00 12 8 9 10 3x4 1n 7 t.5x40 1.5x4 II 3x49 6 45 1.5x4 11 3 1 2 to 0 14 W15 1623a 13 26 72 27 28 2911 4x4 = 4x4 11 6x8 = 4x8 = 5x6 = 3x6 = 3x4 11 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Verl(LL) 0.31 14-15 >864 360 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.54 14-15 >497 240 BCLL 0.0 ' Rep Stress Inor YES WB 0.94 Hoa(TL) 0.13 11 We nla BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.2'Excepe B3,134: 2x4 SP No.3, E12: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 9-11, 7-14, 8-11, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1102/0-3-8 (min. 0-1-8) 2 = 114110-8-0 (min.0-1-8) Max Horz 2 = 660(LC 8) Max Uplift 11 = -574(LC 8) 2 = -400(LC 8) Max Grav 11 = 1102(LC 1) 2 = 1144(LC 13) FORCES.,(Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-618/0, 34=1835/1257, 4-5=-1509/958, 5-6=1406/972, 6-7=-1517/1222, 7-8=8231712, 9-11=247/287 BOTCHORD 2-21=628/220, 21-22=-628/220, 16-22=-028/220, 3-23=-1630/1393, 23-24=-1630/1393, 15-24=-163011393, 16-25=1969/1621, 14-25=-196911621. 6-14=-311/525 WEBS 4-14=372/539, 12-14=-720/660, WEBS 4-14=3721539, 12-14=-720/660, 7-14=11501955, 7-12=-84811195, 8-11=848/1007, 8-12=-1150/1037, 3-16=01313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VulI70mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water 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 last 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-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 11=574. 2=400. 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, nonconourrent with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Inc. Wed Dec 2313:18:50 Dead Load Defl. = 3/81, PLATES GRIP MT20 2441190 Weight: 1741b FT=0 x,:e-w„m..rye.,:.vummtrmust>aumm�wmnrcmanw.um�omt+omUnvonmaun-m,a r.are.rr..w.,.e,+,m,.b,rm,c,as.e..:rnmlru.r�.�w�.,,u.r,nm.s.nsa,,..,. um,mea,.,..e.amo.wr NANUEL MA98NE2, P.E. •1a,�m,rim,d.oe.,wi.n.momw.aa e,.rm,m:nuw.nf,rnaormw..1¢.„a..,nmo„wK.me.wrm..amna.,a.a.=w,+w,.r.,aNrmae.,a.,ae»,:win,.neea,e,.arm.+r..e.,mi. mexr..,.,o�,y,.rm.,, .sarw..ass,annM.rulen�n.,.y.,nanart.a..em.o.,er,.m.,wenmmm,raexo„s. ro.,.midmraCiane¢.rawer,r.ami.nr.rn•=pan.modafi.um,aas,m�4.se��n.ue�n,.sa,�.wmNe amMn. #047182 mrmanraa.mamou,h=..ar.m,en..u.m„e.u:mmo.wmnw.,.auw,w„n�ae.aene.r..nw.om.�.nunwscmwurm.assume,a,,,.,em,n°nawx.*..nua.re„a.n,r.,mm=,.aan:,aa,ur„onm.n.r.�,o,ds.mw,.=a 10019 Charlton (ir. rm,¢cam.,,,.m,wrrc�.krar'.ek.rmn,nr,awm.¢.eq.oeme.,an,e. wumwnr.yr..xwr¢.e•wonv. rrm,ens.t.y.=i..nmams aa•w� e�,•,o„e.rmwmml. onalm®miser r,ala,m,.x..an�,crs. r.rawme.rim,a�,a.ql..,�,pa�mse.ne.�m..�,a..be.a.l mds.,,.,.im„Iwnnr�re 0dnnda, EL 72822 Job Truss Type Cry PlyStd. Pac./6811 EI C CO3 TH�alfHip 1 1 A0650452 Job Reference o lional Ai KUUF I Rusbts, FORT rlencc, M J4a4b, aesignigaltruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:50 2015 Page ID:cS2yUAsdmV4V5z1DIW WpPzmH46am86KNNbHTV19i15VRpsyGlsjxWnOUbY21V900y64i 14-p 3-21 5-743 9-D-8 15-3-11 22-3.8 24-7-e, 1-0�3-2-0 6-3-2 6-11-14 12-4-01 4x4 = 1.5x4 11 6.00 12 8 9 3x4 i 7 1.5x4 11 T 3x4 i 1.Sx4 � 5 6 A 4 1.5%4 II 3 2 W o 7 o 4 (o VJ15 16 ?� 25 13 26 t2 27 28 2911 4x4 = 4x4 11 6.8 = 4x8 = 5x6 = 3x6 = 3x4 II 3.4 = LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deb Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.31 14-15 >866 360 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(T-) -0.5414-15 >494 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.13 11 n/a We BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Excepl' B3,B4: 2x4 SP No.3, B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 1 Row at midpl 9-11, 7-14, 8-11, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 113810-3-8 (min. 0-1-8) 2 = 112210-8-0 (min. 0-1-8) Max Horz 2 = 664(LC 8) Max Uplift 11 = -612(LC 7) 2 = -389(LC 8) Max Grav 11 = 1138(LC 1) 2- = 1124(LC 13) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-602/0, 34=-1785/1196, 4-5=-1462/904, 5-6=-1359/919, 6-7=-1480/1184, 7-8=-758/650, 9-11=341/413 BOTCHORD 2-21=619/212, 21-22=-619/212, 16-22=-619/212, 3-23=-1587/1352, 23-24=-158711352, 15-24=158711352, 15-25=-191911575, 14-25=1919/1575, 6-14=-327/551 WEBS 12-14=-669/598, 7-14=-1172/975. WEBS 12-14=669/598, 7-14=-11721975, 7-12=-852/1201, 8-11=-788/954, 4-14=366/529, 3-16=01315, 8-12=1163/1040 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsh h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-4-0 to 24-7-8 zone; cantilever left and dght exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) 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 = 10.Opsf. 7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 11=612, 2=389. 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-dgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Deff. = 3/8 it 10 PLATES GRIP MT20 2441190 Weight: 175 lb FT=0 Mmgnnm,llmvgxymbmk,-1 I InNllpffll[mt111Hpn4111Y11fOnIap6MINF1(1urt111t(WY10R4iYr Mw YnAl tleupr.nmgnvml,td,elneerth M,0e4geam.yllWl W I4YpwdYufiee4r14k,m,ll+nbbr, o,e. OYnv.Aenin,mMnkenaob/ MANOR AlAR71NEZ, P.E. Yiui�viY•ph4+Je1. Hell. mealphNnu glhn,o,;pr.r�.,,N,1mdal,y.nik.,,m®.rmnp,nm,,.n,M....lwpanc..n.p+n:p,,,p,aa.rn,m,ay..lm+�:phun,e,p:nl.wlw.h.n+nml. m.an�pn�p:n,x�.p,.dm,n, !vmlapnl,duudiMl,nvM.gid6pn,pe,.qo,mbrepdk,O.ni,k.a.gi,maniMepgla dledfy0evpn,biM,w<4dklaCa.®CR+Wd1a 6q,d,e,llM1t IDe+ppvnldMN4dwlfiM.udMlint'vhdyleJ4vyYmy+;mmpn:.ed Mnury,loBb Aw #047182 ,olpnulapolMlddgOeyvnMr®nms.Nwrc,vnMbk,l00WkepealinWlNermndikrd3g(mpeeegfieplvlmavtiwNnppNMNlrinnlLamvnhrtneCle�pndpNaae. 1141 de1b„bugruti4,,,ldp'vvAdetnv+kuym,rmvMJybpanml 10019 Chorllan(ir. Im,Yeslmnn,odn,.Rn.e, deriMq.f®tivlepnlThnmglreApfi„6r+M1LL A.hnvWgvNgnn's NIk+ISNry Rynglmvinlmfyen Isep Esl!'o,Y YfnpuoEellerm,m I,4fimlbinl. 6pplpVQa15A4 la,n,m,n,.Y Y a,et r.pd.n.dnme,m..n,h�lm.,hp.land.mnmlepnn�nl®M.Y.u.dr�.,mY�dYYm,cn[ Orlando, FL 32832 Truss Truss Type Ply Std. Pae./6811 EI C L6384 C04 Half Hip �Qy 1 1 . A0650453 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@albuss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 72015 MTek Industries, Inc. Wed Dec 23 13:18:51 201§ Page ID:cS2yUAsdnW4V5ztDIWWpPz H46-KyiUXjOE1 ndunss138K5VU12?Ls81xNiGPFjYgy641 14 3-2-0 171 9-0-8 13-6-7 78-3-8 22-3-8 24-7-8 3-2-0 25A 3-51 45-15 4-9-1 4 . 2: 44 1,Sx4 11 6.00 12 7 8 9 3x4 i 6 1.5x4 11 5x6 5 W 4 3 1.Sx4 II 3 w 0 1 2 128 21 23 13 10 3x6=is 24 72 25 11- 26 27 28 10 4x4 II 6x8 = 4x8 = Sx6 = 4x4 = 30 = 2x4 11 -2-0 I 132238 332-0 -0I 48-7A Dead Load Deb. = 3/81, Plate Offsets (X Y)— 12:0-1-0Edgel. r3:0-4-2 0-1-81 r4:0-M 0-3-01 f1:0-2-0 0-1-81 110:0-3-00-3-01, f l3:0-2-12,0-2-81 rl4:0-2-0,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.30 13-14 >885 360 MT20 244/190 - TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.53 13-14 >499 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.13 10 We We BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 164 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.3 *Except' Bi: 2x4 SP No.2, B2,B5: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHOR❑ Structural wood sheathing directly applied or 3-2-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-8-12 oc bracing. WEBS 1 Row at midpt 8-10, 7-11, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 1138/0-3-8 (min.0-1-8) 2 = 1122/0-8-0 (min.0-1-8) Max Horz 2 = 601(LC 8) Max Uplift 10 = -622(LC 7) 2 = -410(LC 8) Max Gmv 10 = 1138(LC 1) 2 = 1127(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 23=-614/66, 34=-179011281, 4-5=1461/999, 5-6=142911168, 6-7=-9111798, 8-10=-355/433 BOTCHORD 2-20=-619/224, 20-21=6191224, 15-21=-619/224, 3-22=-156111349, 22-23=1561/1349, 14-23=-1561/1349, 14-24=-189511579. 13-24=189511579, 5-13=-2201379, 11-26=353/314, 26-27=353/314, 27-28=-353/314, 10-28=353/314 WEBS 4-13=387/564, 11-13=-7731819, WEBS 4-13=387/564, 11-13=-773/819, 6-13=991/822, 6-11 =794/1 105, 7-11 =1 008/945, 7-10=-801/924, 3-15=01312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope)and C-C Extedor(2) zone; cantilever left and right exposed ;GC for members and tomes & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This buss 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 = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt--lb)10=622, 2=410. 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-dgid pitchbreaks with fixed heels Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ry o,MiklnW,�noNnkdhrtl,uinppmtwkmldr,u.nisdprrtnr nAddnm5l9.ryo. r@l1rmy0r.(0grmrpp.AWm.ubxglrnddOdrtOMmPMlNn,,drtbOmOdknrMeglaeerm+rdudedFYwbuobuimFldrolo.,M MANUEL MARTINBP.E. gnnnM1mNrnh4lin+MnurRb,EoMflr..Sp.4eudyrmu+ya.unne.mu�der�bdarumn,,dmkhnvdnaqrivy,adlAmM,.,M ' nbRmngOrRn,ei.mspWf,renre1urkp6mrtnm,a=nmid.dv6ueenniorrydphOmr0wa�ne.l4qld(,lM1lnip.M.pRadCn,nmWfpdnh.I+mdndnrfaW,pwps.do.earn.�rinil,nbrm,mnxerxpdnbrM N9xdl,bnMi.11ryiRemrpdP,e+abdbvwky0lrni.eu,sn6bmay,l,ytlbulwvrr+nrJOd.mfmpnumr , #U41182 10UI9EhoiltonOr. 1pdw0ynbtlerivM1fR0smreo,9nns.nvvy1GsdrtP Orlando, It 32832 pbm+euEMrlldtlMedffiynrdefgaroq.pOim Iorndl,robnrybsllloyl b"i710116�,redlrvnu. WvuddmrmreOL Truss TmssType Ory Pty Std. Pac./6811 El C L631 84 CO5 Half Hip 1 1 A0650454 Inh Reference (optional) n I MUUr I nubbca, run i VIEKI-e, rL a4s4b, ceslgn@2a)truss.com Run: 7.640 s Oct 12015 Pnnb 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:18:51 1.5x4 4x10 � 1.Sx4 II 194x411 11 ru -- a 4x4 _ 3x4 = 6x8 = 4x4 = 5x6 = 3x4 11 Dead Load Defi. = 3/8 it 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 0.85 Vert(LL) 0.30 12-13 >877 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.53 12-13 >497 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 158 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOTCHORD 2x4 SP N0.2'Except' B3,B4:2x4 SP No.3, B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2X4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-9-14 oc bracing. WEBS 1 Row at midpt 7-9, 6-12, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1138/0-3-8 (min. 0-1-8) 2 = 112210-8-0 (min. 0-1-8) Max Horz 2 = 539(LC 8) Max Uplift 9 = -031(LC 7) 2 = -424(LC 8) Max Grav 9 = 1138(LC 1) 2' = 1128(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-612/150, 3-4=1776/1329, 4-5=-1480/1104,5-6=1551/1459, 7-9=401/480 BOTCHORD 2-19=-5971222,19-20=-597/222, 14-20=-597/222, 3-21=-1501/1332, 21-22=-1501/1332, 13-22=150111332. 13-23=-1832/1563. 12-23=183211563. 5-12=417/705, 10-25=5231517, 9-25=-523/517 WEBS 10-12=-559/511, 6-12=1357/1116, WEBS 10-12=559/511, 6-12=135711116, 6-10=0/315, 6-9=-877/899, 4-12=3261456, 3-14=01314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat 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 = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=631, 2=424. 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, noncorimment 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 xm:r.wonrtw,lrry,,,;.m,-arvwnmsnrylurlaura rear mwDmonlonaurrrortr7lnwnmavlrlmm vma.l,y.rm..rev.a,mammmusrm,o<y.o..mgOoolwm,Ym>irmmgrtbxm.u,naln..m. mim,om.,.»,m,e«mmo,emr MANNEL MARTINEZ, P.E. rta,.mrmm Aanarbm.IrMmoYmmsl l,.Yn,YnglR'nmY.�P��rlymmLMvam•Rw�m.w,mn,Rr.dnovan�InP„n:r,.vmumrymmawy.aem+wsan,aR+Ya..aao.nv.w„mI. nam�nn,.maa.�,�r�.damu ',aW6ryaloua�YtlmtlneRlMmpnN„ry,NEd%d0eo.m,,MO.,eitMlxiMogn�nMlwVyle:yn,'stle,mvldil,¢C�bnCll+InaMMy„d.,Y1n1.ngPnoldiLNpdMr�Y.xd0.4nt�bERlv�mr.amR,,be,hmvodMny,,ldl,an #047182 ,eyn,NRdM Wmyk &%,dIt.m,. Owu,ut.n46.I0nndmv�MutdS, nm+aM, l idmnmW p6ppNddll Rl,dpam.,efrum010rmndp'umcnlii IeranatnnlwAMi,Mluw,tlm,Lw0.4yeer.tmthsp.lnpwn,el 10019(Ilorhon(ir. rm,Ymbmm�.mY,l,Yn.Y.l,rmea R.(MNry,elgmYnrtylydpNtNAe6Mam,hJabgenYNtMMNmIMym,nlmvin4mbyae,MaROmxmt. 4lvpaaltnmm.nk6mlhml. 10— WfIbW 6ppiyb0NI5a.I1mI M,m-Ym..lYvnveFll lepoHneoalM, deuma,bmrlsgi, pehlYHmi0ninmgmnum6n Ml IdnmrYomd Wn'm¢r1 Orlando, FL 37832 Job Truss Truss Type Oty PN Std. Pac./6811 EI C 63184 C06 Half Hip 1 1 I A0650 65 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.mm Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:52 2014 Page ID:cS2yUAsdrAN4V5zIDlWWpPzmH46-o9Gl12Pso511OORUa KI hrC4ICOURSrV3_G56y64i f1-49 66--99--113 7145l IIAO 1 2-3-O + 2-7 -1314-12 24 I.Sx4 4x6 = 6.00 12 3x4 = I.Sx4 II G . Dead Load DeB. = 7/8 is 7 3.4 = 3.8 = 54 _ 3x4 = 7.5x4 11 -LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Ved(LL) -0.23 9-10 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Ved(TL) -0.36 9-10 >741 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(fl-) 0.04 9 nla We BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2'Except' Tt: 2x4 SP M 30 BOTCHORD 2x4 SP No.2'ExcepC B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-8-3 oc bracing. WEBS 1 Row at midpt 3-10, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1167/0-M (min. 0-1-8) 2 = 109310-M (min. 0-1-8) Max Horz 2 = 477(LC 8) Max Uplift 9 = -647(LC 7) 2 = -419(LC 8) Max Grav 9 = 1167(LC 1) 2 = 1099(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1668/1136,3-4=921/578, 4-5=898/612, 5-6=-706/693, 7-9=-351/446 BOTCHORD 2-17=155011418, 12-17=1550/1418, 11-12=1550/1418, 11-18=-1550/1418, 10-18=1550/1418,10-19=-4221436, 19-20=-0221436, 20-21=-422/436, 9-21=4221436 WEBS 3-12=0/330, 3-10=-780/940, 6-10=-600/605, 6-9=-887/878 WEBS 3-12=0/330, 3-10=780/940, 6-10=-600/605,6-9=887/878 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.OpsF; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load 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-M wide will fit between the bottom chord and any other members, with BCOL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt--lb) 9=647, 2=419. 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)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 137 lb FT = 0 f• WA i Ma1X555MW aarum6r[ownwA(IalougrWlajaraaxirMdY1'Mur„rym,q.r.,.,�.,,d,.u.,w..m,u.,o,agvmv.y(mgru, u..n�,, H. ld„m.Ihrtu .wa or„w.,.Mom,e.atoq.ry �NNEl MA9EINE2, P.E • WW'Murh4JalueakamgnN.Jd g,.n.,geJprw'rnP.,`wamrrwa„In.,.kae,hv . cow..1,WIMM6Aw'.a",.w IMI. A.m.e.enmm.i:f�.'5Q.. dNT.oN..:, mi. n.kdn.,�ro.wIscia ,J+yn.awau,umrn.graad:g:x.,.y.. tayJe.o....,ie.o..r,.n.maga.n.w>mg[�y,,,.a.,.nmdonnCwuCn.4Je.u.r�J.eemt n.vpp..ddPo.iWNurrdl.uAb.nn,,mio£mglo6y,a.r.,'smhf ml6myJAbb p847181 ,.e. �mrJm,rmwo.ww.wo.rum,.u.rc,,.,w:n.momrt.rwe.dg.:.s..,Jar.aswr,�p,.numw..a.aMr4r,s.nrm.Juu..,m,,.d�. n•.av m�aa=.,m,.,a.�a•'.,we.�.,dm.r�.,,o.y.,.m„o.:rnw..®e 10919 (Indian (4. rm,wa�.m,.,,n:,,.n�.Mda..ah.rm.d.mm.n:.x.vbmr^^e,e.ner. he.,,oxymr�.once.rxyay.+.r,.,,sru°[.d.er.m�v umpueTart�...,e.nwmmf. Lppiga0101g4r bolfn+m Yund Wfio.r, r.! repmdmrio.Jr�.donor.oi, Iv e.ylue,npoAmldMnumupua,de.k�l l tmtrmw..9.e Iftm'ri Orlando, R 32832 Truss Truss Type OtY Ply Std. Pac./fi811 El C L63184 C07 Half Hip 1 1 A0650456 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed 4x4 = 3x4 = S 1.5x4 II 4x4 = 3x4 = 3x8 = Sx6 = 1.5x4 11 Dead Load Defl. = 5116 ii LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (fee) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.39 8-9 >677 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.74 8-9 >358 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 1301b FT=0 LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 *Except' B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-9-11 oc bracing. WEBS 1 Row at midpt 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Na/size) 8 = 1162/0-3-8 (min. 0-1-8) 2 = 1098/0-8-0 (min. 0-1-8) Max Horz 2 = 415(LC 8) Max Uplift 8 = -653(LC 7) 2 = -423(LC 8) Max Grav 8 = 1162(LC 1) 2 = 1104(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1579/1100, 34=-1065/805, 4-5=-871/813, 6-8=-362/452 BOT CHORD 2-16=-1386/1319, 11-16=138611319, 10-11=138611319, 10-17=-138611319. 9-1 7=1 38611319, 9-18=-576/601, 18-19=576/601, 19-20=-576/601, 8-20=576/601 WEBS 3-11=01288, 3-9=-551/702, 5-9=401/465, 5-8=-936/929 NOTES- 1) Unbalanced roof live loads have been wnsidered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load 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-M wide will 6t between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical wnnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at —lb) 8=653, 2=423. 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) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xmsy-mmnefor..os(,mvN'kl low "%o%ffj ORA Ric 1(000511 mnnmado, Mg. t;rm,o.y.oa.arOM.ear,u.un,rm.arnW..-. o.a,,.�wna.ro.mo,wr MANNEE MARTINEZ, P.E. toreY,�,m, ymndAkreel 1m 'h lvned drrmtvpr'ap O. ,Spr��oareeoeelmewlo..gNo.auimvvm,�pan,I"p.InvoM..p,n1.6.Q,d5rylmmraru9nam.,g6Ln, kpneenorrWmr.v.anittl. s ,ia. w.4nw'A4W ' amvnwo,raimirm,ti,..rr�aaoi;me,.wrr,maelanro..v,mro.en,.bm,:cam.�.erwuyo�a.,.mm,.mmorrorncarue�ui.me.aew,ra..amt m..rrrrdaa.mow.nra.u.tn.r,.,.aa.aaseQaus.,a,n.,mau.mooaw.,ow,n4e.mr #0171R3 nvm bx+r=rm<r ro<,�.,rwwu.e.. uo,,,,.,.w;wr000samr n.aaa+voeo=Baru.,ttme manr..w..n:aarimo.o,.m.nnOras n,eqm.wuue,.,rM1,rdram,rmr,mowa.,.-m.I arrt..,m.re,tte,msm,waa nm.n,,,oas.,cr,�,odo.mo..r„a 10019(hodton(ir. u.uamN.wm,wn.vlm.n.ar PdMor®emmaaw.m.,myh.oMweM1,a.rnea mn.uor,q.6r'.r,uoarardeao-yro umusMm6s^eurm.v�a®s n(epasaam�mneru.abrwt. On,iA1r®AISMI redlrmns�Mmudaonim,PL Lgodmioedmi,aoumegivmrlo,m, i,pediGiNrimnin.nprrminao M1an A-1 Poolirvs,rs�Yem�el aaNnglE 0rlondo, R 32839 Truss Type Oly PIY td. Pac./6811 El C LTruss �Cil Half Hip 1 1 • A0650457 [oloRefierence(opfirmal) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com 1.Sx4 a 0 4x4 = Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek 3.4 = 3x4 = 4x4= 3x4= 10 -- 9 3.8 = 3.6 It LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.3310-12 >819 360 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.5810-12 >469 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.63 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) LUMBER- TOPCHORD 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 or 5-4-3 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-6-1 oc bracing. WEBS 1 Row at midpt 7-9, 5-10, 6-10, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide - REACTIONS. (lb/size) 9 = 1103/0-3-8 (min. 0-1-8) 2 = 111710-8-0 (min.0-1-8) Max Horz 2 = 660(LC 8) Max Uplift 9 = 585(LC 8) 2 = -385(LC 8) Max Grav 9 = 1103(LC 1) 2 = 1119(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1657/1007, 341=1264/680, 4-5=-11427712, 5-6=341/124, 7-9=-1159/1185 BOTCHORD 2-17=1729/1412, 12-17=172911412, 11-12=-8767732,11-18=-876/732, 18-19=-876/732,10-19=8761732 WEBS 3-12=-507/812, 5-12=-476/643, 5-10=-842/1067, 7-10=-971/1021 NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at —lb) 9=585, 2=385. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Inc. Wed Dec 2313:18:53 Dead Load Deft. = 1/4 iI PLATES GRIP MT20 244/190 Weight:154lb FT=O% xm�-rY.,rip.,,yar,ea.mslroarrrmtnrv(mloueumrrmllanomm�omAtmntxnonwnm(rn,.r=arY,y.em+Rln:wneeeek+mni,Im+oey, MANOEL MARTINEZ, P.E. �nl. T¢deiga namptim,bdk(,wE�et, bid,a�de,plma,SoOkMtrMIW YYedid I,orm+Aeugv[ogian(u,fpe6NrfoptreltkudmmrNO,epesMnu¢goe xlYPdetimWeWU,,f,e,0=m�6�IMWaLyaelLeapkirm+drykklwltr149nh,.�u #047182 !wW&rydoueltAtinuMmrlud�i,%srnrmJb5rydM0.xi,Ma.eei+MEodmlgMudereffiv90ngen,nlM,wkildlkM.IbllCdekdbid�,ah inpmbddyddeWiN.yh,yennOfomaae,:lAoen„nMslkio0oodbepmNnvelgoAetixrenleBenEeAfmponpdep�dmr�wpnppeW�G11Y�rle^eUGmnehuvdlo,gardyo6Ye Mldfiendnnpo�Eune.Id Oft1on0eu,+,,rm+Onlpop',rwd 10019(horltion(ir. Im+YomleCmn,Mn+oiI—d by eroYedogMN low" lrmplfinkrtlrr6lpelm5&tlyo FyivaktlYfReruJGgOeagm ulm+Sr,pmbgentrev(trN®(. W(epldnlRmmemle6NNR41. 6"i'MOVISA I Rum ... .YonedtlmiYeetl.IepodYuoveh6Ydmmen,ro.rylmm,isFoAfilW.iO.,menprmisilenkom4l Gdlmnes.YvwelMmumzli Orlando, FL 32837 Job Truss Truss Type Oty, PIY Std. Pac./6811 El C 63184 C12 Half Hip 1 1 A0650458 Job Reference (optional) R7 OOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com 1.5x4 ?1 0 4x4 = Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek 3x4 = 3.4 = 4x4= 3x4= 10--9 3x8 = 3.6 11 Inc. Wed Dec 23 13:18:53 2015 Dead Load Dell. =1/41, I-OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.33 10-12 >819 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Ved(TL) -0.58 10-12 >469 240 BCLL 0.0 Rep Stress Incr YES WE 0.63 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 154 lb FT = 0 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 or 5-4-3 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-6-1 oc bracing. WEBS 1 Row at midpt 7-9, 5-10, 6-10, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 110310-3-8 (min. 0-1-8) 2 = 111710-8-0 (min. 0-1-8) Max Horz 2 = 660(LC 8) Max Uplift 9 = -585(LC 8) 2 = -385(LC 8) Max Grav 9 = 1103(LC 1) 2' = 1119(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2�3=165711007, 3-4=12641680, 45=-11421712, 5-6=3411124, 7-9=-1159/1185 BOTCHORD 2-17=-1729/1412, 12-17=-1729/1412, 11-12=876/732, 11-18=-8761732, 18-19=8761732, 10-19=-876A32 WEBS 3-12=507/812, 5-12=-476/643, 5-10=-842/1067, 7-10=97111021 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water poniing. 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-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot--lb) 9=585, 2=385. 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 with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xmeap Mnerenwrarrem.a¢-kt raotnwvsrvurlmummrrmromomm�omfou+alunanmwnr Ma. enara,y.rmrun[r,®erW.m,[.m,rm,o[y.or..:y0m7Wikemnc,m.[yrtr.nrr..sknt[sr.ne manrm,rd,.,neanmmo. mr MANOR MARTINEZ, P.E. •rdrw.,m tmin,e.ae[.warwa.Toome.me rr.o.r,o.rune.rr[.rnaLmmrrr.,,le.,[d..wrmorm[wm,wnwv=•[au[wanr�w[.fin.:r,[w�ruupbm[erao.+m.+:s�[u.,,Op:�[e.mmo®h. Wnml. m[a,�..,+dwa.or:u.R�rroacr [r, WdSryWvuolltirlrttlworyrdLvgnlArr,y,eilbb/dpa 0.er,fi3O.m1MEw'vA.ptnMWMmy 4.vg,n.uleerWeJd16[Y[le[Y[b[kdhStmBrd[Wlnl, lboppnrd-0Ikma Waryka[wdtl,rrnr,enludgloediy,Im,rv,obRtim WLurq SAbIM ?; 047182 r[rp.,rooraerr.ae�.ru;yar„du,ewn.u.,e,wr.nanrtoo.ma<n.4r•rWr:e[r„mawsrytn.t a[m[,rt.mrr.raw,r.eew:Wao.nMt.,10019(horltoo OT. m,r.ma.m.n,..sw,rcn...mm[eb.rwemimW nmo.,ayerapmnnt.m[n n,an,MipI",,is.orm,ruNmrhrymnl,wsnhmeepenrweryYky. lo[geofwEr�,.[ Gprrigel®AIfMI loaTrmwr-Ynnudtlmfnry P2. rep,edmnee[14i,drum[m,iowYl�,�,FeAiM[drid.rSmpnniwieohookl I'd Orlando, R. 321132 Jab Truss Tmss Type ON' ply Std. PaC./6811 EI C 63184 C13 Half Hip 1 1 . AO65O459 Job Reference (oofiona0 At ROOF TRUSSES, FORT PIERCE, FL 34946, design@at lmss.com 1.Sx4 4x4 = Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 3x4 = 3x4 = 4x4 = 3x4 = 10 9 3x8 = 3x6 11 LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.3310-12 >819 360 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.58 10-12 >469 240 BCLL 0.0 Rep Stress Incr YES WB O.63 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) 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 or 5-4-3 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 55-1 oe bracing. WEBS 1 Row at midpt 7-9, 5-10, 6-10, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9 = 110310-3-8 (min. 0-1-8) 2 = 111710-M (min.0-1-8) Max Horz 2 = 660(LC 8) Max Uplift 9 = -585(LC 8) 2 = -385(LC 8) Max Grav 9 = 1103(LC 1) 2 = 1119(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1657/1007, 3-4=1264/680, 4-5=-1142/712, 5-6=341/124, 7-9=-1159/1185 BOTCHORD 2-17=172911412, 12-17=-1729/1412, 11-12=-876/732,11-18=-8767732, 18-19=876/732, 10-19=-8767732 WEBS 3-12=507/812, 5-12=-476/643, 5-10=-842/1067. 7-10=-971/1021 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it --lb) 9=585, 2=385. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity, model was used in the analysis and design of this truss. LOAD CASE(S) Standard Inc. Wed Dec 2313:18:53 Dead Load Defl. = 114 ii PLATES GRIP MT20 2441190 Weight: 1541b FT=0 xm®r-rtm,.mm.yxq,.�t.-AI gOgnMfalIDlaj n114 MCI mnmancmeml-rmtrlunonronarrr.. rmar 6.4,i®..w,.drum.ort,..nam„o.,4.m..=r0oq,da.mdrme.,,rtm,,..,v nr.roaa..omnwmdum.ma.m.mo..ir MANUEL MAVINF7, P.E. wr t mma.ridm+sdw.mm.m.rogma..0 r,.ummdg.g.y...,f;. k.,aprfryrce4Mv.Im.qlW,.p.ttm,vem,pYortdm.pdn+imdegnmy,eym 3SnIwPoe4igndme4rykLm,dery4Ewhlggmry,omalM1. Ik1.ig.nwpimm,kvSeO,00&iw,, m�+ar m inmm�murrm¢.r.me,.�remmavdm.a...,m,o..« mmm a gNm Mr+�rnw,ig�,mnn..mdn¢us.Ik4.s�de,aug,.a..mmt m..pp..eldm.mo.anrua.non. r,w, i.andgr.ay,n.�m,:a.m:..ewmymmie.m. #047182 .,g,,,a�*ardk.wa.ro<=g.•w+rmnm.m.m.,,d.d.mmomom.p.a, .mg:e.r ,one r.am.gm.o=..d>m.nimm IrrNr.ummhm.Euum<,d.n.mwg.u,dgm+... txi e.trim.,.y,wtaas,..aaa„am.r,.mg.,y.r.rnnamg.[er..m.m 10019 (horllon Gr- LouxMMwn,.dm,dle,dutlerm.lM.wm.g em.g.m. amlbmwmma..ma n.n.,,u.,inM....wd.rmrgRwm,•rm,sNm.ryenM.n. a<opwnenm,mene.m:ei.rFi. rnppigb®1gI1R�I radlrvm,.4medtloMneg P.F.lepemimmd�edmmem,io.citmm,i,pebLmd•itEvmm�pe,misilnekov11wIImm-YmudMmtin.z PE 0rlondo, FL 3183E Job Truss Truss Type Oty Ply Std. Pac./6811 El C 63184 C14 Half Hip 1 1 AO65046O Job Reference (optional) Al KUUI- Kub5t5, FUKI t'ItKOt, FL34941,ws,gnd_a1lruss=nn 1.5x4 n da Run: 7.640s Oct 72015 Print: 7.640 s Oct 72015 4x4 = 3.4 = 6.00 Ft2 4x4 = 3x6 = 3x8 = 3x6 II 3x4 = t.OADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.37 10-12 >733 360 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.6610-12 >407 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.04 9 nfa n/a BCDL 10.0 Code FBC2014TFP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 S15 M 30'Ezcept' T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-15 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-7-15 oc bracing. WEBS 1 Row at midpt 7-9, 5-10, 6-10, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide - REACTIONS. (lb/size) 9 = 1152/0-3-8 (min. 0-1-8) 2 = 1115/0-8-0 (min.0-1-8) Max Hom 2 = 656(LC 8) Max Uplift 9 = -598(LC 7) 2 = -388(LC 8) Max Grav 9 = 1152(LC 1) 2 1119(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1622/926,34=-13117760, 4-5=-1203f782,5-6=352/118, 7-9=-1206/1245 BOTCHORD 2-17=1628/1368, 12-17=-1628/1368, 11-12=887f746,11-18=-8871746, 18-19=8877746, 19-20=887/746, 10-20=-8871746 WEBS 3-12=452/728, 5-12=531/681, 5-10=822/1044, 7-10=-943/1018 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 6, 7, 9, 2, 12, 3, 5, 10 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 11 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonco n ument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=598, 2=388. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Inc. Wed Dec 23 13:18:54 2015 Dead Load Dan. = 5/161, PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 1541b FT=0 rm®'.rl...u...rermm.o. uramnusuCvnn1mnnrnrurcmomm�cm�aml*nu1nr[ammmm� m�. v.repani.u�n.,,w,.d..m..w,rm,oar.on..nOrN�re,u�amu.uetrm,,..sunt.�...u. bino ,.n.emmwwmga, wna,®m,rwa4mt,.wt.amomx,.nee.r,wonN.mru.nfwk.�rura=tn,,,u®..rmo�wn<......,r�m�ra.,,�d,.na,ar,.�v®,earl.aa,ar.ab,:yurm,aRm,e..e.ar.h..�„ml. rr•e,dr•.��rc.�l..r r,mam.,, AtANUELMARTINEZ, P.F. ��mndeuniesrrn,uemrr.aryl,m,,.yw,�aurao,o..�,n.o.w,..s.:ne,peen,tauga,Tv.:m.,mmdm.ncn.nus.b.41.'edr�a..Amt rs,nw..ddin.moma.ytlevu.runt,n,,ame.rtmen,y,my,.:mo,w.ae.o.r,,woa2. #047102 w.,a�urm+an.ebtotem...wr m�.m.A..x.n..mmA.mo,mm,lmn..u=PaOran,eahm.aun.e,.6,.ndmmnenn.... Mi a,en,m.n,rn,mxrmmemfoftrn' a'. j..noanuZ..... .a 10019 ChorUon (ir. rn.x.am.n,w.nert..xee.r.dk.[m.e.r.nl.r.l.n.,lhmwrc..�..d.d. �r,.noaw!"t.s..�uorx.mum'ma'+..rmnN..t.�,.,tm.n�le^'. a[.Tmaanrm...e.mdl.m.r. mnriem®AISLI r.rlrmm,-x.mdtlemnemlS. Pepelmue.dau.do®em,ire.rfia hrduABd.lA.annp.m Wmft. A4 ladrmm.x.m.lMeam"PI Orlando, FL 32832 h Truss Tmss Type Dly Ply=Pac.16811EI C184 [603C15 Half Hip 1 AO65O461 nal) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitmss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek 1.5x4 e= 0 4x4 = 4x4 = 3x4 = 6.00 12 3.4 = 3x8 = 3x6 II 3x4 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (Joe) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ved(LL) -0.2712-16 >999 360 TCDL 15.0 Lumber DOL 125 BC 0.67 Ved(TL) -0.4712-16 >595 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC20141FP12007 (Matrix-M) 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 - TOP CHORD Structural wood sheathing directly applied or 5-2-5 cc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-3-11 cc bracing. WEBS 1 Row at midpt 7-9, 5-10, 6-10, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1201/1J-8 (min. 0-1-8) 2 = 115610-8-0 (min. 0-1-8) Max Horz 2 = 594(LC 8) Max Uplift 9 = -034(LC 7) 2 = -424(LC 8) Max Grav 9 = 1206(LC 2) 2 = 1156(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1800/1266, 3-4=1398/884, 4-5=-1283/914,5-6=-024/459, 6-7=-475/491, 7-9=-116111271 BOTCHORD 2-17=-1880/1553, 12-17=1880/1553, 11-12=-10741933,11-18=-10741933, 18-19=`1074/933, 10-19=1074/933 WEBS 3-12=-487/778, 5-12=375/551, 5-10=751/948, 7-10=-967/935 NOTES- 1) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ;TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 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 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 BCOL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at —lb) 9=634, 2=424. 7) This truss has been designed for a moving concentmted 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 Inc. Wed Dec 2313:18:54 Dead Load Defl. = 3/16 ii PLATES GRIP MT20 244/190 Weight:152Ib FT=O% Job Y Truss Truss Type Oty PIY Std. Pac./6811 El C 63184 C16 Half Hip 1 1 A0650462 Job Ref ( li II A7 ROOF TRUSSES, FUR] PIERCE, FL 34946, design@allmss.com Run: 7.640 s Oct 7 2015 Pnnt 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 23 13:18:55 2015 Page ID:cS2yUAsdmV4V5zIDIWWpPzmH46-Dky?N4Rk507JGTA31_PlKrmnyCChlvHBODwhby641 r1-0-O 3-2-0 71-5 14-11 16-0-8 17" 23-7-8 25-7-8 -01`�3-2-0 2-0-0 ~ 3-7-12 F 3.114 2-0-0 1.5x4 6.00 12 4x4' 3x4 = 1.Sx4 II 1110x10= L5x4 It ra 14 11 4%4 = 1.5x4 11 3x8 = 5x6 = 6x8 = 1-OADING(psf) SPACING- 2-" CSI. DEFL: in (loc) I/deb lJd TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.28 15-16 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.39 15-16 >726 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 HOrz(TL) 0.14 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 30. BOTCHORD 2x4 SP No.2 *Except' B3,B4:2x4 SP No.3, B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-7 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 9-11, 7-14, 8-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 117610-3-8 (min.0-1-8) 2 = 1180/0-M (min.0-1-8) Max Horz 2 = 532(LC 8) Max Uplift 11 = -630(LC 7) 2 = -452(LC 8) Max Grav iT = 1176(LC 1) 2 = 1184(LC 13) , FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-891/320, 3-0=-1932/1407, 4-5=-1104(760, 5-6=-991/787, 6-7=-1032/1023, 7-8=632/626, 9-11=303/373 BOTCHORD 2-22=7431501, 22-23=-743/501, 17-23=-743/501, 3-24=-1425/1319, 24-25=-1425/1319, 16-25=142511319, 16-26=184811678, 15-26=-134811678, 15-27=1848/1678. 14-27=-194811678, 6-14=334/557, 12-29=-394/395, - BOTCHORD 2-22=743/501, 22-23=-743/501, 17-23=743/501, 3-24=-1425/1319, 24-25=-1425/1319, 16-25=-1425/1319, 16-26=1848/1678, 15-26=-1848/1678, 15-27=1848/1678, 14-27=-1848/1678, 6-14=334/557, 12-29=-394/395, 29-30=394/395,30-31=-394/395, 11-31=394/395 WEBS 4-15=64/407, 4-14=875/1010, 12-14=-4561631, 7-14=-11291934, 7-12=587/763, 8-12=-589/607, 8-11=920/935, 3-17=-151/334 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1r170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) 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 noncencurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=630, 2=452. 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. 10 PLATES MT20 Dead Load Defl. =1/4 IT GRIP 244/190 Weight: 173 Ib FT = O 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard v,�g.w.nm..yW,,,a.m,uromnmuf[vlrticuu[mYsrmewnottrunanrrym[rl[<rcawmuxnrM. e„t[k,y.y...nmem,rce.mnnm'nim,o.yso,...gtlrol.Ym<Y.�mm.nrtuka.ams�l.e w. min,ommuarte.krw...k mismwm,dYn+adse,nal. m,msxk,a�Y s,.I,n,onwuyn.R..kM,arc .1n,nan..monn.nm,...,nrmn.am.pa.,mm y..nw,nw. rcl.m.e,sr.dm.,:rer�,emoanmmow.,+„m1. n.a,dn.+�ee.,,o=n.s,.�Yn MAHUEIME. Z, P. w.dsn..r..mis,r.nm.nr�a�yom,,.,p.aaardm.o.n,,m,o.M,=nnaenw„mexomym,h....Ye.,brtn.Im<ircm,ned,t�aeamx�•e..wnu. n..rm.mdn,mo.mmrm.gam.r,n,.�zneneGsan.N.;,uemm�anavamaiaan #O4707 C71 BT n,ww�werYro,rdY.saw.,narwnvnn.uwmnnnam,mowdm,n.a<:was«[,mnYm,wum.r[Mn.,uwl.n�m.,,a.Paormumdhmmtnu.e,u.,..,o1. r,•.,nrYm... m.ladnne.,.w®,mran,..em,;,mmeu.,,omvn.moonlnmrnnna 10019(horlton Or. Irv„Ymdew,µeek,,.me.InhWb'.[ d'ad"6 aeb'd'ul bndr,aNRrs,W,Im,,n is NOT da KoW., Rymvim,yviw Fegan,luon M1 hog. n(,Nd d,—.n&a-1 mml. r.srds6l®1nsY,I s.m1w„w.wowaYwmw,vt rep.mmo,Ylmi,e.w..n,mwyr..,np.nnn.a..m.,mwp,au,,;..e..e.l rwnw,,.:.uw.,nw,m,,,r.L Orlando, It 32832 Job Truss Truss Type PN Std. Pao./6811 EI C C17 Half Hip Fy 1 ' A0650463 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MITek ,.Sx4 0 6.00 12 46 = 3.8 = Inc. Wed Dec 2313:18:55 L5x4 II Dead Load DO. = 1/41, ,Oz,0 = 5z6 = 4x4 = 2z4 II 4.4 = 6ze = 3-2-0 7-6-5 14V ,8-11-7 23-7-8 3-2-0 4-0-4 I fi-fi-4 4-10-14 I 4-8-2 to Plate Offsets (X Y)— (2:0-2-00-1-101 13:0-1-00-1$1 [4:0-4-0,0-3-4] 19:0-3-0,0-3-01 111:0-2-00-1-01 112:0-2-00-2-121 E74:Edge OJ-81 LOAOING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ved(LL) 0.27 13-14 >999 360 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.3813-14 >736 240 BCLL 0.0 Rep SVess Incr YES W8 0.91 H._(TL) 0.13 9 nla n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 161 No FT=0 LUMBER - TOP CHORD 2x4 SP M 30 `Except` T3: 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except' B3,134: 2x4 SP No.3, B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-13 oc pudins, except end ver8cals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (fib/size) 9 = 1177/0-3-8 (min. 0-1-8) 2 = 118010-8-0 (min. 0-1-8) Max Horz 2 = 469(LC 8) Max Uplift 9 = -638(LC 7) 2 = -455(LC 8) Max Grav 9 = 1177(LC 1) 2 = 1180(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-894/407, 34=192211459, 4-5=-10901834, 5-6=-866/862, 7-9=-313/388 BOTCHORD 2-20=-728/506, 20-21=-728/506, 15-21=-728/506, 3-22=-1380/1308, 22-23=138011308, 14-23=-1380/1308, 14-24=-179511669, 13-24=179511669, 13-25=-1795/1668, 12-25=179511668, 10-27=4931528, 9-27=4931528 WEBS 4-13=59/406, 4-12=882/1023, WEBS 4-13=-59/406,4-12=-882/1023, 10-12=J82/468, 6-12=-624/567, 6-10=0/252, 6-9=-980/916, 3-15=-154/326 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S:Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plate(s) atjoint(s) 5, 7, 9, 2, 14, 3, 11, 13, 10, 12. 6 and 1 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 4 checked for a plus or minus 3 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 2-041 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 9=638, 2=455. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xm�p.rive@v.eliry,.r..ma•naalas�rminl�'mlrtvmemanmumm�oxnrynn7A[ponmpurrrma rmgde�y.rmemne,:ndn.de.mm,m,un,oe,q.o,..iypogwmue.eiuw'me,,lipeie,emeamm«.�wn,emm.imaem.&IMwr MANOEL MADINEZ, P.E. miAupnlmlk45do0kwdlrM140mk Nid Ive4n,0eye Gpwr(u.�5pm8rmpmevb Aessdeemlry0,ewutl,useaphwed W pNnumdeoyv,ny,npmdiHrkMdniyd6evglelim,depQEnMllNeir,wk, IIH.Ikdevnnmp6m,lw6mgenfkon, ',dpFAYaedumvlili,imvMvryimldyn@enpemmrtlrd@e0.si,@s0..n,x@aadgnla MrmMmgUeiya.,pRe,win�d�kYCiMOC@elwbyMW 0rfr& ,dk, mIAMNOmIgfMdnedlAeLn,,mk£mglmdGg.,tw.9r,sMAefneevd6muyJolkM #O471B1 ,e,wvmWrd@eud&=rordgopmdom.em. dr.nnmmmmemonanep.cvnpvdr®a<r d@eradogrmm.niuenidm„onnnMpdr„n,danrm.eaup,.,ex,emedro�pnmmrrdwe. mi da„nw,�r�pum,wm+,nnen.nmiyncrn„onip.upm,md 10014 (horlton Gr. Inupmd.m.n,p.m,voknivmfi:eehemroea.yea.wm.r.rympwnm.enec mr�e„@y.tedimmaaofamusroapm,nuwirnem[y.mranea:p mdvpem:eemimm. nmkMmlM1l. apr,igEt991011A.1Ivdinssm YvpvdtlmineppJ.leppdmuwd@isdmvmem,uvryfmn,i,poml"nWmi@mTevpemi,ilmM1vpA�l lovnrm,m YvvuelWRo,zr.E Orlando, f13383Z Job � Job Truss Truss Type Oly Ply=Pac./6811I C C18 Half Hip 1 A0650464 al ... I—,n r­', ­o, ucaiynl,nmusawm rcun: / A vs ucr r zul a rnm:/ usuci, zuio mlleK 263x4 II , 3.4 = 3x6 = 2-• 11 3.8 = 5x6 2x4 II 5 6 3x4 = 7 3x4 = 3.8 MT20H5= Inc. weo uec ZJ l3:16.a0 N Ia 3x4 II Dead Load DO. = 31161, 11 12 47 22 39 21 40 2019 4142 18 43 16 44 15 6x8= 4x8= 3.6 1.5x4= 1.5x411 2x411 2x411 3x611 3x4 = 3x411 I-OADING(psf) SPACING- 2-M CSI. DEFL. in (Inc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.18 23-24 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.35 23-24 >780 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.06 20 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No-2 BOTCHORD 2x4 SP No.2'ExcepY B3,B4,B8:2x4 SP No.3 WEBS 2x4 SP No.3 `Except' W11: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-11-10 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-11-1 oc bracing. WEBS 1 Row at midpl B-21, 8-20, 8-18, 10-12 JOINTS 1 Brace at Jt(s): 17,14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 307/0-7-4 (min. 0-1-8) 2 = 979/0-8-0 (min. 0-1-8) 20 = 2038/0-3-8 (min. 0-2-6) Max Horz 2 = 406(LC 7) Max Uplift 11 = -190(LC 6) 2 = -434(LC 8) 20 = -1010(LC 7) Max Grev 12- = 378(LC 40) 2 = 979(LC 1) 20 = 2038(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -AN forces 250 (Ib) or less except when shown. TOP CHORD 3-0=1261/1030, 4-5=1274/1343, 5-6=-448/631, 6-7=-447/634, 7-8=-160/266, 8-9=162/259, 9-10=162/259, 11-12=-237/275 BOTCHORD 2-34=-302/201, 34.35=-302/201, BOTCHORD 2-34=-302/201, 34-35=-302/201, 26-35=302/201, 3-36=-896/857, 25-36=896/857, 25-37=-1198/1059, 24-37=1 198/1059. 24-38=-031 /543, 23-38=-631/543, 2140=-612/589, 20-40= 6121589, 19-20= 612/589, 19-41=-612/589,41-42=-6121589, 18-42=-612/589,13-15=0/254 WEBS 4-24=405/652, 5-23=-273/461, 7-23=767/725, 7-21=858/939, 8-21=-106311104,8-20=-1917/1876, 8-18=833/917, 17-18=-542/674, 10-17=531/678, 5-24=-8511774 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=251t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent "ter 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 = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=190, 2=434, 20=1010. PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 248 lb FT=0 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard w.ay-w.Ya..ylryYm.meslrownusssSlmllr7mmwmrAmromort[usmmfTvMAtreonmanm•I[,., vafiln�s.eYwn„col,l.e..ml.a,tm,dy.m.:syplml.saee m.wln„onseumY.lulnkkew. mA„an..�,[umdYm[tegwry et[1�mYrmn,elrm.Yax,m.mommwr4 u.nlYo[:rl.r.w[[[,>w�.mmiw=lnl,,.twwrrvn,wealm,nwapw[.tmlwdna..[.p.[Nn[ewa�mvmm[eY.w.lml,iyi.uY,e,P:Yl..mmowr.we,ml. tmeeuww+.wm.[: �.. ,- MANUEI MAHTINE2, P.E. vad&ryY,doseirtsim,M1,M1.56.ri,rue,[yw.xi&rydmeOnn,PoeO.wi,[uRw'u-0lPle01!!&elAnpmryu,,uR[,Weild MYCIk I1Cm.Wm1+1PY,°d[.111PFI.rw%W.^I atkm.dnry64feYdmeLu,F'dW'yM1.�nmLwy[,a,mhlhuMdMe,ivyilMMh! #OC118P [[,w.�emrdmelaalrmnrY,wanwem,.NYmu,lm.hmo.aa[P,. <„ml�alul:arz rlaeym.vwmsdmim.,wnwpMl=wmle4tnwaunw.,el[,e.mm, lwnnroae.ln.la.rnml,nemmaenwaanw,mmen.YoY.PY.[,mYol,A.uNw![wA IOP19 (horlfon 01. tm,vwaalYY,..Yn.n[,.AlelumMecm,.e.pld.wll.ns.ahmvuM[a!n[a nlnw,ol,y.lwm![,nwrrt.rw�oaymwtw,snrt.R�[YS..nmly. So[ne.l�emwm[e,ee.lebtnl. briga®IDISMI goal bwY,- Now mufiwpP.0 IepadmiondMsdYunen,iewylwmi,pdoEnedrim.nmap,misilmfiwkl led Trvnn.YewdMwue[,P.! 9rI0p11m[ FE 33871 Job Truss pe ON t'ti Std. Pac.l6811 EI C 63184 C19 FHalfp 1 1 • A0650465 Job Reference (optional) Al ROOF TRUSStb, FOR I VIERUt, FL J,1 45, Ce51gnigaltruSS.00m Run: 7.640 s Oct 7 2015 Print: 1.ti40 s Oct 7 2015 MI Fex Industne5, Inc. Wed UeC 23 13:16:br 6.00 12 1.5x4 It 2 3 e 1 5 0 34 263x4 11 3x6 = 2x4 11 3x8 = 5x6 2x411 3x8= 1.5x411 5 6 7 8 3x4 = 6x8 = 2x4 11 4x4 = 20 19 3x6 = 5x8 = 3x6 = 3x8 = 0 10 18 1.5x4 = 1.5x4 II 16 1.Sx4 II 9W Pad Dell. = 114 ii it 15 2x4 11 2x4 11 3-2-0 I 10-21 I 14-03 18-7-13 1 22-5-12 28-103 1 32-2-13 l le 3-241 74M 3-1nJ3 d-J-S 3-4153-0-5 3-f4J fl-1f1-0 Plate Offsets (X Y)-- 12:0-5-4 Edgel 13:0-7-5 0-0-91.[5:0-1-8 0-14] 113:0-2-0,0-1-01 120:04-00-3-01 [23:0-24 0-2-12]. L25:0-2-0,0-041 LOADING(psf) SPACING- 2-M CSI. DEFL, in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.20 24-25 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.45 24-25 >598 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.07 20 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 233 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* .. B3,B4,68: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W11: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc pudins, except end vedicals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 10-20 JOINTS 1 Bruce at Jt(s): 17,14 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 257/0-74 (min. 0-1-8) 2 = 956/0-8-0 (min. 0-1-8) 20 = 211110-3-8 (min. 0-2-8) Max Horz 2 = 335(LC 7) Max Uplift 12 = -151(LC 6) 2 = 404(LC 8) 20 = -1028(LC 7) Max Gmv 12 = 348(LC 40) 2 = 95EI 1) 20 = 2111(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 34=1074/940, 4-5=795/779, 5-6=-452/582, 6-7=-451/581, 7-8=891/854, 8-9=891/854, 9-10=-891/854 BOTCHORD 2-34=-278/50, 34-35=278/50, 26-35=278/50, 3-36=-793/841, BOTCHORD 2-34=278/50, 34-35=278150, 26-35=278/50, 3-36=-793/841, 25-36=793/841, 25-37=-1071/891, 24-37=1071/891, 24-38=-706/663, 23-38=706/663, 6-23=334/387 WEBS 4-24=-3331519, 5-24=-324/456, 5-23=324/363, 7-23=840/844, 7-21=0/272, 7-20=1177/1072, 8-20=380/438, 10-20=-1093/954, 17-18=0/318,10-17=6/325 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25$ Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree notation 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-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) 12=151, 2=404, 20=1028. 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 xmmo MANUEL MARTINEZ, P.L bld®v,m,rkx,J,deewd MdelaaYkngl.As.u,uky,yW+,(wk.^.•r1.P^+�,l l6esolamrlW,Mexp+m.upmeJW P[ntimmleog®msru+pmol+Fllnb,eeuPdOe+mlYuwdeptleemlEelW.h.mee, ml.6eey.nmiN�m,bvEep,®L?m INC }(Otil 82 !,npnxraydWebleupoeSgwrod(mnoOx.Wwk,ulnn'ntlnNOmlMepeaie,eoAry6 w+dro+Ndieg(wponnfteryltlmovfimrp611puE4�EeEby1P1.M4tAaarzhns+elmpmid9mdwe Ml kfivvM,rz,pem•A'a,e.Eloiia,AR.nu,W�gxr,im+pngengbeervee 10019(hodton(ir. Inublomm,nlnv.IlwrakfueAlr,faevaEoguee,pnbniAylpNpufinN,M1 Mnma,vnkfnm6narnalui�JiepM,geu �I,mlpxmpeguee,beerEo4¢y. NfeT46Mkmsm,nkfine11o1M11. reppigk®201S k1 roof Tm+m-Yomdpomu, P£ rep&Aoddl&10 0,,uonfum,upo%Wulnth.nnmpnniisiw f.A-1 loenmve nnodrmin'P£ Orlando, Ft 32832 Job Truss Tmss Type Oty Ply Std. Pac./6811 El C 63184 C20 Half Hip 1 1 - A0650466 Job Reference (optional) , 1 nuur rwm ni rrcru.c, ri- w, , aesgn�uan.w.conn 5x8 = 6 nnFTT 4 nun: r.oau s uct a zu o rnm r.oau s uct r zu'is 2x4 11 3x4 = 3x8 = 3x6 = 5 6 7 m inc. woo uec z3 13:1o:ar zu a Dead Load Defl. = 3/16 a 3.4 = 3x4 11 9 10 33 - — r.oxc 11 -' 38 -' 39 18 40 41 42 6x8= 418 = _ 3.4 = 1.5x4 II 2x4 II 3xfi = 2x4 II 2x4 II 3x6 3x4 II 3x8 � 3x4 II 3x6 II 1.OADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.16 23-24 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.29 23-24 >932 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.07 19 We n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2'Excepl' B3,B4,B8:2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W10: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied ors-1-1 oc bracing. WEBS 1 Row at midpt 7-17 JOINTS 1 Brace at JI(s): 16,13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 29010-7-4 (min.0-1-8) 2 = 97710-8-0 (min-0-1-8) 19 = 2057/0-3-8 (min. 0-2-7) Max Horz 2 = 263(LC 7) Max Uplift 11 = -146(LC 6) 2 _ -393(LC 8) 19 = -986(LC 7) Max Grav 11 = 365(LC 40) 2 - = 977(LC 1) 19 = 2057(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 3-4=-1105/824, 4-5=583/678, 5-6=-660/659, 10-11=-221/256 BOTCHORD 2-33=253/144, 33-34=-253/144, 25-34=253/144, 3-35=-618f751, 24-35= 618/751, 24-36=-870/895, 23-36=870/895, 23-37=-870/902, BOTCHORD 2-33=-253/144, 33-34=253/144, 2534=-253/144, 3-35=-6187751, 24-35=6181751, 24-36=-870/895, 23-36=870/895, 2337=-870/902, 22-37=-870/902, 5-22=410/453, 20-39=-950/827, 19-39=-950/827, 18-19=950/827,1840=-950/827, 17-40=950/827, 12-14=0/251 WEBS 4-23=01352, 4-22=293/309, 6-22=-838/932, 6-20=824/806, 7-20=1072/1256, 7-19=-1929/1754, 7-17=997/1182, 16-17=527/618, 9-16�518/622 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) 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 nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)11=146, 2=393, 19=986. 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, noreconcurrent with any other live loads. PLATES GRIP MT20 2441190 Weight: 214 lb FT=0 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ft,eh' Mnv,9lryn,b.me'al mmnusviniwrlaYtvumGrtwamon Onomllmu7Amana&nm'i.n enpp angv p.emhhM,M.vh,.6irG.rvung.or..rzr MolMme+alm,mrxrirmrw<sknkb.ne o+euvmr.nemha..+elw. v+r Wla mueMpivbr,M1d be rxemmr TOD blerAd A,rrm,oN�upbrnf,kr,:gngbe>LA.rra..eryaorernemrnwp®.+uep�arn:®+eopere,bymp.ra�crylnm.er+gnoa;.pbm,eeo:o-e wmrtoo.ry,ok nu. lneny..,m�.r,tekpr.mw„, MAHUEL MABiINE2, P.E. nr.rlvu+M1,nn,ln®rvd4enra.r.yo.raarydMo..er,nro.xrreu0nina.pmn mrpadna,yx,bnr mmmamenrah�rcmrbmllwxyrraeeminl lm.yp.rAdrAvlro MonpsaaevAn,uwr,iduEegpm6ey,w,yr,uad6p.enebeuq, vam Mrt. #041182 ! rtymrSiryA6ervdbphyervMfsm,ram.Irrpnrnrmibi00mlMpvanvJpddeWnvlJerriLSp(mpmenSv4ryldvrmvfiwllgQyrtbr6elErmmeSlUvvreh,rmdlvrr�vlgviErms. RF14�mMvrevpvrrbFevrAdmbvdmenvnAerynr.ImrONgbgivemnd 10019(hulloo Cir. ImrYmufvPan, NenvtkimKmellrafWr,lepMgnbndmgpreApertnhrrheE.11ebvn WgnlqunupOlSerutldiy Rupvnmlm,frJesMyeenlrvgbiNmr. N[v�a:edhmnenlefine161m. Gmigtl®MISAI IaAirmm-Ym�oeltlmunv,rE repadu+ivnvld'ndawu+,barylum,irpaldEiire.i2xrMeepmisuan Fam A I larmno-bonoelix qrE Orlando, IT, 32832 Truss Truss Type Dry PN Std. Pac./6811 El C rb 84 �C21 HALF HIP GIRDER 1 1 •A0650467 Job Reference (optiona0 Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al buss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 23 4.4 = 5x6 i 1.5x4 II 4x6 = 3%8 = 4x6 = 6.00 12 4 5 6 7 89 • 'j 1.5x411 2a 14 0 43 44 3925 4042 1.5x411 3.8= 20 45 t9 46 1817 47 4849 3x6 = 2x4 11 2x4 II 4x4 = 3x6 = 3x6 = 3x4 11 6.8 4x6 11 Dead Load Defl. = 1/8 1, 3.611 4%4— 4x6= 0 W1111 12 3 I 55 N 2%4 1 5016 51 52 5354 15 5,3 = 4x6 11 5x8 = 0.2-0 10-3-7 1 140-8 18-0-t5 1 22-5-12 1 29-2-0 1 35J� 3&l8 3-2-0 3-0-0 41-7 3-9-7 44)7 4-a-13 fi-8-4 6-14 0.104 Plate Offsets (X Y)- f3:0-7-2 0-1-01 14:0-1-12,0-1-121, 18:0-3-0 Edgel f9:0-1-12 0-2-01 fl4:0-2-4,0-3-41 f15:0-3-00-1-01. (16:0-4-00-3-0] 121:0-5-8,04-01 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 0.88 Vert(LL) -0.29 16-18 >554 360 MT20 2441190 - TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.37 16-18 >431 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 -Hoa(TL) 0.07 18 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 213 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOTCHORD 2x4 SP No.2 'Except* B3: 2x4 SP No.3, B6: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W12,W8: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-5 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-10-11 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during Imes erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 63610-7-4 (min. 0-1-8) 2 = 937/0-84) (min. 0-1-8) 18 = 2504/0-3-8 (min. 0-2-15) Max Horz 2 = 191(LC 40) Max Uplift 13 = -394(LC 4) 2 = -350(LC41) 18 = -1246(LC 5) Max Grav 13 = 1158(LC 38) 2 = 937(LC 1) 18 = 2504(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 34=-1239/503, 4-5=-12101588, 5-6 -1210/588, 6-7=850/475, 7-8=56011383, 8-9=-660/1383, 9-33=-1286/418,33-34=-1286/418, 34-35=1286/418, 10-35=1286/418, 10-36=774/471, 36-37=-774/471, 37-38=774/471, 11-38=-774/471, 11-12=726/377, 12-13=-9101293 BOTCHORD 341=-386/821, 2441=-386/821, BOTCHORD 341=386/821, 2441=-386/821, 24-42=519/1046, 2342=-519/1046, 23-43=-518/1054, 2243=518/1054, 22-44=485/867, 2144=-4841868, 6-21=5001311, 1946=-2721130, 18-46=-272/130, 17-18=-1383/630, 17-47=1383/630, 47-48=13831630, 48-49=1383/630, 49-50=13831630, 16-50=-1383/630, 14-15=0/560, 11-14=584/527 WEBS 4-23=0/321, 4-22=-205/271, 5-22=295/226, 6-22=184/483, 19-21=-301/127, 7-21=-55411142, 1-18=-15371738, 9-18=-1434/903, 9-16=1083/2419, 10-16=786/706, 14-16=426/1206, 10-14=-572/82, 12-14=58711145 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.0psf; h=25ft; Cat. 11; Ecp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed, end vertical right exposed; Lumber DOL=125 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 13=394, 2=350, 18=1246. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. -9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 fib down and 122 lb up at 24-5-12, 90 lb down and 122 lb up at 26-5-12, 90 lb down and 122 lb up at 285-12 , 90 lb down and 122 lb up at 30-5-12, and 90 lb down and 122 Ib up at 325-12, and 90 lb down and 122 lb up at 34-0-12 on top chord, and 230 lb down at 24-5-12, 230 lb down at 26-5-12, 230 Ito down at 28-5-12, 230 lb down at 30-5-12, and 230 lb down at 32-5-12, and 230 lb down at 34-0-12 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: 14=-70, 4-12=70, 25-27=20, 21-24=20 n 15-20=20, 13-14=20 Concentrated Loads (lb) Vert: 33--90(F) 34=90(F) 35=-90(F) 36=-90(F) 37=-90(F) 38=-90(F) 47=36(F) 49=-36(F) 50=-y36(F) 51=36(F) 53=-36(F) 54-36(1`) x.rog-n,.,,�.=rury,e.:.m-u vaorlwssrsiial,mu2Mlntlirmxamarccmgmtaom72morc[gsumbn enu2enyg.inn:m.,,a.rt..wlmronirm..:sIMN.M¢•M�mm..,,rFex,a,.mmb.x,,.,. o:x,..xn.�.wd,.ro.mo,,+r NANUB FZ, P.E. Mld�newrmm,nme.e.ai.n.lgomx.&atls.lanon;wr.Q„nG..k.isin6v�nlrr..d..^rloo,m..m...,.p�.aa, n.tn i..i,nw,nr.,srrryl.m.e,ag.am.+wxl,.ser..tlm�t,mg®h..a„mi. la<e.sn..arxo,, m,a*e�.+rm.y ogeda�naWWI g,uyn,:4,omNd2ep[,rEVMCkeMW goidy,deWRFl, M1orprNdMe NAeNop&M=v.ltlelnniodRegkMfaywrap,,itldMaml beuy,JtllYr1, #04718N91182 !cod&rakvudrM,LmfwnllxffipnM,rya.vEnrydnnAmr,Mg.oa..oMniW mpe,dilY.lA,bdOiephigmwtl(pMgb.lE,pn,nMWNtop IPH doe Ind 10014(horllon Cir. I,.uYMoeun,wknettm.vi4fmeEtrof�Nmpelpm�e.,2gdl.tlp.tl.ltl^�r. a.1,o�+kYr Hpennt101X.ts E90ngm u4m.SY�r®f^9mnrl.oglebm}lg(gbdaEMmmotE<rm11e1R1. bMiga®2101511PA. Ll hj1-,s-MmdY W.L Orlando, Fl. 32832 Job Truss Thus Type Oty Ply Std. Pac./6811 El C 63184 C25 Half Hip 1 1 AO65O468 Job Reference (Optional) %T ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:18:59 2015 3x4 = Dead Load Deg. = 318 it 48 = 4x4 = 4x4 = 6 3x4 = 1.5x411 3x8 MT20HS= 4x8= l.Sx411 6.00 12 4 T 3 9 11 12 _ 5. _ 8._ 10- _ _ �. n 3 N 7.5x4 II 2 V8 16 :~' l '9 of 1 . I 29 18 30 17 31 7x8= .o 2526 20 3x8 = 15 32 14 33 4x4 I I 73 3x4 = 3x4 = 1.Sx4 II 2x4 II 4x4 = 5x6 = 3-2-0 4-88 9-3-8 14-0-e 1837 3-2-0 l 1-4-8 4-9-0 i 49-0 42-15 %0 41-9 Plate Offsets Kr— [2:0-0-0,0-0-4], [3:0-1-0,0-1-8], [4:0-5-4,0-2-0], [5:0-3-11,0-2-4], [6:0-2-0,Edge], [8:0-0-3,0-2A], [9:0-1-12,0-1-8], [10:0-3-12,0-1-81, [11:0-2-8,0-2-0], I13:0-3-0,0-3-01. If5:0-2-0,0-1-01.[16:05-120-4-e][19:0-2-00-0-8] LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.32 16-17 >847 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.54 16-17 >494 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Hom(TL) 0.18 13 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 1281b FT=0 LUMBER -- TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2'Except' 133,84: 2x4 SP No.3, B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 2-10-4 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-2-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 972/Mechanical 2 = 112610-8-0 (min. 0-1-8) Max Horz 2 = 193(LC 8) Max Uplift 13 = -451(LC 9) 2 = -410(LC 8) Max Grav 13 = 972(LC 1) 2 = 1126(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-990/807, 34=2194/1891, 4-5=-3061/2694, 5-7=2869/2529, 7-8=-2869/2529, 8-9=-3061/2694, 9-10=316712709, 10-11=-3167/2709 BOTCHORD 2-25=-676/633, 25-26=-676/633, 20-26=676/633, 19-20=-124/268, 3-27=147411623, 27-28=-1474/1623, 19-28=-1474/1623,19-29=-1776/1936, 18-29=1776/1936, 18-30=-1790/1960, 17-30=-1790I1960,17-31=-2869/3355, 16-31=-2867/3357, 9-16=-210/301, 15-32=-265/311, 14-32=-265/311, 14-33=-117811412, 13-33=117811412 BOTCHORD 2-25=-676/633, 25-26=-676/633, 20-26=-676/633,19-20=-124/268, 3-27=-1474/1623,27-28=-1474/1623, 19-28=-147411623,19-29=-177611936, 18-29=1776/1936, 18-30=1790/1960, 17-30=-1790/1960, 17-31=-2869/3355, 16-31=-2867/3357, 9-16=-210/301, 15-32=-265/311, 14-32=-265/311, 14-33=-117811412. 13-33=-1178/1412 WEBS 4-18=1601416, 4-17=-965/1170, 7-17=-320/435, 9-17=-469/193, 14-16=93'I/'1123, 11-16=-1629/1868, 11-14=-151/251, 11-13=-160511339, 3-20=342/400 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL=1.25 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 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) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (]t=lb) 13=451, 2=410. 10) This truss has been designed for a moving concentrated load of 200.OI1a live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type ON Ply Std. Pac./6811 El C 63184 C26 Roof Special Girder 1 1 •A0650469 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 a Oct 7 2015 Print 7.640 s Oct 7 2015 MTek Inc. Wed Dec 23 4%4 = Dead Load Defi. = 7/16 ii 5 4x4 = 4%4 = s.6D tz 4x6 = 4x10 = 3x4 11 6 7 8 W1 r t 1.Sx4 II 2 1 — 23 14 24 13 25 1211 26 27 70 28 29 30 9 4x4 = 3x4 = 3x8 = 5x10 MT20HS= 3x6 11 5x10 MT20HS-- 3x4 = 417-8 8-6-0 8-7-0 72-2-8 17-1$ 22-5-0 2-6-8 2-5-0 1 3-6-8 0- -0 3-7-8 1 411-0 5-3-8 Plate Offsets (X Y)— 12:0-2-0 Edgel rl2:0-4-00-0-01 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.44 10-11 >613 360 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.91 Verl(TL) -0.8710-11 >308 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(rL) 0.13 9 We We BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 1121E FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP M 30 -Except' B2: 2x4 SP M 31 WEBS 2x4 SP No-3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 1-11-9 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-9-2 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 6-13 2x6 SYP No.2 - 7-9 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3') nails, No o.c.,with 3in minimum end distance. Bruce must cover 90 % of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 989/Mechanical 2 = 112510-8-0 (min.0-1-9) Max Harz 2 = 154(LC 6) Max Uplift 9 = -433(LC 7) 2 = -051(LC 6) Max Gmv 9 = 1462(LC 27) 2 = 1319(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2.3=-2125/546, 3-4=1930/520, 4-5=-2115/729, 5-6=21151709, 6-19=-4911/1597, 19-20=4911/1597, 7-20=4911/1597, 7-21=-263172, 21-22=263/72, 8-22>263/72 BOTCHORD 2-23=-543/1827, 14-23=-543/1827, 14-24=-1033/2917, 13-24=1033/2917, BOTCHORD 2-23=543/1827,14-23=-543/1827, 14-24=1033/2917, 13-24=-1033/2917, 13-25=1610/4895, 12-25=-1610/4895, 11-12=-1610/4895,11-26=-1349/4394, 26-27=1349/4394, 10-27=1349/4394, 10-28=1332/4599, 28-29=-1332/4599, 29-30=133214599, 9-30=1332/4599 WEBS 3-14=-168/944,4-13=-1181/500, 5-13= 470/1725, 6-13=-3304/1103, 7-11=297/861, 7-10=0/864, 7-9=-4505/1297, 4-14=-1354/556 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless othermse 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 nonconcurent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 9=433, 2=451. 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, nonconcurent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 lb down and 28 lb up at 2-6-8, 33 Ib down and 26 lb up at 14-10-12, 33 Ib down and 26 lb up at 16-5-12, and 33 Ib down and 26 lb up at 18-5-12, and 33 lb down and 26 lb up at 20-5-12 on top chord, and 285 lb down at 2-6-8, 200 lb dam at 14-10-12, 200 Ib down at 16-5-12, and 200 ME down at 18-5-12, and 200 lb down at 20-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Wareing: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-4=-70, 4-5=70, 5-6=70, 6-8=70, 9-16=-20 Concentrated Loads (Ib) Vert: 14=A(F) 26=3(F) 27=-3(F) 28=3(1`) 30=-3(F) MANUR MARTINEZ, P.L1l.t.w mum.am,00a,p�,dard„•.e,mw�,mr,,,w+ nme.<a.es+ue war d aao«h ,rut. n.e:ur.+ «.m�w�-Hamm,. ,ma am,t.«k,nras.ram.,,«oaatrbs a.m.ba.e,r .,a«� ew« tra .ra,q-m,um,ndMirLM,eCiEalodSma'mr,ed.®amFt n,.m�,wua,luo �. say.a,a1 s=m4anw�.r.mm�<u.o.e..aa«:s4mwm #047182 ,moan fa uu'rrn .a<,noc +a.�,m-ee;w®am.a«ea :Dube m,nar�r<•mr�«urmw..n.aPaGp.w,sahs+=acu«„eronwax,y,ondr.� mia,tnrt,,.,o.;z-r: «d�..,an.n�uyw t.,,x."rns�«a 10019 Chor0on Cir. r ,owv�r.edmm„m,eermcMememm ate. �:cnatar.m«m.m.a n to,uvt aoa aaixe.aee3u.ug„,wra„smo.a.r..«knre.asg uunmwam=..ne,�ammt. kpmhEi4)1015A IloefGusus-MwW Ymreyrn tepoaocrcndd:+aewoe t2vpisanP�^>o'�an0nileapraximhomkl reolr nrn,tl®od WR.x;rF Orlando, FL 74837 Joh ¢ Truss Truss Type QtY Ply Std. Pac./6811 El C A0650470 63184 C27 Hip 1 1 Job Reference (optional) 'AI -ROOF TRUSSES, FORT PIERCE, FL 34946, design@ailruss.com Run: 7.640 s Oct 7 2015 Pnnt: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:00 2015 Page ID:cS2yUAsdrwV4V5rtDlW WpPzmH46-Zh1uQoVtwYlcMF304X?CMNAfZz?nMD60LIwhNoy64 4-10-8 7-5-8 12-4.0 4-10-e 2-7-0 I 4-10-8 ' 4x4 = 4x4 = 6.00 Fl2 � n N 1 1 4 ea tr �Q 1p 13 14 15 t 6 1.5x4 II 5 1.5x4 II c¢ e 3x4 = 3.4 = 410-8 7-5-6 124-0 4--10-e 2-7-0 I 4-10-8 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vet(LL) -0.06 5-12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.10 5-12 >999 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 45 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 purlins. BOTCHORD Rigid ceiling directly applied or 8-6-2 oc bmcing. MiTek recommends that Stabilizers and required cross bracing be installed during tress erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 555/0-8-0 (min. 0-1-8) 4 = 55510-M (min. 0-1-8) Max Horz 1 = -61(LC 6) Max Uplift 1 = -210(LC 8) 4 = -210(LC 9) Max Gmv 1 = 555(LC 1) 4 = 555(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-'1=-753/688, 2-3=-611/714, 3-4=-753/688 BOTCHORD 1-13=-447/607, 6-13=-447/607, 6-14=-447/611, 5-14=-447/611. 5-15=-447/607,4-15=-447/607 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and CC Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water porting. 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-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=210, 4=210. 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)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard wmml-wvulmreyNlre,ie.we-4l roonevss¢t411a16N14RIKbf4MORI0N{(mloYnEluRl7NfnOPiFOGfSflTlvw. vn h4vNlaYwvel Ymn.u,PtNlaNrw.e 5leren'Mv.e. uenamu.lh[wa.eWelLu.mar MANUEL MARTINEZ, F.E. Rrl. ildrmmrNrrlvN,delekdMr6elnbAenid If eLm Oevp Npen(u,Sp�]NpeNtleu4me¢IgOssp[ntltm¢u0—dfivrprmdmnW.W"a'. mF".0Anittaf.p6deetiugglOft VON vildEnYvndeurtlY+In¢I¢eglmlfmgitlgeny..1141ktInTOD AVY.nriwhrnWvgramlNrddyMiymr,NlkrvWeJYIheY[IEe nClMlnbgraOtgo lM1l.Mf.,-,4MiWWmrkNvudllnLvµNd.AhaI,Ofta.,nq 41182 }9 TnIN*Yd-Id rnpvub5ryvfnelvY&rOMv9mrW(emvar. NemnuiwlNdelgOmlgx pvanavdS�rlmndM9dfigfvmgovMMeryWwmvfinlPMVvE6rINMRIW4nverekre¢edlmgmrtlgvileve Rl,]dfimrerttpwbLmWMie+dMLnrYNgxr,lrw[RYgo{e5�vm,W Ll 10019 COollton (it. horlto Im+Ym6Mn,eelef+dl-In ie11yefnCW epi¢Evp NnXmgEre®pifinNdnd RrNvn M1tlgv Njue NNOfkr1e45ghJgoernlm[Sttlmfvgven I¢eellaNmy IONvndedhrmmendefiW I. R41. 6fImONY, it 32832 4pgrrga®IDISMI Pvvlirvsso-Ymveltl moe�lE IepedmievehGitdmmem,Nmrlam,itpd3neErT.inYNvpemirilenkem411mINnss+�YvmYYvnivep GC Job Truss Truss Type Dty Ply Std. Pac./6811 EI C 63184 C28 Hip Girder 1 1 •A0650471 Job Reference o tional ROOF TRUSSES, FORT PIERCE; FL 34946, design@al uuss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 Mrrek Industries, Inc. Wed Dec 2313:19:01 2015,,.Page ID:cS2yUAsdmV4V5zIDlWWpPz H46-2uJGe7WVhstT_OdDeEWRvbissNFlScjAayg6Fyfi4r I 3-0-0 6-2-0 1 9-4-0 - i 12-4-0 3-0-0 3-2-0 3-2-0 3-M --"- ^�6.=1/16 i, Io 3x4 = 3z4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Iec) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.31 6-7 >475 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.39 6-7 >383 240 BCLL 0.0 ' Rep Stress Incr . NO WB 0.37 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/iP12007 (Matrix-M) _Weight: 51 lb FT=0 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 3-7-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 9-10-4 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 = 589/0-M (min. 0-1-8) 5 = 58910-M (min. 0-1-8) Max Horz 1 = 38(LC 5) Max Uplift 1 = -293(LC 6) 5 = -293(LC 7) Max Grav 1 = 1064(LC 15) 5 = 1064(LC 25) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-2223/466, 2-14=2032/442, 3-14=2032/442, 3-15=-2032/442, 4-15=-2032/442, 4-5=-2223/467 BOTCHORD 1-16=407/1942, 7-16=-407/1942, 7-17=-626/2200,17-18=-026/2200, 18-19=-026/2200, 6-19=-626/2200, 6-20=-090/1942, 5-20=-390/1942 WEBS 2-7=-44/972, 3-7=-294/261, 3-6=-294/261, 4-6=-04/972 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=293, 5=293. 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 pitchbreeks 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) 51 lb down and 83 lb up at 3-M, IS lb down and 39 lb up at 5-0-12, 18 lb down and 39 lb up at 6-2-0, and 18 lb down and 39 lb up at 7-34, and 51 lb down and 83 lb up at 94-0 on top chord, and 204 lb down at 3-M, 204 lb down at 5-0-12, 204 lb down at 6-2-0, and 204 lb down at 7J4, and 204 lb down at 9-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=126 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-4=70, 4-5=-70, 8-11=20 Concentrated Loads (Ib) Standard Vert 2=4(F) 4=4(F) 7=-13(F) 6=13(F) 3=-3(F) 14=3(F) 15=-3(F)17=-8(F) 18=8(F) 19=8(F) xm.y-wnro.npar,mk.wci romnmsnl'rznalmzmmGr rmpmon<mrpurrrmnlrrnpnmamu•p„m rwra�nw.mnmrmm.m,.m,m„om"n=m..M1rlmolru.z�m,nmsrtenam.�num.m.. o.k„mn<,.a.omene.mn..dr wwm�n,piammae..mawa.monk,aae.o-n,ne�uy.mf,sn��rM1p:<mdm.am..rmomn.ram==.mP®niro.r,am,.om.a,:p,rapnumrimm.emy,am.�i.un,a.pa.en�mnnh.rnmi. o.xui.m..rM.,k.e r,nea.,, MANUBMANINE7,P.E '+kM1uar.arma�Mxm,rn.»r,ae.nM1a.,mrwrrarar"o.ne+Mo.w,.rmaa,a.e�.n.ruc swap,,.am.nwwan.Herz,Hen,wdwazw�a.rm�.rm.eum.nmro.mormraen.am.om,.a,wdna.�sw�ne.:mn.n.,rx.�v.,mnva. #U47181 ,mpmuamrarz.r.wnp.apn,run.w,.n.m.,.,.mkmmpnem<n.a��nrp.mammas,r,aao,r„rz..nam�amm.�npnpp.w,eberm..asum..a..mmrnp®oaswave. mae�m,m,,,,p.,�u,.arzmmam.rmao.ryn,.rm„oNnEo�mma I0019 Charlton Or. rnvuomauawm,nk,verzmk.tlamtlbro(mBvtln,eetlep M1nkvrbappmrn Fehee. ner,o:,oNpv6�mmblorke4iY ghugnm1m,51�kmbgbm NvnM1ubv9. a[vpev6;eetemmm.n45NYml. (mrr^gm®1pI1A.l lvvlrrvsurllvvodnmfine;rl rep,odmeovvl�Ei, dmmem,M1nytmm,ispmE'Glee.iRr,mevpemisilorkuAllvdlnm, xvvvelYvnM1ey EL Orlando, It 32832 Job Truss Truss Type OtY Std. Pac./6811 El C A0650472 63184 C29 Half Hip 1 [1Y 1 Job Reference o tional AT ROOF TRUSSES, FORT PIERCE, FL 34946. design@altruss.com Run: 7.640 s Oct 7 2015 Pdnt: 7.640 Is Oct 7 2015 MiTek Indushies, Inc. Wed Dec 23 13:19:01 2015 Page ID:cS2yUAsd.V4V5ADIW WpPzmH46-2uJGe7W VhstT_OdDeEWRvbil5NGM5bBAaygEvFy64r 1-4-0 3 7t-6-0 -0 22-3-8 fi-0-1 1-0-0I 6-0-13 � 5-5-3 1 530 I 5-6-8 � 4x4 = 3.4 = 1'5x4 11 Dead Load Deft. = 71161. 3x4= 1.5x411 3x8 MT20HS= 5x6= 3x8 = LOAOING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.49 7-8 >537 360 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.95 7-8 >280 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014I P12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No2 `Except` B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No3 BRACING - TOP CHORD Structural wood sheathing directly applied or 43-5 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7 = 983/0-3-8 (min. 0-1-8) 2 = 1103/0-8-0 (min-0-1-8) Max Horz 2 = 391(LC 8) Max Uplift 7 = -443(LC 7) 2 = -420(LC 8) Max Grav 7 = 983(LC 1) 2 = 1103(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-1671/1238, 3-4=-1170/885, 4-5=-965/900 BOTCHORD 2-15=-1507/1420,10-15=1507/1420, 10-16=1507/1420, 9-16=-1507/1420, 8-9=-1507/1420, 8-17=-687/698, 17-18=687/698, 18-19=-687/698, 7-19=-087/698 WEBS 3-10=0/267, 3-8= 524/693, 5-8=322/434, 5-7=-995/1003 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=125 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolm(s) except (It=lb) 7=443, 2=420. 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, nommricurrent with any other live loads. 10)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 124 lb FT=0 vm.u9-eLn.mm..9urm,k.Rr-H 100 nm58MR1auu1rnu9 .nnmm,nn+9nU.w..k9tnNm+ar omaiumrvar, 111dns.skn wmm. Rnn+orm,.rRwdrrormo,mr MANUEL MABFINU, P.E u14m.dmdmnR.ae.mapmRmmpmumsd 4.1,m[u.a�u9.mn6a`w�anl.immNundm�rao,rp�mm..mnpmaedmepdeMomte.Amy:r,npwatrylmmerrg.dunuye�m,e.R.mdmdmmo.p.monrelt nreriy.mmmpnm,m.em9maeRm,, wA6iymdomilRl,tm[immgru169nMrnymilEACri Re O.mr,dx0.mi�nAn.rmd.peao, XnlmMyOrgin,uAe,.AetldRe RC�m IICa,4ad6.1ty,.dr.NRLI. Rvppn.ddRea9m1g6eYomdtlnl,n,,v4d.g1.o6.L�.,ye,m,bll.iinwlYm.y JaAb Rr #047182 mspomanrdR.mar rxuowmewnem,. u.nn:<�.mmmmo..ainrn.Mr,.d9=err+dke.a¢smm9®,ns.r,rowmem�«PnOw19R�hlnmaunm.rdnxml<,9me19.4.m•.mat.[m.copra&unr.daandrtrlm�+xuy�sr,rmsomRnle,:.eeraa 10019 Charlton Cie �i, Im,W,dmNn,wl+,.Av.imklmeEtrr.fwEa].geeE.In6r6e91yJp.Ne[M.hed 11e1,m+hJ9.fepettitPolRebtlfiYk+Nmimlm+Sy,kmFegmenlm.ar Wfvp. N(o-pr6aERrmmnlefieedhlP4L fmppipN®1015M11.ol irvm,-Mw..ltlmua;rl.lepmdmn...bk,d.mnm,u.%rm^,ispaAZmep.iR.,mmpmm�sienh.mkl Poellm,es,Ye.veltivninetrl Oflondo, FL 32032 '. Job Truss Truss Type Oty Ply Std. Pac./6811 El C 63184 C30 Common 5 1 �AO650473 Job Reference o fional At ROOF TRUSSES, FORT PIERCE, FL 34946, design@al tmss.com 1.5x4 Run: 7.640 s Oct 72015 Print: 7.640 s Oct 72015 4x6 = Wed Dec 23 13:19:02 2015, Page 'PCylgRoF_dndxglnJocPoRhy641 3x4 = 3x4 = 3x4 = 4x4 = 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.30 7-9 >896 360 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.57 7-9 >473 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Excepr Bl: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or4-11-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6 = 995/0-3-8 (min. 0-1-8) 2 = 110510-M (min.0-1-8) Max Horz 2 = 170(LC 8) Max Uplift 6 = -385(LC 9) 2 = -446(LC 8) Max Grav 6 = 995(LC 1) 2 = 1105(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1812/1619,34=-1583/1488, 4-5=-1549/1452, 5-6=1771/1577 BOTCHORD 2-17=-1350/1573,9-17=-135011573, 8-9=-630/973, 8-18=630/973, 18-19=630/973, 19-20=-630/973, 7-20�630/973, 7-21=-1304/1525, 6-21=-1304/1525 WEBS 4-7=-446/572, 5-7=-374/606, 4-9=-495/605, 3-9=398/630 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate gnp DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 6=385, 2=446. 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)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES MT20 Dead Load Dell. = 114 i1 rt GRIP 2441190 Weight: 105 lb FT=0 wa®5-w•n.mm••5[M,.•:.im-FI mornossssrswllamunmmmxomanlonvuetwmlAmmnmamrlaa ma.e,w•rm,mn�®a,.m•.m,•mxw,.a+4.ommsimo),mre+w.lrom•+crim.,.•,<9.nka,..x. a+nr,•m,,.e.,mea.n+mo. W wm,o.mum.,,lmu•.�.ebro•Iwmm.•sAA,.n.,,xnutl•aG..sn�rmn'�++aim•,+emmmo�en.�.a,+..�rm�.xm,n•I..,m•i.rs.+•�a,.w•�a'�urkm.a.shame+nel,n,e.Ao•a.•hmn•nr.we+rml-tua+wmw�N�••n�••m.r��m•+. MANUEI MAYZINEZ, P.E •a µrr.Mrua�a,[m,1,wmarw„w.,.wmanam•o..,.rt+o.M,w,ranmmmel�am+ro+.;.m,,.sammneiweietatraeuewM•.•aml. n,.an.,vox.mowmrruwam•u.,,..aem5e•.w1.,�w..:aam,M®enme.,mre+d. ti 047102 �mmvbmrymmlcm+yh�q•n•d<nxma.amain•mmmero•mea,nmao•dl:ae6nadMr•aaemga..neMsaqum;con••p[sqP•ernmAerin•avum.�mnmaam�Pmr�apame. mlav'mnxnew.+mxn++•a�'nvmeu.,,o•ug.,,muae,q.u;�m,ma 10019 Chorton Cir. u.,,vrdn,m„.•.e,:we,.we.x.+eM,omm•w.ae• N.,mner.np,aum.•txa mr,,,,x,lymy..;,aotwwamelP<+rs•a«Truss a[^ysa,s.•gmeu, nmpwzeam,use me<wdmml. 6"i'mQ2915 A-1 Wd lm,mA•n•d Nmimp Pl l,pdaOm axe emm,n, TO ,4_,i, Ro41nd"11. peml,dn• hm AT hdlrvme.Yov,IMenm,i P.E Orlando, Ft 32832 Truss TmssType oty Ply Std. Pac./6811 El C A0650474 LJob 63184 C31 Common 1 1 Job Reference (optional) AT ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitmss.com ISx4 Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek 4x6 = Inc. Wed Dec 23 13:19:02 2015 Page ;bYCPCylgRoF_end4gipJocPoRhy64r 3.4 = 3x4 = 3x4 = 3x4 = 3x4 = -LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ved(LL) -0.29 8-10 >933 360 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Ved(TL) -0.55 8-10 >495 240 BCLL 0.0 ' Rep Stress incr YES WET 0.51 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2z4 SP M 30 -Except* 81: 2x4 SP No.2 WEBS 2x4 SP No-3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-1-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 5-1-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1113/0-M (min.0-1-8) 6 = 1113/0-M (min.0-1-8) Max Horz 2 = -145(LC 9) Max Uplift 2 = -449(LC 8) 6 = -449(LC 9) Max Gmv 2 = 1113(LC 1) 6 = 1113(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1829/1633,3-4=1600/1501, 4-5=-1603/1499,5-6=1832/1631 BOTCHORD 2-19=1281/1589, 10-19=1281/1589, 9-10=567/990, 9-20=-567/990, 20-21=-567/990, 21-22=-567/990, 8-22=-567/990, 8-23=-1287/1592, 6-23=-1287/1592 WEBS 4-8=-490/607, 5-8=-400/632, 4-10=493/603, 3-10=-399/631 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=149, 6=449. 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, nonconcunent with any other live loads. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fxiry, model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Defl. =1/4 it 1.5x4 II Ia PLATES GRIP MT20 2441190 Weight:110lb FT=O% nman-wemmn.nWm.4.m.-Ad rgornmastsaurlax�nlmrr(ommon(m�agnrumrlunanmwarbm vmagangvpmaammq.ndmm..mxrmrgnO.o,..hgOmiemnemnnummu,u.reN«m<aeneemnme. UAm,.AnuOdenmflow, MAN UEL MARTINEZ, P.E. klel,mmb,pWnJm01e.a11w ReIWNkedid gmlmtaeimrePmnf.kniAl(eweet�6vudmm�IW,epne0,m.cuplmed Wepan,imielmyinm'mgrt�povNP(b6ed.ugnddevg44wdep1tlm6NUMI.mdnlM1l.MkuBenmap6mi, leednudR.r. mANSN.+emaixerm:m,mrrayua.engm,:rartl�o.en,aamenmmn4.deem.mr myoewna:a,,.4adariecme ®calmtlmx q,mr.eamt negw..mda.mane..gceuwater,.n,:d+ayrmds q,,mM.,:mwm..mhmawoeem. #047182 ! ',.aorydoe n4l defien%erno Nv.e.ddnie+tl rmtim ONgeer,im�Mryrnpxneed I�mNmtlomm,m4mermmxedebedir.fweadvpmlopmNn4.Iheapmfinm.Ahed INlmm Oetlgv6gne,b WIIbL'Nagaeym�nlm,gnkm Ngeenlm.glNbn, a(.pad:el�nmsmnkgmlh RFl. 10019 tllOrNOn Or. (epplgM®9015 A hdw„n. ueeedumnmzpt A.] Orlando, R 32632 Job Truss Truss Type ON Pty EI C 63184C32 Hip 1 1 �Pao./6811 AO650475 Jo tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(ma 1.5x4 Run: 7.640 s Oct 7 2015 Pant: 7.640 s Oct 7 2015 Mifek 4x4 = 44 = Inc. Wed Dec 23 3x6 = 3x8 MT20HS= 3.6 = 3x4= 3x4= LOADING(psf) SPACING- 2-M CSI. 13EFL in (too) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.3411-16 >801 360 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Ved(TL) -0.61 11-16 >448 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014/7PI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 1113/0-M (min.0-1-8) 7 = 1113/0-8-0 (min. 0-1-8) Max Hom 2 = -132(LC 9) Max Uplift 2 = -443(LC 8) 7 = -443(LC 9) Max Gmv 2 = 1113(LC 1) 7 = 1113(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-161311456, 3-4=1262/1189, 45=-106611148, 55=-1262/1189, 6-7=-1613/1456 BOTCHORD 2-20=1068/1367, 11-20=-1068/1367, 10-11=-589/1066,10-21=-589/1066, 9-21=589/1066, 9-22=-1071/1367, 7-22=1071/1367 WEBS 3-11=394/598, 4-11=288/348, 5-9=-287/348, 6-9=394/598 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C; for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree mfation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencument 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 100lb uplift at joint(s) except at —lb) 2=443, 7=443. 9) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurtent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Defl. = 1/41, PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 109 lb FT=0 xm®prxmma..parm:m.m.-u ppw5rntF5fssnr1pMupmpsr(wpmpnpmipmfpmlplA<oovlmon5rrrmm mapeap.pn�m..I,ne..moronirm,oniro�.:pMo)wro.Immm,Aaxrt.uknn.sam�.m..� uimwmiumrtena.ioo,nir MANUEL m*alam,pxin:maeewabmnoowo,..r4 a:.u.no.�.i+o•.,f use.wari.i�nLn.ua.,.nmo,m.um..n�.p�.dmwm:,w.m.w:n,wnynatrykm.ew.am,:pe5a,:e4me.n.mnnn.,d�ml. ive<:p.n�ri:n,xm:p<mra.n, MAN7INEZ, P.E. ' ,:iaaryoduRol,um„5mwrarmpxm ,mraiam,a.n,,m.o.xn.mnu.e.pmmm.mwpa; ,.u<,.n..ianKlttmuca,I.rule.uw,=x..eml.mwmdaro,aownrcae.Ram.un,. c+seoa�p,anm: nnana�mms.a; #047182 nmmnnaham.paa:ppeapm,.oew�wen. Ap.rc,mea:aeapneimp,mm.,Rep®e<rn.ln,e+um.rwmnlmmmm,0nnwacaahmomawp.n,a.,.n.a1„r,.n.lp�an... mlam.a,nw�.,..uewx,nan.no<nse.+.mnp,dnupx.,a,e 10019 ChorNon Dr.Ira,Ym,AWvv,oep,iMn.rv.kfinelhyofMtlngvlupnlanXa51ro1pmfiv6reM1eL Renm MyelgixnnpOtMbifg4igeu vlmf Sy,mbmwc gW5g N(opEd:eenm,venkbnlbiM1S. (epnipM®1e15 A 1 fool imm.,Meneatln Mrl.lop,odaeioeelmi,dmmm,iovrypmm,ivproNtilM nmmneppvmismmkn Mi [ml5rvvn�YoouelYmeerypl OdWo, Fl. 32032 Job Truss buss Type Std. Pac.(6811 EI CC33 A0650476 Hip 7QtyPly 1 Job Reference (optional) 'A ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.cem 1 4.6 = Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 4x8 = Inc. Wed Dec 23 13:19:03 2015 4.4 = 3.8 = 3x4 = 3x4 = bz4 = .LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.19 9-19 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.34 9-19 >789 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 20A4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 111310-M (min.0-1-8) 7 = 1113/0-S-0 (min.0-1-8) Max Horz 2 = -109(LC 9) Max Uplift 2 = -417(LC 8) 7 = -417(LC 9) Max Grav 2 = 1113(LC 1) 7 = 1113(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1698/1483,34=-1448/1298, 4-5=-1262/1246, 5-6=1447/1298, 6-9=-1698/1483 BOTCHORD 2-20=1116/1454, 11-20=-111611454, 10-11=786/1261, 10-21=786/1261, 9-21=786/1261, 9-22=-112211453, 7-22=-112211453 WEBS 3-11=247/416, 4-11=1671337, 5-9=-168/392, 6-9=-247/415 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cal. 11; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL--1.25 3) Provide adequate drainage to prevent water pending. 4) Plate(s) atjoint(s) 1, 4, 5, 8, 2, 11, 3, 9, 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 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-M wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except W-11b) 2=417, 7=417. 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)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Did. =118 i! PLATES GRIP MT20 244/190 Weight: 112 Ib FT = O xmka.px.nyn.yarn.rt.m,-u r MANIIEL MARTINET, 1`1 sm..m,.,phMJeOkwdlrJ,TOO.E.,dd. 1,elm.0eyc[,gnen(u,Sp,CrybymnlervdneyNO,epnmhmmp!®edMpidnilmo!eep,mgmpndtryla OekJgeYAevgRi�nrdepkewJnNOmlr,wk,Rtt Rede,iymwmp6w5YoRng,md0m, iiebtJrd.n.nMLn.MuerWdi, h a. m,,TdOnU."',An0.... #D47182 ! rt+pm�ARrdMli4gOngonveL4mu�n.Irmk,M.aude100ml Repnm,ezotl pnkGm Ahlm'evg(u�pounkhryldm.w6mpn11podfdddr111W UGmrnhrcm.dlm pvndgnfems,111.I kfinevMmpn�TWr,Mh2nd0e1ron Aeugeer,irvukdpnWpoeneM 10019(Ilorhon(if. im,amo!.m,n.wnmm�mkene%.rmo.n.n<A.p.annw %mwk.e,d.,t n,r,.nw,q.pti•„�:uoirt.rwwkrmx� nuwinemNmnm.np. w(we.xeeu�., n..: e.rmeaint rpg,ieu®tgissnm0m„n.am.d�mnaet.r.p,m.nimmd�ee�m,i.mgM,,i,p,.eian.a.gt.,mmpnmi.,io.trpme-i rmna:rm-wm.dren�o.�rt Orlandy, FL 31R32 Job Truss ype Oty Ply Std. Pac./6811 EI C63184 C34 irder F 1 1 �A0650477 Job Reference o tional AT ROOF TRUSSES, FORT PIERCE, FL 34a45, design(g)a1 Wss.00m Ora = Run: 7.640 s Oct 72015 Print 7.640 s Oct 72015 MiTek Industries, Inc. Wed Dec 2313:19:03201 ,.Page ID:cS2yUAsdmV4V5ztDIWWpPzmH46- GR12pYIDT7BDinbmfYv_Oo3VBWZSxT1G9L-z7y64 4x4 = 1.5x4 11 3x4 = 3x8 MT20HS= 4x6 11 1.5x4 11 3x6 = 5%8 = 35-3 6-2-0 114-0 160 19-2-13 22-8-0 3S3 I 2-8-13 5-2-0 5-A0 2-8-13 35-3 Dead Load Deg. = 1/4 ii Plate Offsets (X.Y)- (2:0-1-12 Edgel. f4:0-5-4 0-2-01 16:0-5-4 0-2-01,18:0-5-12,Edae1 112:04-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Verl(LL) -0.2511-12 >999 360 MT20 2441190 - TCDL- 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.45.11-12 >603 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO INS 0.58 Hoa(TL) 0.10, 8 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 121 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP M 30 -Excepr B2: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-3-13 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-2-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 176410-M (min. 0-2-1) 8 = 1906/0-M (min. 0-1-14) Max Horz 2 = -86(LC 36) Max Uplift 2 = -898(LC 6) 8 = -977(LC 7) Max Grav 2 = 1764(LC 1) 8 = 2271(LC 31) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=3092/1551, 3-4=3181/1578, 4-24=AO7511824, 24-25=-0075/1824, 5-25=-4075/1824, 5-26=4075/1824, 26-27=4075/1824, 6-27=4075/1824, 6-7=-3852/1581, 7-8=432511746 BOTCHORD 2-28=-1360/2718, 15-28=1360/2718, 15-29=1360/2718, 14-29=136012718, 14-30=135612867, 30-31 =1 356/2867, 13-31 =-1 35612867, 12-13=-135612867, 12-32>1298/3502, 32-33=129813502, 33-34=1298/3502, 11-34=129813502, 11-35=-144613809, 35-36=144613809, 10-36=1446/3809, 10-37=-1446/3809, 8-37=1446/3809 BOTCHORD 2-28=1360/2718, 15-28=1360/2718, 15-29=136012718, 14-29=1360/2718, 14-30=1356/2867, 30-31=135612867, 13-31=1356/2867, 12-13=1356/2867, 12-32=-1298/3502, 32-33=129813502, 33-34=-1298/3502, 11-34=129813502, 11-35=-1446/3809, 35-36=144613809, 10-36=1446/3809, 10-37=1446/3809, 8-37=1446/3809 WEBS 3-14=1381254, 4-14=1421586, 4-12=512/1522, 5-12=-677/605, 6-12=511/84(5, 6-11=136/1225, 7-11=-567/248, 7-10=109/595 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL-5.0psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s)1, 4, 6, 9, 2, 3, 15,14, 12, 51 11. 7, 10 and 8 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s)13 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle M-0 tall by 2-M wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except fit --lb) 2=898, 8=977. 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, noncencurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 101 lb up at 6-2-0, 92 lb down and 122 lb up at 7-0-12, 90 lb down and 122 lb up at 9-0-12, 90 lb down and 122 lb up at 11-0-12, 90 lb down and 122 lb up at 13-0-12, and 90 lb down and 122 lb up at 15-6-12, and 112 lb down and 122 lb up at 16-6-0 on top chord, and 276 lb dawn and 146 lb up at 6-2-0, 230 lb down at 7-0-12, 230 lb down at 9-0-12, 230 lb down at 11-0-12, 230 lb down at 13.0-12, 230 Ib down at 15-0-12, and 230 lb down at 16-7-4, and 710 lb down and 229lb up at 18-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 4 Uniform Loads (plf) Vert: 14=-70, 446=-70, 6-9=-70, 18-21=-20 Concentrated Loads (lb) Vert: 4=42(B) 6=-90(B) 14=-276(B) 12=-36(B) a 5=-90(B)11=36(B) 24=90(8) 25=-90(B) 26=-90(B) 27=-90(B) 30=-36(B) 31 =-36(B) 32=36(B) 34=-36(B)36=-372(B) xn.�g.rk.:em.,.Yh,,:=.m urpprlemvs(sluAlmonmrrcmpmanampmnpmllmummamrrf.=rnfielanP,Rio:®A„mnm.m,1,n,oninm..kgEmgrmw�iemonirfl:x�a,as.ne,ro,,.x pmnpes,.;,,,adw.ro.mo,.h MANUEL MARBNEZ,P.L '.. WTA.mee&,pklm+l�IvreAb%eNpp GraiA. lvvlm.peyv4ryvtt(ra,SpemAr GfiavllM¢doevel Np,gessMnP�epbrtdpn Pdn,i�lvvfi,eny,e,po,d5ryk®vd,tigeJPoe�6g44nf depleAr�klWavll,o,k, R41. Rednig.nmmpir.;bodm9��. m,. w3dtiry.d,ntliti,Innln Ph r,dfognf4a,vywuE&rydXs O.m,Gxprni.wlAx'vedafedx Mlu Cogp,ign,i@e.om.aJ�Fe¢Le.6CMi+d b,ldy keNM1. MoAP..id�lpp®AvryrNlnsdp.lnn,isdo[mglv.d4y.wyv,'mmRumwdbwy OdbRv #047192 ! rtµw3rAreliAeledA�y M�yx„edennmw. lOmklu�vd'u0,ippeoAM1epo,ti,ezvoAgi4Wnilik[viNegrmgm,ppfderyWmmmw(66gidr�MEY nIW9flmenhi,n,Ah,gmndgdlmie.M.I Aefirc.W,npveu3Aikreel4cndRelrvn0.v'fm.ImvOn'�fvyamml IBB1P (I(Of110p (i(. Im.Yen,lo,Me,,vJn, elMniutleGeAEyvfvd,Negetl epmkn'enAEr,pl�nbMr41Y1�enpe,igebgsen6NlMtn14e91.�9®nt,wfy,km6rgvee,bmi�"xf of°{m°In'AttmnvreslNvAN1R1. rvppigb®1p154�l IvdlNnet.Yewddo,nne411.hP,obiwellmtkomenl,iroylwm,isp,oAiLLtl.iIAnM,ep.m✓,Ymhw M11m1lrvs,mWwJtlNipgll Orl4ndo,R 3T02 '.. Job Truss Qry Pry Std. Pac./6811 El C AO650478 63184 CJ1 �Truss­rype Comer Jack 12 1 Job Reference (optional) 'Ai ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1.5x4 Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek Industries. Inc. Wed Dec 23 13:19:04 2015 .LOADING(psf) SPACING- 2-M CSI. 'EFL. in (Icc) I/deg Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ved(LL) -0.00 8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Ved(TL) -0.00 8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No-2 SOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-11 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, in accordance with Stabilizer Inslalla[ion uide. REACTIONS. (lb/size) 3 = 3/Mechanical 2 = 187/0-M (min. 0-1-8) 4 = -10/Mechanical Max Horz 2 = 63(LC 8) Max Uplift 3 = -7(LC 8) 2 = -95(LC 8) 4 = -10(LC 1) Max Grav 3 = 47(LC 14) 2 = 286(LC 13) 4 = 199(LC 17) FARCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft; Cat. It; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exledor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) 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-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2,4. 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 PLATES GRIP MT20 2441190 Weight: 7 lb FT = 0 wm:p.mnertnnywr,<m.roe wnowlrmvfrylmlmuwmn.mxonion(momt*ohr111rwnlouuminn v�iryYy.rnemim.auw.m,m�s,lm,oey.u..y(ioolwimoe.d..mu�,rtuY,m.Wne,b..eu mm,,.M,dwmYMertemo,.ry MANUEL MADINEI, P.E WTTdunOnpiM vMpGn<Ifndelvomhrv6d. I,elm+Orip[erynPa,ynidry[oleo)dvwlnnlOvul,euN®nnnmedfnpiafnvimele+gamq,eyov+db[Im M1,49vdavgb umlep4rm JvIW.M1,vi, ml. Meniponvemplm,levfuneeeinv, MenellY+bnrMnrl.dbrutleny,nAdryd MO.m,RrO.niewPoniudepnln Mlarykupn.:MimOedMnCMI1CMb,dkkslrokvtlml.IbypnddbNOedgfi.an,dtlnfm+,Ide6rlvRvr,slmge,m9AeuanlA.u.y JAbdr #Nl]I9i !uedAy nys.uNlirdhlvi6el0euinerredGongn.au¢vxi.nib100vvdM Ped�esMpNefvndh ldi-I[mpevmiWglAwmiee11n9pv16�ANhlrii9enneh,metfnpwnd9vlve. ml klunM,npovuHb,vdlunndMGn,0ei9nr•InuRYlepNveneN 10019 Civilian (it. ImiYMume,nYnvrtnmiefntl lye(n9vOmprtlep.4nhrlrJpolrt,Y.AeL aeLnvvey.Fgge4nutl01M1Arq Gyenwlm...... geenlmvq bv4ul. Y(vpldxCttm,rtenleFmlielM1l. Orlando, R. 32832 (epMpll®IDa411vvl1rmurYnvdYnmux,Pl LyvdmiavllY,dwmv„Yvrylmm,i,padmild.iOneEuvR�o+Jvv6e.lq lvvllns�aAamlYvnin¢PC Jab Truss Truss Type Dry PN Sid. Pac./6811 El C 63184 CAG Comer Jack 2 1 •A0650479 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, deslgnQaltmss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:04 2015.Pgge ID:cS2yUAsdMV4V5ztDIV WpPmH46ST_PG9Y0_nG2mMoJN38XDKOObVN12EcGwuvWay641 -14-0 9-11-11 1-0-0 1 0-11-11 3x6 It LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Joe) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.00 8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Leff 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-11 oc purins. SOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -3/Mechanical 2 = 20110-M (min. 0-1-8) 4 = -18/Mechanical Max Horz 2 = 84(LC 8) Max Uplift 3 = -9(LC 8) 2 = -94(1-C 8) 4 = -18(LC 1) Max Grav 3 = 43(LC 14) 2 = 292(LC 13) 4 = 196(LC 17) FORCES. (III) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterier(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) 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-M 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 100111 uplift at joint(s) 3, 2, 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-dgid 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: 8111 FT=O% tlmoyhm•0rrugNrrn'nr6v"4110NIrt54f{9Wr3Gtll141nYit(OYOmOYf (OSIONr1911111(nOvlOaRn"bn rnAdeygnenm MretloeMa Rn lm,0eye0v'v�9MtlivdYel�IrmtiveL ll.lehrew•4n Wu Ytln+eOn•i.umel•rdengJY NANIIEL MANEINEZ,PE m�drmra.Ibmumwwn.n.mohY•ru4 a.nm4,gvbynuf ,slneorror.rbm,ra.nImo,elrn<m+....Yh.rau.pdnaourr'mmynym.a�evnm.dry.am,.Yhun,drre.d.mlw®ry.Wv mtlserennmlw,,h.�rr�'m,.L M1gpmJAfE•IOAdwrfiMory 0 ant.Lm U.4 Mkd0. #047182 !+^bland•u4t4rlm+Mal4NnlhMr•ywulbld%•0•m,MO.xi+a6rr'urlgrvie%•re]RyNipe,iBr+mu.IMYCO.11CRrbdlvY6rrAdlnl. "a—u rdd lifel0r+'qv+ol4menn.4vmrmenhM10LN0eprnrwe+rbptlEr4erIWYn16'ep(..ywegfeleryidmmoXe•pnlfµ16r6NFInoW4aa.rd<rnedingmnelgatw•. RHdefienro.rewvli4+W44+dMlin+higen,Im+4siOhF.rrM 10019 (A a rNon (if. I-+umAvmn, WnuM•iu41nr1k.rammrf+rJ•p.hncalye0prtrrbnM1d Mfrm+htlgvigeetterpl6•N1iq Aeuge+nim,itlhmFyrtti beghi4,r. Yfoposrtdurmven46xlhinl. arai'MOT115411oelrnwrxmodtlm4•prt 4pedumeedau,dmmeu,meghm,hpd bad.i4• Pn W.fi-kl WrmuYAm'DWIm'M Orlando, R. 32837 Job . Truss Truss Type Oty PIY Pac./6811 El C A0650480 63184 CJ3 Corner Jack 6 1 IStd. Job Reference (optional) At ROOF TRUSSES, FOR] PIERGE, FL 34946, designaaltruss.com Run: 7-640 s Oct 7 2015 Print: 7.640 s Oct 72015 MiTek Industries, Inc. Wed Dec 2313:19:05 2015 .LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dett L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.01 4-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.01 4-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 rue n/a BCDL 10.0 Code FBC20147rP12007 (Matrix-M) 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 2-11-11 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, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 73/Mechanical 2 = 25510-8-0 (min. 0-1-8) 4 = 28/Mechanical Max Horz 2 = 123(LC 8) Max Uplift 3 = -68(LC 8) 2 = -109(LC 8) Max Gmv 3 = 73(LC 1) 2 = 328(LC 13) 4 = 224(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsh, BCDL=5.Opsf; h=25ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=1b) 2=109. 7) This truss has been designed for a moving concentrated load of 200.016 live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads - 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 14lb FT=O% y.dmr t*emommyma„m.Am-LI rdornuamasuwlaaluimaidmaamdndmlaul(1uYk17dfaalima9rrr.m re4k0p vmd,nml.ulmm.,64Trmvm,P rmg;mry.elme kmm!11 11..leh,mmet,led.,e.,. meu.mv.iu,med..eemgwr mlanm,an Pwe„eml...dt.m.lou m o< nKh.T.,may,a.,ae,( , Sv.,;mrryanl&"am Mp,ep.wi,..u�m.. aum ndewmdi es.vir,rm m4116 ImAmie tlm.wgrt lrmserimd w melw®ry,Ma nu. lu dnipms.pwm,i�, wmaim, MAHUEI MABfINEZ. P.E. !mimti6rydm. 44mim,t matminl'nb.,rgnuaryd Rea.xi,MC.oei.wM,'v.doge.ium.W,Mien,ade,niendif,e1C6,ILA.bwlleddq,ede.dn4l. Meppndd& 0 W... W.. rid.i,m,o6faalad4g,m,.g.,im am.460,"kM #047107 n.mW11do- W6, mym mdrmmm. a m,n,n mtuamin Wd P.dinmmdpddmmv.tliU Weg[mmpmeow,M dmmmbelrnprmW5.1b'MmI9Gm,mh..W.,pnertlgvid®e. M4 kmu tlampnbaae... Iduxe,m6.ti.nmu9.n,L.. 4,vimbglm.md 1m.Y .n,.b,.mmenY der ddr.dmmdmy,dmp.m."4d,vfivWmha rmamndedyr m.b1QFilm dmgm,m m1n,o mmtm.nl.maemm+olni_ 10019 Chorllon Cir. rap ,WC a01511mdT.,u,AmmuelxumgPA).,dorm.alNis dimma,inm/Imm,israhlitdribmft,emisov him4l led lrvmrNmmelltnm,pit, 0rlanda,FL32837 Job Truss Truss Type OtY PN Sid. Pac./6811 EI C ^A0650481 63184 CJ5 Corner Jack q 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(galtruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 23 3x4 = 411-11 I LOADING(psf) SPACING- 2-0-0 CSI. DEF.L. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Veri(LL) -0.05 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Veri(TL) -0.08 4-8 >710 240 - BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 20 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 128/Mechanical 2 = 36110-M (min. 0-1-8) 4 = 46/Mechanical Max Horz 2 = 185(LC 8) Max Uplift 3 = -120(LC 8) 2 = -146(LC 8) Max Grav 3 = 128(LC 1) 2 = 388(LC 13) 4 = 241(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cenfilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5).Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 3=120, 2=146. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencurrent with any other live loads. 8)'Semi-rigid pitchbreaks with fo(ed heels- Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •w•p-w.vlwovyrornR W11 oorm=Mffjanrnlun. mrmwmmnowtoulalamonmwm-bn roaperty.rv.mnn,ern.e..m.w,la„ny.m..:pPOgwmu=.nwmu•,m.uM1,v.mmtrm..v. um,:s.an.n<muaae.mA,tlr MANUEE MARTINEZ, P.E. mmin.nM1, phbdor5•Ml. n.lppnk.dd p,vun,onge[epan�,In�rr•p(.nlm<+•am•,pmA,w.Ym,nnwm.•mawdr.�i.i..i••�M1pn+pmaGryMm.en�p•aM+"�•nn,erye•a®i41w.k..•e•, ml. mea.inn+w�n., M1.raAnw ,moFluY•tl..dtlnn,n,Iwvell�divgi,lE•mp•uhiiyd Ax O.n,,YmO.vei,wAnrna•pulm MpdbpOrigva,u6na.tmtlG•RCAn I1CtlsA,d MiayMedRLl. mvvrpmddM•NYNgkYoudm•run,,"vbEg6va4q.nnp•,umlknromd E,v®p,dvnbM ii Ad%IAi ! ores bdnYdlletvod 9kyu�mtl4minpu. l0wrtvulvn'slkNAmalkpvm,noolpWeGndMvuiaagfvu,pvunklvrylmmmmlvepnppvElnEMlylflvA4[ImenMevelimpe.nelpudeme.fl411•rung•mMM1,vddmrt,Adlnsv0eupvr.ImnpNpvngmertvad IAA19(IlAdton Or. Im,Y.uleEna,Wns•%nNulef I6ry WYMogntlel�M1neivAYrvopmnetbnod MLm,oeYgvirynnupol Mrnlfivg4Jg•nclm6plrniegeeeJnegleb®¢II(vpiehlmnlneevlefiilblM1l. LppnAW®poI1A l pantirmsn-MvnwlYmMex @. lep,aLmovdwammen,vo.plum,i,pvElpnearikvnnwpe,mi,tivnhvm Ml taollrnses. WvodnvmvezpE Orlando, R 32832 Job . Truss Truss Type DN Pry Std. Pac./6811 El C 63184 CJ5C Comer Jack 2 1 A0650482 Job Reference (optional) Al ROOF TRUSSES, FOR PIERCE, 1-1-34946, design@altruss.com 2x4 = Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek Inc. Wed Dec 23 13:19:05 2015 .LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.05 6 >999 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(TL) 0.01 5 n/a We BCDL 10.0 Code FBC2014/71312007 (Matrix-M) Weight: 22lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2'Exmpt' B2: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 105/Mechaniml 2 = 34310-8-0 (min. 0-1-8) 5 = 88/Mechanical Max Horz 2 = 185(LC 8) Max Uplift 4 = -84(LC 8) 2 = -134(LC 8) 5 = -41(LC 8) Max Grav 4 = 101 1) 2 = 378(LC 13) 5- = 256(LC 21) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 2-12=-254/192, 7-12=254/192 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This tmss 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 100 lb uplift at joints) 4, 5 except (jl=1b) 2=134. 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 xmul.r memmeerma,.rrimu"I loolmnusnnullminnnvlumwonionrmlomrrum1emorunevm'roam rmipary.pmemimnar..a minnma+rm+orry.on.sllml rrenrre.mlllmfiem,rilrurrn.wnerm,rrn a.ernm<r.Mnmrennrtm,wr MANUELMART110J.1. kM mumbllmn"m mill. 1,11) EemM nden, eitlirymxuueliMimrMglopiopn0.nyoeri'4111Ar0.ni,ME.mirniEsir.lapniv 0.rmldykyen.n4nwr.�dArtmC�411CM4WEuid.lMndRLI.IpegprvelJMelWdmrr�IlmdiMlrmr,idiiegAodGgJmryr,uuA.unmlpmy,Jvpbm. #047182 i reynribWldMN6eppeupm,mtlremmmr.lr.run+nmlY0.NpndmepermerNpo4e4endMe ltl4apxnhrrryWmevM.flMIdGmNSYniWInnmmehrnetllerpmrrdgedeve. mllebn0ernpr35m+.JWunelRatm+Myxr innom9.4grc.reoE 10019 (hol ton Cir. Irro Ymdmm,nYv+eMrix4lmNhe[nl,NvpinlThnOypl vOpmRn YreM1.t NlrmvpeyeFjeenbrpl0.1ep3,10.uyrom ml,netl,InNgnn ImurYilbr. Y(rylmrelttm,..nl,rm11e1M1. nppi&QNI5l l ledtnmrxmod Ymrtv.pll )epeeroue.draidoomm,amylvm,4peddnetlri8.rinnpn.emmhem411edtmnn YomdYnmmyLL 6rlanki, 1t 32832 Truss Truss Type Qty, Ply Std. Pac./6811 EI C r6031b 84D01 Common 1 1 NA0650483 Job Reference(opt'o all Al KUUF IKU5Jt5,FUKI PIEKGE FL34 b,designgaltruss.com Run: 7.640s Oct 72015 Print: 7.640 s Oct 72015 MiTek Industries, Inc, Wed Dec 23 13:19:06 2015*Page ID:rS2yUAsdMV4VSeDIW WpPzmH4fi-0r69hmeVOWI4AWARo6=QfyO_BmoxvjEN?aSy64r -7<-0 4-11-3 9S6 13-11-9 18-10-12 20-2-12 1-0-0 411-3 44i-4 4-6-3 4-11-3 1-4-0 t5x4 1 4x4 = 3x6 = 7x10 MT20HS= 3x6 = Dead Load Deff. = 118 it LSx4 II jo 91M 18-10-12 ' 919£ 9 5.6 Plate Offsets (X Y)= (2:0-0-0 0-0-41 14:0-2-00-2-41 I6:Edoe 0-0-41 LOADING(psf) SPACING- 2-M CSI. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.36 8-16 >628 360 MT20 244/190 - TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.38 8-13 >595 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WE; 0.69 Horz(TL) -0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TPl2007 (Matrix-M) Weight: 89 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlms. BOTCHORD Rigid ceiling directly applied or4-0-11 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 = 944/0-8-0 (min. 0-1-8) 6 = 944/0-M (min. 0-1-8) Max Horz 2 = -123(LC 9) Max Uplift 2 = -525(LC 6) 6 = -593(LC 6) Max Gmv 2 = 944(LC 1) 6 = 944(LC 1) FORCES. (fib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1357/2498, 3-4=1007/2135, 4-5=-1007/2135, 5-6=-1357/2497 BOTCHORD 2-17=-2057/1159, 8-17=-2057/1159, 8-18=2061/1159, 6-18=2061/1159 WEBS 4-8=-1526/533, 5-8=-383/650, 3-8=-383/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) 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 noncencument with any other live loads. 6) ` This truss has been designed for a live load of 20opsf on the bottom chord in all areas where a rectangle 3-6-0 Lall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at —lb) 2=525, 6=593. 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, noncencurrent 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 xmo:p:rwuunwymrrntr.m'Ml roof npmryunl, eCleulaY[smnpinox(m,ouPfdNalAmomtoaulrkrm..endrenyer=ern+eY,e[d..Mndprm,p[yaa..glmo)ru[Iladxenuer2 Pd.rm.9:mbd.r..n. mdn,[on.ivam[Ammm0.s Pird,emenn rm:s,bpkreelndeloom:,.pae.un,pnpuy.of=, sw�mnuP..nln:rrm..®rrppr.p<rrm[..rrgw�.am.xdn,ienny [[rymx�thryl.m.dnindm. �pefrn,drp,nd..mmp.ry.r[rml. me[rx. n,..pem.I..mro,..�.n,h aANNEL MAREINEZ, P.E. rmarrnrdisrw„dn=molar+yxror,.w.apsird�rp,n�,o<o..r,..Are,iaeogmvm.Pu,pc cp.n.:m„mnidA<ncn.ur.alnde.aed,e[.arnl. nryy..ma,e.ropwnrsrm.,,rim.nn,,,.nr�dAndoy,w,p.,he.o[�.o.exe;admbnr #047182 ! rnprn 3fiMYddrld(iypni9.n[od[mnMn. Nenerurrhgrropr&Ironin,r9.�[4nndi4 ropbop[omlr^MStlq/Idwmp6onpulwSMfoR ej LdnerzhisuedMpndrdemv[.Inl rid m[,[,pn,ux,..dear,ex.norrp„q.n,n,,,p„g.ms.,[,.,�d 10019 (horlton Cir. irnrYmilgma, mrntetXerrt.[eefwed trr[[NrMegropnpnifm9 Erdlpmfnhedre6 hl�vrvp.xgobginnhlWlM Wdfmroeigm rlmsSWrntryren Ye awe:p. mr.pea:,eernr..ndana:m i. Orlando, FL 32833 (omigAl®fold Ml Wdrrvm,-Yanueltlmnoryl.E Pepmdvnwol%h domm[d,is[erh,ispoAiEnedrM,rnmepnmsvenfrm MlPr Lug[nWeuelxm'mgr2 ob ,. Truss Truss Type CITY PIY Std. Pac./6811 El C A0650484 [63184�D02 Common 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.aom Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 72015 MiTek Industries, Inc. Wed Dec 2313:19:06 2015 Page ID:cS2yUAsdmV4V5z1DlW WpPzmH46-Or69hmeVOWI4AWARo6meQbL0_motvjEN?aSy64r. 411-3 9S6 13-11-10 18-10-12 4-11-3 46-4 I 46-3 I 4-11-3 3x6 = 4x4 = 7x10 MT20HS= LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Inc) I/deb Ud TCLL 20.0 Plate Grip DOL 1.26 TC 0.96 Vert(LL) 0.38 6-9 >601 360 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.39. 6-9 >577 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Hoa(fL) -0.04 5 n/a n/a BCDL 10.0 Code FBC2014/ PI2007 (Matrix-M) 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 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or3-11-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 85010-8-0 (min. 0-1-8) 5 = 85010-M (min. 0-1-8) Max Horz 1 = -117(LC 6) Max Uplift 1 = -472(LC 6) 5 = -564(LC 6) Max Gmv 1 = 850(LC 1) 5 = 850(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when Shown. TOPCHORD 1-2=-1365/2506, 2-3=-1012/2144, 34=-1012/2144, 4-5=136512506 BOT CHORD 1-13=-2126/1168, 6-13=-2126/1168, 6-14=212611168, 5-14=-2126/1168 WEBS 3-0=-1536/536, 4-6=-387/651, 2-6=-387/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Dpsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope)and C-C Extenor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3)AIl plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load 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-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=472, 5=564. 8) 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, nonconcurrent with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Defi. =118 ii Iv 3x6 = PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 81 lb Ff=O% xmv:y.re.wo..yeh,...m rimwnmselmurinumtlnurtwomoiaconoiurfr�rlumintotterraa r.rice.y.pmanmd,emumnm,rv.,omy.m..ypoclwwr..awrsuyrtr.m...mme.l..x oan:.v�.r....e.m.mo wh MANOEE MARTINEZ, P.E. sid�n.r>ma+NrwaaNa.loosN.ma I,olm,ang.eyiaoC.sp,mrha�.l4..d..nlw,rn..b.avao�a•ram.r�.rna.d.mmer�.o.l�rlaeee,aqeaamral,nleepmaum.loo.h..dnmi. a.eeayn*.wr.sues.r..eo.n .n+uh..e..aia,lm,l..nlba.rnn.�•w��nprmn.o.. e,a..r,..n,m,e.s... ro,ramnr..,.a.,.maditi<irc�nem,.awac na..wm�lm.rw..dmn.mo.m.ru.wwam.u.,x:urwIdd,d n......4,,o,..dmwy,,waw #017181 J ,.,..msay.lm,wc.roar....arum.m. u.m,.,woa.too..en.r.mll.mr:e,a..en.easlm.w.nx!m�dw.m�e.nMwacmahm..euu.e.t<,<..ewa.,,drn...rule.a,.,m.,.,w.�u�...al.c.:.rm.n.,,oms..,u„�oe,y.ms a,.a 10019 Charlton Gr. Ira,YadWm.,o.Iw.Ro.iu&Nod by. (ahad.y,neryu N oo"bY 4Fmfi koket N1nn WJp 6,., i, ON k4b, N,igai a4n,flA. hgo..da Moudd, 0(.pb6 dtek nm l5ueklm. Napi,b1Q8614hdr..a.w..aumr.nr.r.upm.n..dmae.,®wi,m..ym.,ilw.manor.eeam.ap.ae,a..tr.aelmdr.l.l. u...IN .crt Orlando, Fl. 32832 Job Truss Type Oty I lY EI C 63184 E01 FZOSMSmon 4 1 7dPac../.(811 +A0650485 (optional) At ROOF TRUSSES, FORT PIERCE, FL u4945, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 1.540 s Oct 7 2015 414 = 3.6 11 31,6 11 3x8 = 1.5x4 11 4x4 II Inc. Wed Dec 23 13:19:06 201 to LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.02 9-10 >999 360 MT20 2441190 - TCOL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.02 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Hou(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 781b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except` W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 Right 2x4 SP No.3 1-6-0 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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. (lb/size) 11 = 710/0-8-0 (min. 0-1-8) 9 = 523/0-8-0 (min. 0-1-8) Max Horz 11 = 259(LC 7) Max Uplift 11 = -344(LC 6) 9 = -232(LC 6) Max Grav 11 = 710(LC 1) 9 = 578(LC 29) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 3-4=-567/478, 6-7=262/404 BOTCHORD 2-21=359/644, 11-21=-359/644, 11-22=359/527, 10-22=359/527, 10-23=-298/272, 9-23=-298/272, 9-24=298/272, e-24=-298/272 WEBS 4-11=-616/1007, 6-9=-474f714, 4-10==186/369, 6-10=-21M96 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 100lb uplift at joint(s) except at -lb) 11=344, 9=232. 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 xm®Iwem�e.gdne,e.lk-4l roolnmmt�arl.anulmusmlcmox,<ImomRodr7union�snrma r,hdrvwr�*nr,mm,eam.molar+o.y.n..:nl�iml�u®almn..sriuxa.es..nwnm o<I.,vm�.M:i.rtewa.In,M oul<..m,p�v„Imom.wmn.moal...cd.n.lr„,o++b.urn..W,pdaruo:rmla,.A...ryaa,w..vnoom.cam+.mwp�d.a�.,srM:rr.l��urbm.aral.amwxx.r,dawa..mmoM.rm ml_Id.ads..�rw,,mmm,.,cm,.,. MAHUEL NARFINEZ, P.E. i„nman.d..ars,m„+,mrraa,s;,m,,.ym.u'nddao.. n.o.pr,.Awn.a.sm.n.r,ranpewm,.dmr,m.nda.nuwi¢pax,dw�wpmdrvdml.n..lw.dan.mo..a.rr�e.,.am.n.,,:Aanl.a+sa.m.mmwr...dn,.ur.ad ma #047182 prpnradrydme Wdep Oe+'gssreod Onnoaa,.4em,prMuWlpaOei@vpo�ee,vdvdkFmdrkre06vgfomponvdfAery lAgm61a1r60 nark)%nlwlxdperdpemelln pmel�dvme. mldAw,mvrnpauSSM+eddmrt+AMfimhdlpr, In+rpe+geLgmenrA rm,v.cona.�.e,er,.mrr.amaA.rub.wm.aw.e.p.i..,rs,s%ar.A.m.e.,e. no.+vmgoap�..,awm,rwnno.y.r.lr.,,sp..r.y:r.l.,nwamr. g1�.4,em�p.e.:x.mei,nu. 18819 (hodlon Cir. 6,gba20151.1 Idol rrmu-b!RuA Mpr.'U.lepredumee dmisdempeAiuerylum, i+pdiEded N4 Twryrmk,ioe6em41 red lanes mwdW2nyr.L Orlando, FL 32a32 Job truss Truss Type Ply Std. Pac./6811 El C A0650486 63184 EGS Monopitch Girder �Qly 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MTek -LOADING(psf) SPACING- 2-M TCLL 20.0 Plate Gdp DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20141TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except' W3: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-7.6 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) 5 = 1721/0-5-8 (min. 0-2-3) 2 = 74010-M (min.0-1-8) Max Horz 2 = 185(LC 6) Max Uplift 5 = -845(LC 6) 2 = -318(LC 6) Max Grav 5 = 1870(LC 17) 2 = 984(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1562/421 BOT CHORD 2-10=-473/1389, 2-11=-474/1392, 6-11=-474/1392, 6-12=-474/1392, 5-12=-47411392 WEBS 3-5=-16591565, 3-6=38311535 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 2x4 11 4 3x4 = 4x6 = CSI. DEFL. in (loc) Well Ud TIC 0.19 Vert(LL) -0.02 6-9 >999 360 BC 0.47 Vert(TL) -0.03 6-9 >999 240 WB 0.58 Horz(TL) 0.01 5 n/a n/a (Matrix-M) 3) This truss has been designed for a 10.0 psf bottom chord live load nonconctimant 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-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s) except Qt=1b) 5=845, 2=318. 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) 1442lb down and 447 lb up at 2-7-4, and 959 lb down and 457 Ib up at 4-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=70, 25=-20 Concentrated Loads (Ib) Vert: 5=959(13) 6=-969(B) Inc. Wed Dec 2313:19:072015 PLATES GRIP MT20 244/190 Weight: 34 lb FT=O% Nmoy.l4w, MeryYy,em.6'4110NIINYf(41111't GYFILL111R{(OMOIIIOR(OSIOYf11'IpYl1)A(tlONf06W11'Imm rndydn5epeivmM.d,eN.eleteo�im[h+v^Y^.:rin%wlNVYorxlYmtlw4lLrelnem.&elklveou.Y3.sMm.iyp0eda.0e NY,Nr MANNfL MANFINEZ, P.E. xhl,wxNi ddxddEemdtrMlW YY rd6 ha4n.kup4penQySpnvlry6pnldeadaeonloA,epremmenm,nhmrolhegdnvwdevneehp,eymli6rylvq dM] dmewQelim. deprtlxib NOwlr.Nnlltl. Nrhuµnssmpkm,hoQ r�Waim, mad.ur.lvxelni,(n,.ln®re�dd potlexyevilbtrydtl@NNOMO..r.m6mu.d.pmnde Miey¢nya,aria,ennidJrciv(,iY4Lbkdldd.g,JeWRLI.@egpnvld�6e NOdR&yexddel,x,,'m46gb�,gw,n.,:aeu tiw MMn:r,ndbb. }j 047181 ,ny,hard¢ewuvp.:pw,xd(xr.x,. n.m.mra:mmowdme..ua pmeYxd.Yr a(�rmmumvm�md•pnup,uadgm.mswm.mne..dinpeMdp....m I0019 Chorllon [ir. findlaanex.asd.,edmY,aan,noNwn.rmeo.:�uF,=we run,,nv,�nM.n.mY.eh.rm.emex.pm.mygvepmnnbde.t men,o-y.ryenuwtdr�p4�gw�m(w,.tN•m(y.n, (..nrad:r aayavam...nhYxem.l. 6'i'Ar 4ppigN4)IDI141 roonmwt.YwnlYmimet PL repwdmAeedditdmvmx,ivwrfmm,ivpdo"iYdiAmnenpmi,vxM1m41 Odpndp, FL 32832 Job Truss Type ONPN StdPac/6811 EI C 63184 EEG7 Jack -Open Girder 1 1 A0650487 Job Reference o tional A7 ROOF TRUSSES, FORI PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:19:07 20154page ID:cS2yUAsdmV4V5zlDIW WpPzmH46-slgXuBbGGiecUSM?Vdr8syy6oKNl_2yu7Z7uy64r 3-0 6 6-2-0 3-0-fi I 3-1-10 1.50 II 3 2x4 = 3x6 11 3x4 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.03 4-5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.80 Vert(TL) -0.09 4-5 >848 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Hoa(TL) 0.01 4 We n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 30 lb 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. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1454/0-8-0 (min. 0-1-11) 4 = 1138/Mechanical Max Horz 1 = 187(LC 6) Max Uplift 1 = -295(LC 6) 4 = -329(LC 6) Max Grav 1 = 1454(LC 1) 4 = 1138(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-1558/286 BOTCHORD 1-9=-391/1377, 9-10=-391/1377, 5-10=391/1377, 5-11=-39111377, 4-11=-391/1377 WEBS 2-4=-1552/441, 2-5=-173/1178 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord me iced nonconcurreni wnn any Omer nve 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-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=295, 4=329. 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, nonconcoment 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) 685 lb down and 12316 up at 0-8-12, and 682 lb down and 124 lb up at 2-8-12, and 682 lb down and 124lb up at 4-8-12 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 (pit) Vert: 1J=70, 4-6=-20 Concentrated Loads (lb) Vert: 8=-685(F) 10=682(F) 11=682(1`) xawe.con:min;xnne.m•�Irocrrvn�C�dtca[runusamsomunmmnrrrxrlunonoaurra..enhedwvh4n,,,:d„wm,.m,rm,o.,'ma,.cotn%.am.n...le,ncrtu�„a.�ne,t,,.,.. oo&,,.a..a,e4.e.m,mo.:.ry ftANNFL NARINEZ, P.E xteLuweapan4tllanNMd,rWaa,v6l b.fin, a,iaapmn W.a:nogr.ew,4k, „d.. W mo„n,xmeemepam.d6.wdm'.wle,eon,.nnp laybeeeea.d^_•+vg4 rn,e:pxlua.ImwA..4nm1. ffieey.eweprsvEbeRpmbfiwi. weardwdn,un,mvrre;ens,aaA..b3aa�aa.w.f.,o..r,.�vue.y,n.rt.eat oo.,aW..itr,wmdmnGa,nCaaamatmoo6ommLmww.,dim.uem.naa.ndhtm,. rt�.awq,.:vanwdd.n,tsxm, #047102 n,.narram.eaeraec.,=er.,e�.wm,,,nu:amrmw.��dr.uu.,nmaar:e.a��ru.®a.ptgMuaeMmdvu..,.rt,..vome,.,,a ruler.na,,,e.,aa,rim:,dn,u.,,e.q.,,r,,,,o:.,�.,,aa 10019001110nfif. n,humus,u.,..roertn.:ve,p.ab.ewawa,m.r m.�e,eh,mo.r.+emma.mnvuu+'w.nwrmeaaeaw�n.u.,nrw.tM•vxwe.eW erw�•emnn.t•�eom.l. r.enke®arstt eomw„n�u.,wx.r .,,rt a�em�aaeaa.�.th.ne.nNr�s:=ean.,m©v.�+�hn®w•I e.u�.,,n�w�lwrwcr.t Odondo, FL 32837 Job Truss Truss Type OtY Ply Std. Pac./6811 El C A0650488 63184 EG7A Jack -Open Girder 1 I Job Reference (optional) AT ROOF TRUSSES, FORT PIERCE, FL 34946, design@albuss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 2313:19:08 2015 Page ID:cS2yUAsdMV4V5ztDIW WpPzmH46-KEEw6Xbul?mTJTgZYD84h3V74CipEprCBYs6fLy64r 3-0-6 6-2-0 ' 3- 4O I 3-1-10 ' 1.5x4 11 3 214 = 1.5x4 11 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War Lld ,TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.04 4-5 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(T-) -0.04 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 4 n/a We BCDL 10.0 Code FBC2014/TPI2OO7 (Matrix-M) 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. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 524/0-M (min. 0-1-8) 4 = 369/Mechanical Max Horz 1 = 187(LC 6) Max Uplift 1 = -212(LC 6) 4 = -282(LC 6) Max Gmv 1 = 729(LC 11) 4 = 601(LC 17) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-744/214 BOTCHORD 1-9=-326/661, 9-10=-326/661, 5-10=-326/661, 5-11=-326/661, 1'F-12=-326/661, 4-12=3261661 WEBS 2-0=-745/368, 2-5=119/567 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot--lb) 1=212, 4=282. 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, 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) 283 lb down and 82 lb up at 0-10-12, and 173 lb down and 130lb up at 2-10-12, and 1731b down and 130 lb up at 4-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 5=-65(B) 9=-222(B) 12=-65(B) PLATES GRIP MT20 244/190 Weight: 30 lb FT=O% xmmer lmvnnp,argfea.me•aa eocnaxsMfsxdulmmux�am.arnarosremr(:rtrtnx;o-lxloourrlm,ti re,ryaef�namnnfomfrcdaln.em,nn,Deco,da.mpmgGdm.fu5:neaea:riam®:emmhsf..,.. otlm,pm•,an,sdppmetm.nq 'aglel MANNEL MARTINEZ, P.E. ''.. &ldmmeaapkn'�kwdl mvt00rokrdA.4 i h5a6q�um[w.S�mRrEgimL�+ntlevgaUf<rymohnssaplvevi6epAniwdeogmx�g,•,PpohSry'a 4edngvdSe mad r wag =d ml.le wrr �aa,tp�mppx 'waolSirdevi@+Invlm�ytiiep Mmpw4didi 0 .+O+MteeBmiadgMamvM'Itylr+Ps;mfAenNaolmvxCMIBLMkd6 ffigMvMRF1. 14epPo,danbW9c/ ;,eV tlmvi r@+ferdmuaay. lwvf rmfaARnvmdbumg.fMYEvtln #047102 npwNYrdme[ddq Yey xue Ynn eftl ,Y RLoedfNremuneypNdnsA 4liryteegeumsdsry WmmYenlltl4ldFilul6rinwdSlGmneivrc.ndMf P'd inl Lvt lempesn3Lwwlxu+dfhim+hrgm.l n,k yG.jwe, cod 10019(hodfoo (jr. f,n,Nmdmlun,uHfsert,•vTvl,fiu!lyr[weaey^rcdnmunt3EyApm6n8Nrzd IYIrn,Gtigekrynn Wrde Wlfmy Nyenn4on Snfmfog�peninoq EdlEop. dp(e}A{vvdM_f vemeevl6RAl. Orlando, FL 32832 cemirrf�'misn�l E�llfm,n.xm�alaafwwa emptywdm,dpmr+upwt.F,ancro;nd.x,.dn©prfmna.wnomklr=duo„rc�npndwaa..arr. Job Truss Truss Type Oly C63184 EG76 HalfHip Girder 1A0650489 =StdPac./6811EI na0 Ai ROOF TRUSSES, FORT riERGE, rL.wana, cesigngai uuss.wm rcun: /.84U 5 Uct I2U15 Pont /.6405 Oct 7 2015 MTek 4x4 = 1.5x4 II 3.8 = sxa = Inc, Wed Dec 23 13:19:08 2015 Dead Load Dell. = 1/81. LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(L-) -0.20 4-7 >369 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.29 4-7 >247 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.01 1 n/a rue BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 26 lb FT=0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No-3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-2-10 oc pudins, except end vedirals. 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. (Ib/size) 1 = 489/0-8-0 (min. 0-1-8) 4 = 392/Mechanical Max Horz 1 = 125(LC 6) Max Uplift 1 = -226(LC 6) 4 = -219(LC 6) Max Grav 1 = 754(LC 11) 4 = 730(LC 15) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-sewnd gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 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 nonwncument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except OV-- b) 1=226, 4=219. 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, nonwncurrent with any other live loads. 9) "Sernkrigid 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 suRcient to support concentrated load(s) 52 Ib down and 74 Ito up at 5-7-4 on top chord, and 273 lb down and 73 lb up at 1-74, and 2561b down and 98 lb up at 3-7-4, and 219 lb down at 5-74 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 (pit) Vert: 1-2=-70, 2-3=70, 4-5=20 Concentrated Loads (Ib) Vert: 8=52(8) 9=-148(B) 11=116(B)12=-24(B) Job 0 Truss Truss Type Oty PlyStd. Pac./6811 El C 63184 G01 Half Hip 1 1 A0650490 Job Reference optional A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com 48 11 Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek 4x8 II 4 Wed Dec 23 13:19:06 2015 Dead Load Defi. = 118 a .LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.91 Vert(LL) -0.17 6-7 >827 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.31 6-7 >458 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 70 lb FT = 0 LUMBER - TOP CHORD 2x4 SP M 30 *Except' T2: 2x6 SP No.2 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or4-1-0 oc pudins, except end verOcals. BOTCHORD Rigid ceiling directly applied or4-10-1 oc bracing. WEBS 1 Row at midpt 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 = 195710-8-0 (min. 0-2-5) 6 = 2508/0-M (min. 0-2-15) Max Horz 2 = 219(LC 8) Max Uplift 2 = -863(LC 6) 6 = -1417(LC 6) Max Grav 2 = 1957(LC 1) 6 = 2508(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=2767/2517, 3-12=-2574/2434, 3-0=2163/2124, 5-6=679f705 BOTCHORD 2-13=2109/2142,7-13=-2109/2142, 7-14=2248/2239, 6-14=-2248/2239 WEBS 3-7=-70/266,4-7=-173/271, 4-0=-2808/2847 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCOL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and light exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=125 plate grip DOL-1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load 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-M wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=863, 6=1417. 9) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pit) Vert 1-12=-70, 3-12=420, 3-5=-420, 6-9=-20 x..yn..m..nsr„rx.III 'u tool nm5marlunulmrr(III MANUEL MARTINE2, P.E. •f4m.roi n0,ep<uvhuvmp6me N6.pJnmelegomsr.epm,tllryM1vme W9vdm.,ipl.imf deptrloo W IUmdl...�.�rnl. rbl,up.mvynm,bebp,wSoion, ..�vrMilt .nau.,,f.'tu6':n,,.,r„,u.opdm.a..,,III a..r,�ad. . m.eaeyhsk.,.m,,.WHOM, numIll. m.U,am.mor,.rrw.,.n:�wmalyM6N to047197 oardMqu�wr.. a.4..nMt rm,mr.w�.,..:,,.m..,.kramk.r emm.d.n:.mrohmw�,,:.+.mnu.,o.uq.iy..,xwrme.w.rr.er.�.u.,,rru..ui.,,l..•rmw.r. urw�.amm...xo,a:ml. 10019(horilongr. [etnirN®1rI1k14dlrmm xmwdtivmoq N. 4ped.ti.dtl:,Remm..,i.mrl.., i,pvdiped.el.,d�.pmi,um M1m 41red I ...Ynmdrma.'Pl Orlondo,FL32832 Job Truss Truss Type Oty PN Std. Pac./6811 El C 63184 GO1A Half Hip 1 1 ►A0650491 Job Reference (optional) At ROOF TRUSSES. FORT PIERCE, FL 34946, design@al lruss.com 3x8 II Run: 7.640 s Oct 72015 Print: 7.540 s Oct 7 2015 MiTek Industries. Inc. Wed Dec 23 5x6 � 3x4 = 2x4 II 3 4 5 439 11-11-4 12.p-0 4-3-9 l 7-7-11 12 Dead Load Defl. = 1/8 ii Plate Offsets (X,Y)— 12:0-2-10 Edeel 12:0-2-11 0-1-11 13:0-3-0 0-0-01. 16:0-3-0 0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ved(LL) -0.20 6-7 >691 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Veri(TL) -0.33 6-7 >428 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Hoa(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 70 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 `Except' T2: 2x6 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 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 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 629/0-8-0 (min. 0-1-8) 6 = 525/0-M (min. 0-1-8) Max Horz 2 = 219(LC 8) Max Uplift 2 = -225(LC 8) 6 = -249(LC 6) Max Grant 2 = 629(LC 1) 6 = 525(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-6701491, 34=4971506 BOTCHORD 2-12=505/490, 7-12=505/490, 7-13=505/445, 6-13=505/445 WEBS 4-0=-544/648 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=6.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=225, 6=249. 8) This truss has been designed for a moving wncentmted load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconwment 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 xviq l4auennrelarner4r"41 r00FIHry45(4I11(1nYpLLRln4[OMIIIeM[MWltrmnlmOxlrNF9lrfNa rnrylnAprmrtlrn M,ne,oWw M1,Im,Oniy PemrfAnvl6rYmelrmMe4rlrrMrtx.4nMb. w. poY„obnnn JPdnrM100,W( MANUEl MARTINEZ, P.E. tile{rmmEn plAnJf brseMX.N4bkmid As.Im,Yepo Ngiwv4.,,$ridlrfryi,vlR.udnvrl4Yrepeumroertnmetlee Mdntiwlery,rvgmpnbtry46rervenJ@.iep6lnreepleeu W R9wlr,wln IM1I. hlniynwrp4o5lw5rlrpvA4w5 ....adourleniin,borlrifmrbb<r.ymi61ryd0rOrm,bO.ni,Wniu/gran AnWbS,yprry.r,iile,r.4tld0r11(pAll(6.Mdldiqu4Wrv41.@eorpanldMlAOmd.grrneu dtl.Ln4�+dgAu�r44pyr,a66amadhotlyrbJlMb It0411D mwmxrdmumrwrq.rdmmw.une,mmbmmeneap.wnrr:arc.ndtreele.rl=.r�nammw®m.Popn4smNermnevunnren..eirtrwndrm®r.��eh.rre,rr.conarm,wma,dmrm,orog.nrm,unymd.,.,.a 10019 (horllan (ir. Im,Abwr.ortn,non.mrnwerr@eq.om.n,yray�mna..Igmrmb,b.s.,n irl,monyrbynrravarwr:wyor,yn.Im,Irre.r.rxrtmwre.�r. mrr�4..enrmnneuwablrv�. mrvJoei®IouA•I r.,mnn„�x®.dAmmmr.,et r.rr,e.u...Ieu,e®.a,xe.yl.rm, bn.nanm�rn„mmy,a,d..nw41 mdtnw,.x.mdx.neecrt. Orlondo, FL 31D3 Truss Tress Type Oty Ply A0650492 [603184G02 Common 5 1 Job Reference (opt'ona0 Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@allmss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:09 2015 Page ID:cS2yUAsdmV4V5ztDIW WpPzmH46-pOolJscWOJUKxdFl6wfJEH2AMc2_zHILPCcfBny64r% -1-4-0 6-0-0 12-M 13-4-0� 1�1-0 6-0-0 641-0 14 -0 4x6 = 3x6 II " 3x6 II ,LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20141TPI2007 LUMBER - TOP CHORD 2x4 SP No-2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mfrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 63310-M (min. 0-1-8) 4 = 63310-M (min. 0-1-8) Max Horz 2 = -218(LC 6) Max Uplift 2 = -255(LC 8) 4 = -255(LC 9) Max Grav 2 = 633(LC 1) 4_ = 633(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-699/504, 3-4=-699/504 BOTCHORD 2-16=1241488, 7-16=1241488, 7-17=-89/383, 6-17=-89/383, 6-18=140/488, 4-18=140/488 WEBS 3-6=-88/366, 3-7=-88/366 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) 1/defi Ud TC 0.65 Vert(LL) -0.11 6-7 >999 360 BC 0.66 Vert(TL) -0.16 6-7 >886 240 WB 0.14 Horz(TL) 0.01 4 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and light exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=255, 4=255. 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, 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 1.Sx411 to PLATES GRIP MT20 244/190 Weight: 64 lb FT=0 xmvy.Muame9alnm0e"I loornMMr%ur}maY mM(malnoGanlaOtmnalArnonmp arras vnar e<,q.rneo,nenem,<mmmwm,Ira+e.3. o,.mypoNwmeewarm yrtmn<.<n...W ,<. o.>n,wm.i,<,mdeemlao.edr gANNEl.MAR1JNEZ,P.L WUA,e.e<m,r'e<,+Imne<.,<ah,aemnmk,idA+.I,we<y.r.gi.<,P�,N<am7tni.<„la.+<ot=.wloonr,<,<m,n.nr..<.IwewJeaomlap+e.iq,.p®ernrlea6:y.elme,:grorreneeeveeo.a.mnmr..a<� MI.we<r...,mpb,, k.a.y,mtioo.v, +ikhlll.e<ndiM,LexSn.erSdFopnl6.mrxuM',rydllrt0aai,dn0.e•.r, nAwu.eegen®An4i6y0ng.n,u4k,m¢n JroenL n<I9CMel+dbddmr<ae<melM1l. RegpeNdlMNO udeerkHeurfdeLn+.'mSdylw6g.+mngv,aod.nmmdbteooyaoAba�e 047I82 m4d n+p.,aar.lmer.aano<,A.n..cr.n,e«.acre„nwAael000nan:wm,<,.m¢.ia,u„nn.wse5m.w.<n5dmmr,,,.n,opnpra5meehln.mvn.<,<m..<em�e.n�.ipa®e. .I a<r <+nen,ow,acre,.wa,n<+olm.u.,+oew.n.rm:odgnmr.=ene>a 10019 Charlton (if. Ira+xeml a.yw<,wro..,.a<reaper..wa.y<wep.n.m.rh.aPn<,b.,n<a.mr„noui+poln.ldmeyo<aprear,w5ry<re[.pa<n l...aaaer.mmpdeenm,.. effimml. 1ppigb5ID15bI WIT ..... XoWM ,,,PL IeW^d.�i000l,Ei<dwm<m,ueoy5am,i,poAd'ned.dlttilleapemnilon M1em A I hOT...... anlawm,?L Orlando, Ft 32037 Job Truss Truss Type Qly Ply Std. Pac./6811 El C 63184 G03 Hip 1 1 l40650493 Job Reference optional Al ROOF TRUSSES, FOR i FiER E, rL 44a4o, aesigntaanruss.com nun: f.b4u s Oct / 2ulb Pnnt /.640 s Oct 7 2015 MI Iek Industries, Inc. Wed Dec 23 13:19:092015 Rage ID:cS2yUAsdmV4V5zIDIW WpPzmH46-pQolJscWoJuKxdFl6wfJEH2CRo44zlwLPCcfBny64A -1-4-0 5.0.0 7-" 12-" 13-0-0 1-4-0 5-0-0 2-" 5-0-0 1-0-0 5x6 � 4x4 = 3x4 = 1.5x4 II 3x4 = 3x8 II 3x4 = 3x8 II 5-0-0 7-0-0 12-M 5-0-0 I 2-1M ; S.rlll Plate Offsets (X Y)— (2:0-2-10 Edgel 12:0-2-11 0-1-11.13:0-4-12 Edgel 15:0-2-11 0-1-11 [5:0-2-10 Edgel LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.05 8-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.08 8-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.10 Hna(TL) 0.01 2 We n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 64 No 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 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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 guide. REACTIONS. (lb/size) 2 = 63310-M (min. 0-1-8) 5 = 63310-M (min.0-1-8) Max Horz 2 = -184(LC 6) Max Uplift 2 = -248(LC 8) 5 = -248(LC 9) Max Gmv 2 = 633(LC 1) 5 = 633(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-627/495, 3-4=-049/528, 4-5=-628/495 BOTCHORD 2-17=-1551445, 8-17=-1551445, 8-1 8=1 54/449, 7-18=-1541449, 7-19=163/446, 5-19=-1631446 WEBS 3-8=-38/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) zone; canfilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL--1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100lb uplift at joint(s) except (jt=1b) 2=248, 5=248. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard xm®9.M1pulbmee9dlm,v.le 11ION1Trffan LtEn GFFe1mUg1memo,wr •ldmeeedo, plded ore.wt.,ee loorune«a<,.u.,,w,inugse«(,fpe�mr Ey..l�se,de.mloo,.RmeR®w.p®cooknde:,imie.d.ee,y,ep.,a.uymm.eedperim.,:giea«:eepmeooiumo.h..d«rh�.lfieeua.ry,�eMANORMARTINEZ, Pi ' ,aleSEiledouellti,imtlneq oafq,M«,pn,MdrdMOvai,MOren',aelMiadgmlglpslei&9k,ign,ulle,mletlellM1elt(,1M IBCMeb,ArmMmg,e4eWR41. AeerPeeWilklWdeei(ddeuddei�nt'mAud'yr°eBuq,Ipege,iubBebemEpvq, mwk #047182 «mm3Mrydlepetld g0eyrcr Rd Gnuona.lAml««i run i 0e 100 oe 1e PON«,mdpetlepe«ddRBmllnp(wppnfdep ld—m r1aD,A1pedby mWxame,ehrtmdb, o dpddme-n411e%upem@o,AiHnnlEore,drteLu„Oe9gv5Ns,0eipefngien al 10019 (horlton [ir. Irvupv®1°Pmei,oek,v.M.Nefefi°eldre[We,InpeeAopxbw5q b1 dpAe wdNa lMLen Oeuq°kT°eenWllhWlEeq@tigm vi,vuSr�hmE°yvnibnryrilEoq.lg(opEYalternmsov1e5m11a1R1. CaWgn@101511 Rod rrm«s.MmmlMnnn,K repndmunndoes dommm,inow, k ,ispAlftetlritl,�pemiswfiomA.I IndIms,esOdondo, It 32832 Job A Truss Truss ryve Oty Ply Std. Pac./6811 EI C A0650494 63184 G04 Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designa@altmss.00m Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 72015 MITek Industnes, Inc. Wed Uec 23 13:1U:1u zulo rage ID:cS2yUAsdmV4V5ztDIWWpPz H46-HcMgWCd8ZdOBZnpxgdAVmUaJE?LLihRVesLDjDy64e -1-4-0 3-0-0 9-0-0 12-0-0 _ �110 3-0-0 6-0-0 F 3-0-0 ' 5x8 3x8 II 3x6 II .LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.22 6-7 >664 360 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.28 6-7 >516 240 BCLL 0.0 " Rep Stress Incr NO WB 0.27 Horzjl-) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3, Right: 2x4 SP No.3 BRACING. TOPCHORD Structural wood sheathing directly applied or 4-2-9 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) 2 = 695/0-M (min.0-1-8) 5 = 665/0-8-0 (min. 0-1-8) Max Horz 2 = 141(LC 5) Max Uplift 2 = 432(LC 6) 5 = 400(LC 4) Max Gmv 2 = 1041(LC 15) S. = 1199(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1540/572, 3-15=1364/522, 15-16=1364/522, 4-16=-1364/522, 4-5=-1620/564 BOTCHORD 2-17=524/1237, 7-17=524/1237, 7-18=52311283, 18-19=-523/1283, 19-20=-523/1283, 6-20=-523/1283, 6-21=-437/1318, 21-22=-43711318, 5-22=-037/1318 WEBS 3-7=01716, 4-6=-11/720 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water 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-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=432, 6=400. 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, nonconcument 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) 76 lb down and 131 lb up at 3-0-0, 86 lb down and 59 lb up at 5-0-12, and 86 lb down and 59 lb up at 6-11-4, and 75 lb down and 61 lb up at 9-0-0 on top chord, and 208 lb down and 41 lb up at 3-M, 208 It, down and 19 lb up at 5-0-12, 208 lb down and 19 lb up at 6-11-4, and 208 lb down and 19 Ib up at 8-11-4, and 24616 down and 581b up at 10-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard R PLATES GRIP MT20 2441190 Weight: 58 lb FT=0 Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-4=-70, 4-5=-70, 9-12=-20 Concentrated Loads (lb) Vert: 3=-9(F) 4=-7(F) 7=20(F) 6=-14(F) 15=7(F) 16=7(F)18=-14(F) 20=-14(F) 22=94(F) vm..9 nmeaeyArymm.me u9ownmsu(mmTam9unuYrralnrtronwlomrrurtrlunonmamr9.gym rogdey=r��Yenr,,.a..b,e. MANUEL MARTINET, P.E. Yid,mvdnpl.InfAAhe.W MYeN4b6enH l,.ImvAeugeNgivn[u.,5reu¢9r1.pmAILuJa..IRA,y.euM...mphmeo116epd<,fiemlev5aeemq,np.,d'ilnllm ded.vPellhvuvlehmsdephdon l6vNDaly,WnRtl. @dniyn+miplaeki..dio9,wlM6 ymim b.rdda99eug.e,,ull+,.mnl elOeYC@a RC BnWJIw'Ily,de.JRH. tbvlpr..dd%.ROdmr Lldwd.n Eerfdel�w,wdoim9lmdLy,mege,u,k@mm.etlp.tiy lA. #047182 !m1.E3rymdv¢e11Y,Ire,lo,.erlwTdiynlAv,r{e.uE:Lrd0e4.rti,lm0.xi�mniwved m,p.riidv/rid.4dEl•IUe�q•nvnd(vrn.ex.awk,uieamlMIAOMRe Vemuie.dpide4.nelReAuLSPfvnpanYkferyldv,mvAmNISO YNEIRIeelMGme,e4ienedlm gmndgidou. IMldFvrteMrtyenadein.edba�Atlernnlniyvn,in„kigef.gneer.d 10019(hodfon Or. I,wY.oAMmn,mYa JM1UHvdermed%a[wLv,l•ye,d.pmlenRPohevp14sintsd rMr,m,prtp Wg i,Mn.4iµyRu9-aTss&Wemgoenlm.erl.". IsIM4, O(IYndo,FL32832 (eneipAd®1dI1M1IvoIL..ev. W.udYom.rs.r2.Ten.d.pim.11Ai,dwvme.d,iv.erlwn,i,peM1iSYN.�nine.pnwdo.6wll Pni irvxer Yv.veiWninpP2 Job Truss Truss Type Oty PIY Std. Pac./6811 EI C 63184 GO5 Roof Special 1 1 A0650495 J b Refer nce ( p('o all A i ROOF TRUSSES, FORT ritrtct, FL 44a46, cesign(maltmss.com 1.5X4 II Run: /.640 s Oct 7 2015 Pnnt 7.640 s Oct 7 2015 MiTek 3 3X4 -- 4 6.00112 1 ..., ,• ,,.,. I I 7$5 3-0-0 7-6-5 f 75-11 � Inc. Wed Dec 2313:19:1 Plate Offsets (X.Y)— 12:0-1-8 0-35] 12:0-1-00-0-41 13:0-3-00-1-81 15:0-5-8 0-1-61 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) -0.00 9-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Ved(TL) -0.00 9-13 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 18 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left 2x4 SP No.3 SLIDER BRACING- TOPCHORD Structural wood sheathing directly applied or 3-M oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (lb/size) 5 = 114/10echanical 2 = 249/0-M (min. 0-1-8) Max Horz 2 = 79(LC 8) Max Uplift 5 = -44(LC 9) 2 = -114(LC 8) Max Grav 5 = 266(LC 23) 2 = 324(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 5 except at --lb) 2=114. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this (mss. LOAD CASE(S) Standard Job i Truss Truss Type CityPIY Std. Pac./6811 El C A0650496 63184 HC6 RAFTER TRUSS 40 1 Job Reference (ootionall Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 PnnC 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:11 201b Page ID:In1 E14n4krFMR5vCX81 ws4z20vo-Ipv2kYenKw82AxO8ELhnJi7afPtpRCzeIWSmGgy64r 2-&9 2 9 5 2-8-9 i212 0-0-12 2-9-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(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 Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-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 pudins. 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 = 70/Mechanical 2 = 72/Mechanical Max Horz 1 = 86(LC 8) Max Uplift 1 = -88(LC 8) 2 = -132(LC 8) Max Gmv 1 = 70(LC 1) 2 = 72(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 100 lb uplift at joint(s) 1 except (jt=1b) 2=132. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Job Truss Truss Type Qty PN Std. Pac./6811 El C 63184 HJ2 Diagonal Hip Girder 1 1 7A0650497 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946. design@altruss.com 11 Run: 7.640 s Oct 7 2015 Print: 7.640 a Oct 7 2015 MTek Industries, Inc. Wed Dec 23 13:19:11 2015 Rage ID:rS2yUAsdmV4V5ztDlW WpPzmH464pv2kyenKw82AxO8ELhnJi7avPkgRCzetWSmGgy64r LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.05 4-8 >812 360 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.05 4-8 >794 240 BCLL 0.0 Rep Strew Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-6 oc puffins. BOTCHORD Rigid ceiling directly applied or 1 O-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 79/Mechanical 2 = 288/0-10-15 (min. 0-1-8) 4 = 21/Mechanical Max Horz 2 = 137(LC 19) Max Uplift 3 = -69(LC 6) 2 = -247(LC 4) Max Grav 3 = 106(LC 12) 2 = 672(LC 13) 4 = 302(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BOTCHORD 2-10=10811034 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf, h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-" oc. 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-M wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=1b) 2=247. 9) This truss has been designed for a moving concentrated load of 200.016 live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent 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) 85 lb down at 1-4-9, and 85 lb down at 14-9 on top chord, and 172 lb down and 38 No up at 14-9, and 172 to down and 38 to up at 1-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pit) Vert: 1J=70, 4-6=-20 Concentrated Loads (lb) Vert: 11=57(F=28, 8=28) PLATES GRIP MT20 2441190 Weight: 171b FT=0 xm.mr wn,mm„gar,.rr.o. uronrnumrytialaaaumasrm.mnauenonetrrnlamomm�mru�. e„are•,ivw.m•,•.a,..a.mvaorci,r�.,,o•+4•m�.rloNv.am.wwawm.•ortr.s,•••,rru•nm.,. x. u•rtnmr.iunmdw+emo.e•ir MANUEL MARTINEZ, P.E. tlrdmism, plom,Eon Ev Mla M1erOpbkn4d nvr:mhiyO r.P••mP.,k•,ionrwp.mlMwlenv^rme,ew.�.mom•,sew•.�wwae,i.c�.vgyee,w,•,p®aEr�mavde,S..�M1.+w�vum.J•r�edmemo Wr. v.ee m.r roeey.m,wepu•.rbAf waif vlesnupae,eoli%, rnuMmryr•drign M•,vyvnu6LrdbOm,,amn.aei.wrox'vegeaulMpdid'yneupe,,uM,•v¢YJM1•nC M1V I1Ct6vlwdlead.q MevdRN.lE.arpnvldt4•NYadvry EN.pdMeLa�,mJiGglwe6y.W,pe,iovtlpimmdbvtlgdvnhM At041182 .y.mnamaar:mmpp,apw..am...n«-u..a,M..;m,mp.mn.nem,•..mp�e.r aM1.eviegr,.w.Msdn�+m,mwlmemes,nwbm•eauum.,.s,wum,p,+.,dpaa•.. rtHi a.emw.,.,pm,.aan„eedemo,orn•u•vom�n..cm„w,re.uiRx=.a 10019Quit on(iF. rnaAme.m.u.,wx.me,.,•a.n.•ebewa,n.y,•kw•m�m.rb.spm�,.�.neA m•nn, oenr.ur:nnwra•ro-iamronrveu., r:.uAMe®[.�••, m.ne®aq. umpdaemma..,e�earn.[. GppigAl®1pI5A1 roof rnvm�YmnitivNm5P.l. pepmdWievvl Mvdmm•m,avmrlmm,ispevaAimirnS Mneep•,rvsilvakvm A�I tvdrms+e..Yvnud Mmimapi 0rlondo, FL 32832 b Truss , Truss Type OtY Ply Std. Pac./6811 El C A0650498 [603184HJ3 Diagonal Hip Girder 2 1 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:11 2015 Page ID:cS2yUAsdmV4V5ztDIW WpPzmH46-Ipv2kYenKw82AxO8ELhnJi7ayPrkRCzetW5mGgy64r 23-10 4-2- 23-10 ~ T4-12 3 3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ved(LL) -0.01 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.02 4-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Hoa(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 19 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 3 = 99/Mechanical 2 = 316/0-10-15 (min. 0-1-8) 4 = 31/Mechanical Max Horz 2 = 151(LC 14) Max Uplift 3 = -85(LC 6) 2 = -257(LC 4) Max Grav 3 = 99(LC 1) 2 = 315(LC 1) 4 = 57(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1JWind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 100 lb uplift at joints) 3 except at --lb) 2=257. 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) 85 lb down at 1-4-9, and 85 On down at 1-4-9 on top chord, and 17 lb down and 38 lb up at 1-4-9, and 17 lb down and 38 Ib up at 1-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=20 Concentrated Loads (lb) Vert: 10=57(F=28, B=28) w�p.rsereia...terra.m. knoonnnufsaurlm➢uutuur 11.01110,1`1 rr4pm.Mb,—JWW3DbNmV. mMANU 00wN,i.6do, 6�mJlnw, M W e #047101 10019(laillon Or. rm,Yyadopner...k„eXrtMu4rmMMefremaoprarp.unmep HeOPine,bnel M4unhtlpeFepvnuNOrmelwlGo9mr9^ri.Lnrsr,rrmt^i•rrimim' ^a eeoo+.a¢ims.e r,lefivemrlFi. m m®amsa�uomr=r,.,-umo.ltlrmner,aue emoedm:eo.o,rm,m. dbuvamm�men mrmmuaona:er:�u,.dmm..,,rr. Orlando, R39039 ➢1*r➢ pa Ylmm,ispe pemuden Job Truss Truss Type Dry Ply Std. Pac./6811 El C 63184 HJ3G Diagonal Hip Girder 1 1 A0650499 Job Reference (optional) At ROOF TRUSSES, FORT PIERGE, FL34946, designgaltmss.com 1.5x4 Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries. Inc. Wed Dec 23 13:19:12 2015 3x6 II 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 0.31 Vert(L-) 0.02 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.02 4-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO Will 0.00 Horz(rL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 201b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-3 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. (Ib/size) 3 = 101/Mechanical 2 = 305/0-10-15 (min. 0-1-8) 4 = 33/Mechanical Max Horz 2 = 164(LC 6) Max Uplift 3 = -104(LC 6) 2 = -162(LC 6) 4 = -9(LC 6) Max Grey, 3 = 101(LC 1) 2 = 305(LC 1) 4 = 61(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 3=104, 2=162. 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) 95 Ib down and 6 i It, up at 1-4-9, and 95 lb down and 60 Ito up at 14-9 on top chord, and 8 lb down and 46 lb up at 14-9, and 8 lb down and 46 lb up at 1-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 4-6=-20 Concentrated Loads (lb) Vert: 10=63(F=32, B=32) ew:p-el.m.m„oyur,..;.�fnwmmvslmmlaumlmnrmevnosfonomreurtrianon®mane:m rmgdnppm..nm:vm,..f..rt,mmafm,:vny.m.mglmol.°aam�vauw�,,rarm,o..a.nedM..,. eom.ommMnm,d,.mmo.odr MANUEl MAFTINEZ, P.E biA,vw,lm pWn,kv Eened lmAaIDpbkrvid. NVLwpeiyn fngi^vn{ ,fpeudlr Fpm)IEvudomrlW,v%vwgwetl OmnAesimlenylvnif�nprSr,Y0rfm6e L,ignd0eurgh4nf EepilHvv W PNuM.mdm ml_ 1ledniyvnmmnivglvdeg,ndmwy 1fgn Mempevubf�rydtlep.rci,�E,a.xry w2nlml pynlmdsr,3d'mgpv,igw,b6.,onvav ...... ]iA{]I83 !venWlymiv,ealM,lnnMonB ,npuubdlY ASepidfy k,gxrvdfoonvEw.N®k�u�MndvlppmdAa n.a'�rrndndewnd MldberfaergvwdSderyldmnetiopnppArYdNb/Inm!&1mertMwedlo,peenvlgndeve lWltlean0ertpv,Aa&iavfdonnd41,uu0eugn,lnuveynfvpmnrmtl I0019 Effafllan Dr. 1nuYmAOPau,vdnvetM1nmdermd brvf®io0egeedgwlnn2vg E1^Agvp'mMdrt6 MLmtpetllnhgrsrtbpgntrldlbvg4ym aa,uSY�hm(9vverMery FEdiy. n[appdni�monmvslda<INInI. (yyngpl®1v154-I IvAlrvrus-gunndtlmtieee,P.E lepvdmnvveldirdommm,bevrly,gispaESilNritl,ninenpermis4ovM1pml,1 gedrnuer-Yavuvi Wefive�l.E Orlando, FE 32832 Job w Truss Tru sType QtY PIY Std. Pac./6811 El C A0650500 63184 FIR Diagonal Hip Girder 2 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print:7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:19:U ZIJ1b 1.5; d 1 LOADING(psf) SPACING- 2-M CSI. OEFL. in floc) IldeO L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.02 7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.04 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Hcrc(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOTCHORD Rigid ceiling directly applied or 9-11-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4 = 141/Mechanical 2 = 506/0-10-15 (min. 0-1-8) 6 = 304/Mechanical Max Horz 2 = 250(LC 4) Max Uplift 4 = -142(LC 4) 2 = -329(LC 4) 6 = -131(LC 6) Max Grey 4 = 141(LC 1) 2 = 506(LC 1) 6 = 304(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2'12=-6391221, 12-13=-558/230, 3-13=-557/229 BOTCHORD 2-15=346/564, 15-16=-346/564, 7-16=3461564, 7-17=-346/564, 6-17= 346/564 WEBS 3-0=-015/378 :GiI*�l 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed 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 100 No uplift at joint(s) except (jt=1b) 4=142, 2=329, 6=131. 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) 85 No down at 1-4-9, 85 Ib down at 1-4-9, 3 lb down and 25111 up at 4-2-8, 3 lb down and 25 No up at 4-2-8, and 29 lb down and 79 lb up at 7-0-7, and 29 lb down and 79 lb up at 7-0-7 on top chord, and 17 lb down and 38 lb up at 1-4-9, 17lb down and 381b up at 14-9, 4 No down and 0 No up at 4-2-8, 4 lb down and 0 Ib up at 4-2-8, and 20 lb down at 7-0-7, and 20 No down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-70, 5-9=-20 Concentrated Loads (lb) Vert: 14=-58(F=-29, B=-29)15=57(F=28, B=28) 16=-7(F=4, B=4) 17=36(F=-18, B=-18) 3x4 = PLATES GRIP MT20 244119G Weight: 40 lb FT=0 email.w.erum..rW�¢a.o.-auo0rnmusryuintammRecrcnanoxrmiarRswmturvonmaxm'rmm mar It,,F¢.rum„a¢dutts,ra„o¢y.W-1(ootMwmm;a,.,u. urn„xw.;,aeann.rzo,wr MANUEL MARTINEZ, P.E. Yld�mu,®,pb.s,6.IMMMMNObh Md Iv,Ien,YnignF.giva ru,$peiwprrv�poenl�eud,v.%NO�eMeuNv,¢apl.m.d0e%dntimNegi,n,iFu,pm�3ry Fw Bt,evug.d0vugknx,AepleOUllmt00 vtr, sen R41. Rede,ig.mampbm,hdmnxdAi,n, wmar.,ewmin,rM,lm,aFasmF;M.¢w"$non.o.,,en.0.,,n„nta,0.e.vm.,n.racno�s,e,:ne,mmemurG;,nem,lmhrcn„ee,wmi. n..vw.,.idn.mod.rude.,.am.e¢,,.sros®a;s,�.M..aman;,.daooaym.ve,m. #041162 dpotn,.Boma,mna�;uae aomr¢nIeI"gk vTrmiaa4mmmkrigW4111r¢o.¢,ds.a.m..cote.rm¢n.,.v,.aar,dnnrt,mmrrro¢o<,Ivm<,ra„o<,h,me+»n„e 10019 Ehorllen 0T. rm,Yml.mme.®4„coo.»4finer.(•ovl.vrte�;^ayymwee,l..aa mu.neeef,ssu„,w1c.rWfi,f4evgenvrm,snkmF,ghi,ei m,neka;o. FI<,ped:en,un ¢,,,eeroell,inn. atom®loss) v,dTro,¢,.um„du.m,,,,vt v,p,e.4mda,e.m�.n,m..y1.�¢,;v,.ma;e.ae.amov¢m;v..homs-I v..n,.¢„�u.n.deunmeuP.F. Orlando, FL 3163E Job Truss Truss Type QN PN Std. Pac./6811 El C 63184 HRC Diagonal Hip Girder 1 1 .A0650501 Job Reference o tional .r ROOF rRuauo, FORT FiERGE, FL 34946, iwss.mm 1.5'. 314 = nun: /.bau s uct / zulo ennr: /.tvw s uct / Lu1b muex industries, Inc. Wed Dec 23 13:19:13 2015 r4 Dead Load Dell. =1/16 to bo .o o n �o LOADING(psf) SPACING- 2-" CS1. DEFL in (loc) 1/de8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.08 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.14 6-7 >750 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(I-L) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matdx-M) Weight: 401b FT= 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No-3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-" oc purlins. BOTCHORD Rigid ceiling directly applied or 6-11-2 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 149/Mechanical 2 = 522/0-10-15 (min.0-1-8) 6 = 324/Mechanical Max Ho¢ 2 = 250(LC 14) Max Uplift 4 = -127(LC 4) 2 = -342(LC 4) 6 = -181(LC 6) Max Gran, 4 = 149(LC 1) 2 = 522(LC 1) 6 = 324(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (b) or less except whenshown. TOPCHORD 2-13=-030/243, 3-13=-5861254 BOTCHORD 2-15=365/552, 8-15=365/552, 7-16=-638/966, 6-16=638/966 WEBS 3-6=987/652 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=1b) 4=127, 2=342, 6=181. 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) 85 lb down at 1-4-9, 85 Ib down at 1.4-9, 3 Ib down and 25lb up at 4-2-8. 3 Ito down and 25 lb up at 4-2-8, and 21 lb down and 43 lb up at 7-0-7, and 21 Ib down and 431b up at 7-0-7 on top chord, and 17 lb down and 38 Ib up at 1-4-9, 17 lb down and 38 lb up at 14-9, 4 lb down and 0 Ib up at 4-34, 4 lb down and 0 lb up at 4-3-4, and 59 lb down and 55 Ito up at 7-0-7, and 59lb down and 55 lb 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 , Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=70, 8-10=20, 5-7=-20 Concentrated Loads (lb) Vert: 8=-7(F=-4, B=4)14=-19(F=-9, B=9) 15=57(F-28, B=28)16=-119(F=-59,8=-59) vm.aq-exmca.ryunae.eu ugoal nmvslnauROlga rrraromorcmsromrvmeluwonmwrtrcm. mxra,y.vm,ni,r,.mrr.emmmmrrm„ory.n..mvlmnl.+de<wmaw�em4rr.ux�..r.s,nerm.,,.. mu„rnn.nr,inra.m.rsgµ srammrno�dldn,smaemre4mrmoawr.4e r,.an,o.,�ufl.mf ,kn:Maimntm•4dmmrvoonp.mm<mmavi.mrdmr mndmd.r�.�nvmaanmm.erne.dmr,.vkra„arvimammmo.A.mdmnu_dard MANOEI MABEINE2, P.f. mmrarymanrdiwnn.nta•nraav smr v .ueomxmMv.4lmdmrre"6 ' � v rMr'rid/Ydlk0.n4nr0.ni,anmwdapmnAeradgOnipp,ieBe,rWnitlY IKimmLMslwdb9dryNreeaRFl. ArorpmlalMlWmdn(kNrudflvrm;'mMtajlmEbgrlmgv,eMgvtimpaMniq r6dlMM #09)IBB rt,pr,3ardMbh+.reedgrermd[ewodw. gllmrtr,meaeh memlMpvrrceseoepdae6u,ddeeuidnq(mpmenfdM�.rmm�mfl[5dpderNd EyMmtlxGmerekrtueldorermdp'drFl e+finuM1rrnrmvSlp,adMe+A4rtron@rismr,mn0avo Gv:rmma rmndmammn vdn,npm.v4finee rant m, a inn e.r marrx.nre neom, led 10019 (horllon fir. M g,r nrr omrr v g.v.yimR,wrn.ever=ro.,y.r,mrm„sry.rotye.nimmrr.arovuinan.nm.ever.<ei.rnd. 6pyn9m®]a151,ivmytugi,p.niema,me.rm..pm,dmMmd.i rn4ln,m:-x.mrirnim4vt Orlando, Ft 32832 Job rt Truss Truss Type DIY Std. Pac./6811 El C A0650502 63184 J2 Jack -Open Structural Gable 4 �Ply 1 Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.cum Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 Mi fek Industries, Inc. Wed Dec 23 13:19:13 2015 Page ID:rS2yUAsdmV4V5zIDIW WpPzmH4"B1p9EflsYOmQEYWLmkFO7CxVDWEv6TxKgatKYy64r Plate Offsets (X Y)— t2:0-3-0 Edgel LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.01 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.01 4-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 12lb FT=0 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 2-641 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 = 60/Mechanical 2 = 23310-M (min. 0-1-8) 4 = 23/Mechanical Max Horz 2 = 110(LC 8) Max Uplift 3 = -56(LC 8) 2 = -102(LC 8) Max Grav 3 = 60(LC 1) 2 = 316(LC 13) 4 = 220(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1)'Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 24)-0 oc. 5) This truss has been designed for a 10.0 pat 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-M wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=102. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Nomq-hme Meuf9rrtvrtle'LI 100MMa14W1)nor,* MANUEL MARTINEZ, P.E. tirdmenmipWn,M1dlrwdinYvlpUYAem&.n.Im.Deup6giveee(,SpeimL}fvpmeel�d.melnag2Gnpeuohwmrzpimndller��ewmlegveny,npvodi6dpMMdrird�wg4rm.depgedx�helW mp,wk,IrH. Ru de,ipeosmoglun,Yo&opnndinu., mediryWnralitlsAvrMorr.db.l.tl^n�poevddtlydlk0.m,.Ma.vn ia�MiislaOmnMlaMmgBtipn.aM,vmmu'i4P�iM®4tlebM6dbg�WevYRFI.A,nPa.oldiMlppdoryfxamevnM l,.�e�+4+rmgfodigJo-nSmkMoveodbenq,EvOEv An ff 047181 mpmib`arA6.W6p0exganvedrm,Mx.lnmmuieWsd.NpwdmepmmmNpi�dvfi,ntlRedv.6,p4mpnv&#epWwmiwppppvDRdMdrRlmlHamueh�mNlm pndpsdm.e. pN dMnd...... 2f*,W hO, 06, hmi0eYgxermn0etipe Enjo and 101119(horlfon(ir. u.np�im,a,.ue,r.rc..�ma.rmb,r,mmwnm.whm6mhmpmm,m.n.e a.h.,rh,h.r.r�.n+, wrdr.arwomg.nwu,msnnmrmm�im.n�dmr .naradn,m,m,.,dmmdhirvi. app,�gm®lnsd,i endrrvm,�4muJ6mnn.�rl. r.roa�o.d6i:em.m.m,ma%lam,i,pnw.d:aemm..rv�,ims..r.umlt�:,.:.mwdurnm.yr.f. Orlando, FL 32832 Job Truss Truss Type QtY PIY Std. Pac./6811 El C 63184 J3 Jack -Open 5 1 A0650503 Job Reference (optional) Al KUUF I KUS5ts, YUK I YItKGt, YL: U41b, neslgn(maI WSS.com Run: 1.640 a Oct 72U15 Print: 7.tii40 s Oct 7 2015 Mi Iek lndustnes, Inc. Wed Dec 2313:19:13 2015 J?age ID:cS2yUAsdmV4V5zIDIW WpPzmH46-hBlp9EfisYOmQEYWLmkFO7CxVDWRv6TxKgatKYy64r -1 o 3-M 1-4-0 I 3-0-0 1.5x4 Plate Offsets (X Yl— f2:0-34Edgel LOADING(psf) SPACING- 2-M CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.01 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.25 Vert(TL) -0.02 4-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WET 0.00 Horz(TL) 0.00 2 n/a me BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 141b 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 3-0-0 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, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 73/Mechanical 2 = 25610-8-0 (min. 0-1-8) 4 = 28/Mechanical Max Horz 2 = 124(LC 8) Max Uplift 3 = -69(LC 8) 2 = -109(LC 8) Max Grav 3 = 73(LC 1) 2 = 329(LC 13) 4 = 224(LC 17) FORCES, (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) 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 leads. 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-" 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 1001b uplift at joint(s) 3 except at --lb) 2=109. 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)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard tlmeur-Pkvxlbrv%.Yr'reriee@e"4l IONIINVSIYIInlmnLL11Y6KMN110R[@IOYFIjWmjImPY110EF,tlIY1'Icon YnlydngvlmavNnsvel,evl uMnmelrnvOrAry@.n9�@%v°IilPa®°'lavr�'°4rl.4kme54nkeM1rene vilnvvM,iw9vhdndelW,vdv' MANUR MARTINET, P.E. KldrmvOvpkN JarlexlM@rlWbkvd6 4v6m0ergv[%irm(ra,5pni 5r6�reTM1ewlo�l00nP.mdvrvurMmueJ@,Wafenlmdegmevyrn�r5lirylmtlwdNpolNurylelmvdep,lrlwr4lW ®j, Wnflll. @ekill.numWiwh@vdmlr^d�.4 ',:�vtiFSrvedYudrArLnvkrerlddrynrEvnyvmidWydArO.wphO.uivwAvr.,rd%otler Mrultla94ngvn,arterem.aidttutlC�MiBCtluMdMJf.Ird.edRtL @eery,rMAlArl4dvedgReYmrNM.linv,ivb6%I�nyvkr%e,utloRru>,e.dMrmyJdibin #0471R2 repmul5rydde Gridurpeagm.M(mvvnvr.Irmnm.dm4100 v.dArcpmnresvdpdEeknrn4lNfyfvupovep Wery i.tmmvfivap6ppd6ilel4rRlvNRGmerelneuNlvrgeevdpolvww RH ddmndampvuTiFrvddun,vdek rivu Migrcr,lmv9evynir�venwd lnssrwl.w.r..oar.rcn.waermrdh.<wen.Ped.Ynni.nm%pmWmaev.d.m Iroum.o.ey.roy�.,aeolmGwywaY.,.lm,srd..l.x.nroaYmusY.nmY Wdn,m,m..re,amalnl. 10019Cir. r.gale!®torsa.nvolrmm.w...dumwW,r.1. r.Weemm..I�mrGWmm,dvrl.rW,+rreve�uo-e.�e.em..rrmrilevtrwol.n.dsarrr,.tlw.11im�.ecrf. gdond%o, 11.32F131831 N;Truss T---Type IY Std. Fac./6811 EI C84 A0650504 J3G L Jack -Open �74 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946. design(atathuss.ccm 1.5x4 II Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MTek 3.6 II LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.02 4-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.02 4-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 Rule nla BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 77/1VIechanical 2 = 24710-8-0 (min. 0-1-8) 4 = 34/Mechanical Max Horz 2 = 165(LC 8) Max Uplift 3 = -89(LC 8) 2 = -78(LC 8) 4 = -9(LC 8) Max Grav 3 = 77(LC 1) 2, = 323(LC 13) 4 = 228(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2,4. 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 laity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Inc. Wed Dec 23 13:19:14 2015 PLATES GRIP MT20 2441190 Weight: 15 lb FT = 0 Nm.y.n.,tm.ybry,nM.mt11 Noel TIMES ManSNInIm6NroNd111NM(MaMFrrurapAuNonOn-MurM2 rnNrdny patmimWTodbrun.Nilm+o,am=mftNasal Malms,u4.,a,.s,eed=.m W.,NONnnea.nd.m,TVI MAN EL MARTINEZ, P.E. nekr9 mv°lfuetbofioYuAcTIn, M.tdtow vp,de,ummlusUs9tsdrmdTT.ass Yldm.ao...doisP.W.l.Mmoburdd N.1„v@om.".n(u.,iKde611d'.1 k, vAmssrNOmx,uO,ww0ft IN t,aINlbwph ONoms.ry..dmds +ntJSy..do„diMnn+k�oryl MrynfMmp„vidaydk.0.u,,Po,O.eei+wnMudvgni. MrmMmgOeilp.,a6e,miea.liAe ll[6vlr4�d+I.ddmldpudseMWl. Meppmoldde NOmJvry Wow ON MmNyil�Ab�G #94%IAt ! �evp.�turd4vWldgbeup..dhmva.. NApmnuimsYvnaped�5epnian.dpudeFandRequd6v9(o�epe+enlderyldmnekvp69pd6JrcdpylMud9Goe,eluemeElmgeu,Apadamv. RH defirc,mvin1. t31e,uddo'u+AdenonWilgxi,L.n4nig.In;erc,eed 10019(hoillon(ir. Im, NwdMwq unin,trt..l t&r edbrt basmm p W uW ie.Nbq by 0 pmms m0mi As lnn hugeh ie n NOTW.ffig bm,m orI.S,..b .n b.rpmths,'a(oyd.d 12—mdefiM IN lM1l. Orlando, EL 32832 LppigM®Ind Ml 1poll,o,ss,.YonodtloiM.,rF. repedxn.dmi,dmmem,ia.rhm, is nedrolL r,mevpnresvenM1pm A -I Reallrv„es,Ywud Yv?x.yl.! Job Truss Truss Type Oty Ply Std. Pac./6811 El C 63184 J4 Jack -Open 1 1 A0650505 Job Reference (optional) Al ROOF IKU5bLS, FUKI PItKUL, FL 4 Vob, oeslgn(cyaltmss.mm Run: 7.640 5 Oct 72015 Print: 7.640 s Oct 7 2015 MiiTek Industries, Inc. Wed Dec 2313:19:14 2015 4-6- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.03 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.04 4-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(TL) 0.00 2 n1a n/a BCOL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 17 lb FT = 0 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 or4-M oc pudins. BOTCHORD Rigid ceiling directly applied or 1O-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 102/1VIechanical 2 = 308/0-8-0 (min. 0-1-8) 4 = 38/Mechanical Max Horz 2 = 155(LC 8) Max Uplift 3 = -95(LC 8) 2 = -127(LC 8) Max Grav 3 = 102(LC 1) 2 = 359(LC 13) 4 = 233(LC 17) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncOncurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom 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 100lb uplift at joint(s) 3 except at --lb) 2=127. 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)'Semi-rigid pitchbreaks with fixed heels' Member end fixity, model was used in the analysis and design of this truss. LOAD CASE(S) Standard q�N-emmm�..9shn�.•mesl marnos,nrylmtwmunllgl mlanoncmlognrtalnlAemm�maxgrm.enale.K.p�dn:w,Ae..m..nxlrn, wanoaRllmNwm.q�am,ensef.ln,s.smnmme.u. orv.m�.n<,mane.m0.M ram,®w,pm�n,r.00.n.amnmom:..ea.A,.un,o„ymq:,nG.;saemrlre..nNm„d..,ymo,nnnnn..m.era,e.lmpanaw..yxny,.q�l�nhme.a,�nam,:yau.,s��o,.m.mo®h.wnml. '. AfANUElMAR11NE1, P.E. !i a.emq.nnwpmo*m.rmq,wm.n, Wmala,ma.m.limin„mmrrmw.g:m,,.ym taardm.q..,,moo.rvrt..dm�w.lmnm.l,lc,po.�g.n,:m„wd.Ira,ntmix.an,asaanna.a,an4l.lmo,nMidAnmod..rr..un,dro.1,n,:wm�l..rml.wM,,:aum.nemww,mram, #047182 ',.. !,e,P•.�madYAdq:ginongn,.ndn.nooa.n.moral.ul'samomaMn.minwsa.e.nnneanWnlwwnml.rylanmm..nrw p�sa+ahmannmenkiweak enndg:e.nem.l aeln,wrzw.�m.smamk,nm.r,enonipen.m„onre•inynnw IRRI9 EIIOINOq (1(. '. InuYu4Pae, .mnv4rned 1qN [halo d " a nmsr lr01. 1:1Y, fl>I..Oeel,Eq—u NOT MJt&ly4yen m1.f1l+.1.0enln.�ry1NAY. Au**1dmFmm. kfiM Nlm- fnppigb01al1 A -I l.dirvsm-Wvu.Igatinn,PE 1.pr.Aqi.eeltHldouwem,uerylam,ivpeEAMdrulnmeepnmisLen6mi Ai lwlhmm,Ymvel4nivnlL Orlando, FL 32832 Job Q Truss Truss Type Qly Ply Std. Pac./6811 El C A0650506 63184 AA Half Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designQo al lruss.com Run: 7.640 s Oct 7 2015 Pont: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:14 2015 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ltd . TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.03 4-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.04 4-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 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 or4-0-0 oc puoins, 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 guide. REACTIONS. (lb/size) 4 = 136/Mechanimi 2 = 304/0-M (min. 0-1-8) Max Horz 2 = 152(LC 8) Max Uplift 4 = -88(LC 8) 2 = -126(LC 8) Max Gmv 4 = 276(LC 17) 2 = 356(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except wjren shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h'-251t; Cat. 11; Erp C; Encl., GCpi=0.18; MWFRS (envelope) and CC Exterior(2) zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=11h) 2=126. 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, 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 PLATES GRIP MT20 2441190 Weight: 19 lb FT=O% Job Truss Truss Type Qty Ply Std. Pac./6811 El C 63184 AB Roof Special 1 1 A0650507 Job Reference (optional) H1 nuur TKUbsEa, run i Pitnct, FL d4 b, aesign(maluuss.com Hun: /.04u s Oct 12015 Pnnt: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:142015 Page ID:rS2yUAsdmV4V5ztDIW WpPzmH46-9ObBMagfdrWdlO7P'TFUxK191drQeZi4ZUJQsy64r 2-5-11 4-0-0 2-5-11 1-6-5 2x4 = 2x4 // LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.26 Vert(fL) -0.02 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 14 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 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 guide. REACTIONS. (lb/size) 1 = 19210-8-0 (min. 0-1-8) 3 = 168/Mechanical Max Horz 1 = 68(LC 7) Max Uplift 1 = -79(LC 8) 3 = -59(LC 9) Max Gmv 1 = 307(LC 17) 3 = 293(LC 23) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) 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. 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 Job Y Truss Truss Type Dty PIY Std. Pac./6811 EI C A0650508 63184 J7 Jack -Open 13 1 Jab Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.cem Run: 7.640 s Oct 7 2015 Pdnt: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:15 2015 4x4 = 6-2-0 Dead Load Defl. = 11161, Plate Offsets (X Y)— t2:0-2-0 0-1-61 LOADING(psf) SPACING- 2-" CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.10 4-8 >737 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.17 4-8 >430 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(TL) 0.01 2 n/a n1a BCDL 10.0 Code FBC20147TPI2007 (Matrix-M) Weight: 24 lb FT = 0 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. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 160/Mechanical 2 = 427/0-8-0 (min. 0-1-8) 4 = 56/Mechanical Max Horz 2 = 222(LC 8) Max Uplift 3 = -151(LC 8) 2 = -170(LC 8) Max Grav 3 = 160(LC 1) 2 = 427(LC 1) 4 = 250(LC 17) FORCES. (lb) Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) VAsd=132mph; HVHZ; TCDL=5.Opsh BCDL=S.Opsf; h=25fC Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 211-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 3=151, 2=170. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent 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.,.e,Anw m...pryna.me ki AuornuevsrmurterivnnvYSA mimnionronaunl'ouxviKYYaerorrnnre.. m%eni.weme„•mnm..mesa.rm,oednm..mAlnNweo.Y.mYw.crtYmn..m.nkwew. mrt.wn.d,.ma,e..m.lro. mry •ldwum.plmnibpeenebm.mole...ld a.1,n.o.�wrrnr..t,k.�a�rrnr�mtm.na...elaa,.wHn,..spin.aa,rrd<.amd..pw,.wmp.as7mm.e,ag.wmemg onesa,e®m.mo ry..e„leu.la.o,>g.ww.y:.twewv.na'd,n, MANNEP #0471 M@5pduudiMim.Mnrld.6pni6e,w.p,e.IGLydMO.a,,AxO.azi.wAeriulogmn MBeMy Bw'pn,uM,m4iliiEVIK�b IAC mehdpeiliry,ed,edMl. meuppo.ridmeNAdeerffeneudilaLntwdrfmgloM6y.ilvrye, uO.Ammmd6rmi,g, JmAbfn t#047182.E I nryonmBrdErrMlewrOeyon.a[ennoew.eon.x�eauMlAUvnemePo,huatlpiedv.olheld6oAreapmenk4rylTwmotlmPnOpoKON%RlmdYaveMeumalm pnrdgokos.. Rol deflx�i6vnyn,ddin'nodBae.A6er„u0n9a*�1m�ONPfngoenn! 10019(Boilton Or. Inu YeMvmtet.Ye„Mnm,@fmN%A[uPnEOYnlopmhnmmypreplMrttbehel.net,onOeJgniryiee,uWtR.rwimog0etigrcr vlm.fytkn[rymee, Imoar WEiY IA[vp4rnl�ermnmEemal i,lm. [oppigq®IDIf41 pool imsuv.Yooveltlutloey Pl Iep,edwionalmn Yomum,urylvpiv WaAiYdedimnmeopemnmenfiYml-I roell,meo- YmnlMenimpPi Orlando, FL 32832 Job Truss Truss Type Dry Ply Std. Pac./6811 El C 63184 RA Jack -Open q 1 AO650509 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946. design@al truss.com Run: 7.640 s Oct 72015 Pont: 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 23 13:19:15 2015 Page ID:rS2yUAsdrvN4V5ztDIWWpPz H46-0a9ZawhHO9eUFYivTBmjTYIBt05iNOyEo83_PRy64r -1 6-2-0 1-0 0 2-8-0 I 3-" Dead Load DeU. = Ill ii 2x4 u LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) IldeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.12 S-0 >615 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.14 5-6 >510 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Inns YES WB 0.00 HOrz(TL) 0.03 5 We n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 25111 FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 132: 2x4 SP No-3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 4 = 143/Mechanical 2 = 42110-8-0 (min. 0-1-8) 5 = 79/Mechanical Max Horz 2 = 222(LC 8) Max Uplift 4 = -125(LC 8) 2 = -165(LC 8) 5 = -20(LC 8) Max Gran, 4 = 143(LC 1) 2 = 422(LC 13) 5 = 257(LC 21) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cenfilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=16) 4=125, 2=165. 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, 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 er.®y-we„eo..ywr,�.•ue uaawarasssltminloummxsr[oeomonomouarrnmlurronNgmn aw. re,fie.,'s.p�.ae..coma..rt,.anrm,onipo,...rpool.euvxo.ax„me.,rtreme®emeneem..,e am,.m,,.he .eenA.ry mna„v,rr�a.+�M.,arw,MtoomMaea A,.rm,oapr..e,p.,scatmryry:..6ne+ed...rmo,epe:<m,...,ep®.rim.nde,a.ae.e�y,ey.ampiwM1ee,Paue:�eus,eer'vxewmemo®h..e.m�. raee.�gv.,,�e.,,:.a.rm.am,.,, MANUEL MARFINEZ, P.L ,weward,,,a�x,n.,a..rrda,ran.,.,w mwraa.a..�,meo.m�m.a.,,anm., rt.raaeroe�.,.coo.,®ien.rin<newucm.M1,deeaz.y,s..ami:N"su.sam,mo.e.neeuus. du.1,.,,:arne Rnamn..:mime...ax.aq,mnt.ate #047187 ! r.q.,beraMbit... p.e,wefemann.Yeek,x,.N®d100eMdepoae,aeegoeauadtk Buld.r[m0u,n1£ery�du.wfiwpnAOoEFmNEyRlmdYna,.,ehmmAM1,gxdgi0.me. M14efieudempvnub8tinenaaunesel6,nn, R,gs,, tnn Avg. Nµxe,ma .,,r�r.w�e,,m:,.me,.M1.a<r eaM.rm.n=re,aop.:.,m.rer.®rm-.,m,a.a. mu.,,way.a.y.a.amru.a.ao.yo.ay.,.u.nn�e.[W..M1aa:r. n[.ms,.am....,eeweamnei. 10019 Chodton (ir. ornieMONnA.u.ar...... u..da.mmenef. up.e..e..�mi�e.�e.,..ri,,.:p vmiea.m.,�n..oe,a,a,.r,,.a.i mmra:,.:.u,,..lwmecr.r. 0rlando, FL 321132 Job . Truss Truss Type Ply Std. Pac./6811 El C 63184 J7B Half Hip �Qty 1 1 A0650510 Jab Reference (optional) Al ROOF TRUSSES, FOR] PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MTek Industries, Inc. Wed Dec 23 13:19:16 2015 1.Sx4 4x4 = Dead Load D.R. = 1116 ii Plate Offsets (X,Y1— r2:0-2-0,0-1-61 LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.97 Vert(LL) -0.10 4-8 >737 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.17 4-8 >430 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 24 lb FT=0 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. BOTCHORD Rigid ceiling directly applied or 1 O-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 3 = 160/Mechanical 2 = 427/0-M (min. 0-1-8) 4 = 56/Mechanicel Max Horz 2 = 222(LC 8) Max Uplift 3 = -151(LC 8) 2 = -170(LC 8) Max Gmv 3 = 160(LC 1) 2 = 427(LC 1) 4 = 250(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Dpsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 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 100 lb uplift at joint(s) except at -lb) 3=151, 2=170. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencurrent 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 Vaa,- as,p.uoh..rxxm'u Oft merenh,pxxxlm®ex,e.oinxnnrm,o.rip.o,.:rlaplvywr.�mauunur,rtrnxmvm.nM.xe,. oam.mx.iuwmnm,roo.var MANUB MA6(INEZ, P.E. Weis u,W lbxdd5.mem&INIsk,ved I„ M Im,A.W^nrlxx(a,Lxa�IrM•entlMxdenogNo,Mmn..m¢Nn.mwr�dxueneinpix.,ry,.,Ma6ryk wan la um,GAnao. ih 0.h. W. ml R.4wnnvsplmthoEer,wGeoa I wiaryWx,des,Im,rx.rWbinM,xp.,0derd160.wi,Me.xi,nAxlMopYxMldtmgoeyn.miY,adeJJtlal[C��.IBGMhdMJiy,JonMMl. nagAxelilFsNOmdmrkYoxallMno,,,oddylu,l6yJmy.,emA,e+.wdbmieyJiM d, 7f 047182 mraslftad,, m'I gmalI.n m. u.nm,.nnmmToo ..eb<.,m,.,rip,m.wxdn.emequ.pumwnrm..mw(MO ml10019(harllan(k. tnuYmewm,mm�w.,..dernmh,r.n.n.p.ey.bn2yq,crmw,bd,.A rmux,kdgeye„s mr n,wliy Ryx,xrm,inrtml.giv n r.p Wf p. ur pdiaertae.,.IOa4I.rnl. 4ppipN®1p1f4l r..lrrm.,�xmro.ltlmfine,,r2lenneuw.hM1i,/..a.,unnrlmx,i,pnAlo-d.Amm�prtni„uv M1nv411..Iranmguankea.,?l Orlando, FL 32832 Job Truss Truss Type Oty Ply Std. Pac./6811 El C A0650511 63184 J7C Jack -Open q 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@al buss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:19:16 2015 Pace ID:cS2yUAsdmV4V5ztDIW WpPzmH46-5mjxnGiv9TmL.HiH50uHy0lgOrOR46TCNDnox\ yMr ' 6-2-0 I 3-0-0 f 2x4 It Dead Load Dell. = 1116 ii LOADING(psf) SPACING- 2-M CSI. 13EFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.11 5-6 >651 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Ved(TL) -0.13 5-6 >556 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 26 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except' B2: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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. (lb/size) 4 = 140/Mechanical 2 = 413/0-M (min. 0-1-8) 5 = 90/Mechanical Max Horz 2 = 222(LC 8) Max Uplift 4 = -118(LC 8) 2 = -160(LC 8) 5 = -31(LC 8) Max Grav 4 = 140(LC 1) 2 = 417(LC 13) 5 = 261(LC 21) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-275/41 BOTCHORD 2-12=285/201, 7-12=-285201 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25R; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurnant with any other live loads. 5)' 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 5 except at --lb) 4=11 S. 2=160. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard vn.rxrt,ek.o.ptllre:..ee.f pammswnwRmonknrnpmromonrmlomrpunrlumn rrm. vngery.pnemr n.drweem.rontm+onyea...p(mNaduepo.dxnne..,ptome..4nw.nw. umenen,muama..d.mo,eap MANNEL MARTINEZ, 1`1 141e1rmtle+phht+W IVMIvbnOM W nH de4.n RJpanAiornG4'Anie%kgMnf M W aeeplW vpermhmvreptmAd Oepdetvtlnqurtkprnp�Lrirbekuged0rripkLn+IryNlae RelOOsM, p1nn41.IN WpenmmpLie,,Nefipe®4Ain5 '+eed3ry.deuditirimfMorlldLpi+Mreywrup&rydRe Pai,M4eviewM'urlApneiMluMy Orwpn,'n Mrvneed0eitt.0ARCMIWdoNryrdrodllll. ReoppnddlbipArdurGAEeudAnrrw,i6ighndryfmge,iaoAneevvObgdibM ii 047I83 pym,dirydeer wpkupvrdboeaaL•rpnrtrulwbblpr WtlwpeaerWnikpondik AW6vgrwpoepfohryldvmedn AnApdbWlrMmtlYaaerehrnellmpmi9cdue AlEermf0.re+psr5e�wrbAnd6AkrenWyer,imfOniPrefeenM IODI9(hoilton(ir. IrmYAWaNrn,vebfeMrrpik( tlAle(m.eepW Yin v'gplJpertn6rAe6 Mr�n+peripbpvna W111 WLy4�pn rlm+fpleelgeeuNalYilry IAfryrdsppmwnkWlblfl�l. f.ppi➢k®MI7411oolrrmm�Ymod Yvmex,lt. pepod�wal Mf dawnn,iveplw,ifpelutnetl.dh.mma p,m+»ekw 4l ledlm+fmMemelpmneedL Orlando, FL 32832 Job a Truss Truss Type QtY PIY Std. Pac./6811 El C A0650512 63184 RD Jack -Open 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aluuss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:16 2015 Page ID:cS2yUAsdrwV4V5ztDIWWpPz H46-5mjxnGiv9TmLHiH50uHy0lgHfQRa6TCNOnoXxty64r 3 4X4 It 6-2-0 Dead Load Deb. = V16 ii Plate Offsets (X Y)— I1:0-0-2 0-2-91 LOADING(psf) SPACING- 2-M CST. DEFL. in (loc) 17de8 L7d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.10 3-6 >729 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(fL) -0.18 3-0 >418 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 20 In 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 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 = 331/0-M (min. 0-1-8) 2 = 161/Mechanical 3 = 57/Mechanical Max Horz 1 = 189(LC 8) Max Uplift 1 = -116(LC 8) 2 = -152(LC 8) Max Grav 1 = 384(LC 13) 2 = 161(LC 1) 3 = 261(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVH2:; TCOL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencument 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-M 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 Ib uplift at joint(s) except Qt=1b) 1=116, 2=152. 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 %-i,� .mia.yxPrerk.+m-H poomm,nrvmn anru mir imxamomimiaml'wmilmonmsmrmo, vnfide,ynrm•m+n,�nmmrt,mix,r,.,:uaym..kPlio%mamo®ake,nw,rtm�waarnxinen. mam m.n.�,run.d+.+h.iPn..my MANUEL MA91INEZ, P.E. Gld+meanpmW 4dherea Milenaklemid 1,•irvvaeyenikevtia,Sn+idryfvgivwlM1vudvvspr0arepeu0+nvapvwevlOe PiAv,kodeyveny+npv litnlhv Avh,gnddvugkim,deptleave W RDwh.mdvlPFl. lOednigvm+empiim,�xdvinvdeivvk m+mhma.+eAixrr+.,,a.eriaomPi,ih.nym+aulrim.a. meo.nnrma.indgmwmP.uyoeaa.n,.+*,rminlArtellCiMIBCa+�vibdivy,vandRn. M 66. 8047182 ! rzy.nixbro(dnroa£uPaeym,plLomoM.,oemnumAk16e1Weed0ano2+avedp.iderivnAWrdM1Sp[mpmenSderyldwavAmlMlffpoaG+pAEyPlvdn[LvnelnweaL,gvndgdd®ie. R4l ddmdertspn,IDWrarWFae,AbeLa„Myscim,anyv4g ma 10019(horlton(ir. mu Wodoaun.nien.roe+rM1edefi.MlyvirJmeegedn^rv"dvlhlva PUAe,b,dreL Ikun,pYP.rS°mo Wt+krwYiyoeigm rtrmiiyAemferkenlm.e/LdSry N[vIOAW mm,m,vraefiMmml. U'r,1,0201si.1 Lml%,ue.xmooW ,,`1 1a 2,:aIfiI hpmio.urns.Mmperni,aoown4uodrrnrn-u.arnWm.n,PA. Orlando, H. 32832 Job Truss Truss Type Oty Ply Std. Pac./6811 EI C 63184 MV2 Valley 4 1 �O514 Job Reference o tional AP ROOF TRUSSES, FORT nERCE, FL 34946, oesignpaltuss.com Run: r.6au s Oct / 2u16 HnnC /.ti40 s Oct 7 2015 Mrl ek Industnes, Inc. Wed Dec 23 13:19:17 2015 Page ID:cS2yUAsdnvV4V5ztDIWWpPz H46azHJ_ciXwmuCussHamBYzNgPgwmSWFRY5TJy64r 2-0-0 2-" 6.00 12 2x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a - We 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Ved(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 2 We n1a BCDL 10.0 Code FBC2014/fPI2007 (Matrix) Weight: 5lb FT=O% LUMBER - TOP CHORD 2x4 SP No-2 SOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-M 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) 1 = 6211-11-8 (min. 0-1-8) 2 = 48/1-11-8 (min. 0-1-8) 3 = 14/1-11-8 (min. 0-1-8) Max Horz 1 = 43(LC 8) Max Uplift 1 = -18(LC 8) 2 = -46(LC 8) Max Grav 1 = 234(LC 14) 2 = 48(LC 1) 3 = 214(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load 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-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 8) 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) "Semi -rigid pitchbreaks with foxed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job a Truss Truss Type ON Ply Std. Pac./6811 El C AO65O515 63184 MV3 Valley 1 1 Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 72015 MTek Industries, Inc. Wed Dec 23 13:19:17 2015 Page ID:cS2yUAsdmV4V5zlDIWWpPzmH46-azHJ_ciXwmuCus HaMBYzNfGquomSWFRY5TJy64r 2-M 2-8-0 O 6 2x4 i 1.5X4 II LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Wall L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Ve art n/a - n/a 999 TCOL 15.0 Lumber DOL 1.25 BC 0.22 Ved(TL) n/a - nla 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 We n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-8-0 oc pur ins, except end verticals. BOTCHORD Rigid calling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 85/2-7-8 (min. 0-1-8) 3 = 8512-7-8 (min. 0-1-8) Max Horz 1 = 59(LC 8) Max Uplift 1 = -25(LC 8) 3 = -55(LC 8) Max Grav 1 = 247(LC 14) 3 = 247(LC 15) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumcmt with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom'Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -. PLATES GRIP MT20 2441190 Weight: 8 lb FT=O% .wmt .....----mMANUEL MARTINEZ, P.E. raw ewtun'arh.Wlwn,rmbkmtia a: r r�.bc ra-k=�hrns,n2,,,de.e.rmc�rv:,,:m,...�».m..duro.leueoa.wu,.�s +r.ermMt a+as,d+�..y� r e.ma,a mwdr,mt.a a n.*n�moe.aaw,, nu40reoe die o-.,,m.ne.,r:.r;m.,.v..4c.pa4 0.=, , n..w wmaen.� mtaes�.+:m�,m,edd.nr.iMirCro,ad6d'mg d a+Ml. raapynJ m,ItacH aewdm.r sam4:.b�4wrv.w.uu.®as.�myaae,m. ti 047181 ry rvwovmpa*1•ndrm.:x uaxm mRPwvwemm awai. 4n.mvyt p.m m,ryimm,ar,.nu',wa�uaytnae�au ,n„m.uwe..� n�+.. mieama., �e..9snnm�en.Im wu,us,v:r:.,,Ma;•r.vd»tea 10019@orOon Cir. tmiu�Iwma.:maw�vauvaM.rmnwece.e,e:<uesrhesrm^s b,�:,nr u u q.uni urm+w:te:aonv�rr�o„sw= rawmr.+�s woa�+emc,®.mtn ,emm.t r...:.mSrmu iv,,,.er.m....u�au,.�A.,rre..,a».•...!n.:.x.�.r :..,.,t.,......rFe.n n .....m,.,... x....u.,xr...... v.m,au.xm„n. Orlando, FL 321132 Job Truss Truss Type Oty Ply Std. Pac./6811 El C 63184 MV4 Valley 4 1 Q0650516 o Job Reference optional) Al KUU1- I KUJJts, FUK I FILKGE, FL 34946, design@allruss.com Run: 7.640 s Oct 72015 Pont: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:19:17 2015 Page ID:cS2yUAsdmV4V5ztDIW WpPzmH46-azHJ_ciXwmuCussHawBYZNaHgrSmSWFRY5TJy64r Y 0 0 4 3 2x4 i _ 1.5x4 II LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) We - nla 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(TL) n/a - n/a 999 ' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a rue BCDL 10.0 Code FBC2014/fPI2007 (Matrix) Weight: 14 lb FT=O% 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 or 4-0-0 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 uide. REACTIONS. (lb/size) 1 = 145/3-11-8 (min. 0-1-8) 3 = 14513-11-8 (min.0-1-8) Max Horz 1 = 100(LC 8) Max Uplift 1 = -43(LC 8) 3 = -93(LC 8) Max Grant 1 = 281(LC 14) 3 = 281(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1131255 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 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 Job Tmss Truss Type ON PIY Std. Pac./6811 El C AOfi50517 63184 MV5 Valley 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com -Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc- Wed Dec 23 13:19:18 2015 Page ID:cS2yUAsdmV4V5z1D1W WpPzmH46-2gdCxjAh402WORU8JJO5Avd?E6kaNigUSHe?my64d 1.5x4 11 2 4 3 2X4 G 1.5x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/del) L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 nla n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 19 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 or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 20515-3-8 (min.0-1-8) 3 = 205/5J-8 (min. 0-1-8) Max Horz 1 = 142(LC 8) Max Uplift 1 = -60(LC 8) 3 = -131(LC 8) Max Grav 1 = 314(LC 14) 3 = 314(LC 15) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-160/357 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vxasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonroncti ent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (t=1b) 3=131. 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, nonconcun-en/ 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 wmmvgme aa:.an.rs.m.r me rzaue[sunilst+au uurrc.e an,vsmcrren+la:anmmwr mmarumr..mnm.oemonnn«m rww�lew.r.ppwiramr.sm®aa. :run mmerw,..y MANOB MARIINEZ,P.E.i widmmamrb.,vwb,.metam rovroe.mse.0 u k ur rGswmrrmmlm ammrmo rn r,<y.m.dm.n.l•mmmmvwm v v«onnrmamv.a+syas a�.mem[v m>mh a mtn eemeImmovrmtimm. ' .a,eavd.,.±aum,aamrr r.v m,mmwvltam,a �aa.mr mwma>sra m,v:,v�v a�. mermmadaut,m.nCm.lanmahvW marrii«.mmatmrlwrra ss am,i ,. awrn�•samn.mmmm.mam.e,9 remwm, #0411R3 ' r„vmaaryam.raren9ees ae omm„na meumem>mry wroae 4awacme.r«emdarid.�nmpu4nNa.etrrndsru a.n..amvmrawa. mlera.,t rnv«+�«,m+ +.im. auvme,nm„»v«usrr,,.rma 10019(harNan Or. rrm,umaam.,,a,n,m.«: a,em M.ememRr as m uvm.ovm�,s run n.uenuis=roc 'vnrm ru.vauq.erarnnsra,•ammnr.m,maax neWmrwm-.e.na. _-.amrm. Gppmpr�1015 P-Itrol rrm«, MmmlMvams;rt repndmmva'd�saamxl,amtla.:,npo-:;himdrS mtia lnmsueohoo kl raolkesr,-tivmelnmm;PF OIIOndo, FL 32832 Job Truss Truss Type Ply Std. Pac./6811 El C 63184 MV6 Valley �Qty 2 1 A0650518 Job Reference (opfiona0 At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.cam Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:18 2015 Kagp ID:cS2yUAsdMV4V5ztDIWWpPz H46-2gdCxjAh402WORUBJJQ5AviQE4YaNigU5He?my64r 6-0-0 6-M 0 0 1.Sx4 II 2 2x4 i 4 33.6 II LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structure) wood sheathing directly applied or 6-0-0 cc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-8-4 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 23515-11-8 (min. 0-1-8) 3 = 23515-11-8 (min. 0-1-8) Max Horz 1 = 162(LC 8) Max Uplift 1 = -69(LC 8) 3 =-151(LC 8) Max Grav 1 = 331(LC 14) 3 = 331(LC 15) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-183/403 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except (jt=1b) 3=151. 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)'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: 21 to FT=O% Job f Truss TmssType Ory Ply=Pac,1.68(.1,1,E63184 MVS GABLE 1 N i rcwr i nuaar=a, rUK i nenct, r� 3494e, design(maltruss.com Run: 7.640 s Uct f ZU15 Print t.MU s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:19:18 2015 Page ID:rS2yUAsdmV4V5zIDIWWpPz H46-296CxjAh402WORU8JJO5AvIGEAyaKrgU5He?my640 2x4 i 6 5 1.5x4 II 1.5x4 II 4 1.5x4 II LOADING(psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 • TC 0.45 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 HOrz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 31 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 108/841-0 (min. 0-1-8) 4 = 135/8-0-0 (min. 0-1-8) 5 = 407/"-0 (min. 0-1-8) Max Horz 1 = 225(LC 8) Max Uplift 4 = -86(LC 8) 5 = -261(LC 8) Max Gmv 1 = 260(LC 15) 4 = 275(LC 17) 5 = 426(LC 16) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-417/68 WEBS 2-5=317/649 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25% Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=1b) 5=261. 7) This truss has been designed for a moving concentrated load of 200.OI11 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 Job Truss Truss Type Qty Ply Std. Pac.16811 El C A0650513 63184 MV10 Valley 1 1 Job Reference o aonal Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@albuss.00m Run: 7.640 s Oct 7 2015 Print 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:18 2015 Pegg ID:cS2yUAsdmV4V5ztDIWWDPzmH46-296CxjAh402WORU81JQ5AveRE5QaJpgU5He7my64d 10-0-0 10-0-0 d 0 2x44 6 5 3x6 II 1.Sx4 II 3 4 1.5x4 II LOADING(psf) SPACING- 2-f1-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) n/a - We 999 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No2 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 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 = 65/9-11-8 (min. 0-1-8) 4 = 214/9-11-8 (min. 0-1-8) 5 = 551/9-11-8 (min. 0-1-8) Max Horz 1 = 287(LC 8) Max Uplift 1 = -5(LC 14) 4 = -137(LC 8) 5 = -353(LC 8) Max Grav 1 = 236(LC 15) 4 = 319(LC 17) 5 = 551(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-552/83, 3-4=-166/319 WEBS 2-5=-429/824 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1 except Qt=1b) 4=137, 5=353. 7) This truss has been designed for a moving concentrated load of 200.0I15 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 fired heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 39 In FT=0 Job ! Truss Truss Type ON PN Pac./6811 El C A0650520 63184 PB1 .. Valley 2 1 rtd. hReference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design(o3altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:19 2015 Page ID:cS2yUAsdr V4V5ztDIWWpPzmH46-WL04PHkoRO8v897gi0rteOSvbeTTJnspillBYCy64d 4x4 = 6.00 12 5x6 = 4x4 = 3x4 = 17 15 18 14 19 13 20 12 11 21 10 22 9 3.4 = LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) We - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) We - We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) -0.00 16 n/a me BCDL 10.0 Code FBC2014ITP12007 (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 6-0-0 oc purins, except end verticals. 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 255-7. (Ib) - Max Horz 1= 80(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 15,9 except 1=-170(LC 17), 2=185(LC 8), 11=274(LC 7), 13=-253(LC 7), 14=-220(LC 6), 10=-147(LC 6) Max Gmv All reactions 250 lb or less at joint(s) 1, 15, 9 except 2=386(LC 17), 11=571(LC 13), 13=546(LC 1), 14=480(LC 19), 10=430(LC 21) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6211=-450/522,5-13=423/492, 4-14=-363/406,7-10=2921334 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent 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 6t between the bottom chord and any other members. 9) Bearing at joint(s)16, 9 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 of withstanding 100 lb uplift at joint(s) 15, 9 except (Y--lb) 1=170, 2=185, 11=274, 13=253, 14=220, 10=147. 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)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 86 lb FT=O% Job Truss Truss Type Qry Pry Std. Pac./6811 EI C A}065O521 63184 P62 Valley 1 1 J b Ref rents ( pti a0 ' Al ROOF TRUSSES, FOR] PIERCE, FL 34946, design@albuss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 72015 MiTek Industries, Inc. Wed Dec 2313:19:20 2015 Bag@ ID:cS2yUAsdrwV4V5ztDIWWpPzmH46- YySddIQChHmUasFkMUAb?441 pe2E5zxPml4ey641 4x4 = Sxfi = r: nn F,5- 4v4 = 17 15 18 14 19 13 20 1211 21 10 22 9 3x4 = 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.56 Vert(LL) n/a - nla 999 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.59 Vert(T-) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WET 0.20 Horz(TL) 0.00 16 nla n/a BCDL 10.0 Code FBC2014TFP12007 (Matrix) Weight: 89 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 253-7. (lb)- Max Horz 1= 93(LC 8) Max Uplift All uplift 100lb or less at joint(s) 1, 9 except 2=-10o(LC 8), 12=276(LC 7), 13=-256(LC 6), 1(16), 14=133(LC 7), 15=129(LC 8) Max Gmv All reactions 250 to or less at joint(s) 1 except 2=307(LC 23). 12=576(LC 13), 13=539(LC 14), 10=126(LC 28), 14=392(LC 25), 15=277(LC 24), 9=251(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 6-12=-053/522, 5-13=4221490, 7-10=297/330, 4-14=-258/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all auras 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) 16, 9 considers parallel to grain value using ANSI/TPI 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 100lb uplift at joint(s) 1, 9 except at --lb) 2=100, 12=276, 13=256, 10=142, 14=133, 15=129. 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, noncencurrent with any other live loads. 12)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard vmmrw.,-0mve;tlrr:rzv6ekl mc:rrays[slut%rauenarmananrmm�I:rrnttrlatmmwonazmlo-e,rma,en,Fl,.aem,e.e...a.am.m.elm,Poyedv.kem%rim,tl�.ldmm,:.u.utl,..o-vmiws,,,.><,mmen:,,x,.v:dwm,lo0.=x 'vgbi MANUR MARTINEZ, P.E. diw MlWpMvv6d1 i Ee4,aG@ M1<.SrnmNrlvpenj.trsdvvvvyt04 wnemmmepmmeikkgdennAerym,aryrz�pwbkr!n Eaaesgd eeptlk WlrA dr,minlrLl. ihleuAsm^r'mn.lm'6r�=>deiu,. �WlekwaJarplm„rMOM mddf^rdvudtl.�La,b wB a tlrcmNmPosndiaww AO.ver mMeal9enwirldtq Gramm,mdeumeddRvuLmele4iMtlm6oifymlrmaMl. l4vppavd2Cfe1�0e:1q&AvudMi,na�doCmrEm+3gsa,v5.,mav6tinmdbvuydNhvOe ;!{OfTIAi r.mrGilrvlPovrddgd'. Araeli:<,.WeN,<I gnevvWWWMpmv,.Wpvid,GasvlMNkyrwrynenl Sd,rylnlvwlyPlll)pvWFA611Flv.dA(1m,aNnwealmyewi 9W :IE,Tvtly,[yutlYaf mdira,dMieeu0.Jnn tuu5nyieynmwi 10019 (ir. i,m,po-memm�,moral.re.arc=.6yvemm.mna.p.:.,�ygeApmM,tr,.m d raumr•peMn„rnrmmwaamra.asmar,n�srymuyrmwtrwrmdry. mopm„ame�a.ned:wtllm. 4ppy6@tplSAi roolrrmrmtlmod4mmn,P3. Pepadmrmvdh'sbomnp-aeeyhnFld+�ri�AwMerpmmisdm6emAI PoM6nssmtivwrll¢nue4rE Orlando, 0, it FL 32 3i831 Job 4 Tmss Truss Type Oty PIY Std. Pac./6811 EI C 63184 P83 GABLE 1 1 A065O522 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com 6.00 12 5x8 i 3 4 d 12 I- 1 18 16 19 15 14 20 3.4 = 3x8 iI 3x4 = Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:21 2015 Page ID:cS2yUAsdMV4V5z DIW WpPzmH46-SkWggzl2z?PdNT93pRt7jpXG5R9mhd6A3W Ic5y64r LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.24 HOR(TL) -0.00 17 n/a n/a BCOL 10.0 Code FBC2014/fPI2007 (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 - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-5-15. ,(Ib) - Max Horz 1= 52(LC 8) Max Uplift All uplift 1001b or less at joint(s) 1 except 17=-505(LC 17), 2=171(LC 14), 13=-253(LC 7), 15=-245(LC 6), 12=256(LC 6), 11=-322(LC 6), 16=-107(LC 7) Max Gmv All reactions 250 lb or less at joint(s) 1, 17,2 except 13=545(LC 1), 15=514(LC 1), 12=547(LC 1), 11=797(LC 17), 16=396(LC 14) FORCES. (Ib) Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. TOPCHORD 10-17=295/505, 9-10=-3551299 WEBS 5-13=423/491, 4-15=404/469, 7-12= 425/494, 8-11=-546/642, 3-16=207/255 NOTES- 1) Wind: ASCE 7-10; Vult--170mph 13-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity, of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb)17=505, 2=171, 13=253, 15=245, 12=266, 11=322, 16=107. 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) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 1.5x4 II 8 9 -o Er 17 0,0 11 10 23 3x10 i ,.5x4 = PLATES GRIP MT20 2441190 Weight: 77 to FT = 0% Job Truss Truss Type Gty PIY Std. Pac./6811 El C A0650523 63184 PB4 GABLE 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com 6.00 12 SX8 i 3 4 18 16 19 15 1420 3x4 = 3x8 I 3x4 = Run: 7.640 s Oct 72015 Pnnt 7.640 s Oct 72015 MI-Tek Industries, Inc. Wed Dec 2313:19:222015 Page ID:cS2yUAsdmV4V5rtDIW WpPzmH46-ww4C2JmgkJXU?dkFN9OMF04RnrV4WBKGPjFr8Xy64i "riffs �'b.S'S6X��:DY'� �a�xXi.'.'.x;ix�'✓rk'G� "Hd'.9, 4 LOADING(psf) SPACING 2-M CSI. DEFL. in (loc) I/clef] L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Hom(TL) -0.00 17 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 - OTHERS 2x4 SP No.3 BRACING- 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-9-15. (Ib) - Max Harz 1= 53(LC 8) Max Uplift All uplift 100 It, or less at joint(s) 1 except 17=-383(LC 17), 2=-181(LC 14), 13=-252(LC 7), 15=-249(LC 6), 12=257(LC 6), 11=284(LC 6), 16=-114(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 17, 2 except 13=543(LC 1), 15=522(LC 1), 12=548(LC 1), 11=682(LC 17), 16=111(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-17=219/383, 9-10=-267/224 WEBS 5-13=-421/489, 4-15=-410/476, 7-12=427/495, 8-11=482/566, 3-16=221/272 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 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-M wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except (jt-lb) 17=383, 2=181, 13=252, 15=249, 12=257, 11=284, 16=114. 9) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels- Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Tmss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 1.5x4 11 8 9 iw (o o' 17 0 22 11 1$3 3x10 1. 1.5X4 PLATES GRIP MT20 2441190 Weight: 78 lb FT=0 Job 4. Truss Truss Type ON Ply Std. Pac./6811 EI C 63184 PB5 Valley 3 1 A0650524 - Job Reference (optional) At ROOF TRUSSES. FORT PIERec, rL 4q b, oeslgntdaltruss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 23 13:19:22 2015 Page ID:cS2yUAsdmV4V5zIDIWWpPzmH46�4C2JmgkJXU?dkFN90MF04YPrc3WBhGPjFr8Xy64i 0 2x4 = LOADING(psf) SPACING- 2-M CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(T-) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014rTP12007 (Matrix) Weight: 7 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-7 oc pudins, 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) 1 = 312-4-15 (min. 0-1-8) 5 = 53/2-4-15 (min. 0-1-8) 2 = 122124-15 (min. 0-1-8) Max Horz 1 = 61(LC 8) Max Uplift 5 = -31(LC 8) 2 = -85(LC 8) Max Grav 1 = 34(LC 8) 5 = 230(LC 15) 2 = 264(LC 14) FORCES. (lb) Max. Comp./Max. Ten. -AII forces 250 (lb) cr less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIr170mph (3-second gust) Vasd=132mph; HVH2; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) 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) Bearing atjoint(s) 1, 5,2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument 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) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard u1d„ovanwphmeOb,aWt«m,mbmb, aei b, 1 m uw r..sp.�ruf- ta.ww.nuo a .,uplmx m wm unmegmeml W.abyr �d p.i ,imp .-imee. m.ummr mmpmi n e:.P -p�,t=eneaa..,. MANUB MABfINEZ, P.L wob5hdmx:fa,rm,meurac':wphme,npeuAEryda a. a.vn.w+. ayem alildyMane,�me,whtlelme aLiMa[M,Wm6dfsp ed dmFr. pen 4dwmp,a sda.umo-lbxaa,mas ooa.e ®ddmvaRilbeme #047182 „w»aan.cm.tac.ra ,rv=eew .w.ne,m�e.,.m.;eo..ame .e drdes.,,namla.pa.�p..emmmim.an Pugrauaeehmwauuwole,ee.eai.,s.,apo- rmnemannph..,ra„,ww..,am..,,oe.pm,.r Mpeyvpa.mea 10019(huffora0f. lm,veeob,m.,.m„erameaeboeagaoemao?o.an,emeeyermwM�m.a.ea ram„uup.ma�nhurmepo;uyeeay.,,mr�m�swmr.sme•menmaaea rurepcwwmna.,,aeg,emrnt. tryrvipM9m11 A�1 twlrnnxs�amo4Ymavn, P.t. repaamtivar'A=,dame:n,i.uyfaa,isne+mi:ea.bnnimnpe,eu�venbomA�l loolbessn-aivmlkmtietr.0 Orlando, FL 32832 I Job Truss Truss Type Dry Ply Pac./6811 EI C A0650525 63184 PB6 Valley 1 1 �Stcl. Job Reference (optional t At ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.640 s Oct 72015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Wed Dec 2313:19:22 2015- Page ID:cS2yUAsdmV4V5rtDIW WpP=H46-ww4C2JmgkJXU?dkFN90MF04YPrc3WBhGPjFr8Xy641 2x4 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Idd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) nla - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a nla BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 7lb 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 2-5-7 oc pudins, 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) 1 = 312-4-15 (min. 0-1-8) 5 = 53/2-4-15 (min. 0-1-8) 2 = 122/2-4-15 (min. 0-1-8) Max Horz 1 = 61(LC 8) Max Uplift 5 = -31(LC 8) 2 = -85(LC 8) Max Gmv 1 = 34(LC 8) 5 = 230(LC 15) 2 = 264(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1, 5, 2 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) S. 2. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument 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) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard bmAry�%mehmae�lr�mLvb'LIW['r11Ti93rIltlF1}QUr4NrSrkOnf1oR10SICcrrl4ttr)A(CiTI1tKiYArlma Yadrleagnpmm�envnd,vedmMwO'nfmvOvuregaar(NprdMYYmdtluemrL44 v4sei M!wvew 0vk,v�PmvG Nmer RviOY, NI MANURRARTINEZ,P.C. GIeY�ovrpkm AAEeeW MMI4EMhrv5l bvr:mMcnrvpen(U.kpbXrlvpam1ZrvdnmrlW„pn�,®mevbmeAOePvinuolevplmmyieyewd3ryMMdvY+d�evgY6avt:¢trGu Ym IW elnirl.1. i41evyvea,vgba,,be' rzNuini. Ailvim,lm epvv3rn16mvymib'+rAi OmvStamtevglmi+lrynla6vl✓IGgA+ymr;:ibe,vgm AIb YGAenCMInALMurNeWWI. l4operAA-0uIDOefwSJrodlMiwt'sldglmlLr.Yny,hadlvtlmmdb¢i9.+lSbde #0471RR !vmWrdvu ,v,pvaAnrAMbamrh �mdkme,Sew,wmwhlrJvedMloMu,mlpiAveeAMWi6g4gaenLhp4Mufavnnrlp.piAelhPlvdpnov,eMea3ly wNgi[ve. Ml Gtaebee+p+3Ae�eNt✓uAnvtmvWtlyn,finexu7kquenvd 10019 Chorllon Cir. ImeYmdoihie,mbnenmAnlAmihrope�e.en�.unrtnhow+mbmw.Ipbvuhtlp inrynvrCf6erAderdugmat,mSrnevivguevbwrr. Y[vpe6elinn avmtIYIM. IrynkN>3MI5111>ermxe�NomAbbmrt reprahrivndtli+lmmuraevrlvetkpeAYned Ynn�lepepnAw6mbl toelrnxn�YmoellW:nrE Orlando, FL 32832 Joh Truss Truss Type Dty Ply Pac./6811 EI Clo631194 PB7 Valley 1 1A0650526 Ed. b Reference 26ona11 Ai RUUF I KU1 btS, rUK I PILKUL, FL 34U45, desgn(maltmss.com - Run: 7.540 a Oct 7 2015'Pnnt. 7:640's Oct 7 2015 MITek Industnes-Inc.. Wed Dec 2313:19:23 2015 Page I D:cS2yUAsdmV4V5ztDI W WpPzmH46-06ebFfnlVcfLdnJRrsvbaEdj9FylFexPdN?Phzy64 5 1.5x4= 2x4 = 1 0 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) n/a - n/a 999 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix) Weight: 7lb FT=0 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 or 2-5-7 oc pudins, 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 = 312-4-15 (min. 0-1-8) 5 = 63/2-4-15 (min. 0-1-8) 2 = 122124-15 (min. 0-1-8) Max Hoe 1 = 61(LC 8) Max Uplift 5 = -31(LC 8) 2 = -85(LC 8) Max Grav 1 = 34(LC 8) 5 = 230(LC 15) 2 = 264(LC 14) 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) V'asd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about 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) Bearing at joint(s) 1, 5, 2 considers parallel to grain value using ANSI/TP11 angle to grain formula. Building designer should verify rapacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 5, 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard J r� Jar 40t� A-1 ROOF TOTKUSSIES AFLORIDACORPORATION 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 Thus 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 discrepandes. 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 Tress 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 dues, 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) Tresses 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 wwwAltruss.com T4 TH D26 178:4 2495 2855 3060 2170 18 -16d (Face) FL13285.35 12- SOd x 1-1/2 (Joist) 06- 0921.05, RR 25843 HT025 2940 B40 3600 1555 11 - Iod x 1-112 (Carried Member) 20.10d x 1-112 (Curried Member - MaxNoiling) 20 -16d (Carrying Member) 20 -16d (Conying Member- Max Nailing) TS THD26-2 179:4 2340 2920 3175 22B5 18 - 16d (Face) FL13285.35 12 -10d (Joist) 06- 0921.05, RR 25943, 19116-R HHUS26-2 2795 955 3405 L50 14-16d(Face) 6-16d(Jobt) HTU26-2 2940 3340 2600 2175 20. 10d(Coined Member -Max Nalling) p -16d (Carrying Member- Max Nalling) T6 THD28 1781, $965 3965 3965 2330 28-16d (Face) FL13285.35 16 - 10d x 1-1/2 (Jelet) , 06- , 0921.05, RR.25943 HTU28 3020 . 4340 4680 2140 26.10dx2-112(Carried Member -Max Nalling) 26-16d (Carrying Member- Max Nalling) T7 TH028-2 178:4 3950 4540 4935 2595 28'- 16d (Face) FL13285.35 16 -10d (Joist) , 06- 0921.05, RR 25843, .13116-R HHUS29.2 4210 4770 5140 2000 22 -16d (Face) • B-IEd(Jo bt) HTU28.2 3820 4340 4680 3405 26 -10d (Carried Member- Max Nalling) 26.16d (Carrying Member- Max Nalling) T8 'rHD48 17904 2540 2920 3175 2285 - 18- 16d (Face) FL13285.35 12 - 10d (Joist) , 06- 0921.05, RR,25843, , 13116-R USP Structural Connectors Name: US P Address: STRUCTURAL WNNECTORT Customer. A MTek-Compreny Contact Number_ • Fastener Comparison Table F- SPtS o Ow :4_FIeocn she = ' :4e�e cP.Na-ri ` s .. rRsqu&ed� - T1 JUS24 4-10d(Header) - LUS24: 4-10d(Heade4 2-10d(loist)_ 2-.10d(Jo(so - TIO THDH25-2 20-16d(Face) 11GUS16-2 20-I6d(Face) 8-16d Qocst) 8-16d(Joso - M THDH26-3 20-16d(Face) HGUS26-3 20-16d(Fcce) 8 =16d (Jam) 8-16d (loiso - 712 THOKa-2 36-I6d(Face) HGUS282 36-16d(Fare) 1.0 - 16d (Joist) - 12-16d(/oisi) . - 113 THDH28-3 36-15d (Face) 14GU529-3 36-16d(Facn) 12- I6d (Joist) 12- I6d (Joso - T2 JUS26 4-lad(Header) LUS26 4-10d(Hwdeo .. 4-10d (loist) 4-10d (Jo&t) - - T3 MSH422 22- lad (Face -race Max Nailing) 7HAi22 6- 16d(Carried Member-R,-ce Moun0 6-lad (Face -Top Max Nailing) 6- lad (Curried Member -Top Fpange) 6-lad (Joist- Face Max Nailing) 22 - 16d (Face - Face Nouno - i-lad(loist-Top Max Nailing) 2-16d(Face -Tap Hang-) 4-lad (Fop -Tap Max NarTrng) 4-I6d(r-op- Top Hange) - T4 THD26 18-16d(Fam) HTW6 S1-IOdxi-12(Curried Membeo 12 -lad xl-lj2 poist) 20- IOdx1-12 (Curried Mernber- Maxlvm7ng) 20 -16d (Curryiig Member) 20 - I6d (Caaywg Member - Mox MOW - TS THD26-2 18-16d(Face) HHU526-2 14-16d(Face) 12- lad (Jds[j 6-16d polo - T6 THD2S 28-16d(Face) 11TU23 26-10dx1-112(CaniedMember- 16-10dX1-2/2 (Joist) Max Nm7(ng) 26-16d (Cdayurg Member- Max Nar7(ng) - T7 TH028-2 28-16d(Face) HHUS28-2 22-16d(Face) 3-6-lad(loiso - 8-16d(lost) - T8 THD46 18-16d(Face) HHUS;6 14-I6d(Face) 12 -1od (Joist) 6- I6d (Joist) - -M THD48 28-16d(Face) HHiI548 22-16d(Face) 16-lod (-Foist) 8-16d &&0 USP Structural ConneMrs j Name: SP Addns� 0-4U�� UL C�m� LbNNECTORS �:9 NLfeKComWinY Contact- Number - Loft ;S� gs flange Aa �� Y _ pjgflt flange THD48 W 1) USP Shuchural Connec[ojj TYPICAL ALTERNATE BRACING I DETAIL .FOR EXTERIOR FLAT GIRDER TRUSS TRUSS -241 UPLJFT CONNECTION SEE ROOF TRUSS OR FLAT u 12 ❑'r•rrr u l 77 MAX 30 (2 -5") 2X6 #2 SP BOTH FACES y SIMPSON H5 TUN a= LLJ STATE OF OylA11l�\S``�� 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 FEBRUARY 14, 2012 I Standard Gable End Detail f SHEET 2 VIMO FA7ek mrn c, rnw Page 2 of 2 ALTERNATE DIAGONAL BRACINGTO THE BOTTOM CHORDORD Trusses @ 24" o.c_ HOP.QDNTAL6RACF Z,ED(AGONALSNACESPACED �4B'O.C. [SEES£L'nON A -AI ATIACHEDIDVERTCALYAfN(ry-t Ed Nrf-i Industries, Inc. IndustriInc. Roof SheathCOWADN WIRENASSAND ATTACH® ing--1 TO�MaNGy��_tod a„S. 1-a' SIDGDESIGNERDH 3.'r7DDEEIGN7HE NALLIN BRACE7A ACHMENTTOTHE VAT11T f�IId Yf[IN TWOt6dNAU5 P ANELOADSITEAT DFTHEGAMEENDS \ WITIMT OIFASFEI®TOFOIITEN PUSS PIIRLP! YVRH0CIQNC \ ITWDICH.FASFHd 709LDCFM}C-WfTVJO tBi NABS (MQJy Diag_Bram at 13 poitris \ PBOVWZX4BLCMMGBEIPCF�I THETM ZUPPORM13THE BWd EAND7HE7WOTR iineedBd \ ONEMEiSMEASNOT81TOBVILBLOC O TTrAW DU igL 7OBLOG�G W' iSt- t Od CObFMON WOFENAIFS_ CB[R'G SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES SFRUCiUR4LGABLETRUSSES MAYBE BRACEDAS NOTED: LdEHOD t-ATfACHAMATCHNG GABI.E7RUSSTOTHE NSME FACE CFTHESiRICiURALGABLEANDFASTEM PGL FOLLOW NG NAIXWGSCHEDtg F ?AETHDD2-ATTACH2X SCABSTOTHEFACEOFEACHVER=I WET�EA OFrTHE Sf RUCFURAL GABLE PER THE FU 11 NAHMS SCHMULF-SCAB.SARE7D BEOFTHESANE: 150 NOTE: THIS DETAlLISTO BEUS® ONLYFOR I STRWTURALGAEISWFFH INLAYED SUO& TRUSSES W FTF{OUT INLAYED Sl1DS ABE NCITADDRESSM HERE STAN1AFO I GABLETAUSS 'II' �_ — '� • _ STATE OF _: _� 1109 COASTAL HAY BOYNTON HC,FL 33435 FL''BRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY SYP 0 MGTEIc fnduslri�, IIIc GENERALSPECIFEATIONS 1. NAILSRF=35' X D-1 2-INSTALLVALLEYTPo SECUREPEA DETAII 3. BRACE VALLEY WEE INDIVIDUALDESM GAELEEND.CONDIONTRUSS 4. BASE TRUSS SHALL Wrex lmlushies.Che twlfeld. MD Page i ul7 ACCORDNMCEWRHTHE 90N 1RILSS SPACING SECURE VALLEY TRUSS WI ONE ROW OF 16d NAILS S' O-C- WIND DESIGN PASCE 7AD, M MPH 2, ASCE F� 12D MPH WIND DESIGN AERERASCE7-1D 7R1f�ti j� AATfACH2# CONTINUOUSNQ2SYP MAXMFANROOFH8GHr-3UFEET RCOFIOTHEAOOFW/Tl�%016d 73t'Xa.S')NAIS CATEGORY ORYIt BUILDINM31{2 MAXN4UM'IDi12 {[L CATEGORY It HULLOING Kro EACH BASETRUSS- EiPOSURECORD r I WIND DURATION OFLOAD INCR 11E101111 I DETAIL A (MAXIMUM V SHEATHING) N.T-S. LLOAD WQ ; �s 11!,/' AD t4a+D 19F� �9F•• ` - 1}CENSF *= N 3asss _ D �2 Lu ��' �ao 19/>z W_ STATE OF .� 1109 COASTAL BAY BOYNTON BC,FL 33435 OCTOBER 1, 2005 UPLIFT TOENAIL DETAIL ST-TOENAIL UPLI El Ay �JiJLJ O E� Irv= MTek Industries. Inc MTd: Industries. Ch=sxdiFld. MO Page 1 of 1 NOTES 1-TOE-NAILSSHALLBEDP.IVEN AT AN ANGLEOF30DE EES;WITHTHEMEM6FR MID STARTED 113THE LENGTH OFTHENAIL FROMTHEMEMBER END AS SHOWN- 2 THE END CISTANCF-EDGEDIsTMJCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OFTHEWOOD- 3. ALLOWABLE VALUESHALL BET1-ELSaP.. VALUE OFTHEBOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERSOF DIFFERENT SPECIES - a TANT SIDE VIEW NEAR FAR. SIDE TOE OF VIEtAS SHOWN AREFOR rl-WS -IG N PURPOSES ONLY TOENAIL VVfTHDRAWAL VALUES PER NOS 2001 If/nail) CIAK SYP DF HF SPF I SPFS .131 I 5tt5 4H.1 31➢ Z9.tt 20.3 O -135 I W3 475 I 32a 30.7 203 .162 I 723 57➢ 393 3M 25.1 z .128 53.) 41A 27 2TD tHi -131 543 428 293 277 Etta r -148 Hi_4 493 332 313 273 0 .t2n 459 14 8 1 23A 15a O _128 49➢ 28.5 3H5 25JI 17➢ o 1 -131 50.1 395 27.1 Xi 17.4 � 1 .143 56a 44.13 30a 283 19.6 VAU.fES SHOVM AFE CAPACITY PE2TO&ML- AFPUCftaEDUP-ATION OF LOAD INCREASES MAY BE=APPLIED. EYAMPLE (31-16d NAILS (.162' dam. x 3.41 WITH SPFSPECIPS TOP PLATE ForlAlnd DOL of 133- 3 (rmils)X36.8 (IbfnHI)X 1.33 (DOL forwind)=146.81b Maximum Allowable Up6@Readfon Due To Word F-orVMnd DOL of 1.60- 3 (na1ls)X363 (IbfnaA)X 1.60 (DOL forw)nd)=176.61b Maximum Allowmble Up6ftReadton OueTo Wind If the uplift madion specified on the—t � Design Drarimg Is more than 1453Ibs (176.6lbs) another mechar Ical uplift connecEon must be used USE P)TOENAOS ON 2 A BC-iRNG VMU- ^'US=(4)T0&"lSON3fi BEARINGVVAU- 10/3.9/32 ,`V1111llllfflf N 34869 --u �— _p - W= — _ STATE OF 1109 COASTAL BAY BOYk=N BC,FL 3343S jULY 20,2015 TYPICAL.HIP/KNG JACK CONAT'CTION I ST- CORNERSET 4Q.O. T'RY755FS Attach End Jack w/ (4) 16d Toe Nails TC & (3) Toe Nails BC X d 0 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 Q 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 Martin,�•� a;::yv�ati