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HomeMy WebLinkAboutTRUSS PAPERWORKA-1 ROOF TRUSSES A FLORIDA CORPORATION Lumber design values are in accordance with ANSI/TPI 1-2007 section-6.3 These truss designs rely on lumber values established by others. RE: Job 73733 1 Site Information: Customer Info: PHOENIX REALTY HOMES, INC. Lot/Block: 1 32 Address: 3906 DUNESIDE DR FORT PIERCE FL City: A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Project Name: LOT 32 ALBERG RESIDENCE Model: Subdivision: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 0.0 Wind Code: ASCE 7-10 Wind Speed: 170 Roof Load: 55.0 psf Floor Load: 67.0 psf This package includes 69 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. C0017 31, No. Seal # I Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0151246 A01 G 10/5/18 13 A0151258 A13 10/5/18 25 A0151270 B06 10/5/18 2 A0151247 A02 10/5/18 14 A0151259 A14 10/5/18 26 A0151271 B07 10/5/18 3 A0151246 A03 10/5/18 15 A0151260 A15 10/5/18 27 A0151272 B08 10/5/18 4 A0151246 A04 10/5/18 16 A0151261 Al5A 10/5/18 28 A0151273 B09 10/5/18 5 A0151250 A05 10/5/18 17 A0151262 A16 10/5/18 29 A0151274 B10 10/5/18 6 A0151251 A06 10/5/18 18 A0151263 Al7G 10/5/18 30 A0151275 811 10/5/18 7 A01 5125 2 A07 10/5/18 19 A0151264 B01 G 10/5/18 31 A0151276 B12 10/5/18 8 A0151253 A08 10/5/18 20 A0151265 B02 10/5/18 32 A0151277 B13 10/5/18 9 A0151254 A09 10/5/18 21 A0151266 B02C 10/5/18 33 A0151278 B14 10/5/18 10 A0151255 A10 10/5118 22 A0151267 B03 10/5/18 34 A0151279 B15G 10/5/18 11 I A0151256 I All 1 10/5/18 23 A0151268 B04 10/5/18 35 A0151280 C01 G 10/5/18 12 1 A0151257 I Al2 1 10/5/18 24 A0151269 B05 10/5/18 36 A0151281 CO2 10/5/18 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, perANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents') provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by (Al Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Engineering Documents') are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional qy T. engineering responsibility for the design of the single Truss depicted on the TDD on T thR Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. ggqq6tilfDQOC,��� CjSN , - * '.gyp Anthony T. P.E. SERIAL. #: 4d36b989999e20a51b6cde8e Page 1 of 2 A01,0A-1 ROOF 0TRUMSES A FLORIDA CORPORATION RE: Job 73733 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 i These truss designs_ rely on lumber values established by others. No. Seal # Truss Name Date No. Seal # Truss Name Date 37 A0151282 CO3 10/5/18 75 STDL06 STD. DETAIL 10/5/18 38 A0151283 C04 10/5/18 76 STDL07 STD. DETAIL 10/5/18 39 A0151284 C05 1015/18 77 STDL08 STD. DETAIL 10/5/18 40 A0151285 C06 10/5/18 78 STDL09 STD. DETAIL 10/5/18 41 A0151286 'C07 10/5/18 79 STDL10 STD. DETAIL 10/5/18 42 A0151287 C08G 10/5/18 80 STDL11 STD. DETAIL 10/5/18 43 A0151288 CJ1 10/5/18 81 STDL12 STD. DETAIL 10/5/18 44 A0151289 CJ3 10/5/18 82 STDL13 STD. DETAIL 10/5/18 45 A0151290 CJ3A 10/5/18 83 STDL14 STD. DETAIL 10/5/18 46 A0151291 CJ3B 10/5/18 84 STDL15 STD. DETAIL 10/5/18 47 A0151292 CJ3C 10/5/18 85 STDL16 STD. DETAIL 10/5/18 48 A0151293 CJ5 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5118 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 10/5/18 49 A0151294 CJ5A 50 A0151295 CJ5C 51 A0151296 D01 52 A0151297 E01 G 53 A0151298 FB01 54 A0151299 F1302 55 A0151300 F1303 56 A0151301 FB04 57 A0151302 F1305 58 A0151303 FL01 59 A0151304 FL02 60 A0151305 FL03 61 A0151306 FL04 62 A0151307 HJ7 63 A0151308 HJ7C 64 A0151309 HJ9 65 A0151310 J7 66 A0151311 RC 67 A0151312 J9 68 A0151313 VM02 69 A0151314 VM04 70 STDL01 STD. DETAIL 71 STDL02 STD. DETAIL 72 STDL03 STD. DETAIL 73 STDL04 STD. DETAIL 74 STDL05 STD. DETAIL J Page 2of2 Job Truss Truss Type Oty Ply A0151246 73733 A01G Hip Girder 1 1 %, Job Reference (optional) A-1 Root I Fort Pierce, FL 34946, design@altruss.com 7-0-0 6.00 FIT 500 MT20HS-- Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:25 201 S Page 1 ID: HSelToU9d7eaEKtzidggl yME_-xo9j5NPuO72gZZCe3oe?03dBEgLGuogiU POxheyU810 1n-R-n 14-4-n 21-4-0 23-4-0 , 3-8-0 18 10 19 9 20 21 2-0-0 Dead Load DeO. = 118 in 1 v 4x8 = 2x4 11 6x8 = 2x4 11 4x8 = 7-0-0 10-8-0 14 4 0 21-4-0 7-0-0 3-8-0 3%0 7-0-0 Plate Offsets X Y -- 2:0-4-0,0-1-15 , 6:04-0,0-1-1 5 , 9:0-4-0 0-4-8 LOADING (psfl SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.28 9 >925 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.24 9 >999 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.34 Horz(CT) -0.07 6 n/a n/a BCDL 7.6 i Code FBC2017/TPI2014 — Matrix -MS Weight: 118 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-4-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.1 (lb/size) 2 = 2387/0-8-0 (min.0-2-0) 6 = 2387/0-8-0 (min.0-2-0) Max Horz 2 = -132(LC 6) Max Uplift 2 = -2072(LC 8) 6 = -2072(LC 9) Max Grav 2 = 2387(LC 1) 6 = 2387(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4265/4071, 3-15=-41-17/4160, 4-15=-4117/4160, 4-16=-4117/4160, 5-16=-4117/4160, 5-6=-4265/4070 BOT CHORD 2-17=-3501/3643, 2-18=-3537/3686, 10-18=-3537/3686, 10-19=-3570/3713, 9-19=-3570/3713, 9-20=-3491/3713, 8-20=-3491/3713, 8-21=-3460/3686, 6-21=-3460/3 86, 6-22=-3438/3643 WEBS 3-10=-782/748, 3-9=-762/645, 4-9=-698/581 5-9=-762/645, 5-8=-782/748 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) 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 2072 lb uplift at joint 2 and 2072 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 439 lb down and 481 lb up at 7-0-0, 200 lb down and 219 lb up at 9-0-12, 200 lb down and 219 lb up at 10-8-0, and 200 lb down and 219 lb up at 12-3-4, and 439 lb down and 481 lb up at 14-4-0 on top chord, and 368 lb down and 647 lb up at 7-0-0, 114 lb down and 193 lb up at 9-0-12, 114 lb down and 193 lb up at 10-8-0, and 114 lb down and 193 lb up at 12-3-4, and 368 lb down and 647 lb up at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Standard Uniform Loads (plf) Vert: 1-3=-96, 3-5=-96, 5-7=-96, 2-6=-14 Concentrated Loads (lb) Vert: 3=-308(B) 5=-308(B) 10=-351(B) 9=-95(B) 4=-151(B) 8=-351 (B) 15=-1 51 (B) 16=-151(B) 19=-95(B)20=-95(B) 7�c�niar Hesse tleno{Hrr:.iewt :'A-1 i9C111Si13 ifttfl i6fra.!IE16.iS 8CDfirATIDAS (9511k{cYTfl'i dIX7fiu:fDDQrl bra W1 desils F.—his and wdnlecoe1%Nss-amp 5-ialIlr;;i"i th ddoerl.1:•zie"-_f,tf.td:raeelasef�a�e me. DeLssetk2t+isr dd:l ru t1eTDD,ca't t�ie'vuere;m Tees;4'r. andlar Dx iDD lase rslil. AseTrns Desi{s hgPxa{i.e,�u: sltr 6nua;.tt: uel sr dl7DD �eF."d,.-:1xuct lle ind:ssitedes;sw1gaslaesUritSr 14, In Filth Se*Tnss bpsld m de Thad, co du1M t,is,zsnuntt�e:s. tou'ap<unnu!,, samniry Anthony T. Tombo III, P.E. 9Se1{(1i195srk'eetIL+II114 if lie R3teI�IHfillfk Dxlir. tCsOwvif Fi.'If{Fle'A es i@e{nldl14 Dt5iff-!', tf iffi1e1I'd dtuIK'wia: erd Ise 4H1"'a,rema K1.Ita gxerr:rnar mDuhs,, hiffait11?Tnss-W,finlx!q,r—p.nshlleti—ii kv:q svil�A 1�rtsrl�ii:hd 480083 tletafsr Dnr�.rxCefame!.S.:m'es utaarsdeTDD sul lac Ti�hesmdD l-0 sdtlekli(Inrrurpm?dSderytx'rnmer;66f rdlitfedNi?I sxd Sell mr:d,ae9i�3ene�o`r9m,_liri hiu;te npes:s:nes�9N:�:so-"leLess Deslgerri nsJs:ielineerm3rroes Nssdr:'er:r, mev 4451 St. Lucie Blvd. alkesriu idieslItoCad�M sl,e�3 oleo ie xTA,er lydfrm:es lnt!,eil{eTsess.e,:©Ea;pees isiCi Gse ta�:dar:ts';ver,rtTnss Sls+a iodic!ere; mr5�i19ay. Rlirq.�..as6'eros osemdefved,aittl. Fort Pierce, FL 34946 oan, CoptTighi CTL 2016 A -I Aoaf Tmsses-AnlhnnyT. Tnmha llL i'.E. F.eprodudion of ihis dotumenl, in anp lis prohNed without the wduen permission from A-] Runf Trusses - AnthimyT. Temba lll, P.E. Job Truss Truss Type Qty ply � 73733 A02 Hip 1 1i A0151247 A-1P—f -- •• • • �,y„Va Ruii: o.t tU s May to zu irs Print: mzlu s may Ia zula mi I eK Industries, Inc. Fri Oct 12 14:15:26,2018 Pagel ID:HSelToU9d7eaEKtzidgq 1 fyTWE_-P?i5ljQWnRBXBjmgdV9ExGAPL4bRdGAtj37VE5yU81? -2-0-0 6-3-4 9-0-0 12 4-0 15-0-12 21-4-0 23-4-0 2-0-0 6-3 4 2-8-12 3-4-0 2-8-12 6-3-4 2-Oi0 4x4 = 9-0-0 12-4-0 4x4 = -4-0 Dead'Load Deff. = 3/16 in 3x4 = Plate Offsets (X,Y)-- (2:Edge 0-0-41(7:Edge 0-0-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP' TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.40 11-14 >633 360 MT20 244h90 TCDL 28.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.60 11-14 >428 -240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.05 7 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 98 lb FI '= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-10 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 = 1359/0-8-0 (min.0-1-10) 7 = 1359/0-8-0 (min. 0-1-10) Max Horz 2 = 162(LC 11) Max Uplift 2 = -579(LC 12) 7 = -579(LC 13) Max Grav 2 = 1359(LC 1) 7 = 1359(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 1947/1666, 3-4=- 1622/1487, 4-5=-1421/1378,5-6=-1622/1487, 6-7=-1947/1666 BOT CHORD 2-18=-1153/1643, 11-18=-1153/1643, 10-11=-750/1328, 9-10=-750/1328, 9-19=-1189/1643,7-19=-1189/1643 WEBS 4-11=-445/518, 5-9=-445/518, 3-11=-569/657, 6-9=-568/656 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8( MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 2 and 579 lb uplift at joint 7. 7) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Neury Plesst Hufnsllrr.!aa Ru'A-I IDCE Ir;SSFS i"iELtEl; goal[ EE11158(9E;�11[DS C1STlM�A1:l';:.;CiCB:FD KENi'rw.Ferift ltup lecoetens¢d!erfaNesta!bs Leu 7r c�)tnriy{IEw;ttilktlek.!l.lw!>G�LE ldnea;t!2�16?ax ns. Ddes: oke!+ist stsfei tr tleIDD,ss!p MlTtz(uee:le(6:Ets i9il;:p asfl bras iDD itHe¢IiL Aseirru Deziyf Ffncse{i.e,5,ce!IdirEt[Itt!f�.�d:i!IIL¢®JIDD!tPf¢IlAt 1t[(RiSW:t[i lPI ItRI:1f161eIlMl@1A@[?SPItfIHIR(:S(fll1F5!Fllf}(Ct 52j¢E(tiia?P O.I fR(ItTDD81Ir,:gEG EV-I. Tt do HQ55tmp(16ES.It[ES}pICiIBt!, SUItIIII:i }hOn T. T i e ts¢rfY93riifire(f9 lulltgltlltres nflFilA+d eO+n¢ylCeQwxtstd nzHe t3cl@elnllifgDen(et,atxcntetldlulM,�euEuFlitlf(etEs`rs ildFudiF:l. 11t tfietl9eIDDtadforfieldtserfhtTnst.iodtGcaEsd' snn y� r Y ombo EL, P.E. 1 P 9 9 Wig sy Ip,(tshllfhtffedtrrt Sil. sC_ t avi: hd ;80083 ' IEe lfl rt]Dff�'&:It3(ca:td9:.itu`es ietw(frteiDD ife li4 PlIXineetWdgnWl sffie!BeII41n1Ie6r(40 Slfflj'It'.i[R[iller(rltEliflGiL'1�Il1I SECI1f:(d4¢IM1Sf(1.ftltlit ia:AAl'. Irtl Ef'ifEii::t:pE9..7i1i[PAIA:i`i'!.1!fii Dtii3ePf.1:6fi9ts.gs EaDreerwSEn sYsMt!'e�tr; uses 4451 St: Lucie Blvd. f2Fnite IFfietEtyoiett•Naptdsptn it rriDq Er dI Pertks lee(�[zi Tn¢Tns Dfsla ag�feer 61DI4'<Satrfa'.e, }m, rtT is SFs:¢s Eaj ¢ter a ®75 ii+ary. I:II �:'s�;8'e:as rreas Aetad iniPFl. (opf�righl Q 2016 A-1 &oof imsses- Anthony E. Tom oo 111, P.I. Eeprodutlion of this domment, in any form, is prohibited withcN the written permission from A -I Roof frosses-Anthony L Eombo ill, P.E. Fort Pieree, FL 34946 Job Truss Truss Type Qty Ply A0151248 73733 A03 Common 5 1 Job Reference (optional) A-1 Roof T Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:27 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ tBGUW3Q9YIJOptLlBDgTUUicBTuIMg6Oy]t2mXyU81_ 2_0_0 4-2-8 10-8-0 17-1-8 21-4-0 23-3-0 2-0-0 4-2-8 6-5-8 6-5-8 4-2-9 2-0-0 5x6 = 3x4 = 3x4 = 6-6-0 Dead Load Defl. = 5116 in Plate Offsets (X Y)-- [2.0-0-8 0-0-0] [6.0-0-8 0-0-01 LOADING(psp SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.28 8-10 >910 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.58 8-10 >440 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(CT) 0.06 6 n/a n/a BCDL 7.6 I Code FBC2017/TP12014 Matrix -MS Weight: 103 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) BOT CHORD 2x4 SP No.2 Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; WEBS 2x4 SP No.3 Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) OTHERS 2x4 SP No.3 and C-C Exterior(2) zone; cantilever left and right BRACING- exposed ;C-C for members and forces & MWFRS for TOP CHORD reactions shown; Lumber DOL=1.60 plate grip Structural wood sheathing directly applied or 4-0-10 oc DOL=1.60 pudins. 3) This truss has been designed for a' 10.0 psf bottom BOT CHORD chord live load nonconcurrent with any other live Rigid ceiling directly applied or 4-9-2 oc bracing. loads. MiTek recon)mends that Stabilizers and required 4) . This truss has been designed for a live load of cross bracing be installed during truss erection, in 20.Opsf on the bottom chord in all areas where a accordance with Stabilizer Installation guide. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL'= REACTIONS. (lb/size) 7.Opsf. 2 = 1442/0-8-0 (min. 0-1-11) 5) Provide mechanical connection (by others) of truss 6 = 1442/0-8-0 (min. 0-1-11) to bearing plate capable of withstanding 548 lb uplift at Max Horz joint 2 and 548 lb uplift at joint 6. 2 = 186(LC 11) 6) This truss has been designed for a moving Max Uplift concentrated load of 200.0lb live located at all mid 2 =-548(LC 12) panels and at all panel points along the Bottom Chord, 6 =-548(LC 13) nonconcurrent with any other live loads. Max Grav 2 = 1442(LC 1) 6 = 1442(LC 1) LOAD CASE(S) Standard FORCES. (lb) 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Max. Comp./Max. Ten. - All forces 250 (lb) or less except , Plate Increase=1.25 when shown. Uniform Loads (plf) TOP CHORD Vert: 1-4=-96, 4-7=-96, 10-11=-14, 8-10=-34, 2-3=-2384/1831, 3-4=-2034/1566, 8-14=-14 4-5=-2034/1565, 5-6=-2384/1831 BOT CHORD 2-17=-1367/2080, 10-17=-1367/2080, 10-18=-568/1276, 9-18=-568/1276, 9-19=-568/1276, 8-19=-568/1276, 8-20=-1430/2080, 6-20=-1430/2080 WEBS 15-8=-614/765, 4-8=-460/751 4-10=460/751, 3-10=-614/765 NOTES- 1) Unbalanced roof live loads have been considered for this design. I #ceiry flef:f tlfn:gHrfa!if•tk'R1iDCF.IriKi'Si'iEtlEr16r9cgEL IEWS B(DB;Ii{D.. (.... AiEr'; E(rNOTiwD MEMi la?x gedf1 gtsigE ienadfrslad mAlslxntaiaUfss les s59trt9yllfw',=trd llx Aehcerl. gexleu t.Eltlt?tmt}!ai't?a!!s>. Udess arts+isl ilslelutlegDD,ca!y b7ifYl81tM1!rf:el i5lltlt 8itgflt?&iDD la gefalid. Aseirns DesigE hgrxepl ftilElf(f![4?(;,'.f?AI88lBIn,1Fl11t1@U!!y,..I'[tLII�t Ffal filllCllREF:'tf RSF81511i1I(ii i�dllES�fe IPRStyti'lSS L3�ii?IOCIgt iDD BlIr. i2LUIt}I.IEt �?SigllSftI1F111E5.IaLi Cg UEC11P1�S1IIBIlIl7' Anthony T. TQrnt)O III, P.E. 6.�81l II12aiieaS�!'¢88g1I111C if lit ltSF!lSlgirM illt Oxl!G?lf OYR:1f6.^. BRFr Pyt718t 10trt 11 11 Dtslgft',&I`2.!88R1f of lu lC.,�?'u?�3aD NlI![tig}'gC!{gf[EA RFI.Ig![pfliE Cf lit lDD&'1gE¢gA lg Starhe21183t a�faltFW}s'ce}f, n3tallEli¢ludtre!ry shill§?11 rt�pk4�:hd <80083 tll F_dDg Dtsig' etd(s2:efls!. tli it:eSS41Nl';hR gDD alg i3tpl�IffS�Aig11�I¢SII!S?6lldag(artg.a?tl gtlelr iaa!nfnn(BGf ptllitksd6)iillag l6(Afr.Ttl?li!M`<i gP0.t!alg'L)I(L iFil EtSre;;;esp[ais�7iesfc¢Ealesffid?i!tas DenprGi!ess7fig, ag�n�a tra;s Maadl:.tt, apt:, 4451 St. Lucie Blvd. fJERe�ise dffi¢feg7¢[anrnt agrtdlxf uxmiag ly dlp¢r:ts¢ri?ei Tieinss C+sla:ngmurls.aiGi �sga sg esigner, efgu!s5gs!!x'agn=.erewr 9ailLrsg. All!oyPwa:M'cos t!em defieed iaTlil. Fort PlerCe, FL 34946 Dpgrig6l©2DIdAlieatimsrez-AmhunyT.TomhoIII,P.E. Reprodunir'noflhisdomment,inanylDrm,isprohihitedivithcuttSDxritteoparmissianhnmA-1RuofTrusses-AethnnyT.Tc�mEDII1,P.E. Job Truss Truss Type Qty Ply A0151249 73733 A04 Common 1 1 Job Reference (optional) A-i Roof Trusses, Fort Pierce, FL 34946, design(maltruss.com e+r 5-7-4 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:27i2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_-tBGUW3Q9YIJOptL1BDgTUUibHT QMdXOyjt2mXyU81_ 10-8-0 1 15-4-0 , 1 4x6 = �nY — 3x4 = 4x4 = 15-4-0 Dead Load Dell. =1/16 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.22 6-7 >814 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.28 6-7 >647 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.04 12 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 81 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 1033/0-8-0 (min.0-1-8) 12 = 792/0-3-8 (min.0-1-8) Max Horz 2 = 352(LC 12) Max Uplift 2 = -463(LC 12) 12 = -343(LC 12) Max Grav 2 = 1033(LC 1) 12 = 792(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1310/1103, 3-4=-1107/1025, 4-5=-222/258, 6-8=449/559, 5-8=449/559 BOT CHORD 2-13=-1199/1213, 7-13=-1199/1213, 7-14=-473/515, 6-14=473/515 WEBS 3-7=-583/718, 4-7=-619M5, 4-6=-653/602, 5-12=-85Of798 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Bearing atjoint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 463 Ib uplift at joint 2 and 343 lb uplift at joint 12. 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. LOAD CASE(S) Standard ZtWe!Iq-Plnut{urrpMJre!is:Ik'S nOCp f1,5i8 if[lEP{{6t6;i{t TEIWSb(0{ilTlA{S(il{1DMj;l7]'ir-CIitD&L"vSNfMi b,aTe%phop ),nialjrr'�vilkerehglT rzaf>!I,{.f.{deem 9tsf;=,tere nt. U!Ilssrtle!+ise sM!I rcNeTDD,sgy #dUk oaemrp eksshei{!a!ed6r rt¢TDDI,'h,61.{sAnthony T, Tombo III, P.E. cd asedihis hrs!4nrp{llira itikrespw!tilmdhe D+nrcike0neiseas a!dryati e; lle leiline Uesipeu,�f`s[nLgdlu Rr,in!6aedNe hr�la:dhgnl!adreL ile cTTrtoei of l{e IDO ail eq fieltasedtl!inss.uJracgl:-3lirp. sempc, irshlleli!a!!lEnrep sSili tx tt!re'pms,o (:h!f - -80083 IE!{1tp Dlfy:,e'IFd Tea'rCe!.dI:MxS54l D87kRRIDD i311N ir%tllt!©dgY l!tilS!nh tgllig(e¢pe nierq ern'n!nu;t(Sf prNneed'si tpl rA SlU eanl!, o.!lh, gnar�p:don_IPrINYut'lenp!maiAet w7dau:se�nLrss D,sigrer,Lessles!pa 6gio!erprr,!ss#aoe!ae!er, x!eu 4451 St. Lucie Blvd. r3!rriu lFG!Fd{ro Ce$Ca 9j,eed0)Il,e%Ralep{J tii pAefS Et�Itd. Iht T,lsi C[,Ip7 Eerietrf i!NCT.e{ulsa.tsipatt,rti•ns5p`:z:a;n:erdw{hril7inp FJl!y..-�!t!eas rtect detnN (n TPll. Fort Pierce, FL 34946 Coppigbf02016A-IRoof Trusses - Anthony 1.lemon III, P.I. Reptodudion of ibis document, in any form, is prohibited without [be written permission from A-1 Roof Trusses-AnthonyL Tombo111,P.t. Job Truss Truss Type Oty Ply A0151250 73733 A05 Roof Special 1 1 e} Job Reference (optional) A-1 Roof I Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:28 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ LNgsjPRnJ2RFR1wDlwBjOhFljtGX5879BNcbHzyU8kz 2-0-0 , 6-7-12 10-8-0 13-0-0 15 4-0 2 0 0 6-7-12 4-0-4 2 4-0 24-0 4x4 = Dead Load Deft. = 114 in 6.00 12 1.Sx4 3 4x6 5 = 6x6 11 6 L 3x4 = 4 13 n 2 1 14 8 15 7 4x4 = 3x8 = 3x4 = 10=8-0 15 4-0 10-8-0 4-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.46 8-12 >400 360 MT20 244/190 TCDL 28 0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.72 8-12 >253 240 BCLL 0 i0 * Rep Stress Incr YES WB 0.37 Horz(CT) 0.04 13 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 89 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc pur ins, except end verticals. BOT CHORDI Rigid ceiling directly applied or 4-11-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS! (lb/size) 2 = 1033/0-8-0 (min. 0-1-8) 13 = 792/0-3-8 (min. 0-1-8) Max Horz 2 = 397(LC 12) Max Uplift 2 =-452(LC 12) 13 =-354(LC 12) Max Grav 2 = 1033(LC 1) 13 = 792(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1173/950, 3-4=-713/623, 4-5=-669/636�7-9=-711/754, 6-9=-711 /754 BOT CHORD 2-14=-1142/1095, 8-14=-1142/1095, 8-15=-384/401, 7-15=-384/401 WEBS 3-8=-693/819, 4-8=-247/324, 5-8=-244/3141 5-7=-836/789, 6-13=-833/805 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 13 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 2 and 354 lb uplift at joint 13. 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. LOAD CASE(S) Standard Beewl PlTd'ilp leslp pmiadef5 E➢11M1i edei nldil!tsl Dee w Dntillplfrwi eG' IPk AfUEefT. Ttr3a VI, tE. rd:,emt Ueee2t 'P ne. Ddess FdWiS[ Sldet ntIPTOD,n'p TTeetfitMesPYessbil,E-: aseN6!IbTDD la Se!elil. sseTon Dmlp bgmeli E,spni.hr bpreer;.W sees ee npM usnesedt.Mt an el N pr N,isid opesal aspondilitra'tle In Dnr,'des.epETtfssEtp:delfetle lDPn¢. wader T•1. 1&e?5!pn EssrmIn Werp<aun.,sOdiidp Anthony T. Tembo III, P.E. LAsse ofnts Nnfe,gl0fq I,Ikt rnp Hiblffr dFe CxsPr. 14 Crasis 1AW74 Frrorei lie 10my 110pr, mN rfded d to It'1N3i3:nitfeI'd im'd:e5'fte rod Mi. Afepp.,6ef tie IDD me ear Bellesedhe I..,mo'!Pmd;*} st.repe, imeflid,ee nd bus3 MI lu rA reepea04:Iy el t80083 iE4 KEg f5g .id[lfeal. illu essaf !ffi Ne iDDffd tie psa1laswdp dd eK I11.5i ltiq[rp®td Sdeplmamd ei(i[Sf pfNlsl dep iti ndl6(Aen:d, xffkspfnel Aon TPA deDrhste eryes:i:i Nes Wdas dMEl rss Dts pier,tt s)eip mp ae cid (nfsAa ¢R.ea'esz- f�IF.:.ISfddltedl O:ed:Ede «td aNlbY'IDit 1 dl srt:fs irn;dtei Nl,fss Ce;:sn E: ifuris ACT G:e 5:tl�s ^�mi nt,nin!ss-S•m" tre a a+Idi:. Alb i?3h;ms erect ddmed iaRtl. 4451 St. , FL 3494 i t 7 P r r s3 3- P t• �ii= r '� �^''-: Fort Pierce, FL 34946 Coprri9hp(U 201dA-I fc�afTfosses- Ambeny T.Tomho III, P.E. Reproduction otihis doument, in any term, is prohibited without the arinen permission from A -I Roof Trusses- Anthonyl. Tomho III, P.E. 73733 A06 Half Hip I 1 I 1 I A0151251 A-1 Roof Trusses, Fort Pierce, FL 34946, design@alttuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct ID:HSeIToU9d7eaEKtzidgglfyTWE= LNgsjPRnJ2RFR1wDIwBj0hF -2-0-0 4-10-1 10 4-0 15-4-0 2-0-0 4-10-1 5-5-15 5-0-0 4x6 i 4 6x6 11 5 3x4 = 3x4 = 3x6 = 0-7 8 Page 1 Dead Load Defl. = 1 /16 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.28 6-7 155 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.37 6-7 >493 240 BCLL 0.0 * Rep Stress Incr YES WB 0.71 Horz(CT) -0.04 12 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 86 lb F;T = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1033/0-8-0 (min. 0-1-8) 12 = 792/0-3-8 (min. 0-1-8) Max Horz 2 = 440(LC 12) Max Uplift 2 = -436(LC 12) 12 = -376(LC 9) Max Grave 2 = 1033(LC 1) 12 = 792(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1383/1030, 3-4=-1078/868, 6-8=-611/637, 5-8=-611/637 BOT CHORD 2-16=-1405/1339, 13-16=-1405/1339, 7-13=-1405/1339, 7-14=-614/577, 14-17=-614/577, 15-17=-614/577, 6-15=-614/577 WEBS 3-7=-587/726,4-7=-558/674, 4-6=-775/844,5-12=-825/827 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 12 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 436 lb uplift at joint 2 and'376 Ib uplift at joint 12. 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. LOAD CASE(S) Standard Zh''de!dry FlastBenrpMrreli!rf3e'„d IDG`IBUSS3�SfuEt'�6EAJdC(fINS8C0ArdTl61S (7AOM.S d7J'f miMCh? kEMi 6s.ie!ifrdeuppennoen IM!"AoA"M.5"iFsriy{(f4 Bri U.s Ae1hull.Tcrh1'-1.E.I,[—!11efl!>n`o;en.. Ueless udr,>rist dat:I BBt1eTDD,a?y � IWTFvueue ns d:F:es;9il;t+osedbr cis l)Dfax.di4658TSY,Dull, hoeeertl.e,seta8!!r[rgorN�w.'S!BI 1861rTDD!lprMttlf........Inee df81:f5!BICI eGBiFe'!IP05101SldlmpM6110,Qeflk Seyebs,?ptned erhe Mmfr,1AMT?F1. Rs daztn nsmptivBs, IBrE's�avHnns, s!Arhifiry Anthony.T r^9 csedeasL ssS+Bern&Itneis lie rtsp!Bsililnr of!'x OneetCeO«seh cA:a�zsdc,,�cMa;she lulGBu Oes!gc�r,6sG;etxtaddiu lBC,e i;'. udike 6sdts!degnre rad rP.L the cpnre{dlhe IDOBsdenfiBldaserftie'rBss,u:IBons FxrJ n:}sx;eyF, iasM1!Isli!a udhncep sa>fi4a f;�re�pasaB::h!f Y ombO III, P.E. It, P,xfgonF ,ro vAu nm%A'iWnset"ImfeeTDD 814fil drrellsesad V,14 esd the r!Udiy(mV.,el Sdep I.nrreme.Ira, prdlaw 5e frlead SKAererzfaaB;edk, pmBt pdeea TY I drkestarnpBmrh fieseesh!!s aflnllss Doper, N$Drop iamxrt lTnrs ft*.?nrr..ess Z 80083 F'dF.'1'IfF df111sd1 a(ad,NB FFd BfBe IB WfD1@ 1 CII d'dK lFleeiP{ThetSOSS DFSht of 9&rIi DCT Fa 6L3a °es, ae,rth!s Sfs!:a iB irsere-fie"Un. AIIe 4451 St: Lucie Blvd. 7 P ! r J I• i 1 3 r7)^1aeA'e:ws uendd�ed iBlPtl. Copynighf02016A-1bothasses-Ambranyl.Iterate III, P.I..P.eprodueion of this document, in any form, is prohibited without the riften permission from A-] RoofTrusses - Anthorryl. Tombo III, P.E. Fort Pierce, FL 34946 1 Job ' Truss Truss Type Qty Ply A0151252 73733 A07 Half Hip 1 1 � Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:29 2018 Page 1 ID:HSelToU9d7eaEKtzidgglyME_-paOEwISP4MZ62BVPleiyZvovaHftgVpJP1 M9pQyU8ky -2-0-0 5-6-2 12--0 15-4-0 2 0 5-6-2 6-9-14 3-0-0 4x6 -�- 6x6 II 6.00 12 4x4 = 3X4 4X4 = Dead Load Defl- = 1/16 in LOADING(ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.25 8-12 >719 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.34 8-12 >535 240 BCLL 0.16 Rep Stress Incr YES WB 0.72 Horz(CT) -0.03 13 n/a n/a BCDL 7. Code FBC2017/TPI2014 Matrix -MS Weight: 92 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* Ti: 2x4 SP M 30 BOT CHORD 2x4 SP No-2 WEBS 2x4 SP No-3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS.1 (lb/size) 2 = 1033/0-8-0 (min.0-1-8) 13 = 792/0-3-8 (min- 0-1-8) Max Horz 2 = 514(LC 12) Max Uplift 2 = -422(LC 12) 13 = -430(LC 12) Max Grav 2 = 1033(LC 1) 13 = 792(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1357/949, 3-4=-896/585, 4-5=-756/613 ) 7-9=-848/812, 6-9=-848/812 BOT CHORD 2-14=-1448/1329, 8-14=-1448/1329, 8-15=-397/363, 15-16=-397/363, 16-17=-397/363, 7-17=-397/363 WEBS 3-8=-776/952, 5-8=-637/730, 5-7=-838/932116-13=-854/881 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf- 6) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface- 7) Provide mechanical connectiori (by others) of truss to bearing plate capable of withstanding 422 lb uplift at joint 2 and 430 lb uplift at joint 13. 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. LOADCASE(S) Standard iiE!Yer rIMSPftC(/trElfr?!!ti'11t AI 1W ROSSESC31111r-A 6E6;I.i TELE4S$rGXStn[DS(USUN{{"'rEr;y.`�t'gDh?�DiMEN':'h,s.fe!ify brippEntfen and.Itiluusesbuss Dapifrvqj[,7,40IEE Atlosrl. EtaBn D!,I.E. telntaf SDrtE?S!es's?. Udissoffervisv Hated tc ttelDD,w!p YlTfxnfcfNtyetsSI: to mahs,te TOD W.ttllL Asebns NI hylcef!{se.Sp:bllr6tlu?r;.:nt volnnrTDO!eprifMslE.na;!MREtl9ernl?fSIBEEItfFiFEEtIe@!!S)BeS,IInijT[I2l In�Ktk°DRS'[itT'USf:pti:O F[It, TD[ralr,'-Multim). despavimpntes.ItftelnEbnvE�,tnoi" - Anthony T. Tombo 111, P.E. rS isedt5is hoss4•EFy lfildnc is lee rsspnsilili¢t(>tUwfefEe Ueuiso:s�rfd Fpim PE l3efaldnD Desiyoe•,alu nthrt EllL lt(, ?::: udtte ht'k l:U:t cd:rdf eid r.I le ryD!tso:dtle IDDaid eq Ueldne dhzTnss, adidlr{l �. sz ESf, mshllmitt wtEhfts sSilla C.fe<.pws:mE:hd ' 80083 IEr'#dk3 DE5'f'.'R'RP Ef9f'Ifi!, All Ef-0mr., bTDOWhe rrq asolphlandth weedierroa:pa>n5.1,1 W-9m.;l6� pHisted!,1 TRout SIC& rPl INF:��[1 DitEii r''lin TP-tff]Ffi!f:KlFC259��ntScilmn910!'Oshri"H,Ttf33)P!4451 St, ri.'8}ifti'C9d rn;i �.ii3tt^F: G;RtSi R Lucie Blvd. FIINMISl dFFIEFEFf9r?1f,C(I1j(lE�Ute lB mhey ty tll rtFnIL1E>:iti Teti@SifSf!•lEirlmtr:!dsEnhras trtasa9M,o Ta[I. Fort Pierce, FL 34946 (,4pyrighlC42016Ad Roof husses- Anthony 1.TomboIII, P.E. ReprodutlionofThisdommenl,inGuyform,isprohibitedwithout[bewrittenpermissionfromA-IRoofTrusses-Anthony1.Tombo111,P.f. Job Truss Truss Type city Ply 73733 A08 Half Hip 1 1 ' A0151253 A-1 Rnnf Tn-- Gnh o;.— n aeoen ,,—,...1,..,._..... ___ Job Reference (optional) c� 0 `U•.•���- nuli.o.crus iYrID:HSelToU9d7eaEKtzidgglfyTWE�paOEwISP4MZ62BVPIeyZ oyGHg gUEJP1M9pQyU8ky -2-0-0 7� 15 14-4-0 5-4 2-0-0 7-4-15 6-11-1 -0- 3x4 = 6.00 12 3x4 = 1.5x4 11 4x4 = 4= T m r; 3x4 — In d Deft. =1/8 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIPI TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.24 6-7 >759 360 MT20 244)1190 TCDL 28.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.30 7-11 >610 240 MT20HS 187/I143 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) -0.09 12 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 87 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-1 oc bracing. WEBS 1 Row at midpt 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1033/0-8-0 (min.0-1-8) 12 = 792/0-3-8 (min.0-1-8) Max Horz 2 = 588(LC 12) Max Uplift 2 = -396(LC 12) 12 = -510(LC 12) Max Grav 2 = 1033(LC 1) 12 = 792(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1219/610, 3-4=-252/34, 6-8=-544/583, 5-8=-544/583 BOT CHORD 2-13=-1192/1130, 7-13=-1192/1130, 7-14=-1193/1127, 6-14=-1193/1127 WEBS 3-7=0/326, 3-6=-1186/1250, 5-12=-890/948 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) 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) 12 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 396 lb uplift at joint 2 and 510 lb uplift at joint 12. 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. LOAD CASE(S) Standard Av!dry flnse tlmvyHrri!iewlk'A I INI'llZ- Bj*(tlE11094TIN&(DFC1fIGSS(DS10M{6(T9;lIXlDA;i SNEM:•6rs. ierdr dvupryvanen ead reedon>.swtaslie!s Denga iiniytl(d; ul tM AatlzerT.T SVDI,P.E.ldueue 5lnl kare n?. Delnso{lenist tlnel lsrtrTDD,p'p T11TeAruvanil' oMitt vntfarthe TDDlaxrdit. As earns Dulp(.0oe¢e,S)enFlry6cici!r;,th! sedva nyTDD upruu{sveemp6p:e nlle pndunnd"parlip l!stan11114 fir{ly IFSfrid 0 q;IsTros !'1411th IN y,,to TPR Th, M!P 31-phrre, lrzfivlawlu!, s'no ny Anthony. T tSht afell Pdt Tmtifvr aBy lvntlBE IS II!itSPN4hflaedlk Oreva.11e Oaralif vzla'i!Fda,Y.'A li 14e lri dive Deslynr,a:&rnhndf!!I&(,ait(avltle6cd egn(Fpd(i1. lb cpgneldlOe lDD ead evr(ieltvmdtieirni.m:biia R�Dap, sa!ye, ivsldtvlivv vvdkn grSaleSv R,?ae!y2415,::h f1 Y ombo III, P.E. letr.'Ie:!'DESi vlcn dii:.ADvtx3!YkAA!eI(STDDIadIIt 13ii(iipt eldnlllfdtivhdtiv (aa•a!nSih hfam!nvv;rCSl alias&Me TPIeatS1(A.—INrdfn veml enliTPslE!YtEid!atSftSiALalefplea:!snf'A!Tti53DIlI1Pr,Tln3Du' f8 i•PfpATlaeStldAflni:ll,ptiS V 80083 ZE P D I h 7 P P A ea F S P p• 44515t. Lucie Blvd. F!lnrlse d!fild lyo (enrN aped apn tv wriliry ly dl Pvrt:u leaeiaei 15ehrss Culpn (i(iveer Is MDT � tiiAag Du�.Diu, nlnssSyS!m (adiuer dpy 6ailf i; All ry;'dn!Ahras re n dedael Ia1PAl. Copyright 0 2016 A -I Roolimsses-AnthonyT. Tombs 111, p.f. Reprodunion of This dommeny in anyform, is prohibited withoed the written permission from A -I Roof Trusses-AnthonyT. Tomho 111,1`1 Fort Plerce, FL 34946 Job i Truss Truss Type Qty Ply A0151254 73733 A09 Monopitch 5 1 Job Reference (optional) A- 1 MOOT I Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:30 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= Hmyc84T1rghzgL4csLDB56K6nh?iZwlSeh5iMsyU8kx -2-0-0 7-5-0 15-4-0 _ 2-0-0 7-5-0 7-11-1 3x10 = 6.00 F12 4 3x4 = 1.5x4 11 4x4 = 15-4-0 7-11-1 x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.24 5-6 >758 360 TCDL 28.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.30 6-10 >613 240 BCLL 0.0 * Rep Stress Incr YES WB 0.83 Horz(CT) -0.07 11 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins, except end verticals. BOT CHORD Rigid'ceiling directly applied or 4-10-2 oc bracing. WEBS 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. REACTIONS.1 (lb/size) 2 = 1033/0-8-0 (min.0-1-8) 11 = 792/0-3-8 (min. 0-1-8) Max Horz 2 = 607(LC 12) Max Uplift 2 = -387(LC 12) 11 = -534(LC 12) Max Grav 2 = 1033(LC 1) 11 = 792(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1223/581, 3-4=-255/82, 5-7=-552/590 4-7=-552/590 BOT CHORD 2-12=-1200/1136,6-12=-1200/1136, 6-13=-1200/1 32, 5-13=-1200/1132 WEBS 3-6=0/327, 3-5=-1202/1271, 4-11=-900/967 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)'Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 387 lb uplift at joint 2 and 534 lb uplift at joint 11. 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. LOAD CASE(S) Standard Dead Load Defl. =1/8 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 88 lb FT = 10% xc¢ieB rlea:rtlararrHrr.!iea ru'AIi7GF 8 3SS5 1 SEtIEf%ffAEltt TEt41S8(uA:1.........4S(7Er';!.(A!16A'Eu MEA�f¢rz.Ye!M 7esi;¢Pu¢atlen cad na3 a!tn aollisirass 3e!gs Jnviylrf4;¢ra tfh laf6kJ7. iaz3z A!,r.E Ed�axe S!?clEaare es?.Ud!s!aMxwise stal¢d ¢r:delllES,mip IiJ7Eiu¢emrp.Ehu4al:3a aieA4r lt*1)nak.did.4scicns Aesy¢EEpirxe{i!.Sce:iElq 6r¢euv;,:5!slal as eAJ IDA!epRsuts i¢[RFr£l'14!EalPea!!5!IttG!W{!F'.tel!!rBi;IGAA(7..IGEBrs.E.v eSMf s!¢eTnss i!57!ha tle iAD act}, WarTi4-I 7Ge d�s'An nsmp!iar IrtB:a3uwins, wdi!q Anthony T. Tornbo III, P.E. i:A aseAhis 7•us4•n}tuldneisl}e rzspn!IFilAr aftx].a!r.tSa Oruisada•i:rE ap>fa: IGe rnld¢gflesiBc¢•,A!xne!art of r4lY.,�!!B;aadhe lard Ea:feptdara3 ra'1 ile¢�prnc. eE lfe l00 a>aentiida!¢dh!;uss. mtlrtiata�'.sn:ele,nst¢Il�n¢Et Greco, sal ,�k!resµas,3>'hat :: 80083 Ilt[.-:f¢T OE46ae!Er1Cs4•ae¢:. BA rah!retca!atk1UD.6!errmias �AJni In sm7l B.iltier (arry;�xl Sdep la?aroma B(Si ilfskd ay lm Ezd SB[: me:el! E14e poor: p!9mr iP.Id`iu,t!resµas a;. ties rnt'a:".esa!t>.Ins!Deupeer,Lnsles:TS Ea3n!ermf Tr¢r, NaaAe;:cerer. ee:e!; 4451 St. Lucie Blvd. ' E9ewiu lmaEiEr¢ta:n:Nape!-i apeabaringip¢!!Pert:as lre:?sei l5eLoss Ce,ia:ap¢¢er;9C(S;a1aT:es;eg arTuss 57s':e�cayie>ete:`mJari!iia}. klle:.:b!!`.eras aremdetaedmR61. Fort Pierce, FL 34946 � c ihtGIP916A-IRoetLosses-dnldan TTomhellhP.F. ReroductionolldisdommenP,inan form,is rohiditedwitherAlhewritteo ermissiontmmA-1RootTmsses-dnthoniTcmdoIll,P.I. S PC<9 Y• F Y P P Y Job Truss Truss Type Qty Ply r' A0151255 73733 A10 Half Hip 1 1 I Job Reference (optional) A- i roof trusses, Pon Pierce, FL 34946, aesign@aitruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:31 g018 ID:HSelToU9d7eaEKtzidgglfyTWE_ IyW_LQUfczpglUfoQ2lQeKtHTSLtINxctLrFI I -2-0-0 , 7-5-0 13-10-0 154-0, 2-0-0 ' 7-5-0 6-5-0 1-6-0 M o' 3x4 = 7x6 11 annFi-T 3x4 = 3x4 = 12 3x4 = 1.5x4 11 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.70 Vert(LL) -0.24 6-7 >761 360 TCDL 28.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.30 7-11 >607 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) -0.10 , 12 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. WEBS 1 Row at midpt 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1033/0-8-0 (min.0-1-8) 12 = 79210-3-8 (min.0-1-8) Max Horz 2 = 569(LC 12) Max Uplift 2 = -403(LC 12) 12 = -489(LC 12) Max Grav 2 = 1033(LC 1) 12 = 792(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1217/638, 3-4=-256/7, 6-8=-538/579, 5-8=-538/579 BOT CHORD 2-13=-1185/1126, 7-13=-1185/1126, 7-14=-1186/1122,6-14=-1186/1122 WEBS 3-7=0/326, 3-6=-1173/1234, 5-12=-881 /931 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20,plates unless otherwise indicated. 5) 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 atjoint(s) 12 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 403 lb uplift at joint 2 and 489 lb uplift at joint 12. 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. LOAD CASE(S) Standard PLATES MT20 MT20HS Weight: 86 lb t Load Defl. = 1/8 in I 244L190 187/143 i FT = 10% YitrtieT-Ple;etl6ntpHr tNitxl#e'IIiDC'cIE(532('SfttEl%6EUEIAt IEFXS B(.P;AtIUAS (Us1DM{dut9;I(EUfi ESMEai 6nE. iedr lealf pWfWElen falte.9aaL>s of t5isl�tss )r.mhavix;{Tfv; W llt Aat jT.Teaeeo'I.E.1&e.,4WWretse. Urless oh-ft, nefflutelDD,c*tt d1TF%e1CC.RtI4YSSE1fI:e aiN IBt ILe PlDta#t roI1I. As CTIf11 DtSI;E EIptef!(IS�$(Rnfat Ta[le?rl.C1?Sltlfa6lriDD?!IFlItfIf ERW�ip'7"J(tAI#tF(aI?IIIIILIfR3['.rlta r?SF1611IIIar3'IStFK:[At`:D{I'S'Ijlir65f E?pu�?Imtle lCD atit;®ahri rl. tie E?sp?nsnrzglitm,ItcG:E�ufCltins. s.Ildlll:r r Mthany 7. 80083 II-, P.E. GA aef tE Dii TF6s1`�'UytsilFh[IfI#1 rtSla14t1lil!et Fd Dal;r.dFD urs E."?"9�IZ[d EyYatl l#1 AtilEl[DuIFk!,0;f a11?d fEla?II(.^w?iii el Nllalxlk:EmnlEtes iERi. TIt EIiliFltl(}t iDPaaIEM DLIE tat ITRe Tfasf, iaJtWG FZ6A!`«j, IhF6EF.IfifIRM1Iflf60 t11f C}ISII.tPz te�pmsis-. :hff 7-$t{Q83 IhE;x eaU DEs ged�fcd Qa:aCe. Ill shsstlea:.Eete IUD a aF lie puodiusws Vilsifeei One eilhelGg4MSafety la'faaM.1,1(in ItEiiswil IN gad SlG etele?"iVel penal "A- iF>Ik tt;tfesFt^b c3;ues rcd6:in fteT!as Dtnter, Ttsshs:r arnee.i ress 9M.Cu, Ball 4451 St.,Lueie Blvd. t#atitsedF{ia?tEra{s?I;lDa}srEdapeaurFUiq Er 611 pdtiEslm:??e1.1#eTFesssl:agteer is lCT^,eta:ls7;e;:IaFr,eTess Sjxzs Eal6en dmy eril9ap. If m�::tf9leros secs def'aNInTPiI. � Fort Pierce, FL 34946 (oppiDht0-2016A-IRoolliasses-Anthony I. Tonto lit P.E. ReprDriudion of this domment, in any form, is prohibited without the witten permission from A-] Rooffrusses - AnIhonyl. Tomb 111, F1 Job Truss Truss Type Qty Ply A0151256 73733 All Half Hip 1 1 Job Reference (optional) A-1 Roof l Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:31 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= IyW_LQUfczpglUfoQ2IQeKtGM5MfIPVctLrFulyU8kw 2-0-0 4-3-4 11-10-0 15-4-0 � 4-3-4 7-6-11 3-6-0 5x6 ::7- 6x6 11 U4 " — 4x4 = Dead Load Defl. =1 /16 in Plate Offsetsl(X Y)— [2:0-2-10 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 6-7 >863 360 MT20 244/190 TCDL 2810 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.28 6-7 >649 240 BCLL 010 * Rep Stress Ihcr YES WB 0.71 Horz(CT) -0.03 12 n/a n/a BCDL 7 O Code FBC2017ITP12014 Matrix -MS Weight: 91 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS! (lb/size) 2 = 1033/0-8-0 (min.0-1-8) 12 = 792/0-3-8 (min.0-1-8) Max Horz 2 = 495(LC 12) Max Uplift 2 =-426(LC 12) 12 =-411(LC 12) Max Grav 2 = 1033(LC 1) 12 = 792(LC 1) FORCES. (Ib Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORD] 2-3=-1515/1175, 3-4=4967/634, 6-8=-811/786� 5-8=-811/786 BOT CHORD 2-13=-168311542, 7-13=-1683/1542, 7-14=-466/425, 14-15=-466/425, 15-16=-466/4I 5, 6-16=-466/425 WEBS 3-7=-864/1058,4-7=-5331653, 4-6=-828/930� 5-12=-846/867 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Bearing atjoint(s) 12 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 426 lb uplift at joint 2 and 411 lb uplift at joint 12. 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. LOAD CASE(S) Standard $$),,'c,dcg�Fleuetlxlo-gdrre?it??tie'l�1 rDGr l9J'SS�SEtgfl'�6rA:11!TEgy1Se[9R.iIIC5S (JtTJNj 6l17j.'.C(YG7�: �5NEMi Iuz.T!?iF(!!sige{olnd!n eilteeleN?Ss!Nd;l�c!18rs�cx0t>,iy{rD er4 Ra!!riutl rc7••5aa,r.Et{Ims!Stz`!Saecse Del:ssltlx+ut sttlel tr, tg!TDD,w7 MITF%{BeeEi1S{Fh18eDtR Bid ltt&RIIDIe Se BIIII.A!Era;i D811g1 Elgl!Ri!II?.SBP:Idt(rl[IN�:t$?S?eI II IIr TDD frltfttti lG fSif�l".Atet{I3l g!8I?SSI88dlPgLP?'IIS RSpBISIIVr i'ISI IK�k3F'D45f 8Tf!5�7.:1!{If.tle TDD 8d(. i80tFT{E122��S�ga n!tngtile ll[d [^�{BIB7111B!�SIiSlE tfJ Anthony T. Tombo III, P.E. e�ofed!Sis FcslSraet rtitdagiltk,espn�iF ImdP.e9w!r,tkEOwisla:s�{e lgz9 er}Eer ll gDesgra:,u}S?mh»dtS!I4wtl:;;;?edtle6ta�tn'innlc{afliCl.letprnt'dt4e iDD a�i n+fieli liedn!TnSs,taJ Err�ka�N^}s'tmg!,b!hlSo-h!a tldEntrg;ail::3f1!I�gidii :N l} r-$QQ83 IEE rd'c.@pD?sea erl4sESGal.: es:es stlae!:1IEeTDD aal rtt {t3liR!!97 geidd es dtl: rnirw{rt WHHl Sdtry lTB'IfLDBI{r(;�: PeN SEtgDj r!I18g SSES n?Id4 xrzDrtl gttt!ei a9:A111 TDal LEl3i'E'ltSFF9i¢':EtS [?�W9:SM .'Tlef!OBSIge!(,I tS I!1:} G3ie:tffAi r([?S Nd9lIBtt4::{. R:eSS' 4451 St. ' Lucie Blvd. FL F!A{1!I[i11E2EjOGb'BdBj,e[SBj19181PfIFIegF?dlgMiKI68<tieST:liTf!SSi;FSI^,iT'It!!lfliMCrxRS IE�S3 FS!{3Qt,efTt1!SSjiI!RC8g18?<ldt9}Sells)]. RItPjiiC:!1?EIl;t8f8lECSIBIAPII'JREI. Fort Pierce, FL 34946 � CapT�ri�hrrG401dA-IPaalLusseg-AmhDnyT.Tom6olll,P.E.RepmEn!fiunotgdigdocument,inonylorm,isptahihiiedlvinc�utlhaxritteoparmisgionf!romR-18aotTreggeg-An7honyT.ianEn111,P.E. Job Truss Truss Type Qty Ply 1 73733 Al2 Half Hip 1 1 � r A0151257 A_ -I D—f T--- C—or,,.,.,, es OAeIAC - Job Reference o tional „y„va ee���•� t,e Kure. o.z ru s May Io zu Ifs Prim: 8.2lu s May i8 2ui8 Mi I eK Industries, Inc. Fri Oct 12 14:15:32,2018 ID:HSeIToU9d7eaEKtzidgglfyTWE_ D94NZmUHNHxhveE_mGfBXQSXUhD1ssl5?apC 4-8-0 9-10-0 �A-n I LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or4-11-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1033/0-8-0 (min.0-1-8) 12 = 792/0-3-8 (min.0-1-8) Max Horz 2 = 421(LC 12) Max Uplift 2 = -437(LC 12) 12 = -379(LC 9) Max Grav 2 = 1033(LC 1) 12 = 792(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1375/1069, 3-4=-948/720, 6-8=-564/602, 5-8=-564/602 BOT CHORD 2-13=-1411/1333, 7-13=-1411/1333, 7-14=-661/640, 6-14=-661/640 WEBS 3-7=-626/750, 4-7=-359/508, 4-6=-795/829, 5-12=-820/816 NOTES- 1) Unbalanced roof live loads have been considered for this design. 46 -;�- 6x6 II 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 12 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 437 lb uplift at joint 2 and 379 lb uplift at joint 12. 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. LOAD CASE(S) Standard I Gcriq-flnsennsapNrrseiesi5e'A�l{DC'r IiCR'S3iSF(LfP),6fq;l!(fEUtSB[OM�I71Cfi5(7fi0Nj:l7�')dC[!CD',fPiYEXi'Iaaz irDpledyerntaeten nsi reM aMaswebs l:nss DesEms3!r.ins{if9j erl lEe ArtFuYT.iKla'!,t.L hlerutilsl;sS;en=, Odess aler+ise anei eotleIDD,w'y Meieiaeoeart p!e!essDaliM asellrt ax iDD takesld.As eT,,w Desist hgeeu(Ia,Sdeud1l the LIT nutToo sepresatsramve�x ed IDefrdasnul eeli'mesaucpunHuy "IF Is, ees:(mel at vet, Tres hpad sane TOO adp,oalflPTI.ikl!Ypannaplitm.leei:gyueann„uaalilry, ADt1T0(T T. Tombo III P.E. ad ass dnlsI'm fe!nr1.11sr is lle respwililitp 0MOvesr. He Meet tdm!ieed eyed as the 101kig Dmilw,.I'sxltA d sie It(,asW-ifieI'd Wit; 1& a4 KI. lit eppntel d the ED sal kfiAes, sins Tnss,W,liagbadr�q.simp,nstalldiaa ad WM sAtt" 6x uspeasf:i:hrt � y .I ' Ile Adax Dn enM(e9:alaat. ilra'es setwlieaa lDD enlle seattesal I�nssdile tralia (aa aetl Stle Itia:aean jtC.r,: dTls&d: IPI aaI SI(A nenl!,euelkt Wool 'dasse lP;d Getiusnarzs c�s5dinei eadlalisd3aUrss Dtd eer,l,ess Des! Fn ia.er�eluss Naads!m;es,nxss 80083 i 4451 St: Lucle Blvd. afxt,iselditsdlyoOzl;ul eyed epruwsiaorhallprr:ss lneiaei lAeTuss OasisEa{iuu Is NOT Ce{aidzO Ge, raer,mirnsslY.ex MyireerdcAyleiliiv{. All sn�tda>dhaas nenddadnfP61. fort Pierce, FL 34946 (aplTighlCQ2016A-I Roof Times-Anihaay1.Tomholll,P.f. Reproduaion of ibis document, in any basin, is Prohibited without the written permission from A-1 Roof iesses-AnthonyLlumbolll,P.I. Job Truss Truss Type Qty Ply A0151258 73733 A13 Half Hip 1 1 + Job Reference o tional A-1 Roof l Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:32 2018 Page 1 ID:HSelToU9d7eaEKtzidgglyME= D94NZmUHNHxhveE_mGfBXQN2UdR1u015?apQkyU8kv -2-0-0 7-10-0 15-4-0 2-0-0 7-10-0 7-6-0 5x8 4x4 = „ 3x4 = 6x6 11 Dead Load Deh. = 3116 in Plate Offsets I(X Y)-- [2.0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20 i0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.23 6-10 >778 360 MT20 244/190 TCDL 28 0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.37 6-10 >490 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 11 n/a n/a BCDL 7 0 I Code FBC2017frP12014 Matrix -MS Weight: 76 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-12 oc bracing. WEBS 1 Row at midpt 3-5 cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 2 = 1033/0-8-0 (min.0-1-8) 11 = 792/0-3-8 (min.0-1-8) Max Horz 2 = 348(LC 12) Max Uplift 2 =-436(LC 12) 11 =-387(LC 9) Max Grav 2 = 1033(LC 1) 11 = 792(LC 1) FORCES. (Ib Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1144/800, 5-7=-421/5111 4-7=-421/511 BOT CHORD 2-12=-922/944, 6-12=-922/944, 6-13=-922/9371 5-13=-922/937 WEBS 3-6=-9/340, 3.5=-947/933, 4-11=-802/779 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 11 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 436 lb uplift at joint 2 and 387 lb uplift at joint 11. 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. LOAD CASE(S) Standard M'udq Plea;etiuersHrr.!iealie'A177C;t3lKS3iiEttfra6EFEIAt TEN IL19tiTIC*iS(pSTCIA{kla,;kck€Cw,:,;MEB'hrz!hloitetI. Taleul,IF.ld.—Sislf,%r tUdesscpler+isenddmtl!IDea� hiTeia-it,Flo, stAlle'sedfErtR TIMieieol. Assirns Desipa hti!Ru;il,Spe:alty Elueee;.7!s!Elnmp IDDdepesedt aema adligraLssiEaH a !e!riegr!spusiiilt19fie,iu'ti Hlie sgeTass0P;rd mrit ITT) Wf, rzdul!tl. N s.pa ssumptiee<. bctu¢oeu'nns, tnU"u7 Anthony T. Tombo III, P.E. asedds I'%sle! yhildiap is lle aspaaiilnpd M umr. is Ell vx"s-d yellerlle loll€eP lreagcr,h;s mhd d pa!1p46!!AE ulth 1,rd ka€n,M!r&i KI. its app•as2 d to W a a{ niA E,, di! Tns M,Gq Imuiq, Aol ,astellHin E,Ikrurs sidi'+f dredputi =!:hd Yo- 80083 I:tP%erd dfipn!Ird([4'I['Oe. All c£21.ed «a!EYlRTCU O!{piR pddladW€p:{'I Sep Md rO l{I0p(OCp'9!el Sdery la'+ashn;E(S¢pee15Ee3 a2 TP1 ea€ SECA va rdaeaedfe gaasipal .TPHh.t<s?!resPdm Ei fiesei9d se"!t1!ss Dtspiu,i's5dkd:pa spia!ermirsess Ns,Ne^a�u; ce ess 4452 St. Ltlele Blvd. e flF{•+IS!{dl!F{Efd(0'n'Cn Bprde€9pe01!i'rlhep pJLtl pBn�fS lltdPS ri4TaSS(RiH.3 Etpi1Plliili`'TxE6R?€9p'oPS;jIIN,e(TredSSp5ieT 2p 0dldd9r 5illrlt3.{I[�i'.:14?{`.lfAS eRffi {Cf:IIe€UTp{p. Fort Pierce, FL 34946 4IaPJTi h1C2d16A-I&oofliusses-Anihon T• Tombo III, P.E. Reproduction dthis domment, in anform, is prohibitedwithout the written permissionfrom A -I Roof Trusses - Anthon TTomhnIII,P.E. Job Truss Truss Type Qty Ply 73733 A14 Roof Special 1 1 A0151259 Job Reference (optional) .6, des.g iSwa muss-swm Run: 8.210 s May is 2018 Nnnt: 6.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:33,2018 Pagel ID:HSelToU9d7eaEKtzidgglfyTWE= iLdlm6Vv8b3XXopBXTnujlycJuzcmMOvKfKMyByU8ku -2-0-0 8-2-0 10-6-0 15-4-0 2-0-0 8-2-0 2-4-0 4-10-0 Sx6 = Dead!Load Defl. = 3/16 in 3 ' 3x4 = 4x6 = 6x6 11 6.00 12 4 5 L cf Plate 4x4 = _ 3x4 = 4x4 = 8-2-0 M A 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 0.74 Vert(LL) 0.26 7-11 >691 360 MT20 244%190 TCDL 28.0 Lumber DOL 1.25 BC O.85 Vert(CT) -0.43 7-11 >424 240 BCLL 0-0 * Rep Stress Incr YES WB 0.56 Horz(CT) 0.04 12 n/a n/a BCDL 7.0 Code FBC2017[TP12014 Matrix -MS Weight: 75 lb FT'= 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1033/0-8-0 (min.0-1-8) 12 = 792/0-3-8 (min.0-1-8) Max Horz 2 = 305(LC 12) Max Uplift 2 = -450(LC 12) 12 = -349(LC 13) Max Grav 2 = 1033(LC 1) 12 = 792(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1102/840, 3-4=-1004/946, 6-8=-513/594, 5-8=-513/594 BOT CHORD 2-13=-825/895, 7-13=-825/895, 7-14=-914/953, 6-14=-914/953 WEBS 3-7=-129/381, 4-6=-1019/986, 5-12=-819/772 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0-18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 12 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 450 lb uplift at joint 2 and 349 lb uplift at joint 12. 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. LOAD CASE(S) Standard i i �ia:dq-Pleasetlueatktr ra!iavtae'Ad iDGE ULSSU iEIIEI'i,6EPflz[?ugss[tlancrs[IST�ns Ana•;:EIIBiL iMEMi larr-Te frladsn iFaem:ten a'Aree3 eatseefSisLsss 7F^�57raviallrf;;er#t&ddlam7L?tt!>!I;,ti.td::exa Sl:'!SaSx fS?. Ilde:: uE:<..ire ndetenrveToo,�.y ILTeI<earaiart'Ces slal[H aieller Dx l)D to eeadil.Asc?rxs Desily hpceerj:.e,Sae;bltr 6tlu:r;,9asadaan?1Do represedsrzsraiiaa;edi6epdessleui erasearioe raspeasililey?a:ISelntaei lCfsbein:s iatia:l eetlelDPae¢,eaderT?:l. Tte ias>p nnnitiau.lrtea�,maiinns, sdilill ;Jased3u N"Ivalal/al . vfa.' ! s;lseliid N."h ;—WIk, Wa, - AnthonygT. TOmto 111, P.E. <— 80083 Ziee Ra:re,+7fsgx: rtlB4:ano�.dl'ea'esu.!aa!I4the 190 Wlk, prttlirtsmlgnildie.s aftle kliigftsspM seetttrernenaWSfpllislel ill TN ead SlUis:rd:-difs,J—:td.'X TFrld i.s3:rn/fsi'fiesck9Ea::sa!teLrs:Deal;en,lans Desty56pa:erw3rrorNaade:'e:ec cx'ess I ' ake:llte/ftlBEdl aJ9rala eedaneiavrai 1 dl artfs:rne'aed. T.0,5;Minn eeris9131NSmato "e;: aer,u?nxS rwia metes mdiia. 1.Ilc:i^�aai'e:usereasieYadinTPil. 4451 St. Lucie Blvd. r r q? r aria T� 1 i• 1. r 1 a (opyrighlC92016A-1Roof sasses-AnthonyT.Tomholil,P.t. ReproduoionofThisdomment,inanyfarm, isprohih0edwithoutthewrittenpermissionfromA-IRooffrosses-AnthonyLballoIll,P,L Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0151260 73733 A15 Common 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, designLaltruss.com stun: t6.zlu s may 1S zu-is rnnr. ts.ziu s may to zu to not t etc mousmes, inc. rn ucA Iz I*' Izxoa Lu I rdyc r ID:HSelToU9d7eaEKtzidgg1fyTWE_-iLdlm6Vv8b3XXopBXTnujlydTul imMPvKfKMyByU8ku 2_0_p 4_8_9 8-2-0 11-7-8 15-4-0 2-0-0 4-8-9 3-5-7 3-5-8 3-8-8 4x4 = 3xts 5;1 — vao 11 8-2-0 7-2-0 - Plate Offsets (X Y)-- [2:0-2-9 0-1-81 [7:0-3-0 0-2-101 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 7.6 Code FBC2017/TP12014 LUMBER - TOP CHORD i 2x4 SP M 30 `Except` T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD! Structural wood sheathing directly applied or 4-8-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-10-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.1 (lb/size) 7 = 832/0-3-4 (min. 0-1-8) 2 = 104110-11-15 (min. 0-1-8) Max Horz 2 = 191(LC 12) Max Uplift 7 =-567(LC 8) 2 = 596(LC 8) Max Grav 7 = 832(LC 1) 2 = 1041(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORDI 2-3=-1351/2660, 3-4=-966/2265, 4-5=-938/2233, 5-6=-1180/2427, 6-7=-622/1212 BOT CHORD 2-16=-2343/1139, 8-16=-2343/1139, 8-17=-2011/986, 7-17=-2011/986 WEBS 3-8=486/808, 4-8=-1653/487, 5-8=-290/4181 Dead Load Deff. =1/16 in CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TIC 0.67 Vert(LL) 0.38 8-15 >479 360 MT20 244/190 BC 0.59 Vert(CT) 0.35 8-15 >526 240 WB 0.55 Horz(CT) -0.03 7 n/a n/a Matrix -MS Weight: 74 lb FT = 10% NOTES- 1) Unbalanced roof live loads have been considered for. this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf-, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 567 lb uplift at joint 7 and 596 lb uplift at joint 2. 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. LOAD CASE(S) Standard E'erdq dime tiueoJTJr re!ieefk'A I At TWA IN AE11veP1. Tnxle Ci, tF.Iduese 4eFf;xare Ese. llEless a@er+ise stElFl Fr tleED, Wi biTEtoEoem!r:resst I-none!rceTICIDN'dit.Asetrnsoeryefrpaepe,S;,.'Wlybp,Frr;. Its ..ItomyTno!epresmsEenF,tw:eItINi'du.0'gcscnEeasJ,Ecnnar.or14Fftsiflalto'cpT dgmerrelAemoaar.vd.W.Nit,I,nEFnttun.l,,iit,Edmsu.salauley Anthony T.TomboIII, P.E. �ored4t tsss5r oq rnllieg is tAe respxsi!!IihdF,e 9aw.Ike Orait A'rhEd ¢ Ar, sk luey Desipce!,m;ieFnleddlu i3(,srl., vdsle Intl ra:tynlEEsd rPLA. 73e Erpms'etlk IDO exd n. tiddue dliF inst ule(iulx!'q. rnFg4ieshllelin nd tnn3 sliliMlt respsatie:ilJd E 80083 ' pera.enp7Fs5utsMQa^:eb. A"stkssFleniortelU0nllieplaannraf�relicnitleWCq(s PneEISArrylanmFnn{t('I,prETFM15JTAE,dSlgn::dv 7k ptEn80:9uF 1F41k q;l.:Ftµn.`sc:tiesFs1,Y.:esd'!tl!nsDeupEx,l!aelte:}�isp,Enes7TnssUa,dFCrecseer 445St. Luce d, 3Frei,eldllFttro(,m•�aprlFteNeie xritiej AJ di p,r,.FS lndrPi Ise Tres UsIp:EA—IsACTCe Wbi NVpsa,orTnst SJCeab1iexrdoTt-T4l3. u;r�-.. net'os orenaaedmnpl' Fort Pierce, eree,FiBlvd. Copyrigh102016A.1Roof husses- Anthony LTombo111,P.E. Reproductions ofthisdocument, inany forms, isprohibited withautthe wrinenpermissionfrom A-IAoo(Trusses-Anthonyl.TomEa111,P.E. Job Truss Truss Type Qty Ply 73733 A15A Roof Special 1 1 A0151261 Job Reference (optional) .,-t -001 t 1u-, Fort rlet ce, FL ytavo, uesign(cva Itruss.com Run: 8.2iO s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:34,2018 Page 1 ID:HSeIToU9d7eaEKtzidgglfVME= AXB7_SWYvuBO9yON5B17GyVjQIJmVsD2ZJ3wVdyU8kt -2-0-0 8-2-0 `` 12-6-0 15-4-0 2-0-0 8-2-0 44-0 2-10-0 5x6 = r 12 4x4 =Sx4 = 4x4 = ,Load Defl. = 3/16 in LOADING SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl L/d PLATES GRIM TCLL 20.0 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.26 7-11 >696 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.43 7-11 >426 240 1 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.02 12 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 70 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0-12 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 = 1037/0-8-0 .(min. 0-1-8) 12 = 787/Mechanical Max Horz 2 = 258(LC 12) Max Uplift 2 = -460(LC 12) 12 = -335(LC 13) Max Grav 2 = 1037(LC 1) 12 = 787(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1111/900,3-4=-1065/972, 6-8=-654/728, 5-8=-654f728 BOT CHORD 2-13=-757/882, 7-13=-757/882, 7-14=-956/997, 6-14=-956/997 WEBS 3-7=-109/359, 4-6=-1112/1096, 5-12=-987/908 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. , 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 460 lb uplift at joint 2 and 335 lb uplift at joint 12. 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. LOAD CASE(S) Standard I Mus^gP;eott tL!tgi!p ttt4x de't'tear itgSSES i•SEtLR r dS7tfAl I;WS t tOSD�117M{ tU3tiN�tU!EW:tlfrpi7tE63Y:§T`:iiA. T±ILMk{!�.Jr48�t;En 6EN t13� ttllf It ttil ift55 6t:iS3 pe.'ieJi,DOIi 5+ic:knj T. trait IA,I.E. ttleteet!Sttti rtDn tst. 9r`:nt t'>e?�ne c'FM �:�s IP,talr kirhtaurfror rld:s sizlie audhr7:16 hit w!it fssl±ttrCef:catsiiaterii a. Spees'ry Erii:srerf,eelid estuy TiO rtptse'stmsatp3tt:xt4t p-ttew.te±: tagh�eryresptav7:'iNttt'f?drsigsd?zt d3gl3 Trmt dyw^edantkeEd teir,wlyllil, fi: de3lgtnroxrim:wdbi Omar. re+. "l, Find ion T. �L1 ombo Eli P.E. ardntt WSInss fir my1'.4oi is dxnrpcar:3 ':d dlit Nor?, tte om Ttrbiltdtgttitr&�eWhiBer:p+tr,itlst w5r, 6lit !i, Ill 11(ti tlt lmtn3dfuj lift and 79L TCsttpawl d%stgJ etdits f!di.!tet§t Trill, iet°m„gstiing, sloitgteism"On Wknin Sldl it F± ressnsud-,s a'. Y ,^.'80083 lit taiirug Ptsignt and;nUtttr. 111'ahs"W it 3: My Wirt, P.M., 1Fbk,tdtitr+!tEagrox)suvSchtp leferx3!:m(I3gW3ls4edi. if1 wd 36iA era rdutenlS: teee;t!ged3cct t7bl dt'nttfit?ui3osnil-rssd}nrzs tint hsu Cts:gnre, trtw 6es�g3 [yuw 3sd?rnsi!udtdrer,ast±ss 4451 St�0083LUde 6lvd. Zt. tiia.iu ddnrdht(whs taptdepxtii ni! 4r !rslits itrd!ed. iit ltro grip Esym? it 561 fit ldldiar pesiptteat€rtst Snlea Ert`.ttutl sn krAdiy.Aii!ndilalittd iris at tsdefietd it lN�. For, 1 Stce, EL Blvd. 34946 Upydgbiw2016A.IRoof Trusses -Anibeny1.rombeIII, P.E. ReprodudionofINS dnromear,inonyform, is prohibited wilEoul The wtoreapermission from A -I Roof Trusses -AeiAenyLTom6oIII, P.E. ! Job Truss Truss Type Qty Ply A0151262 73733 A16 Common 1 1 Job Reference (optional) A-1 Roof T Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:34 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= AXB7_SWYvuBO9yON5B17GyVoWIMnVnF2ZJ3wVdyUBkt 2-0-0 4-8-9 8-2-0 11-7-7 16-4-0 18' 0 2-0-0 4-8-9 3-5-7 3-5-7 4-8-9 2-0-0 4x4 = 3X8 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 2010 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.34 8-14 >579 360 TCDL 2810 Lumber DOL 1.25 BC 0.66 Vert(CT) 0.31 8-14 >635 240 BCLL 010 ' Rep Stress Incr YES WB 0.64 Horz(CT) -0.03 6 n/a n/a BCDL 710 i Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) BOT CHORD 2x4 SP M 30 Vasd=132mph; TCDL=5.0psf-, BCDL=4.2psf; h=25ft; WEBS 2x4 SP No.3 Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) WEDGE and C-C Exterior(2) zone; cantilever left and right Left: 2x4 SP No.3, exposed ; porch left and right exposed;C-C for Right: 2x4 SP No.3 members and forces & MWFRS for reactions shown; BRACING- Lumber DOL=1.60 plate grip DOL=1.60' TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc 3) All plates are MT20 plates unless otherwise pudins. indicated. 4) This truss has been designed for a 10.0 psf bottom BOT CHORD Rigid ceiling directly applied or 4-0-7 oc bracing. chord live load nonconcurrent with any other live loads. MiTek recommends that Stabilizers and required 5) ' This truss has been designed for a live load of cross bracing be installed during truss erection, in 20.Opsf on the bottom chord in all areas where a accordance With Stabilizer Installation guide. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. REACTIONS. (lb/size) 6) Provide mechanical connection (by others) of truss 2 = 1084/0-11-15 (min. 0-1-8) to bearing plate capable of withstanding 673 lb uplift at 6 = 108410-11-15 (min. 0-1-8) joint 2 and 673 lb uplift atjoint 6. Max Horz 7) This truss has been designed for a moving 2 = -149(LC 10) concentrated load of 200.Olb live located at all mid Max Uplift panels and at all panel points along the Bottom Chord, 2 = -673(LC 9) nonconcurrent with any other live loads. 6 = -673(LC 8) Max Grav 2 = 1084(LC 1) LOAD CASE(S) 6 = 1084(LC 1) Standard FORCES. (Ibi Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1454/2860, 3-4=-1069/2477, 4-5=-1069/2477,5-6=-1454/2859 BOT CHORDI 2-15=-2316/1229, 8-15=-2316/1229, 8-16=-2357/1 29, 6-16=-2357/1229 WEBS 4-8=-1919/598, 3-8=-482/783, 5-8=-481/7831 NOTES- 1) Unbalanced roof live loads have been considered for this design. Dead Load Defl. =1/16 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 77 lb FT = 10% xed+p Pletzrtt+rargdrrttis�IWA1P96iI]NsH sillfryDEHUTugs9(DBDIiID9S(DS10lttIPT"AlucraWlar1i"hriftlEdptp iose'rssdrt?d k,atNsImi,Dslgisa-q(ifs;;tilhtlitluylieshP,r.LId—,%WW<,-Uds!lYu.mMasi +r.tk0DD,wy ihn"kCkrM.,Fe. e shEl atsefferttf11DIsi".W.isOr,.,Mis, hgluE!{IE,SpAny 6dst;3z u11 is eayiDO npresed! vomu aetd[is p,dsSlndtrrtr1qitsp+IsIffat3.lEtlspas;tlessp'ei�sl.p;odtrtle IDDult,valer P�l.ilx dts:pn nvrzpokm mode uldtnu, slD+lilap Anthony T. Tomba It?, P.E. M.d+itdl+la ii611 Et'IBIrtIIQ IgS Ilt Rsp113DDihdrRDx9ELd+DxaEi!+xy dr. e3f Y:lle rnd+p Des ste•,arx aelEddtaE lY., �E �P:ulHel+,s+lalig�dEt 4f7'i 'le ptn,e title IDD aad w.Dell+sedtiE iross, aJlslad gig. sksgE,I+d+lldin ld Grl,z+slst{sa C2 re!pws!':hd 180083 hli.C.�k7DE5�g'&�tiCe+hst!A"t�'+!;d+s��tt:IDDsai rzelrwiasafpi!ts!Sdtl!piiG�ap(cmpa?tlldlrylxamni+t(r(lf pkliste9cryl>I sad ilfAtitid!In9�!E1ptatli�ia:l3U3 ip:tLfltiS'!`rtip4'.5.991tSLfdfi'.?S a��.?litf!DtSlgkPI,IISYS�ISfy, U�lateYPAd iRSii�.iA�/CP:II, H!!S 4451 St. Lucie Blvd. ' Ekesdse lEDlcelpssaetd spud aps ia+nmtp l.dlptn:ts ira<-,ei raer,ers Gts;aiag�+eesis3Di 4S Bsla7 Csigaer,l, inzs SS:.x iapnxr siinp S:lap. All w.'Ma!lteas treas ddad fa Rll. Fort Pierce, FL 34946 CopyrightC,2016A-I Roof Trusses -AmhonyLTombolll,P.I. ReprodadionOflhlS11RUMEnf,in any form, isprobihiledOhm the s+rinnpermission firm A-IRoafTrusses-Anthonyl.Tomho111,P.L Job Truss Truss Type Qty Ply A0151263 73733 A17G Hip Girder 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:352-018 ID:HSelToU9d7eaEKtzidgglfyTWE= eklVBoXAgCJFm6yZfupMoA2yHiegELkBozpT- 7-0-0 9-4-0 12-6-19 16-4-n 1 a-A-n . 2-0-0 3-9-4 13-2-12 12-4-0 ' 3-2-12 3-9-4 2-0-0 1 i Load Defl. = 1/8 in 7-0-0 9-4-0 16-4-0 .7-0-0 2-4-0 7-0-0 Plate Offsets (X,Y)-- [2:0-3-4,0-1-11, [5:0-3-4,0-1-11 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.23 9-11 >846 360 MT20 244/1190 TCDL 28.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 0.20 9-11 >967 240 BCLL 0.0 * Rep Stress Incr NO WB 0.25 Horz(CT) -0.06 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 81 lb FT,= 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. '(lb/size) 2 = 1866/0-11-15 (min.0-2-3) 5 = 1866/0-11-15 (min. 0-2-3) Max Horz 2 = -132(LC 36) Max Uplift 2 = -1713(LC 5) 5 = -1713(LC 4) Max Grav 2 = 1866(LC 1) 5 = 1866(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3087/3166, 3-14=-2658/2894, 4-14=-2658/2894, 4-5=-3087/3167 BOT CHORD 2-15=-2695/2596, 2-16=-2719/2635, 9-16=-2719/2635, 8-9=-2751 /2658, 7-8=-2751 /2658, 7-17=-2715/2635, 5-17=-2715/2635, 5-18=-2703/2596 WEBS 3-9=-872/644, 4-7=-873/644 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide, adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1713 lb uplift at joint 2.and 1713 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 439 lb down and 481 lb up at 7-0-0, and 260 lb down and 219 lb up at 8-2-0, and 439 lb down and 481 lb up at 9-4-0 on top chord, and 369 lb down and 647 lb up at 7-0-0, and 114 lb down and 193 lb up at 8-2-0, and 369 lb down and 647 lb up at 9-3-4 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 CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125 , Plate Increase=125 Uniform Loads (plf) Vert: 1-3=-96, 3-4=-96, 4-6=-96, 2-5=-14 Concentrated Loads (lb) Vert: 3=-308(F) 4=-308(F) 8=-95(F) 9=-351(F) 7=-351 (F) 14=-1 51 (F) Lc¢ier�flere ticneyhlrr?liew th'Ad roC.nKirS i"SlltfCl, 6irilAS TE1W58C?p.1ilC5sflsTokj t4'Y9'jd:NlLTr;ror,MEX�lorm.ye!iFy d?dp io¢aW?rsw!!e:Ss¢fas s¢t3isliuss7eznD!¢viaylR¢ri lE¢Aetiu7T.Lc4aP,i,r.f. rduexe Ree!4?'ar e<., Udess atku+ise GAd ¢e8?IDD,so!p TtIT¢IUeeN.le!pE•M 3Da:h93tllir TEt TggtahRll.A3¢T!nf DuiJe Elytrev{!e.,t'R'¢ge[Re:pileSed!¢nJ IDD npreinlS t6[RfrrL[ilk¢rfSl?SSI¢¢EIIIk:Hi¢¢f:SJt11O11nJ Y'14l IFS W<T aRS6wET!USe?r>:1!I¢Gis?1DD01Ir.V5(U tI.iTI�?f�jA3t1111J(IICI[4�'E3 MtIn1;�fS111111fr Anthony Tl Tombo III, P.E. mA ne dt4is bwt'nr initial is tee rapnsitilq ON 7w¢ 6,llwms ecthied esxd c lh rnihtg omipnr,aE."fat Min lE[, m1K ndth Ime Mxpmle W K1."ketgjme¢l lktM4Amheidne dine Ins,WoNm lza4`4 sY W, i¢shihhn me E{rtc AO!!: 4¢:'t!r;ns.i!�hd - k 80683 INH*Iot DesP-4 Unnese.All Wnulwilott,=ndleTuotamol rildiees¢I th Nlf¢t (ears m se'q WwwRe,e(11,I'ld 4 TA mI SICA unclu.xeltr pe¢erd goln! THeduiMtnrmoi Msoed driesdM!ns Denpeer,luss hup Eapr,!ernd rnss G.¢ad¢:'¢ser,¢¢Iess� 4451 St. Lucie Blvd. etmriu ldi¢kEto:¢b:cd¢gres9 eJn i¢wsiliq lydlpolss ies+tel Tieinss ostm.aJ�cu!Is aCi:x rad�J¢sira¢r,¢sh¢ss Sjx?zoEapi¢!er ei®JSrtl�y.All,gl:td. i'.ns.s¢semddaedi,TPld. Fort Pierce, FL 34946 CoppTighl02016AdRoofTrusses- Anthony T.TomboIll, P.E. Reproduction of this domment, in cayform, is probilthed without The riffen pernission from AA Roof Trusses - Antbnyl. Tomb Ill, P'L Job ' Truss Truss Type Qty Ply A0151264 73733 BO1G HIP GIRDER 1 2 Job Reference (optional) A-1 Root I rus ies, t-on 19erce, IL .,4wm, oestgntdanruss.corn -2-0-0 2-8-0 7-0-0 2-0-0 2-8-0 4-4-0 6.00 12 3 1 c� 2 33 ca}I 6 r 1 e e 32 12 31 4xl0 3x4 = 5x6 2-8-0 7-0-0 2-8-0 4 4-0 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:37 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= a6tGcUYQCpZzOP6ymJsqub7lDVRAiFbUFHla5yyU8kq 9-0-0 13-4-0 1 16-0-0 , 18-0-0 I 4x4 6 2-8-0 34 11 35 10 36 37 2x4 II 2x4 II x s 38 a � 94x10 39 5x6 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.1 0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.24 12 >797 360 TCDL 28 10 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.29 9 >653 240 BCLL 0 10 * Rep Stress Incr NO WB 0.22 Horz(CT) 0.24 7 n/a n/a BCDL 7;0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 SLIDER Left 2x4 SP N0.3 2-2-0, Right 2x4 SP No.3 2-2-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2 = 7 = Max Horz 2 = Max Uplift 2 = 7 = Max Grav 2 = 7 = FORCES. (It: Max. Comp./I when shown. TOP CHOR❑ 3-14=-3067/2 6-26=-3067/1 BOT CHORD 11-34=-2103) 10-35=-21451 6-36=-2100/3 WEBS 4-11=-728/11 (lb/size) 1757/0-8-0 (min. 0-1-8) 1757/0-8-0 (min.0-1-8) -132(LC 48) -1084(LC 8) -1084(LC 9) 1757(LC 1) 1757(LC 1) lax. Ten. - All forces 250 (lb) or less except 108, 3-4=-3678/2484, 19, 5-6=-3678/2511, 145 :50, 3-34=-2103/3265, 1265, 11-35=-2145/3333, 1333, 10-36=-2100/3265, 65, 6-37=-2093/3251 A 5-10=-756/1211 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1084 lb uplift at joint 2 and 1084 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 283 lb down and 400 lb up at 7-0-0, and 283 lb down and 400 lb up at 9-0-0 on top chord, and 584 lb down and 417 lb up at 7-0-0, and 584 lb down and 417 lb up at 8-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Dead Load Defl. = 3/16 in PLATES GRIP MT20 244/190 Weight: 164 Ib FT = 10% LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-96, 4-5=-96, 5-8=-96, 12-13=-14, 3-6=-14, 9-25=-14 Concentrated Loads (lb) Vert: 4=-1 39(B) 5=-1 39(B) 11 =-542(B) 1 0=-542(B) s'ttiry-Fle tlutr{Nr rz!ira tk'as 3DD; IiUSiBi'irtlll')6rW;Gt(TINSafDHidilDbi CatiDMi 3lT:l ;:(kaD iD HEXr Iwr iuifi le93t prataelsrs aa4 dsm?sulti T?cs!Desg:ktviyErr;,r2lEf aet6cett. Tcaat;i;.r.E.tdtllrt!Nel:?azese uolts:cdcwist st¢fel tv tll IDD,u'T ,. l 00..vre!tmp.Ets sblie sstdtvOU DD13h tvlil.estir?ssDesipa hyHrxej:?-Seavltr Etgrt?rs1?sltln?trtDDflpreSlmS¢uuy".a]:tADfpftl?fSlticfteE$[t'Itt r!fr11f11Ddp.'a'lal OFS k1P`ICf S'A,�tTtISS E?p'n!I RIIt tDD tllr, aldtrt•Y-I Tte L?f>Te eSS1a6111H.II[{kTUI{Ifl11;, P11t1111!f Anthony T. Tombo Ell, P.E. t!.At3ltlhlS t'FSS�!'1et{dlfilF if lilflSp11S2ia!ISIY7%l!r. D't D'tlitft araf4 tre:9 i!lee{E}tF DtSIIE!?,h IS2fl11?m BS1ffi IBr,a?�{�udh!Irt3 lmffa'4lt W Rl 1l4pfRSFI ¢I Is, IN 21.e! M1eld ilt lil9!Troif. iJ tFt ^.J. SRIF{1.11511II0f1t8 q{ktf S{�ii°1d R'ruAL{�h It 80Q83 IkE{K�eD Dfs t`v4 rfd9l'9'.Cf&:lS�tf3.1i.FTGtTDD]I{Ii4 P1IXiIR107f 3a IfIR?S1111!rellakr fCGif9M SOfti(M3'REnBtjB(U;Pt{I fISduJ r%13td S{Ia LRrlIfM3�[1 jtFtMIT�aM( Tf:IettCtiM!it Ff'�SII:11lS LF��.tl 81 .tT:rs?Dengter,T'fsSle?:pn fajrcrtralTnss M�a+(e:s:te, u:t?s 4451 St. Lucie Blvd. 'i-iSlIdwilIJfrom'MejflFiB?841t%'?algIfell yormlet,lot Re Troes4stear?r'veer lslGi:x5»da{D?icpter,rtTnts S?Y:?aizj a?err: ar 9rlL?f.. kD s;pu3tr?92ras trtaslJaed:aTPfl' Fort Pierce, FL 34946 (opyrighlD2016A-Ibafhusses-AnlhonyLTomba111,p.E. Repiodurtion of this domonent, in any form, is prohibited wilket the mineo permission from A-] Rooffrosses Anthony T. Who 111, 1`1 Job Truss Truss Type Qty Ply A0151265 73733 B02 Common 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:37 ID:HSelToU9d7eaEKtzidgglfyTWE_ a6tGcUYQCpZzOP6ymJsqub7LvVL9iGzU -2-0-0 8-0-0 16-0-0 18-0-0 2-0-0 8-0-0 8-0-0 2-0-0 7x6 II j�a 16-0-0 4X4 = id Load DeB. = 1/8 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP! TCLL 20.0 Plate Grip DOL 1.25 TIC 0.58 Vert(LL) -0.24 6-9 >817 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.37 6-9 >522 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.02 4 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 63 lb FIT ,= 10% LUMBER - TOP CHORD 2x4 SP 240OF 2.0E BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-10 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 = 1066/0-8-0 (min.0-1-8) 4 = 1066/0-8-0 (min.0-1-8) Max Horz 2 = -147(LC 10) Max Uplift 2 = -474(LC 12) 4 = -474(LC 13) Max Grav 2 = 1066(LC 1) 4 = 1066(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1230/1011, 3-4=-1230/1011 BOT CHORD 2-13=-529/960, 6-13=-529/960, 6-14=-529/960, 4-14=-529/960 WEBS 3-6=-65/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=42psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;; cantilever left and right exposed ;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 lb uplift at joint 2 and 474 lb uplift at joint 4. 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. LOAD CASE(S) Standard ZEBadep �flnse tlumtpllrrliert3t'A�I rDCf lrDii2 iRLEPI, 6EA9At RenSd(QACilIOef NSIDk13lT�';A(IEIBi'�;SM(R;'brs.Ye!ilpltdgr pooatlen nsd rn^dealxsnllisl�uss DeslesLniap;I(tra lke AEtiatl. rsxaa'i,r.E. teltrtme UeetEaretse. Udess ollenise dtfeetelkeIDD,c'y ' Wltkauestir p:rm"nellot twice &lODialeedit. As a Tara Deslpm F.Viev(L"Spotlit hsltte,to! ettl to vp ND represents a avpme if logaptsslud"IlInNp mspmullldp'at to, de isN'thesgoT;tss d!pnsd is fit IDD Wye mderIN. Toe but, nvnptlrss.IteR:EAuidift., sddilny Anthony."rombo III P.E. sdastd M1is lasso!ter Idbliq Is lotrop"utflilr ddt 9.2r,NO.mista`WrRtd spill or Ike hilliq losilr.Rr,-%;mead it N IK'61'u(udtet food Wireprile nl l%�I.116[FTt/1Eid11t iDD and ms!flepd estdM1=Trsss,a:bdies o�Sf�. srteepE, ItsM1ll¢tut ted EreEe372!likf4!re!pins;a�l:g t} Y «:80083 e IEe Cdkap Der ar u3[efirto�.A.r<'es s4sx>eBe lUD enelat pt�ias pdp:dt sdte: emlidiep(tmpt MSdery ltia9ttinjt('Jlp!FriF�dl}p71 tn1 S1G 1RId:ItM 7kl povel Aoete. ierl de5ces�:rzspts49;tles a.3Gusd�!LnsUesipaeGtv<s Des:pt Gpia:eread rrtss 6SaariE:'e�es, re4ss QQ515t:0083 Blvd. t3trrise ldirtdhpo(tll•N apsed apmmwnliq lydlptr, ES lratated. Tit Toss restpfaiiveer is 40Tlbe sm."MIDesipaeyn Iasi srs'tn Eapnserdnl9milRai. All gkes9Ymstsemdermedlalrfl. Port Pierce, d Blvd. (opyright02016A-1RoafTiusses-AmbnyT.Tomha116R.f. Reproduction of ibis document, inany form, islimbibiledwithout the wrineapermission from A-IRoolTmsses-Anihonyl.Tombolll,P.E. Job i Truss Truss Type Qty Ply A0151266 73733 B02C Roof Special 2 1 * Job Reference (optional) A-1 KOOT 1 Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:38 2018 Page 1 ID:HSeIToU9d7eaEKtzidgglyME_ 21ReppZ2y7hgdZh8K1N3QogXVvf3Ri8eUx17eOyU8kp -2-0-0 2-8-0 8-0-0 13-4-0 16-0-0 18-0-0 2-0-0 2-8-0 5-4-0 5 4-0 2-8-0 2-0-0 3x4 = 2-8-0 2-8-0 5x6 = 4 Dead Load Defl. = 5/16 in Io I� 16-0-0 2-8 0 Plate Offsetsl(X LOADING (psf) TCLL 2010 TCDL 28 BCLL 00 BCDL 7.0 Y) 0 i [2:0-0-11 0-3-4] [2'0-0-0 0-1-12] [3.0-2-12 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 0-1-12] [5.0-2-12 CSI. TC 0.46 BC 0.96 WB 0.20 Matrix -MS 0-1-121 [6:0-0-11 0-3-41 16:0-0-0 0-1-121 DEFL. in (loc) I/defl L/d Vert(LL) 0.33 9-23 >578 360 Vert(CT) -0.46 9-23 >418 240 Horz(CT) 0.30 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 74 lb FT = 10% LUMBER - TOP CHORD 2x4 SP 240OF 2.0E 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) BOT CHORD 2x4 SP No.2 *Except* Vasd=132mph; TCDL=5.0psf; BCDL=4.2psf; h=25ft; B2: 2x4 SP M 30 Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) WEBS 2x4 SP No.3 and C-C Exterior(2) zone; cantilever left and right SLIDER exposed ; end vertical left exposed;C-C for members Left 2x6 SP No.2 2-2-10, and forces & MWFRS for reactions shown; Lumber Right 2x6 SP No.2 2-2-10 DOL=1.60 plate grip DOL=1.60 BRACING- 3) This truss has been designed for a 10.0 psf bottom TOPCHORD chord live load nonconcurrent with any other live Structural wood sheathing directly applied or 5-5-8 oc loads. purlins. 4) * This truss has been designed for a live load of BOT CHORDi 20.Opsf on the bottom chord in all areas where a Rigid ceiling directly applied or 8-4-3 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the MiTek recommends that Stabilizers and required bottom chord and any other members. cross braci��]]lg be installed during truss erection, in 5) Provide mechanical connection (by others) of truss accordancelwith Stabilizer Installation guide. to bearing plate capable of withstanding 471 lb uplift at joint 2 and 471 lb uplift at joint 6. REACTIONS. (lb/size) 6) This truss has been designed for a moving 2 = 1076/0-8-0 (min. 0-1-8) concentrated load of 200.Olb live located at all mid 6 = 107610-8-0 (min. 0-1-8) panels and at all panel points along the Bottom Chord, Max Horz nonconcurrent with any other live loads. 2 =-147(LC 10) Max Uplift 2 =-471(LC 12) LOAD CASE(S) 6 =-471 (LC 13) Standard Max Grav 2 = 1076(LC 1) 6 = 1076(LC 1) FORCES. (lb.) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORD 3-12=-2053/1232, 3-4=-1463/1141, 4-5=-1458/1134,5-26=-2095/1297 BOT CHORD 3-33=-609/1241, 3-34=-609/1241, 9-34=-609/1241, 9-35=-609/1241, 5-35=-609/1141, 5-36=-609/1241 WEBS NOTES- 1) Unbalanced roof live loads have been considered for this design. '&a?dap Messed-1mrr?rim h"A-1 IDDE Ii!AiES AIIEIi, OEM ffm 8 EuFiaUM UsTuM.rMEr! ICHU',. ua V 1— Te dy atdpl p[le6defs aad leap 6a1?S A @is1w oes resl-bg itv" W IN AdhR]l. T.h DI, 11Ideam! Sp>es1R'e'P L e, udns Oi-ls' ddd utAe TDP,.I FLTei<eaeeaagzk SMI'dn>ed6s the 159 h h,did. As OAS Desgarryirze(II,ss"Allp B;Wzj'na udnnrToo rlptanlua-m W'e 0 he praletslud erxb¢+;iap th 1escot4N snieLass dgml o&TOD alp, aate lN. Ne ipa nnnpliac lecd rcwdmw,smnlly Anthony T. Tombo III' P.E. Hmed%ar:as,`c•ae}lileiag iswc sespnvlaih!f ,„e Dwa!s.IC!P*a?ts say.:?t ^ed asih roll as oesp •,awe; Iddti. IY ae S.salw: bld Aa:a ep ale rxa llil.il:cpg:na; elw!IDD aad n. Dell 80083 Ime Edil:ep D:dee era (aSaCs. Ali u`es?e?oasa tleIDPanl lue p1111.111111101e10!tailAapraapaed sdary ta`a•nnroe;arrpaudas �r rn!aa spu m!sd!m!at, pe!??a?aans IP:l aenessi!:e:pa:ax'tles e"b!sa!teLas!De:ipne!,1:!ss JPS{a eJa:tYeaar( stlnedam: !I,n:ess 4451 It, Lucie 81vd. ' ats+.ise lsfiecdprnam;ad apedapeanmfiq pr dl pa!nn icr;!red. lierrvss De;laE?pme!ris lGi,",e4a�;dapie;lpuyrtinss Slx::arapie!era:`esfaeilA?p..11i csp::!ed`:ersasereesaefleediaTPtl- � Port Pierce, EL 34946 CoppighlD2016AIRoolhusses-AnlhonylTomhoIll,P.E. Reproduationoflhisdomment,inany form, isprohihiledwithoolThe wfineopermission fiemA-I Roof Trusses-AnihonyT.TemhoIll,P.T. Job Truss 73733 IB03 Roof Special Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. ID:HSelToU9d7eaEKtzidgglfyTWE_ 21ReppZ2y7hgdZh8K1 -2 0-0 8-0-0 13-8-0 15-4 0 2-0-0 8-0-0 5-8-0 1-8-0 5x6 = 3 3x8 = 4x4 = 4x4 = 8-0-0 A0151267 12 14:15:38 2018 Page pvgGI eFelixl7eOyU8kl Dead Load Defl. = 3/16 in 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 0.76 Vert(LL) 0.25 8-11 >719 360 MT20 244/)90 TCDL 28.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.42 8-11 >441 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.01 6 n/a n/a j BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 69 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2, T3: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 823/Mechanical 2 = 1037/0-8-0 (min. 0-1-8) Max Horz 2 = 217(LC 12) Max Uplift 6 = -355(LC 13) 2 = -462(LC 12) Max Grav 6 = 823(LC 1) 2 = 1037(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1134/959, 3-4=-1120/999, 5-7=-1016/1058 BOT CHORD 2-12=-714/887, 8-12=-714/887, 8-13=-1089/1111, 7-13=-108911111 WEBS 3-8=-105/362, 4-8=-281/404, 4-7=-1483/1518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 355 lb uplift at joint 6 and 462 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard #¢(i�'*)•P v;lFaa+t�ji'jele'hat At 'Al 101 IMES''E ,Erry, MWlimst 9011T1JAS t.ST 11 tU!ap [r¢Jk'UDSk1T!at4 ynikQQp�agxaxNas e¢Qre¢datltsetth �Sns Dl9;¢6lese#+'DPltadfiQ pt"eaipLEpnk ILIL.Idtreaeilettiehre ne.a'essa"¢eer;ist ss.,e#rotklPD, ¢tl. Ni?ekE.�saeEke pldls lteA pe r.E#tufll76-hk!>;;it. lsatrcls,erarapa:er;ix pe(iry.er- .rS,ftest-es(iy G9iepe5E.rsmsE+ptnuu!Eep'Et SEsdea;h^lignspal i`.trtkl de dasgadae sixph imss#:pi;mm3±1?D tafi,lFQx ItFI.II:Qes,esxzp�cas,'asfe3`AleS. sxh3:di j Tpmi, fe#ESeft All bast tes f f ka-bi a t.. repmW.-I d%Drat he ow's t87';W:54#apeit N'tY Ix'k; a pt,, little uo'e'vAs lf( lit llt E¢ Ar Wprl�QeSpx fw li#. yl3 ipplileld"�k1Dg E¢I Rffld#ist¢t Ht i(aSS.Ot%}• 8it$r ,SIdIC:4.'J,'x:K RWd S:E SShck P3 U Anthony T. 8008 o tE:, P.E. * «9 p pusiiit-yo! 8b083 talbNhp D3fIp6E5 ¢1#.INAfliel. iR 9i1:5 set ¢di)'xl i.d'48peeC lS ¢t#¢R�,:K}i rxehqSanpi Fltitet hreri¢'AA(EJip'.V ilk#yi irl R#E.11jfR3 SEr:tlFl£#!i¢p&E'd paQatt! ipGl#eeAef gd!E:�iSilli'.-.l�tG##AaiS Et'¢!i'ESi Es!Fs�, trm Dlstpa ryiaa axi?riss�xEdEtsagtal:ss 4451 St, LUCle Dlvd. Zh erav:,eQe'uedhpiwl�xtFgx#ipee�tc.ag4p¢.,psahs hel!#.eeLrss Dlsayz fag�¢�p�i5111 ilt EnlQ ip Pnap¢tr,a?sns S,sitn E.^?!ud¢et kaddiar.A:: E¢p9tlut#tt:as re ¢sdefine#i¢iN 1. Uptight C2016A-I Roof Trusses- Anthony 1.fcrnbe111,P.E. Repooltertion of this dauseent, 11 any form, isiplobibiled without the written Permission from A-1 Roof ]fusses - Anthony L Tornbs III, P.E. Fort Pierre, FL 34946 Job Truss Truss Type Qty Ply A0151268 73733 B04 Roof Special 1 1 �J&Reference(optional) - A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:39 2018 Page 1 ID: HSeIToU9d7eaEKtzidggIfyTWE_ WV?019agjRphFjGKukulzOCdOJ1 NA7?nibnhAgyU8ko -2-0-0 8-0-0 11-8-0 _! 15-4-0 ' 2-0-0 r 8-0-0 3-8-0 3-8-0 5x6 = 4X4---- 15-4-0 LOADING( sf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 2010 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 7-11 >745 360 TCDL 28[0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.40 7-11 >453 240 BCLL 0[0 * Rep Stress Incr YES WB 0.36 Horz(CT) 0.03 12 n/a n/a BCDL 710 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except* 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) T1: 2x4 SP 2400F 2.0E Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; BOT CHORD 2x4 SP No.2 Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) WEBS 2x4 SP No.3 and C-C Exterior(2) zone; cantilever left and right OTHERS 2x4 SP No.3 exposed ;C-C for members and forces & MWFRS for BRACING - shown; Lumber DOL=1.60 plate grip TOP CHORDIreactions 1.60 Structural wood sheathing directly applied or 5-2-12 oc 3) Provide adequate drainage to prevent water 3) Provide purlins, except end verticals. BOT CHORD, truss has been designed fora 10.0 bottom Tt 4) This Rigid ceiling directly applied or 5-1-7 oc bracing. chord live load nonconcurrent with any otherr live MiTek recommends that Stabilizers and required loads. cross bracing be installed during truss erection, in 5) * This truss has been designed for a live load of accordance1with Stabilizer Installation guide. 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the REACTIONS I (lb/size) bottom chord and any other members. 2 = 1033/0-8-0 (min. 0-1-8) 6) Bearing atjoint(s) 12 considers parallel to grain 12 = 792/0-3-8 (min. 0-1-8) value using ANSI/TPI 1 angle to grain formula. Max Horz Building designer should verify capacity of bearing 2 = 268(LC 12) surface. Max Uplift 7) Provide mechanical connection (by others) of truss 2 = -455(LC 12) to bearing plate capable of withstanding 455 lb uplift at 12 = -342(LC 13) joint 2 and 342 lb uplift atjoint 12. Max Grav 8) This truss has been designed for a moving 2 = 1033(LC 1) concentrated load of 200.01b live located at all mid 12 = 792(LC 1) panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.I LOAD CASE(S) TOP CHORD, Standard 2-3=-1113/891, 3-4=-1057/972, 6-8=-579/660, 5-8=-579/660 BOT CHORD 2-13=-784/894, 7-13=-784/894, 7-14=-997/1042, 6-14=-997/1042 WEBS 3-7=-143/3841, 4-7=-233/261, 4-6=-1120/10I93, 5-12=-869/807 NOTES- ld 1) Unbalance roof live loads have been considered for this design. Dead Load Defl. = 3/16 in PLATES GRIP MT20 244/190 Weight: 71 lb FT = 10% Zt15e�tiq-rkFsetlultjllrrefim Ise 'A I W lk AgWy L h6x 90.E.ldefexf %.I W1,ree!e. U1L•se etlenise side! IetleTlO,saep !ITfrteuMeEyiEtsf4eiil:rethfttx T7eia'se tsliL Aftirxs 0esile flglexe!{ie,S.e1oN(bcicf?E?.tees:al neepTUD rEpresetls le uaNaxedl7e troLssincleu tEn.frasrefslYndpS. he dfs. am s'.¢eT sdide11,tit Muvlp.W.T-11.`he ts:ps xst p—Wap.Cnrt. nilAdq Anthony T. TembO III, A.E. doe.Nulm"tt tlarlllellF if l9t rtfpl9!Itelipd!)nir.ne[IWeilf FRb.Ed FY811r Ilelri(IlA nefp2'.91^3 E11tatfdlu l4(,Ra Si tt tll la#SjneE iRS-l.lt Ept llF:dlklDo.i Apltti""16!TRff-ad16Fj W.Lk+ ,:i,.!oft,lfeitlterl.".,gshl?l,t.?rt!p.ii!!:hd a80083 3I�dRp off: '£!I reC'iRA!.A!!te P5547pni.Ei[R Te6 efllet pre4ltlfFAsj-r'IlB flltl rnulep rERp.9efl SAPlp li3'llEllei �B(Ef pllllfEedhp let lae Seq nf;dv af3hi jeerralpz:dom_Tr:l Cftetfiattsp�s ti�tief[R3G9:t�@t�.aT!tlf!eaSijfEl,T!PfSBe: r3 r9Siltr Cii rtt55k 9lIIER!ef, tfit!i 451 St. Lucie Blvd. $eNte AElitEd 6yo Ctalrtd spree, epee n xntnp rpolpM,:fs ,etc+:fei l'aeTresf ..ff�x r,3 steE if lCr a au;Sa3 efs+3na, IrL•ts Spsza hpilEer scsr A� IS�xp Rll fap:�?:x!dte;os tress iehed lnin 1. Fort Pierce, FL 34946 Copyriyhl02016A-1 Roof husses-AnihomyHomho111,R.I. Reprodudion of ibis document, in any form, is prohibited without the writers permission from A-] Roof Trusses -Antbnyl.TomboIII, R.E. Truss Qty 73733 IB05 Roof Special Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s.'May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri ID:HSelToU9d7eaEKtzidgglfyTWE_ WV?019agjRphFjGKukt -2-0-0 8-0-0 9-8-0 .15-4-0 2 0-0 8-0-0 1-8-0 5-8-0 5x6 = 3 3x4 = 4x4 = 3x4 = 4x4 = 5-4-0 A0151269 15:39 2018 Page 1 A13nibnhAgyUBko Load Deft. = 3/16 in LOADING(pso TCLL SPACING- 2-0-0 CS'- DEFL. in (loc) I/defl L/d PLATES GRIP 20.0 Plate Grip DOL 125 TC 0.75 Vert(LL) 0.26 7-11 >698 360 MT20 244/ 190 TCDL 28.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.42 7-11 >435 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.05 12 n/a n/a BCDL 7.0 Code FBC2017/fPI2014 Matrix -MS Weight: 76 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-10 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 = 103310-8-0 (min. 0-1-8) 12 = 792/0-3-8 (min.0-1-8) Max Horz 2 = 314(LC 12) Max Uplift 2 = -446(LC 12) 12 = -355(LC 13) Max Grav 2 = 1033(LC 1) 12 = 792(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1121/844, 3-4=-1000/951, 6-8=-473/556, 5-8=-473/556 BOT CHORD 2-13=-864/920, 7-13=-864/920, 7-14=-936/973, 6-14=-936/973 WEBS 3-7=-154/411, 4-6=-1010/976, 5-12=-812/771 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=42psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left andright exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.Opsf 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 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. 6) Bearing at joint(s) 12 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 446 lb uplift at joint 2 and 355 lb uplift at joint 12. 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. LOAD CASE(S) Standard de!AieA Plelse Xuladfderz.il!!taz'AI iDDy 157SSeSr3fttEYj 6EN9ACfEtNSB[up iil8ea5(lglNt;trtl'I:.:[!C&,;;:iMEM;'Ie1s. Tai(y 9eurl rnoaelen and re;9 a>i?s ati si!ess Jes !)Ireig([[x?Irl lte Aa6apl. [scla i; f.E.Idee.'SWMe Ia:'t—Negate ire sl111d 1e8eIDD,sm?p d1TF%(AIAEfifp;('el1ldl 98itifl!nR no fa at fdt[. AsaTrnl Belli' I'Ve,eeil.e,Spe:Idiy 6detle;, of sed1t AerTDD eepfeseds ta[l peloAe if letpfde15IA1d te3Etenld let delis 11R fbgPT(t/s deeded fG dE TDDAmy,Met Teri. ifR deS pA 3fltlep111Ae.IledRjCeldlnWs, fdlAslrry a•d asedtlsLsss4•aAy rdldt2 is lAe respnsiHlfidfie�ner,tbAOreise;-0s:ilEs z�M a; lAr [aldny 0cs yc ,a Ma luhl/ tiu iR' �'w.;: Aeddelelc'Az€:e3:t/fAe'�Till.leeip—dlaelODaadn.fielfnedh'rAss,u;lAiln kr.�!�,sx:ge, ielNldiea aedkeezgslsliSA eaenspaatiA`hd ��ony T. Tefrlbo II?, P.E. ' RsCreaDts:..:IrdQRLrooal.AI:u'nlxtzalelEeTDbealln!insmd Id®.sdllehifli (AR.wdSde laa•nlfieA(t(lr.tllisEedaT?Iaad1A(A1!erdvexw4l. Ars! �dall>_Irilknsxaal .:80Q83 3 5' P P' Y f 7 A P 3 f+ rsu a:Aesea3Ea'es dialnss6evynw,l:ess Desks rapiuerwdffrss NamlAaa!el,auss 4451 St. Lucie. Blvd. a'AlfYlit drills! Ey-0led'e91TIlEd BiAe II %later tydl pAd:K IL C lef_ isti115S4tii°.a 1Tjletef Is dDirx AAiSdgd.(5(r14I, Ir T•Ill S)T.e'a t1d Aetl f.0r atddla} AD eq.b i4terpl ueas dd:aed iA TPLi. • PlerA:e ForLFL 34946 Copyright Ci2016A-1Roa(Trusses- Anthony 1.Tomho111,P.E. Reproduction of this domment,inany form,isprohibited withmdthe wsittenpetmissi" been A-1RaofTrusses-AaihonyT.Iamb III, P.E. i' I Job i Truss Truss Type Qty Ply A0151270 73733 BO6 Attic 1 1 Job Reference (optional) N-1 Koor I Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:40 2018 Page 1 ID: HSeIToU9d7eaEKtzidggl fyT W E_=hZOEVbl UkxYttrXSRPXVDInEjNIvXGwxFW EiHyU8kn 2-0-0 4-10-4 8-4-0 11-1-12 15-4-0 2-0-0 4-10-4 3-5-12 2-9-12 4-2-4 7x10 MT20HS11 3x4 = 3xti i - 11 _... .. Dead Load Dell. = 1/4 in 4-10-4 11-1-12 1n-4-U 4-10 4 6-3-8 4-2-4 Plate Offsets (X Y)-- [4.0-2-9 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.34 8 >539 360 MT20 244/190 TCDL 28i.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.40 8 >455 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.05 12 n/a n/a BCDL 7i0 I Code FBC2017/TPI2014 Matrix -MS Weight: 90 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Dpsf; BCDL=4.2psf; h=25ft; WEBS 2x4 SP No.3 Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) OTHERS 2x4 SP No.3 and C-C Exterior(2) zone; cantilever left and right BRACING- exposed ; end vertical left exposed;C-C for members TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc and forces 8t MWFRS for reactions shown; Lumber puriins, except end verticals. D plate grip 60 place 3) 80.OIb AC unit load placed on the top chord, 8-0-0 80.01b0 BOT CHORD Rigid ceiling directly applied or 6-6-8 oc bracing. from left end, supported at two points, 3-0-0 apart. 4) Provide adequate drainage to prevent water MiTek recommends that Stabilizers and required ponding. cross bracing be installed during truss erection, in 5) All plates are MT20 plates unless otherwise accordance! with Stabilizer Installation quide. indicated. 6) This truss has been designed for a 10.0 psf bottom REACTIONS. (lb/size) chord live load nonconcurrent with any other live 2 = 1075/0-8-0 (min. 0-1-8) loads. 12 = 829/Mechanical 7) ` This truss has been designed for a live load of Max Horz 20.Opsf on the bottom chord in all areas where a 2 = 366(LC 12) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Uplift bottom chord and any other members. 2 = 402(LC 12) 8) Refer to girder(s) for truss to truss connections. 12 =-340(LC 9) 9) Provide mechanical connection (by others) of truss Max Grav to bearing plate capable of withstanding 402 lb uplift at 2 = 1075(LC 1) joint 2 and 340 lb uplift at joint 12. 12 = 829(LC 1) 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid FORCES. (Ib) panels and at all panel points along the Bottom Chord, Max. Comp./Max. Ten. - All forces 250 (lb) or less except nonconcurrent with any other live loads. when shownf 11) Attic room checked for L/360 deflection. TOP CHORD 2-3=-1070/551, 3-13=-968/699, 4-13=-860/729, 4-14=-734/602, LOAD CASE(S) 5-14=-734/602 Standard BOT CHORD 2-15=-756/870, 2-16=-792/902, 8-16=-792/902, 8-17=-792/902, 7-17=-792/902 WEBS 3-8=-223/328, 5-7=-7113/908, 4-7=-304/340, 5-12=-847/742 NOTES- 1) Unbalanc d roof live loads have been considered for n. this desigI wwq-rvse ftry#f 31i4w14e'3.11COF irUSSES;Q:zrpOWL TgAi L;OMDPONSL"rck;tV(lQ.1'0' iLED641sir:'tra.Nil, liitpe;VAAtls"I'"i sets o-tI%Tov DA13. VI!!':4t T. Tsai. ID,shith4rt m MST a'!!>+Its AsteEmdl TDD, W, T!STf$1. Af.pId:SShnI Ql tisd!ssA•.1D'3h Qt iF ip.15.Q1fbl D,S:P;lj,itY1(iG,Spt^Li.gv�v).t4,,4,R.{T4D"FSElba,..t?lt.A 9!:trdtS,Sa..fO;i..t. j,t,;.,;0.-"4LEt ILtd?Sip t?a?sight.ssl:pie t.E»,PD.11r,tssxrlPit.t:l:siya n;Fag^em,:':nlaTss tias:lr's:.fin Anthony T. Tombo If'-, P.E. st#s5lsaait 1wfar cttb..:3 emu Fnasz:Ptdlit Corr, lit ow'sxtlsi tQsp<tu„h Qkagn,:PA.i.A,wre..d4f iK ltt3C.4,Wl AIMI iat eat M-L tot pvali!IQf.TD W.1 tdi.!.0 tat rPSS, t aa5iF 3yy. si Tp s.oaw knq shilS 45lte5F.asfiil'(0.. 80083 IIPQ.slatsjD?SfyPE(tldctE71lakf.AD.?Iilftt.Nt9]:ritt.QiiEFetu ttS tk$$a"ktl.Lf3atFtr:�C3(ACN[te$eFtildl(24::".ITi$Dp3)!ikSlp Qi ph tkd$Qtl tft!dNeMkp:W,peN!d pxip£^nL rpT1 T?!p?Sill rFij19511i:':tS rPr(�if;151'Y.T.'eSi �FiltE!f;:IiSS DISf(lrikt&ID1:532f FI9t§(LC�FtS,UI!.Eif 4451 St. Lucie Blvd. ' .Ra.ist Qd»tl Qys(tsh.A egEN tpu is xrsgtp a;p:ttes ialdrt4. TQe loss Drys Etg;tsES if kDi l've ieUiap Dr.iDntnet Tlasi $,*siea £kstt Ftti!4siiliep,3:!upitalitll sz?ss Frt as &fis.i it Tfl1. Fort Pierce, FL 34946 (apytig4 12016 A Roof trusses -Antony T. Tomb, III, P.E. Repladulion alfifs document. is anyfalm.Bplohibited wilboul she wtitlen permission from A IRoof Trusses- Anifianp L Tomho 111, P.E. Job Truss Truss Type Qty, Ply 73733 B07 Attic 1 1 A0151271 Job Reference o tional �Fe _ -U, .,cs£ylt�W.d 1L1Us5.ax]1r1 Run: 8.210 s may 16 2u18 Nnnt: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:412018 Page 1 ID: HSelToU9d7eaEKtzidgg1fyTWE-Tt6,mSrbxF24PUIQj?9wm2Rl?G7nDexw4AvGnEjyU8km -2-0-0 4-10-4 1n-2-a inn is-_n - I Load Defl. = 5116 in 3x6 i�- 2x4 11 SX4 - 2x4 11 4-10-4 11-3-8 15-4-0 4-10-4 6-5-4 4-0-8 Plate Offsets X,Y -- 4:0-1-12,Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.39 8 >472 360 MT20 244/I 90 TCDL 28.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.44 8 >413 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(CT) 0.03 12 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS Weight: 98 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1075/0-8-0 (min. 0-1-8) 12 = 829/Mechanical Max Horz 2 = 436(LC 12) Max Uplift 2 = -402(LC 12) 12 = -330(LC 9) Max Grav 2 = 1075(LC 1) 12 = 829(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-883/306, 3-13=-909/585, 13-14=-820/607, 4-14=-734/638, 4-5=-759/667 BOT CHORD 2-15=-683/772, 2-16=-716/800, 8-16=-716/800, 8-17=-716/800, 17-18=-716/800, 7-18=-716/800 WEBS 3-8=-514/609, 4-7=-263/326, 5-7=-1015/1167, 5-12=-863/777 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 80.0lb AC unit load placed on the top chord, 8-0-0 from left end, supported at two points, 3-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 402 lb uplift at joint 2 and 330 lb uplift at joint 12. 9) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Attic room checked for L/360 deflection. LOAD CASE(S) Standard gmj•peost'autayi3.rt31Fr ot'A I d6DF 7DiSsrs! t1rOEUt IW ttCOMN{;HADA"MEd 11[NNDa1ED=.keTEc;a. ytntr hivirEawseat mi aclfs a Air'£ass 6tllta Ge.ie¢,iDD?wd:Aa h5m T. Tama. 1011.lfffmsWtislm m. r.43sa Et.isf-aVt aaiat;eeN] isi0adW. . I 6dk£MW.0119-El1,74cOfthleni rtdl}.-rMAfA¢ m1x .e,s.a!�'taes£dLwa Antony T. ' Tombo III, P.E. aaia]l sttii; doss lant it id spares wss aTYAe Ccr£ r +kl•.'Sat:w ]da eteritt=;d,t h/:;ta,pt;r m:sEc='ti£t},]i: i6ta.t�t iral gad tad£a]di?Id¢. Tit a;paslaf z'tlTdi6 eat a(rfieidc/tid.e irm,a]E'.es`.x i>,adiia.An sidl 4 80083 aP tatdiE}D}31¢att akddak1M:34l. di AaIM fEl9Et IAtY t��ed«'�2rttCll9 ekd i%`v}:,{:;ddf da�E:t}lel:rieEP£ae+Frf Inta&3'aI DrPaitYd i. iTl ud5k¢atfsiern(£dtr.¢ttE�ai¢altettR T?rl d}erAeftlt IFi7a9]Rla_:!]td dal]tl9trl: t:RFs DEi i;?lYSSDMi}areratw RdTMif NBaaW..'r,Rum elaww se dt3atd i. a Ta[GA:t e¢£ttd a¢Ai is nD'<a¢ i. s'i (a!et!td. iae Less DeSi¢A EAr;E!4'tl %DE lat ¢Nldd¢ 6t5ijatLE3':{a12 S.s1ta Eegiped iAetiaq. 2 i tY>a] 4451 St.I Lucie Blyd, Tcti¢5 An lajilADitd at M IabAtdie TfTT. ZE Upyright 0 2016A-IRoof husses- Anthony I.lembe111,1`1ReincdurtinaofIsis dcmmtot:inany form, ispabibitedwithout The wrflenpe{missinnItem A.1Roof Times - Whey LTomhaIII, P.E, For' Piercl,fL34946 Job • Truss Truss Type Qty Ply A0151272 73733 B08 Attic 1 1 i Job Reference (optional) A-1 Roof l Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:41 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ Tt6mSrbxF24PU1Qj?9wm2Rlyz7lxe?m4AvGnEjyU8km 11-1-12 i -2-0-0 4-10-4 i 10-0-8 �11-0Si12-2-$ 15-4-0� 2-0-0 4-10-4 5-2-4 -11-1 3-1-8 0-1-7 14�61Z- 6x8 I I Dead Load Defl. = 5/16 in 6x6 i 3x6 � 2x4 11 3x10 11 4x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft L/d TCLL 2010 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.42 9 >436 360 TCDL 2810 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.58 8-9 >318 240 BCLL 00 * Rep Stress Incr YES WB 0.47 Horz(CT) 0.04 13 n/a n/a BCDL 70 Code FBC2017/TPI2014 Matrix -MS Attic -0.12 8-9 626 360 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD'' Rigid ceiling directly applied or 9-3-15 oc bracing. WEBS 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancelwith Stabilizer Installation guide. REACTIONS I (lb/size) 2 = 107710-8-0 (min.0-1-8) 13 = 837/Mechanical Max Horz 2 = 505(LC 12) Max Uplift 2 =-389(LC 12) 13 =-373(LC 12) Max Grav 2 = 1168(LC 20) 13 = 964(LC 2) FORCES- (lb) Max. Comp./Ivtax. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORD 2-3=-1049/187, 3-14=-1080/491, 14-15=-994/514, 4-15=-851/548, 7-10=-772/962, 6-10=-772/962 BOT CHORD 2-16=-701/8717, 2-17=-732/904, 9-17=-732/904, 9-18=-732/904, 8-18=-732/964, 8-19=-732/904, 7-19=-732/964 WEBS 3-9=-572/66 4-8=-547/1026, 4-7=-1536/1233, 6-13=-967/821 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior&(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 80.01b AC unit load placed on the top chord, 8-0-0 from left end, supported at two points, 3-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 4-5 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 8-9 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 lb uplift at joint 2 and 373 lb uplift at joint 13. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Attic room checked for L/360 deflection. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 101 Ib FT = 10% �c'an�.�s} Pinse �f;tz�!y [tMe Ht "t k69y 11IKSEit^SE['E2"„ SE9EtbE I;UU t{0.7DibVrS:USTCN(tL!Ef'1:EREL'LEEO.i:bT.aq. 7eith hs��pxgnl�s tEdte! ales tt SPs rf@Sa [usga Gt.ie}ISDDteA Ri taut T.Itw1.II'.EE. iE;eeEst Fittft9ert ift.i�esse:iewisf sic�af to Na P-0, tnh �1!ilkFina�t2r pldfsstf!lVf iiidlLS 9t IL?ItfEICH. LS 81R£f .Ei.p:.af ttr .f fECB'J LAj i£tti lrl SK wey T,llj'EsdT.iii 3t(SfliBtfe:Ff'tItli.Ss:1 Ry3:SSftS§ttEft-0i%3. frt6(i<iti3511t8I?BS SIifI21RS5df/1.^.8?I ti �tS:}ef!e,lCSt(tP:I, tP ft51tG85i:Rjt:N5 F3f 3f36t'''fk _SP'(E§�tlh Anthony T. Tombo ll:, P.E. Ettt:fE<lQiSiri5513f G.r�},+fei`b,ftip,dfe:"itlfet D+itf?, ht Jiffi SiXlt'q I{f tft lN.g�:-j'YpY..tt(ItIG..FYt+IE41t{,1{f liieEd:E2�t49I tFiISt]t:Cia,p>j jEI.I. S1i J)tiitil8�'(w31"}ekF %S Gi!t 3��f TK15; lA. Lf X1 Ei f_. Sldt[yr,yti::t`i6E �f �g3IIl ig9ll if pt ft:jiaSiIId=f It T$p083 Eteiltvf D;ggeErmlStflrxrtr. III EJI1f41 ri1 p'af b[; t�teiF fiBCtia [ff��t t'iSE t.-Fkf{tra3 t$SeYrt taFMt`F3t S7Pn:sat{yr?EfBT�A gf!ifgtF(£f YfettialfrifGMt rFt d£'af1]f tFi�§Si91r'£isA d4uSIIl St Pai$iF;:61Y, rtiit LkSffa EaflRtN iRf SSlSS1�8a8{tCSp,141iSS 4451 St. Lucie Blvd. bt(f:xt dLutd Sri{aE!t8d tftd EfLB4-i_xg4y ofhts id!tlrti:ltltlSSDtJfeE EEM if l4.latfnWng Dt5i38ti.E 1§SiS,slafxtiadEt; ka lfiq, tatty Mli..f l: wf wt Es txfi xs e.N 3, Fort Pierce, FL 34946 Upyrigbtm 2016 A-1 Roof finsw- Anthony T. Tombal{I, P.E. Rep cdoitien of Ibis dcmment, to nny term, is psobibiled wilhoolAn wrHen Pei mission from A.1 goal lmsset- Antbcny T. Tnrbn ill, P.E. Job Truss Truss Type Qty Ply . A0151273 73733 B09 Attic 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:42 9,018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= x4g9fBeZOMCG6B?vZsR?aeg64W4ANRyDPZ?Ln9yU8kl -2-00 4-10-0 11-1-12 14-2-8 5-4- 2-0-0 4-104 6-3-8 3-0-12 1-1- M 6.00 12 3x4 = 6x6 II 3x6 i 2x4 II 300 11 4x4 = 1-1-12 15-4-0 Dead Load Defl. = 5/16 in i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GR'P TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.42 9 >436 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.58 8-9 >317 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.04 13 n/a • n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Attic -0.12 8-9 627 360 Weight: 102 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-3-0 oc bracing. WEBS 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 108010-8-0 (min. 0-1-8) 13 = 854/Mechanical Max Horz 2 = 583(LC 12) Max Uplift 2 = -361(LC 12) 13 = -444(LC 12) Max Grav 2 = 1179(LC 20) 13 = 1003(LC 20) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1065/62, 3-14=-1105/366, 14-15=-1021/389, 4-15=-873/423, 7-10=-818/1016, 6-10=-818/1016 BOT CHORD 2-16=-721/903, 2-17=-752/931, 9-17=-752/931, 9-18=-752/931, 8-18=752/931, 8-19=-744/916, 7-19=-744/916 WEBS 3-9=-570/663,4-8=-541/1018, 4-7=-1578/1270, 6-13=-1005/879 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 80.01b AC unit load placed on the top chord, 8-0-0 from left end, supported at two points, 3-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 4-5 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 8-9 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 Ib uplift at joint 2 and 444 lb uplift at joint 13. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Attic room checked for L/360 deflection. LOAD CASE(S) Standard Yna�t P(yu!a¢�z¢rllrtt+tt.Ne'1=1F9F?rPSSE3;f1!(i;, OTrq?:il!Sie1¢;loptywifs W Iell 1,11su isTrnlPeilg4 U¢xiep°DDIm3 a:lk�Sij T.1¢abt li'..P:.ri(etexsi$feel5tiere x:. Cetsso'*Wse sh:d a1eeTCD,¢alr Well, to ""'kits sedi b/[aedM se:IG.hbe 1F`id. Asal:¢SS.It.�b¢jittef(.t. Slen'ry Faj!ae¢I�.tle Std ek eSj l.J 1! ei St axryt4ed*s t�dllf�tt'1?f9)mtell[�e¢9tpf'31tNM 4Y Qielj¢0l3t itaj?eifE:t �ttluLPh1 MY.1:D illt�lAIN III I, r3..'ESIgF e5t42t'iP13 IF9'I3 'Lfi 1E6i:e iiir Anthony T. Tombo 111, P.E. ud me Ards rncs?¢tapSd¢ti>"an yaasro:�:;tdtia Crxh ha Drrk's¢ctkn.eed eredntern'diy Ces.p+x,lar¢a1¢�er,¢?lae 1r41ke lr{cltGa ln¢Il+ilrm3xleaadiN•!. T?e ¢ypm¢I a!;M72a e¢dee}field masFlFeirass,mdo:zg7a¢dbxq.dmr?e.ie;u'eti¢a rd Eteu¢g sb¢Il oe ae sa;p¢sibil'ft 80083 bl dolidilr PlSlteee vdlfkrtxhf.dDa:Itl sd¢Nla tieRPC�Re ttK".Gf ud t,'15iKetdl�bra!dle3ldYj301tl S¢{eY(I61¢tZiNJ(::SDri�tj!ISv[FI¢Ed Sr(A MalerNlE(}d;>•ruee¢I;adeat Rol d+c!stietttyt¢<.isil;:esad ddin¢I3eT:ttsu<i1gJi1gs5 Ce3�31 rIr1AtH ¢ie it9¢f ili&EI6AY.et,lMiMf ' 0,14seddixdhe(ee!tslegeed+tmis.t_ alt ipmtiesuednd.NNS1Desyehow Is40ilit 10141MignecathmOpkeefgi¢sad¢gkdlfeq.l'InriHiiullrafaenh6¢eeieir�3. 4451 St., Lucie Blvd.tepyrigSiW1g16A-1RaPIlrosses-SefhanyLism6aIII,P.E. Aepmdadienal16isdcmmenl,ioan}larm, ispiPAi6itedw8houuhtwireapalmissiaelromAlRoof Gmxes Anthony T.TamFort Piercboill,P.E. 1 e, FL 34946 Job Truss Truss Type Qty Ply A0151274 73733 B10 Attic 1 1 Job Reference (optional) A-1 Roof l 3x6 i 2x4 11 3x10 11 4x4 = Fort Pierce, FL 34946, design@altruss.cwm Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:43 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= PGEXtXdBnfK7kKa67ayE7sNHuwQP6q_NdDluJcyU8kk 11-1-12 -2-0-0 4-10-4 10-0-8 11-0- 14-0-0 115-4-0, 2-0-0 4-10-4 5-2-4 -11-1 22-10�1-4 0-4 0 60011 12 �,ra = Axr I I Dead Load Deft. = 5/16 in 3x4 = r� Y r- 3x4 = 13 j� rn -1-12 14-0-0 15-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.19 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.42 9 >437 360 TCDL 28 0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.58 8-9 >317 240 BCLL 0 0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.02 13 n/a n/a BCDL 7.0 Code FBC20171TP12014 Matrix -MS Attic -0.12 8-9 627 360 LUMBER - TOP CHORD 2x4 SP No.2 `Except' T2: 2x4 SP M 30 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-3-0 oc bracing. WEBS 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.1 (lb/size) 2 = 1080/0-8-0 (min.0-1-8) 13 = 852/0-1-8 (min.0-1-8) Max Horz 2 = 575(LC 12) Max Uplift 2 =-364(LC 12) 13 =-436(LC 12) Max Grav 2 = 1178(LC 20) 13 = 993(LC 20) FORCES- (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1064/76, 3-14=-1105/380, 14-15=-1020/402, 4-15=-873/437, 7-10=-813/1010, 6-10=-813/1010 BOT CHORD 2-16=-720/902, 2-17=-751/930, 9-17=-751/930, 9-18=-751/930, 8-18=-751 /930, 8-19=-743/915, 7-19=-743/915 WEBS 3-9=-571/6631 4-8=-549/1028, 4-7=-1582/1274. 6-13=-995/872 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 80.01b AC unit load placed on the top chord, 8-0-0 from left end, supported at two points, 3-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 4-5 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 8-9 9) Bearing at joint(s) 13 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 at joint(s) 13. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 364 lb uplift at joint 2 and 436 lb uplift at joint 13. 12) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) Attic room checked for L/360 deflection. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 103 lb FT = 10% 'r,'c!Eie9 PIn3e8anyHrrsriEvtaE'1117Dil Z'S(S<tlflj6lN;ilS TEANS8 fOi;iIIC$[JSTJM (54Y7jAi4r6ii "v NFMr I¢ra: Yerfp 3sti}E prfEaeln3 sal,eai nL=f n3fi5Le33 dP:pDSa+iag{ff ;cel tkt dtt6cefl,lz3a ii!, I.E.lel!r Eid:vlda orP ceE, llalEss eltcn'i3r 4atedntlriDD, nq Nii!'zn5rlNrl:fez SSal;;xredier tte l7Dla Setalld. AssLnt Desigv FEyine{I.S,�EeciIDl6tltt?ri.®?s!¢InnpIDDrepresEEfsnrx55xan:e fd lle iral?SSI¢nEtfkfF?!IB@J?fpn3llflDl`¢ff¢!d?5�¢nAfEh S�kpET;13f 4?fah?f EE IEE TDD nIi, aalPfT.'Xf.':Eti?Sj¢RSfR(E1163.InL'&3UECIIIE¢3, SID¢IIEff Anthony T. Tomb III, P.E. at1 ESE fl1g15 EiG5ii]¢e(141II[E SS IfP fffpN!HIitEN�flSf, IEt DeLl5 aJ9 nE�%a5 fn roll to Desipnr,�tAtfnE?tldf!?IK,�?li: aadtle 6euafa'Gx13edE fx3 rr°.I. lE r�7!En'¢E 19E POD S1d np Fitld l3E fEIS21R55.�l:IEtikYG'SC.P, S'F'eJF. iasfillahlt a[d Eil(.t3 S�f. C;.r .p;9k �AYfI 80083 IES6 !{EaDES�EA'FfECL Ed;'.Ietk`E5341v81:6IE4TDDMIIR1,�dI1rE30i I!IIn31I3AEtelltlal(ur�vaeatSe[Eryla:srn5nn{ICif,p¢lIi5GB5fT.aIeAS![An?rel:, r.El5r3ecerai�ni97ver"i4'f'I[hi'E?nf1ESl:IIISnifi9ii?Sa"d'TS-0SSDti1Nf,Tl'F3)PSn�,3lnerra1m33pa,�E: er;ne35 e451 St, Lucie Blvd. ' F11'PEYfI3Edr{IIE41j91a13'NaD(EE�BInRYf,IIBjIjGII1BR�F31nC4iEI.T0aTR5i:F5:.',"A:9jIGElfSNGT:RTID:d3rEiflAar,RTIE!fSJY.:0E8j1¢?tr8'"Jf'N'IIPt]p.%IIf'N'I'�'I.d'C�5¢rE.M12IAPII¢TPEI. Fort PlerCe,FL 34946 CaP1TigMC4PUl6A-IfaollEusses-AmhEnyi.Tom6eIII,P.E. Eeprodu0iunnfihisdummenyinanylErtm,ispm�i6ifedwilheullher�rittenpa5missianhamA-1lintirusses-Anthnnyi.iam6nIII,P,I. 73733 1B11 Truss Half Hip A0151275 A-1 Roof Trusses, 6, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:43 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ PGEXtXdBnfK7kKa67ayE7sNLxwR26rWNdDluJcyUBkk -2-0-0 4-7-12 12-0-0 15-4 0 2-0-0 4-7-12 7-4-5 3 4-0 5x6 =r 6x6 II A 5 i 3x4 = 3x4 = 4x4 = LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.20 7-11 >899 360 MT20 244/I 90 TCDL 28.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.25 7-11 >729 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) -0.02 12 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 931b FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1037/0-8-0 (min.0-1-8) 12 = 787/Mechanical Max Horz 2 = 502(LC 12) Max Uplift 2 = -427(LC 12) 12 = -415(LC 12) Max Grav 2 = 1037(LC 1) 12 = 787(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1470/1107,3-4=-951/633, 6-8=-817/789, 5-8=-817/789 BOT CHORD 2-13=-1610/1478, 7-13=-1610/1478, 7-14=452/414, 14-15=-452/414, 15-16=-452/414, 6-16=-452/414 WEBS 3-7=-827/1014, 4-7=-561/673, 4-6=-825/924, 5-12=-844/867 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 2 and 415 lb uplift at joint 12. 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. LOAD CASE(S) Standard a'emag Paee'Altsspalr rtl's»11e'A71[Jf iIUSSBrS<=.EYl.AE9EUlitibSSEDND SUDf:ISiCN"tUsE!"3,Is0 tED�khT ea Y.*AsVpse:eeasnlferi nits it tiis?rsu 6e31p D-wit;R01rWo Rip T. 44. lit P.E.16"eee Wel idea rs: ;s:e/sc5n. si sl�edm%eiiD,aet+ ATeks¢snA, pldes st'lltesftds"rx iD: to h'efii Asn fins 2e;xa iagiwfi sio6.11 by tsn:,lie setatsp MrzF.'stos is a,S+npsdrsn sisyii Tins i4i-N.ItIN .hy,WeW. rse deli;aesstae":sv,psrq az "an:; mW'T' Anthony T. Tombo El:, P.E. udaltd tiff Nis Ell Gf to fgisthatw3iA "f eris 0'N" lit{'+Fe?s t0h,Xd;J"1 tilW.JRp'��vn;r>.�,4 fit m1frs!lit ilCat Kato l� fuli.0,43a1? 0EM-L Tl3nnpaiaf aMsti0,1 Atli est 61 N Trns;i gj�haadliap.sw4f, islwle5¢nefdtmq Sldl #'P3IFlpiiliku 0.. T 80083 elnNlitnq Dtfipw dfa*tV. ADaam sd M a't!T-2uAd I—- .i w..:nes v!'.iA Yxy,Caapaeets Wit!1.:Ti eal.SKA cs;e!s .1.1, tt sf 14h H. i?41 da!nas5eagaasihh`rscad ddtn al5e i:ess n;:.s:r;`nu Cessps Enpinetrrd lass Sl:eeladaa,as3ess Fort Pierce, 1 , 34946 ' eika+titedn`utdlrn{tntsrtgrudaps�insr;�4peiSp.siesq.n8ti. lit aslNi} 5l;,"tiskolinWifiiyPtsipcerx7ressSnleafntt4.dsarSt egn INtspflsiiaiI'afatelMuiit"R1. � 4451 St. Loeie Blvd. • FL (epy:ighi'�2D1bR-iRoof Gusses-Anthony t.ism6eill,P.f. RePlcdnOianolEhSsdcturneat,inonjrlalm,<spinhihitedveilkauEthe irftttaFstasi<sloetram AdRoof Trusses-AnlAunyT.tarhnlii,P.E. I Job Truss Truss Type Qty Ply A0151276 73733 B12 Half Hip 1 1 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 3494b, oeslgn@vartruss.com -2-0-0 , 3-11-7 00 ' 3-11-7 LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or4-4-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS! (lb/size) 2 = 1033/0-8-0 (min.0-1-8) 12 = 79210-3-8 (min.0-1-8) Max Horz 2 = 452(LC 12) Max Uplift 2 = -434(LC 12) 12 = -375(LC 9) Max Grav 2 = 1033(LC 1) 12 = 792(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.I TOP CHORDI 2-3=-1510/12141 3-4=-991 /689, 6-8=-660/674! 5-8=-660/674 BOT CHORD 2-13=-1643/1528, 7-13=-1643/1528, 7-14=-587/549, 6-14=-587/549 WEBS 1 3-7=-788/9551, 4-7=-412/561, 4-6=-793/864, 5-12=-829/834 NOTES- 1) Unbalanced roof live loads have been considered for this design. Kun: es.2 ius May to to to rnnr. o.e ru s ivory to eu to,vu Tek Industries, Inc. Fri Oct 12 14:15:44 2018 Page 1 -tSov4tepYzS_LU81 hHUTg3wXzKoVrlj WstURr2yU8kj 4x6 � 6x6 11 Dead Load Deft. =1/16 in 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 12 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 434 lb uplift at joint 2 and 375 lb uplift atjoint 12. 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. LOAD CASE(S) Standard eaieqriec.ettm!iHr«lie;!I9e'tirOG`IiDi55I-S((tti16EKaA(THASBCONDITIONSf7110Mj iLitl j I(aix:[v IA (NTH Yrill Is up rfl-I's vil nI W's AITSI DP:ipA5-i'lITV5j,V�Is, Atlt«pLT,9I,Di,r.E III—,RHt:el—, Ildn'Ei1-ia Idd mf,TOD, A:j ITtt««MFI FIeaelStlt Fe oad(Ir m41DD«bt 111, 1. Al a Tins OnlI, hoseH (I.e. Spt III 5II«i�li.-..I««r TOO aptwes tt[.pze d uspisnIn I Ff�' wNgas1s.IIIftrtf14.1.1r9 Fi th rep Toiss9gi9A mikeTDD 0,11.Wu MI. IN6si, nsnplI«S. Ittdo;..&Nsm!, S(I dde'T Anthony T. Tombo III, P.E. isdn,d141s T«ss4rny16ohr is lle«spn<Ili10.4we 0—. De Owuistts�:t2 e,e�e! Ilrt Winn Dest«r,h etlhd d he 11t�t R'Iaite luiUlincar odTill. ile tpTlnt. tllklDD ail rt. held tse dine T«ss,ullAeS EaA rcS.sh:ge.i«bllttite otdktecp s4�nel!z «epwxxT:wd <-80083 I![Nifle JFSI. !v�bune' 1fl.1snIWJ tn4TDD«rUtplatlllsoer,+I' es tlSL•rrdiig(tup tFttSdery trt!nFnn;iCl; tltbslMgl?I mdRUnenlFl Ttt hl peeerel p!tetf it Tfdtts'iert.rm.ri:nitsefton 010,ns DttITIH,T!F{sDn rn rapinertad T«ss Nasde^e:tl, xktt 4451 St. Lucie Blvd. t1Ftx,«IFD«!lroGil!M eyeFD a«tnxrihet It dliel:tsiaghdTicinssNslg:f,1I WIN Ili Ba'i37:F;:gtet,trl«'.s SSYex bit ...e'areal:ost. rstq:».7.N8mstrenidlseit,ifii. Fort Pierce, FL 34946 (optriDhl02016A-IRoof Losses- AnlhonyLTomboIll, P.E. ReprodUdionofthis dommen(, inoIVY form, isprohibited without the wiitlenpe [mission from A -I Roof Trusses - Anthony LTomtofil,P.T. Job Truss Truss Type Qty Ply A0151277 73733 B13 Half Hip 1 1 + Job Reference (optional) �.- i rcuui i i uses, run Plume, rc 34946, design@a-i truss.com Run: 8.21 u s May 18 2D18 Print: 8.210 s May 18 2018 MiTek Industries, Inc, Fri Oct 12 14:15:44 2018 Page 1 ID:HSeIToU9d7eaEKtzidgglfyTWE= tSov4tepYzS_LU8lhHUTg3wU_KmhrGuWstURr2yU8kj 2-0-0 5-8-2 1 8-8-0 15-4-0 2-0-0 5-8-2 2-11-14 6-8-0 6x8 3x4 = 6x6 11 Dead Load Dell. = 1/8 in d S ,21cp 3x4 = 3x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRID TCLL 20-0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.28 7-11 >652 360 MT20 244.190 TCDL 28.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.41 7-11 >440 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.03 12 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 84 lb F,T = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1033/0-8-0 (min. 0-1-8) 12 = 79210-3-8 (min.0-1-8) Max Horz 2 = 378(LC 12) Max Uplift 2 = -438(LC 12) 12 = -384(LC 9) Max Grav 2 = 1033(LC 1) 12 = 792(LC 1) FORCES- (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1263/971, 3-4=-891/759, 6-8=-454/524, 5-8=-454/524 BOT CHORD 2-13=-1206/1161, 7-13=-1206/1161, 7-14=-767/790, 6-14=-767(790 WEBS 4-7=-333/480, 4-6=-849/819, 3-7=-511/594, 5-12=-805/789 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5:Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) « This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 12 considers parallel to grain value using ANSIrrPI 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 438 lb uplift at joint 2 and 384 lb uplift at joint 12. 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. LOAD CASE(S) Standard Gadegflene Nuso{Nr mieatL•'d-I rOCF nDSSS{KNlil'y 6EPHEt T(WS a (rA:iND+a1 (JS10Nj 6PY:l') IIXXCS';v]NEM� Ini4 rerlir 7edp paeGIdP116td iM.S e}I?58111[IIEa! gHf'I DIlYIa)frr'tiR 1ES AIISLOjI.I:G{1D!, I.E.rd'J!SI.L'e?I!RTR R.?, DIIISS tlbH+ltl p911I14NPTDD,FA!f A4100-In parks shIlree esed6e a a 11D le Se relit.Asa1—Deslgebgfaa(re,Spa'ulty kale),Ors!-dn sey TODrepresuts se angler:, d ICgrdsssind seguresk.isyufllilay fir lb, dopNMe sxgleTrsst laploe ,As TDD ady,nadu Till. nx laya mnnplises.balaposiiun!, saOtllUp Anthony7ornbo IIl P.E. "'sedrbs TmN re ssiroq 101141 is IN !"@e sf:k 9.Davis cd'S. se rged r; lle Idling DniI.". ttha.W!Ifas lt(, a:'r. ud0ebrd{a'd gn1,.iK1. lle aprn!ri!I I9e1DD rad es. Held sse dheTnss. wdsarg lad;eg. sSrrgr, nsNldise rsdGn zgs4di'a-ra re!pati{+!:hs( Y ' .80083 ar{wdaDes! olQcsnsr.ii.rrkssdwtanelDDaunnNueswf INhesdsl!tnitis(maemSol Izamalr4CfsNlsW TtlradSrgnerd!ja:rlhs s,,illg.mlPNktiws'le;rs di;aesWdD!sa'8!1:osDedw,T!esDeu bf•ererfTassMaadrn:eyarkss Lucie g s�� r r'� i 'P< m r M � e �' r S7 r'- 4451 St: Lucie Blvd. !#rmulNieEilpabv-M rgredeyev6n�hq{y dlpM:es Nre6ei IS!Inss Cssr�(agnen is MOi ke 6d`dmg Desgra,rti.ssS{xhm bl rerdwt arOZrg. ul r;g,..1!dt:mnemle(ael lanl 1. Fort Pierce, FL 34946 Copyrfgbi02016Ad loaf Trusses -Awbony1.TomboIli. P.I. Repinda dion of ibis slocumersi, in any form, is probibiled withiel lb a wriften permission from A-1 Roof Trusses - Anthony 1. Torobl) fil, P.L Job Truss Truss Type Qty Ply A0151278 73733 B14 Roof Special 1 1 Job Reference (optional) A-1 Koot I Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:45 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= LfMHHDeRJHarzejUE??iCHSfSk32ajMg5XE?OUyUBki -2-0-0 8-0-0 9�-0 , 15-4-0 2-0-0 8-0-0 1 4-0 a 6-0-0 5x6 = 3 3x4 = 6x6 II Dead Load Defl. = 3/16 in 8-0-0 15-4-0 8-0-0 7-4-0 Plate Offsets (X Y)-- I2:0-1-8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20'.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.26 7-11 >708 360 MT20 244/190 TCDL 28:0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.42 7-11 >438 240 BCLL 010 Rep Stress Incr YES WB 0.81 Horz(CT) 0.03 12 n/a n/a BCDL 7f0 Code FBC2017/TPI2014 Matrix -MS Weight: 79 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 `Except' 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) T1: 2x4 SP M 30 Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; BOT CHORD 2x4 SP No.2 Cat- 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) WEBS 2x4 SP No.3 and C-C Exterior(2) zone; cantilever left and right OTHERS 2x4 SP No.3 exposed ;C-C for members and forces 8e MWFRS for BRACING- reactions shown; Lumber DOL=1.60 plate grip TOP CHORD D Structural'wood sheathing directly applied or 4-6-8 oc purlins, except end verticals. 3) Provide adequate drainage to prevent water Provide BOT CHORD I . Rigid ceiling directly applied or 4-8-6 oc bracing. g. 4) This truss has been designed fora 10.0 psf bottom 4) This t chord live load nonconcurrent with any other live MiTek recommends that Stabilizers and required loads. crossbracing be installed during truss erection, in 5) ` This truss has been designed for a live load of accordancelwith Stabilizer Installation guide. 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the REACTIONS. (lb/size) bottom chord and any other members. 2 = 1033/0-8-0 (min. 0-1-8) 6) Bearing at joint(s) 12 considers parallel to grain 12 = 792/0-3-8 (min. 0-1-8) value using ANSIIfPI 1 angle to grain formula. Max Horz Building designer should verify capacity of bearing 2 = 322(LC 12) surface. Max Uplift 7) Provide mechanical connection (by others) of truss 2 =-445(LC 12) to bearing plate capable of withstanding 445 lb uplift at 12 =-358(LC 13) joint 2 and 358 lb uplift at joint 12. Max Grav 8) This truss has been designed for a moving 2 = 1033(LC 1) concentrated load of 200.Olb live located at all mid 12 = 792(LC 1) panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) LOAD CASE(S) TOP CHORD 2-3=-1123/835, 3-4=-985/940, Standard 6-8=459/542, 5-8=-459/542 BOT CHORD 2-13=-878/925, 7-13=-878/925, 7-14=-924/9 6-14=-924/958 18, WEBS 3-7=-135/409, 4-6=-991 /960, 5-12=-801 /764 NOTES- 1) Unbalanced roof live loads have been considered for this design. t�'f!fifq �rlered«fr¢Irf?tiex tie'i-1 IDCp n!ii6iftl(r'�bf9`-eR!fEBY58(Qp:471D4S (7nuMt �i3'; Sni(tlBa iuEMi IN�I«Iq(�[lig9q«IAlie?SBI(fMd pit?S 9t1L;q!ESSDPSG9 JtIY1Rq{(rv.: R41Et AlwFlJl.(!Ta)DI,r.Lrt(dtLf 1p;fl!fST Nf. DFIft: EIFM�ISf SiGlf(eGMf IDD,417 tliTfzoecttlerrfestS i:-:reE6r?tellDlaietalid.,6feirxtDeti¢e(egti2«iif,T;f:IditFeCrtx;,S:uelnGgTOD!fFetStlltl6flLL}14.f"(fEpiif(?it:t518RC1ee4Sf?'ItCR5gB111I11E'(3:'he Eff49C*If4S�Rj.ET'I;YG?p::l?IIfifICTDD94Ip.ifEelttLTrxaes:=n�tsmpurs.mr�symetms,tfDoary AnthonyT. Tombo III, P.E. B'Sl f3tfl x?S TTff4?ngrMIEIOF if tatlfSq f9lln. f(IJ¢DYD?!.IfD.x?i pfrs ttc�f; Oe Dwidif¢Oesigrer,+nha•nl??Idlu 14(,9n r: azlilelftd Fr'Ee¢tfTGArr4q le ryTmG: dlae rDO ail et. M1elq otf fin?Trftt,!ptlt4xer"a�'.YR:6gF.!AShIIGI!eBelEa,1I2�+3G�{3 t1. ft!p95:a:i:h ti 'w' 66083 �rtaG E:eg9ft:g^,f fce QCfCa:SrfTt SeleelstFz lDD eGi In ptGartes�gq E9le sfin-BGildig(papsGtn Sdfry paam«ofi10r,JEhhSsp iArAS6(.fer-Mund(d Funl;a.Tpp! 9.1 EftiGe.'if•fcgfzs'!nfsxlCaDfs a!3flfss DuperbestD??:pspakr.IT"spvr..,f!fe,rf:ets cd«ntdt(ifte! a[rErmp rtd aptuf nf!li Fell fFn iGtutei lSeLes DfT,• .G pee!Is rCt Ke SaiA"a .esi ,«,«hnsSY:fxr « ra 3rflEia. kDt - tefkrovrees deGgeee+Rbp. 4451 Lucie Blvd. T D n r• a`r T" a t -cif? t 9 ��Fort Piercerc e, FL 34946 Cnpyrighl ii ldl d A -I [opi imsses-Amhony i.Tombo ll t P.E. Reprodudion of this dDmmeny in nnyPotm, is pmhibhed Ohm the written permission hom A -I Y.cntTrDsses-AntAonyT.Tomto l A, P.I. Job Truss Truss Type Qty Ply 73733 815G Roof Special Girder 1 1 A0151279 n 'r o,._a ram.____ r_y Job Reference (optional) Plerce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:46.2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ prwtVZf34aihbolgoiWxlU?p58PaJ9kpJB_YwwyU8kh 2-0-0 7-0-0 9-0-0 11 4-0 15-4-0 2-0-0 7-0-0 2-0-0 2-4-0 4-0-0 Dead Load Defl. = 118 in Plate Offsets (X,Y)-- f2:0-10-8,0-1-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.19 9-12 >935 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.20 9-12 >924 240 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(CT) -0.04 13 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 88 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1657/0-8-0 (min.0-1-15) 13 = 1486/0-3-8 (min. 0-1-8) Max Horz 2 = 262(LC 36) Max Uplift 2 = -1377(LC 8) 13 = -1370(LC 9) Max Grav 2 = 1657(LC 1) 13 = 1486(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2555/2451, 3-4=-2174/2298, 4-5=-2448/2502, 7-1 0=- 1246/1303, 6-10=-1246/1303 BOT CHORD 2-14=-2189/2120, 2-15=-2222/2159, 9-15=-2222/2159, 9-16=-2243/2174, 8-16=-2243/2174, 8-17=-2162/221 1, 7-17=-2162/2211 WEBS 3-9=-574/492,4-8=-672/608, 5-8=-295/306, 5-7=-2348/2326, 6-13=-1511 /1392 NOTES- 1) Unbalanced roof live loadshave been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 6) Bearing atjoint(s) 13 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 1377 lb uplift at joint 2 and 1370 lb uplift at joint 13. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 439 lb down and 481 lb up at 7-0-0, and 439 lb down and 481 lb up at 9-0-0 on top chord, and 368 lb down and 647 lb up at 7-0-0, and 368 lb down and 647 lb up at 8-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-96, 3-4=-96, 4-5=-96, 5-6=-96, 2-7=-14 Concentrated Loads (lb) Standard Vert: 3=-308(F)4=-308(F) 9=-351 (F) 18=-351 (F) ��iE!deg�rlrSElke!IrgklY(?!14N!h'A11OD'IIDSSESrSEtEE1'A 6fgElA{IELLiSB(9h*.ii0kt(JCTJM�S{:p�',ACtlCAiuMEMi rn�le!tly dEvpE pr�Ewuen a,asEsA ea!=saE!ai.T!ess Be:�nhEviy lEfJEr�IE�a516rp T. rsxas>.^:?.r.L rduExE SIro:EsSre n=. udEs:NM+1:e AsteE EctlelDes�!/ N1Tekoeornrpfes smHI-,;d*&t 103 1, h, 1.As.1—Dude fnprrll.e, Spef.lir hnrer„the sed:enrlDDrepmeds:c ankp—mice prdessind er'xenee anp Wifty'W Im itript f.nev4E,Tress by El EnA,Into Wre rider T•'El. ik das!ynnvnpnees. beE:epceeHneEs.. s.ndnry Anthony. TombO lIi P.E. rdme dh:s Los 4r"116101 is li"m1ambIq It1 mLN O*atsnr! hot,pni.'Ikehldee Desjnr, uImM44 dtt' lK,63!di M thelndiA:eg retemi Mi. 11, olp ,a the IN mi nyItld an dme Trost a:bnEt W54 srorere, inhillom rdkrn eDskds C.!espasik:!:gd Y ' IES Q'.'ft OFS .R Iti irl:'tH'. :! "W.!u; nx iDD nil tnnro.d ridq-EEthe klin GEE Aped Sd I»rnoun'tnr dlishee TT aA SILA wereLmxddn <' 80083 ' 3 S" rr D i i' dr s 1P `>P gnnl enAmr_iFrl fiirE;'knspEa S: nesrd5+:ise!!latEss DesilEer,Pets les:p9ragiaerradinss aasdeh�:e: rest #4451 St. Lucie Blvd. r:kenise Idiord dtotad.cd epred spas ie nrnied lJdl pm!sz im.:sei raeTress CEs,aEegunr is 10i:s $»Fiag:r;gan, erTnss 5js±emEayneu a ny dei15 . All19;!w' 'erms nem defend 101 (optnghl0L 2016A-1Roof Teusses- Anthony I.TomboIII, P.E. Reproduarea ofthis domment,inany form, isprohibited without the written permissionfrom A -I Roof Trusses - Anthony LTembo III, P.E. Fort Pierce, FL 3494'6 Job Truss Truss Type Qty Ply A0151280 73733 C01G HIP GIRDER 1 2 Job Reference (optional) A-1 Roof Trusses, Fort Fierce, FL 34946, oeslgn@aitruss.com Run: 8.2 M s May Io w Io rnn(. 8.2 iv s May io cv io i- i an inuuau—, 111- 1 11 — — — -- ,aye , I D: HSeIToU9d7eaEKtzidgq 1 fyTW E_-H 1 U2iugirugYCyttMQ1 AHiX?3XtD2jiyYd6SNyU8kg -2-0-0 5-8-13 9-0-0 13-8-9 18-3-7 23-0-0 26-3-3 32-0-0 34-0-0 2-0-0 5-8-13 3-3-3 4-8-9 4-6-13 4-8-9 3-3-3 5-8-13 2-0-0 Dead Load Defl. = 5/16 in 7x10 \\ 1.5x4 11 3x4 = 7x10 ll 6.00 12 3x4 i 3x4 3 8 M O 2 i 'C 9 ? M 1010 01 22 23 24 17 25 16 26 27 28 15 29 14 30 13 31 32 33 12 11 35 36 37 4x8 = 2x4 II 6x6 = 3x8 = 6x6 = 3x4 = 3x4 = 2x4 II 4x8 = 5-8-13 9-0-0 13 8-9 1 23-0-0 26-3-3 32-0-0 5-5-13 3-3-3 4-8-9 %3-7 4-6-13 4-8-9 3-3-3 5-8 13 Plate Offsets' (X Y)— [2.0-4-0 0-1-15] [4.0-2-9 Edge][7.0-2-9 Edge] [9:0-4-0 0-1-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL kO Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.40 13-15 >957 360 MT20 244/190 TCDL 28�0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.48 13-15 >795 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(CT) 0.10 9 n/a n/a BCDL 7[0 Code FBC20171TPI2014 Matrix -MS Weight: 405 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 34-0 oc purlins. BOT CHORDi Rigid ceiling directly applied or 9-0-13 oc bracing. REACTIONS" (lb/size) 2 = 4736/0-8-0 (min.0-1-15) 9 = 4736/0-8-0 (min.0-1-15) Max Horz 2 = Max Uplift 2 = 9 = Max Grav 2 = 9 = FORCES. -162(LC 6) -3074(LC 8) -3074(LC 9) 4736(LC 1) 4736(LC 1). Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORD 2-3=-9628/6518, 3-4=-8777/5997, 4-5=-9416/6393, 5-6=-9416/6393, 6-7=-9445/6413, 7-8=-8769/5990, 8-9=-9630/6518 BOT CHORD 2-22=-5783/8478, 2-23=-5805/8515, 23-24=-5805l8515, 17-24=-5805/8515, 17-25=-5805�,8515,16-25=-5805/8515, 16-26=-528017838, 26-27=-528017838, 27-28=-528017838, 15-28=-528Of7838, 15-29=-6199/9445,14-29=-6199/9445, 14-30=-6199/,9445, 13-30=-6199/9445, 13-31=-5160/7830, 31-32=-516017830, 32-33=-516017830, 12-33=-5160/7830, 12-34=-5692/,8517, 11-34=-5692/8517, 11-35=-569218517,35-36=-5692/8517, 9-36=-5692/ I517, 9-37=-5670/8480 WEBS 3-17=-543/653,3-16=4967/891, 4-16=-1659/2058, 4-15=-1445/2245, WEBS 3-17=-543/653, 3-16=-967/891, 4-16=-1659/2058, 4-15=-1445/2245, 5-15=-455/322, 6-13=-488/374, 7-13=-1480/2296, 7-12=-1638/2024, 8-12=-979/898, 8-11 =-549/662 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B)'face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=4.2psf-, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3074 lb uplift at joint 2 and 3074 lb uplift at joint 9. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 980 lb down and 1032 lb up at 7-0-12, 484 lb down and 330 lb up at 9-0-12, 484 lb down and 330 lb up at 11-0-12, 484 lb down and 330 lb up at 13-0-12, 484 lb down and 330 lb up at 15-0-12, 484 lb down and 330 lb up at 16-11-4, 484 lb down and 330 lb up at 18-11-4, 484 lb down and 330 lb up at 20-11-4, and 484 lb down and 330 lb up at 22-11-4, and 980 lb down and 1032 lb up at 24-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-96, 4-7=-96, 7-10=-96, 2-9=-14 Concentrated Loads (lb) Vert: 16=-453(B) 12=-453(B) 25=-980(B) 26=-453(B) 28=-453(B) 29=-453(B) 30=-453(B) 31=-453(B) 33=453(B)34=-980(B) ''�F dry Plusetlute{Hrti!ii,fk'S I EDCE 6.tiB; ittlECi 6fG9!? Ei1M5 8 (E III[.. CJS79ki:.Tl'; ACdIC&'.E"SMENi )ern. Te�Aj 93sipa ppeaders e>Ore l aai s a tti.l�Fss iesi:)uwny (Ef`,;; e s lE dtn it &ria . t.E.Iderxxt 4x� EE i•ee�F Ud3s: cnerrise i131ed a tleIDD,w'p }ElTfkuveffw rfe, s431Rvuf farBs➢Dte3eeeiil. Astirnt Deiigv hnreep 3S:F:iFUy 6nre3;,:f333olueq IDDnprese tsuetie�,x:edl5e pralxiiudertaeneer3spnFlilUp'a: the lfs;ee'tk rcp eTass Fegailunemoa ll onaN?ai. �xtss:UF msanptiee. oiapo dnu ,smmiry Anthony T. Tombo III, P.E. 6S FSeel his E'eii`r'elp{nIInFle ntlu]1¢tIEIIhdI'R ]Peer. EEF D-kLlted9 FFe.]I033{e{IAII eF Dtilp@',9htiNf3lId393IN,aw3$�Ul nt ltld S^n�E C{vdeuD r�4L le cpyntc'dtSe IDD eeJw. hell o3edFi3irass,v.7GrAl-'n ^}strepi, usnllmna ul kii:cp sa>I-.:dpaG :I�h eE k 80083 I!{:,i3dD33 Fat eei.a:e§ii4i�i:F eDDeIIR)iAlie36{e,dde3SeiiE:GIOIFp(ERp®NM1Si4(I23'1Etlei;e('f,ptllis 4?i CSlSernlyneShDnealn.dme If141ti3:StieN3Y35kdG:tdE3?'➢S:PSjee3,l:a;Jef:ySs]4N 1EraeiaWtlt:lr;5R33 4451 St. Lucie Blvd. tFrileldF?I[fEjO(e:d'ed ej(lEi931011 wtUie{!?dl pedfilFteiePI. T3PTIFii:fig'"J:ASItt3f.ilL?.dL31Ah{".Ei:§3N,III.1!SS)5".&'E1pie3lt6©(AIId1.ip.iJl[q',::SS3A'P%@S ¢(FLi Sd>ael i,Rll. Fort Pierce, FL 34946 � �(aptnigAEiSIPOIdA-IFaatLosses-Amhunyi.TomhoIll,P.E. Reprodutlianofihisdommenyinnnytorm,ispiohihitedwitAculthewrittenparmissianframA-IReo(Tiasses-Ant�onyT.Tc�mbulll,P.E. Job Truss Truss Type Qty Ply 73733 CO2 Roof Special 1 1 A015 1281 ' A-1 Roof Trusses. Fort Pierre FE :uoda eiaein,n1u.,��,.,..., �� o,•_• o Job Reference - tional 6-8-0 • ••---••-•-••• .1..11. — ry , rv.oy ro — ro Mint. o.t i u s may its NlC mi I eK Inaustnes, Inc. Fri Oct 12 14:15:48 2018 Page 1 ID:HSelToU9d7eaEKtzidgg1fyTWE_-IE2QwEhKcCyPg6S3w7YPgv47Px3snAb6nUTf pyU8kf I 11-0-0 18-0-0 19-1-8 22-1-8 2111-A-A z9s_n I W o o 4x6 i 5x10 MT20HS-- 4x6 11 4 F A 4x6 Load Defl. = 1/4 in 3x6 = 1.Sx4 II 3x4 = v%° — 3x8 = 3x8 = 3x8 = 11-0-0 18-0-0 4-3-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL.- in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vdrt(LL) -0.34 11-21 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.59 11-21 >650 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.13 9 n/a n/a BCDL 7.0 Code FBC2017lfP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 `Except` T1,T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1946/0-8-0 (min.0-2-5) 9 = 1946/0-8-0 (min. 0-2-5) Max Horz 2 = -192(LC 10) Max Uplift 2 = -784(LC 12) 9 = -834(LC 13) Max Grav 2 = 1946(LC 1) 9 = 1946(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3240/2745, 3-4=-2682/2445, 4-5=-2560/2460, 5-6=-2780/2621, 6-7=-2446/2317, 7-8=-2812/2484, 8-9=-3307/2868 BOT CHORD 2-22=-2086/2784, 22-29=-2086/2784, 23-29=-2086/2784, 15-23=-2086/2784, 15-24=-2086/2784, 24-30=-2086/2784, 14-30=-2086/2784, 14-25=-1521/2294, 25-26=-1521/2294, 13-26=-1521/2294, 12-13=-1521/2294, 12-27=-1877/2674, 11 -27=-1 877/2674, 11-28=-2294/2879, 9-28=-2294/2879 WEBS 3-15=-4/278, 3-14=-733/767, WEBS 3-15=-4/278, 3-14=-733/767, 4-14=-416/536, 4-12=-245/402, 5-12=-559/680, 6-12=-7951765, 6-11=-567/469, 7-11=-682/848, 8-11=-635/732 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf- 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 784 lb uplift at joint 2 and 834 lb uplift at joint 9. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard PLATES GRIP MT20 2441/190 MT20HS 10/143 Weight: 176 Ib 1 FT = 10% L'erir;-flersetlrrrrpH;t?lin ne'ST iGG n5i3ii[tIFSj,6ER:IStiESNSd[fXSTIDRS(7S7GN��{'£LYa';SiSM[g:ENER�[w�, Te�4eupin?nelers?a1 re.9eNx enks Less Oefp Ltvis;{ifs; rtltkt dttku7T.iexlsD;t.E.lderert!k?4E 6e':xene. Wless Uterrite slAdmtleTGD,a!p dBTF}ttRe'.IlfplE'lttlll;E4rtlddlr tF;i}DltLneI1L FSCTriSS DISI;I EIp[fEr{I.I�SpC.!111;[IDIH?,N!2?5!iI eBLITIDD!t;leitAf eGG(R"vlAtttdDll pr�l:f}IBICItF;'RtllleF rtt;Bltllllllj :lSlF[5!G9f{N�f i'?yeTttttt?j!I!ItRfAt TI1D 0?IJ; WIt/Tt7-I. TFR C?tipt 35felt;!Ilei.11[SSptBiDi!iort, f!iIp11G'f A rl osed�is irotsfer rt;rnliircit 9erespxsitilil. rfPeOretr, Ist Gxuit[�:izel cge9 eddelldieg gtsi;nr,n Fh nr!tst rl Gttd(,�?L(udtlebrvl h�:deg sedtte9 R41. 71ecLxrstldsde lDD and en fltld ose rll9tTrost,a:ltdics lqd �. ,tR;e p, lsfhllelin tedini esillMt:�res • !: nthony T. Yembo III, P.E. 3 1 psvR:'nrt <' ' Rthx6eg 7esga!telQd-rRa:.i'uYs ill as!ktleTDDradlSe pomiastss;eildittunL•Irillig(errpseemSdtry lrarn[!in;R(Sl;;tltisW4y ipl and SSUrt:rtl:rnedar getnrE pidoet>.iF;-IG`intx:rrs;trs:hGDies udta!!>Sd!i?Lis Dell;rer,Ltns Desip Engiutr 80083 niGessNmir.^seyaeu t'ktnhdtl rEQiyeLt cd apeHrpreuamDc; ly ell parf:es lctc{teL TSehrss Glsla.a;ireer0lCirit Dsiaa;GK!;nu,rtTn?sS;rx�Eapirtere,`cop drp9y.. All rcp;e!u!dhranrio dded lilt F. 4451 St. LIR1e Blvd. • , Copyright (L 2018 Ad &oalTrusses-Anl6ony T. Tomho III, P.E. Reprodudion of this document, in anydmm, is pmRiSided withcNthe wrineo permission from A -I AaotTmsses-AothonyF. Tem6a III, P.F. Fort PierceFL 34946 Job Truss Truss Type Qty Ply A0151282 73733 I CO3 Roof Special 1 1 Job Reference (optional) A-1 Root Trus ies, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:48 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= IE2QwEhKcCyPg6S3w7YPgv4AHx5Fn6K6nUTf—PyU8kf -2-M 6-9-4 13-0-0 16-0-0 21-1-8 24-1-8 32-0-0 34-0-0 2-0-0 6-9-4 6-2-12 3-0-0 5-1-8 3-0-0 7-10-8 2-0-0 l=— 5x6 = 11- 1...,.E nea —1 rA i,> 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x6 = 24-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20i0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.44 15-18 >716 360 TCDL 28�0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.69 15-18 >461 240 BCLL 0j0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.11 9 n/a n/a BCDL 7'0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except' T3: 2x4 SP No2, T4: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc pudins. 1 BOT CHORD! Rigid ceiling directly applied or 5-5-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordanceWth Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2015/0-8-0 (min. 0-2-6) 9 = 1626/5-8-0 (min.0-1-15) 11 = 551/0-3-8 (min. 0-1-8) Max Horz 2 = -221(LC 10) Max Uplift 2 = -638(LC 12) 9 = -506(LC 13) 11 = -260(LC 13) Max Grav 2 = 2015(LC 1) 9 = 1626(LC 1) 11 = 597(LC 24) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3391/2322, 3-4=-2908/1985, 4-22=-2814/1998, 5-22=-2707/2079, 5-6=-2309/1760, 6-23=-2798/2164, 7-23=-2955/2087, 7-8=-2262/1775, 8-9=-2678/1797 BOT CHORD 2-24=-1711/2936, 15-24=.-1711/2936, 15-25=-871 /2194, 25 26=-871 /2194, 14-26=-871/2194, 14-27=-871/2194, 13-27=-871/2194, 13-28=1603/2966, 12-28=-1603/2966, 12-29=-1185/2235, 11-29=-1185/2235, 11-30=-1185/2285, BOT CHORD 2-24=-1711/2936, 15-24=-1711/2936, LOAD CASE(S) 15-25=-871/2194,25-26=-871/2194, Standard 14-26=-871 /2194, 14-27=-871 /2194, 13-27=-871 /2194, 13-28=-1603/2966, 12-28=-1603/2966, 12-29=-1185/2235, 11 -29=-1 185/2235, 11-30=-1185/2235, 9-30=-1185/2235 WEBS 3-15=-787/893, 5-15=-562f720, 7-13=-858/870, 7-12=-1249/694, 8-12=-237/636, 6-13=-748/917 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 300.01b AC unit load placed on the top chord, 14-6-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 638 lb uplift at joint 2, 506 lb uplift at joint 9 and 260 lb uplift at joint 11, 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. PLATES MT20 GRIP 244/190 Weight: 158 Ib FT = 10% �pa� �Pirau yxcEDSITm;t. t!e'1 tC9PTNSS[SSSfI ErI.6i4Eisk 1£kxi C?DNDTfkDYS.USiC4;"rU!Ei'jtkls�t<yEPe�'F3P ti{o. 7rrS! ko�Fac?cYtr, aelr<ad ralrs ie Its tEc11 Dnya D•a:ier ODicSS: �'rs+J L balr 14,P.E.IderEer: SiErt4efeu r1?.F<ev ollE!xllt s`�ir6 re2E rD, ul+ ikITE1tGE,CN IIat211EE,i IE tid hrh SD,h1lluii i3rl?i1ECF}.P:EjI]trfli.l.Sr[Mrjf3y'3?LIS,Hr1lC1Nt£p rvit},KEi35!;9]?2?yl4rt!61 ik9 yfltS,�0e5 E8j>U3+y(r1y45i.n:i!IPI R}�?Siil ll!}Y kijl>r?s3ile)i,^,fEWt1;T:'J rtF, isIHrPFI. r3'ifli'E ISitSr' f, li]iq:Lt2f1rFL 1 &lh Anthony T. Tomba f[i, P.E. rra Ea 61MT.. It, Qy r+t'a'A1:Y1?,yE*13.7 d th ow., n,0"I"s,,mtadgw.,6,b:�ya p,.it1iEu�,ct:mr Xlit WEra;lEl«1)43ai?ct?�km�l.b!')pr„I,!s!10,, el Geif ut ar.? ins; n�:ar Win;.stmrt +s ::w`:iEe cd!!nil ddl i! t* w1miilet d T80083 ' dElawr MSigiEAarrE➢Y,irf. IOl31E551NAO'➢l Tr�4tL as rlECStl ld rS::6F}S{a>S5 FsIC:Er rED)YIH Stttlf lrksS&9:�T.CI Fi}515dIriFlfd SEiA ItElC4td(?aSfyKF[El sdFi2l[TPLI aiS]?S btlEifHllliL:?1AI adHEr1Y>T!ttiC'Eti�L<<ari1 v21i13 PlyWEL iEI;nss grrslEcaym:'ns 44515t Wre Blvd. nest;,ModI!ECOW r,f;,aEy;rltyr:Sakyaspalesi,ni!d.NTmonvitrj-a011,6,Wigiktjl.aruns!*'t';!t1ult4CEr,.dld1 sJUn!me11sOutitIN. � Port Pierce, FL 34946 (opysiy6S`b12016A-1Real trusses - Anthony 1,TomhelO,P.E. Repiodunionclthis dnrament;incnyWon, isplobibiledwithout the wiltenpinoksiochomAdloci Times - Anthony I.Iamb III, P.F. Job Truss Truss Type Qty Ply A0151283 73733 C04 Roof Special 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design(a7a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15.49 2018 Page 1 ID:HSelToU9d7eaEKtzidgg1fyTWE_-EQbo7aiyNV4GSF1 FTg3eN7dJNLTZW WKFO8CCXFyU8ke 14-8-12 -2-0-0 7-4-14 14-3-4 14 22-4-12 25-0-12 27-0-0 2-0-0 7-4-14 6-10-6 OQ- 2 7-8-0 3_0 1-7-4 5x2812 6.00 rl2 Dead Load Deb. = 1/4 in 4x4 = 3x4 = 3x6 = 3x4 = 4x4 = 6x6 = 7-4-14 , 10-5-14 18-5-14 22-4-12 , 25-4-12 27-0-0, 7-4-14 3-1-0 A-o-n 3-1n-14 s_n_n 1_7 d Plate Offsets (X,Y)— [4:0-3-0,Edge), [6:0-3-7,0-2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.41 13-16 >791 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.61 13-16 >478 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.07 9 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 158 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 `Except* T4,T5: 2x4 SP No.2, T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 `Except' B1: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-11 oc bracing. MiTek recommends that Stabilizers and requir6d cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1807/0-8-0 (min. 0-2-2) 9 = 1632/0-8-0 (min.0-1-15) Max Horz 2 = 370(LC 12) Max Uplift 2 = -597(LC 12) 9 = -459(LC 13) Max Grav 2 = 1807(LC 1) 9 = 1632(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2875/1921,3-4=-2506/1716, 4-17=-2397/1723, 5-17=-2322/1803, 5-18=-1953/1509, 6-18=-2149/1426, 6-7=-1874/1332 BOT CHORD 2-19=-1788/2532, 13-19=-1788/2532, 13-20=-900/1651, 20-21=-900/1651, 12-21=-900/1651,11-12=-900/1651, 11 -22=-1 286/1902, 10-22=-1 286/1902, 10-23=-465/672, 9-23=-465/672 WEBS 6-1 0=-1 338/954, 6-11=-241/372, 3-13=-756/848, 5-11=-218/353, 5-13=-681/856,7-10=-1203/1818, WEBS 6-1 0=-1 338/954, 6-11=-241/372, 3-13=-756/848, 5-11=-218/353, 5-13=-681/856, 7-10=-1203/1818, 7-9=-1642/1145 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 300.01b AC unit load placed on the top chord, 14-6-0 from left end, supported at two points, 5-0-0 apart. 4), Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 597 lb uplift at joint 2 and 459 lb uplift at joint 9. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard tSereiq-Pleece ttuegHrre!i!r1P'Sd r0Cf I9JSSFSj iitlFr'j,6[fi:le(Ti1WS8(4F iIIDSS (BfTON(dDid'f :.(CtlOiisE"iGFMi firz fe!4hap pmenelen aad re:le!1!s set>is Lcsf Dnic+grrvisg{Try; u'4 it lrtlNr1, h25a il!,F.E.Ideene iknti!ke[Se. WteSft.4,00,6011TDD.c kITfR</leffirFlieS SbaD:90iHitI Nx T00 t3k 1tlll. As CTlesl Dt11t1 Eei[eHi1.e.S'yenPllrr{Sfth!f;.lte Ssll el perlDD repfesens O�[1R}:31;e FIItl ptol!sSIesCIlR16P!'IIC 1!Sp1esIIlIO(brltl tt5!rk<t Dt fSpETrtsf lrp!n!I In he iDDoelr;o7deriDFi.Rxl!s�Ro nnoptiirs, lec��e^Tovlmx:, ntleliDq Anthony T.ITombo 111, P.E. ad asedhistsssir oei retd eg is lierzspnsiHlArdtte OroeeMe O.uisel*s¢!l eYb l'IOe rellinr Oesitur,g:,end!mdla•IK,d!t(oed lle let�Fa lsgnl!¢lltFi.➢e!ppeesldlte 100 aad eiefield ne ertlaTnss,a:blrgl�d �s}s�reF!,'ashllehn eel keiigfR>flt!Rv rcepras;lihd 280083 INr!I'[tj Des!ga: IN fcmene!.L: torts set pt%neIDD end In juates algel4mas Otis Glldli ftrww WN1 ffi-NfjtC¢pil,,ed St IFI ASIU Q:IeI—dtN p4lnil gilx(t UP 'd&j. dih1m,Ddram Ims Des.}'i bli—M Tmss t'9!i4;eesN. W"s 44515t, Lucie Blvd. eFmulefietlhroGadeperlapauxntiyFrdlpen:eslrcdtel.TheTasses:aEqveetls7CT ta1!larOnigaer,etTmsStr'eaEprserelal$,04IMuy:wa!d'ermeremddael1,INL FortPieree,FL 34946 Copy'right02016A-IRodfiusses-AnthonyT.Tomho111,P.E. Reproductiono(thisdotument,inonrtorm,isprohihiiedwithoutthe writteopermission from A -I Roof Trusses -WhonrLTemho111,P.E. Job I Truss Truss Type Qty Ply A0151284 73733 C05 Hip 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:50 2018 Page 1 I D:HSelToU9d7eaEKtzidgq 1 fyTW E_-ic9ALwia8pC73PcS1 YatvK9S3lmZF2uPEoym3iyU8kd -2-0-0 , 6-4-14 12-3� 16-8-12 21-8-10 1 27-0-0 2-0-0 6-4-14 5-10-6 4 5 8 4-11-14 5 3-6 LUMBER- ' TOP CHORD 2x6 SP No.2 *Except* T1: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B2: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD, Rigid ceiling directly applied or 5-1-2 oc bracing. WEBS 1 Row at midpt 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancelwith Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1807/0-8-0 (min. 0-2-2) 9 = 1632/0-8-0 (min.0-1-15) Max Horz 2 = 268(LC 12) Max Uplift 2 =-578(LC 12) 9 =-422(LC 13) Max Grav 2 = 1807(LC 1) 9 = 1632(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORDI 2-3=-2926/2001, 3-4=-2427/1627, 4-5=-2327/1637, 5-6=-1963/1466, 6-7=-2250/1559, 7-8=-389/298, 8-9=-385/37T BOT CHORD 2-16=-1704/2525, 12-16=-1704/2525, 12-17=-869/1.852, 17-18=-869/1852, 11-18=-869/1'852, 11-19=-869/1852, 10-19=-869/1'852, 10-20=-1251/1946, 9-20=-1251 /1946 WEBS 3-12=454/885, 7-10=-163/451, WEBS 3-12=-754/885, 7-10=-163/451, 6-10=-278/321, 5-12=-484/639, 7-9=-2124/1384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8! MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 300.01b AC unit load placed on the top chord, 14-6-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 578 lb uplift at joint 2 and 422 Ib uplift at joint 9. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard sd'edog•rinse MungNr,a!ieA tle'A I IDGF 115SS3 Atfr" DEDE11t Tads d(DRION(DS1011 dt7E';A(dd05'NAI?iIii Yrr&rMi;gmullllis! reed M. n tlis Less Der:m Di»i?g(K'V'not olurl.Ie�s)II.1.L lderexlSIMIsg6re mt. Dales etlenise sides ntlelDgM- !!WTI.III onso!",wil'ketedtet toe 15D lase ulid. Aso Tins Dnip booer.!, SpOitut 6giner;.ts?vdnnrrDD airresnlsnu.;t=tdtsl phsslncl,rk!e,erieg rzspesnuaittii, WiVi os4erssdei!d?ho aMIDD adr, eager IMI.TL-des'ip esvniNu. leaa:krmadinns. slueiilry Anthony T. Tornbo lII, P.E. aA assdkr T—fisrnr WRigiSIs, r trovii'lly dis 0x01,0.vrsldsaiul "I 1; 14, bl(ilg Dnirnr, ain, taunt Is Di? lK iit;.1to,1.0so:dinred,rod Mi. iselpinsc IWIDD aA In hold lsedhlTn,o,1lG!3H::sg.la:yl. 1011dw nd lmsg skIRS., lE+lar'Ll;hd «$0083 heE:till7on:?W111we.V.15i4ml1IMTODnllierr�lltlSF]1pislnsit115 Eig(amiwodS6714un:;6CfpNisE 4T?lndS1(JmMunrodk,gnetatpdalmIN6ltalil?TigEIS:IinlSndde.inofI?TossD03our,husDresigtip#erMdTins !h! neSi 4451St.0083Lucie Blvd. 'f:EFf'IISIIFAIFIija(aVradtiflfl9:101!%INerlJdlrttlfflHdled.TleTrISSOISIMEA)IeIIrISIGTI.eSAIdSgfilg3!(,I(Tr!!SS)S:!ACSJII?e(d©rlilldllr..Ul[E?+I��'I?Iht�SlrFmdP}aeI(JIEEI. Fort Pierce, FL 34946 (opysighl0t016A-I loaf Trusses- Anthony 1.lem6aIII, P.E. Reprodudion of this document, in any form, is prohibited without the written permission from A -I Roof Trusses - Anthony LTemhalll,P.E- Job Truss Truss Type (sty ply A0151285 73733 C06 Hip 1 1 Job Reference (optional) A-i Root Trusses, Pon Pierce, FL 34946, deslgn@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries Inc Fri Oct 12 14.15:502018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ ic9ALwia8pC73PcS1YatvK9TVInLFOkPEoym3iyU8kd -2-0-0 6-4-12 11-0-0 18-0-0 22-7-4 27-0-0 2-0-0 6-4-12 4-7-4 7-0-0 4-7-4 44-13 SvR = 7vin %ATinwA -\ ead Load Defl. = 318 in 4x4 = 1.5x4 II 3x4 = 4x6 = 3x4 = 5x6 = 3x6 II 11-04 4-7-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.47 12-13 >691 360 TCDL 28.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.72 12-13 >448 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.67 Horz(CT) 0.07 8 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except` T2: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing, be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1807/0-8-0 (min. 0-2-2) 8 = 1632/0-8-0 (min. 0-1-15) Max Horz 2 = 256(LC 12) Max Uplift 2 = -562(LC 12) 8 = -404(LC 13) Max Grav 2 = 1807(LC 1) 8 = 1632(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2986/1984, 3-4=-2361/1569, 4-17=-2029/1490,17-18=-2029/1490, 5-18=-2029/1490, 5-6=-2296/1517, 6-7=-2153/1442, 7-8=-1 570/1119 BOT CHORD 2-19=-1693/2563, 19-25=-1693/2563, 20-25=-1693/2563, 13-20=-169312563, 13-21=-1693/2563, 21-26=-1693/2563, 12-26=-1693/2563, 12-22=-971/2000, 11 -22=-971/2000, 10-11=-971 /2000, 10-23=-1169/1846, 9-23=-1169/1846 WEBS 4-12=-354/460, 5-1 0=-1 94/271, 6-1 0=-1 21/358, 6-9=-524/391, 7-9=-1090/1770, 3-12=-867/881, WEBS 4-12=-354/460, 5-10=-194/271, 6-1 0=-1 21/358, 6-9=-5241391, 7-9=-1090/1770, 3-12=-867/881, 3-13=-60/364 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=4.2psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 300.01b AC unit load placed on the top chord, 14-6-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 562 lb uplift at joint 2 and 404 lb uplift at joint 8. 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. LOAD CASE(S) Standard 27-0-0 PLATES GRIP MT20 244/190 MT20HS _ 187/143 Weight: 141 Ib FT = 10% u'enleg-?loose Nsnyhly "narlhe'A-I iDCr Ir :56YSitlhl'g 6(g;ltt TIM d (DP 1ttUfiS NSTDN{{":11�'J S.CrrUd"�"vgNEDi hsx. rc-Ar dodge gueadan ead rtaded!s ze IaisLev Dniga Ureving Ir(4; u! Iti AdFw.tL TezheUl, P.f:ldaeae Sl:t1 ki'ar ess. Ueless sthenise ddd ee tlelDP,sa:g M1Teh!et1'Mer g:Fk!alelfh?eitddef(ti TDDf9he ielll.iseT!m Deslga f!yiesttil.e,sys;hltybgner`p"�!sldnveylDO regresMsee rise nsllN inl!sdevdey:eteMaresg!eAlildrh: He lssiwrdtle s!,-pTr!sse:gia!I ee ne IDDatly, ealuia�l. Rx deslgamvnpmes, neCngwedmes, seit!silqITombo !dIse drhisrma4!eelnliaeisblesse<.Ib100tnNell,at9.1is!;7t,!.itede erIleWI&IDnie,.tkmhslaf[uI a!2!atinelmIM nit.1MI.Tier•neldIkemoadenfietaoseelheTn!s,led!enhad' srtr MthonyT.180083III,P.E. 1 P � 9 � eU M mg. ego,nsfdldmeedN!ts3s4aledareresgasal:nel - x�80083 ' nelhteI0ss:gee?scdU"M?.all ra'essdaa!kd:elDDran poetustadgedlusdth906cg(!:KMSd!rylreraenn(t(Sfpllisle.111Ta.4SICAe!rlmdhrgtno!a!dmszTFHfaaees3!respsaia:nesc�dls.":rs!!d!1nssDesigetr,lies!Dr!ga�p,une!frnssuiden�er,n,ss- 4451 St. Lucie Blvd. d"wise ldind If n6!t-N .peed aNe N will g lr di gads istel"i the Tnsc resat ragiveer is 101 ke railsgrs.gar, utn:s sn'n la uo e.. sty I-ildhlo In lq:,dr!@h n: uem detaN latrtl" Fort Pierce, FL 34946 Ceppight02016A-IRoalhusses-AnlhonyT.TomhoIII,P1 Repmdudianofthis dommenyinonybim,isptohihisedwilhhusthe written pesmissionhoes A-]ReofTrmes-AnthonyT.Tombis III, P.E. Job Truss Truss Type Qty Ply I A0151286 73733 C07 Hip 1 1 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:51 2018 Page 1 ID:HSeIToU9d7eaEKtzidgglfyTWE_ ApjYYGjCv7K_hZBebF66SYifZ958_RdYTShJb8yU8kc -2-0-0 6-3-4 9-0-0 14-6-0 20-0-0 27-0-0 2-0-0 6-3-4 2-8-12 5-6-0 5-0-0 7-0-0 4x6 = 3x4 = 4x6 4 6 1.5x4 6.00 F12 3 3 h 2 fTi 1 17 11 18 10 9 3x8 = 5x6 WB= 6x8 = 3x4 = 9-0-0 20-0-0 9-0-0 11-0-0 Plate Offsets'(X Y)— [2:0-0-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20A Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.49 9-11 >652 360 TCDL 28:0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.75 9-11 >426 240 BCLL 0!0 * Rep Stress Incr YES WB 0.83 Horz(CT) 0.07 8 n/a n/a BCDL 7:0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORDI 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B1: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W5: 2x6 SP No2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordanceiwith Stabilizer Installation quide. REACTIONS, (Ib/size) 2 = 1802/0-8-0 (min. 0-2-2) 8 = 1628/0-8-0 (min.0-1-15) Max Horz 2 = 232(LC 12) Max Uplift 2 =-532(LC 12) 8 =-368(LC 8) Max Grav 2 = 1802(LC 1) 8 = 1628(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORD, 2-3=-2927/1913, 3-4=-2561/1740, 4-15=-2283/11612, 5-15=-2283/1612, 5-16=-1995/11438, 6-16=-1995/1438, 6-7=-2324/14107, 7-8=-1585/1122 BOT CHORD 2-17=-1638/2513, 11-17=-1638/2513, 11 -1 8=-134612561, 10-18=-1346/2561, 9-10=-1346/2561, 9-19=-326/291, 8-19=-326/291 WEBS 4-11=-512/788, 5-11=-509/190, 5-9=-863/407, 6-9=-62/461, WEBS 4-11=-512/788, 5-11=-509/190, 5-9=-863/407, 6-9=-62/461, 7-9=-719/1699, 3-11=-513/639 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 300.01b AC unit load placed on the top chord, 14-6-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 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 532 lb uplift at joint 2 and 368 lb uplift at joint 8. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Dead Load Deb. = 114 in 19 I• I I 8 3x6 11 27-0-0 7-0-0 PLATES GRIP MT20 244/190 Weight: 139 Ib FT = 10% M Wmiq•Pleest8veepfrfr?sle':?tb!'At tDDEn9SS8(SEClfl1 Df9ElA[ItWS8(DMdi 051(dSTDk(ISREI IA(rtDau;uE9r IIIP.T'lriff refire p[IltitiP,3 eir tell eJltsm III[TttS1 an. D,wi(T(d1a2If4 AakiefT.Terb!DI,r.F.IfIGtI,e SIr.!filet!Me. Delmse$.Ast sldAn lie ND,. (l�likien ter Fees sWll Ifa at IDD 1, he 41.A-,Ons,finite hplaa(is.SpeNitf Etpin?r;,to! Seel et of iDD npresmis avermtt it liet!ttls'Wel ark!);ley respasll lnr'mt ill lK!t,ei lf4 s!rfETtesf rlgidll eG7ltlDP mit, teler TPFi. Tix l?s!gt lnempieu.leu:tpaerlmu, saiemiry Anthony T. Tombo ill, P.E. C:r Ys0'ies TiLssler.1,6161 isliempsuilbfN0.e?r-lRlOe`11fs[:e}:9,RE14)Hl or Ile todial DlSlEn!,nNR:41t1f16f 112IH.:S?u(91r11l lait.lrnlrIyuel eflte?DDar artiolln,feeTnn.ad'dgWi:*.rn:eyl, Ilsbl Ain altimnshlite Intespilb,14"I 580083 114h'I,;hs:gxtat Etd-v.Alin'osired ie tEe Meet III ptadanmr pelehro if it!bdlep(topmal sdeq Ie3rlfealljtl PIIllsted 4IPI 04 SIIA mrdermlln inno:aamkPit re9tnlempe-bees osldalsdMms Desipeer,Tins hip (ngn!fftai Tress V.s*R,v, mess - ' IeRv+inldiettt eGmadt elllneu+rl o { dl loan ThOns itefa'aeris901t, xaa "e.: av,oL•e!sS)VlnEa mm,V.. b0h AI! rNtr.t,,,.@r!lllalfll. 4451 PieSt.rce, , FL Blvd. ! f � Err t D• D E - r 9 y.:-� Fort Pierce, FL 34946 Copytighl02016A-1Roof husses-WhanyLTaisho III, P1. Reploducloa of this donument, in any total, is piabibiled without the w6nan peurnissin hoins A-] Roof"husses - Anthony T. Tombis If), H. Job Truss Truss Type Qty Ply A0151287 73733 C08G Hip Girder 1 1 Job Reference (optional) .00 ! MSSIBS, ruts MCIs:e, rL .reayo, Oeslgn(/Za I(russ.Com Kun: ts.21u s May 18 2u18 I rent: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:52.2018 Page 1 ID: HSelToU9d7eaEKtzidgq 1 fyTW E_-e?HxlckgfQSrJjmg9zdL_IFrLYYPjuMhi6Rt7ayU8kb -2-0-0 4 6-7 7-0-0 11-11-7 17-0-9 22-0-0 24-5-9 29-0-0 2-0-0 4 6-7 2-5-9 4-11-7 5 1-3 4-11-7 2-5-9 4-6-8 7x10 MT20HS-- Dead Load Defl. = 5/16 in 5x12 � 2x4 11 4x10 = 3x4 = 7x10 MT20HS= 4x10 = 2x4 11 5x12 2x4 If 4-6-7 4-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES G 1IP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.60 12-14 >576 360 MT20 24/190 TCDL 28.0 Lumber DOL 1.25 BC. 0.51 Vert(CT) -0.53 12-14 >655 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(CT) -0.16 9 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 186 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-8-15 oc bracing. WEBS 1 Row at midpt 5-15, 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9 = 3108/0-8-0 (min. 0-2-9) 2 = 3306/0-8-0 (min.0-2-12) Max Horz 2 = 152(LC 50) Max Uplift 9 = -2808(LC 9) 2 = -2907(LC 8) Max Grav 9 = 3108(LC 1) 2 = 3306(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6419/5969, 3-4=-6225/6070, 4-21=-5621/5561, 21-22=-5623/5563, 5-22=-5629/5564, 5-23=-7504/7354, 23-24=-7504/7354, 24-25=-7504/7354, 6-25=-7504/7354, 6-26=-5655/5571, 26-27=-5649/5570, 7-27=-5647/5568, 7-8=-6255/6078, 8-9=-6486/6028 BOT CHORD 2-28=-5341 /5640, 2-29=-5359/5666, 16-29=-5359/5666, 16-30=-5359/5666, 15-30=-5359/5666, 15-31=-7276/7504, 31-32=-7276/7504, 32-33=-7276/7504, 14-33=-7276/7504, 14-34=-7243/7511, BOT CHORD 2-28=-5341/5640, 2-29=-5359/5666, 16-29=-5359/5666, 16-30=-5359/5666, 15-30=-5359/5666, 15-31=-7276/7504, 31-32=-7276/7504, 32-33=-7276/7504, 14-33=-7276/7504,14-34=-7243/7511, 34-35=-7243/7511, 13-35=-7243/7511, 12-13=-7243/7511, 12-36=-7243/7511, 36-37=-7243/7511,37-38=-7243/7511, 11-38=-7243/7511, 11-39=-5283/5744, 10-39=-5283/5744, 10-40=-5283/5744, 9 40=-5283/5744, 9-41=-5265/5720 WEBS 3-15=-475/383,4-15=-2131/2071, 5-15=-2337/2277, 5-14=-492/476, 6-12=-470/472, 6-11=-2317/2261, 7-11=-2141 /2086, 8-11 =-531/430 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) 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 2808 lb uplift at joint 9 and 2907 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 439 lb down and 481 lb up at 7-0-0, 200 lb down and 219 lb up at 9-0-12, 200 lb down and 219 16 up at 11-0-12 , 200 lb down and 219 lb up at 13-0-12, 200 lb down and 219 lb up at 14-6-0, 200 lb down and 219 lb up at 15-11-4, 200 lb down and 219 lb up at 17-11-4, and 200 lb down and 219 lb up at 19-11-4, and 439 lb down and 481 lb up at 22-0-0 on top chord, and 368 lb down and 647 lb up at 7-0-0, 114 lb down and 193 lb up at 9-0-12, 114 lb down and 193 lb up at 11-0-12 , 114 lb down and 193 lb up at 13-0-12; 114 lb down and 193 lb up at 14-6-0, 114 lb down and 193 lb up at 15-11-4, 114 lb down and 193 lb up at 17-11-4, and -4 114 lb down and 193 lb up at 19-11, and 368 lb down and 647 Its up at 21-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-96, 4-7=-96, 7-9=-96, 2-9=-14 Concentrated Loads (lb) ' Vert: 4=-308(F) 7=-308(F) 13=-95(F) 15=-351(F) 11=-351(F)21=-151(F) 22=-151 (F) 23=-151(F) 24=-151 (F) 25=-151 (F) 26=-151 (F) 27=-151 (F) 31=-95(F) 33=-95(F) 34=-95(F) 35=-95(F) 36=-95(F) 38=-95(F) i liveieq•IlesetlaserNr nlievlhe'd-I VU TIN6(QEt111A5Sf7SIDMj SIR�'j:(I(MCG'y iMEXP IErm.ic-Ar desigegoem�ers aad rr!da>Ies wlSistress9Esfs Urt+iaq (r[ enl tte Aettcall.kaf>CI,LE. talnex!SlEtt:rereese. Odess sflttris!seeeieehrlDD,wg WTehomemrg4!es shslhaulha lta TDD ea hneDL Aseirrss Deslga EaglEer. {I.e,SPudq 6suser;,Mrs!eI/1 a1f111DrlAteStdf la[fQpaiJddhe pal?SSIIeCIeFraefllg lefgalshllaA§e he IF5�F.01{fCE STj ET!pS[!/!�W 16Me NDaelr,vader iPFI.RaE?tipansamphm,laeQagtaetioee!, sei1e111iy Anthony. ombo III,P.E. ,3 ase it is fraa,or e.I IElliag is the if Ike lGair.IN 11"Is"AMlrlgd it lie Trulbli Ddilnw. elatttled dlhr R:.h!ir; 91 he btdWiin file miMi. Tit tygmel d Ike IDD Wtry huffise it tie Tress. W.61 hoxYLy. mep, lastillsh red W,kq,hA1,s tee repaslh:':7a1 Y.Y 60083 irk l.Ifeg Dsslru and l24-rdal.III rites setad YnlTDD 04 the pmlasof phimnitit lu'li q(srzgsaed seq la'srnefte. rPlluW4y IN a ad SHA merelmult, gavel „ribaIP Ak.stmrva ivnes oil bin ef,ItI ss DdleEr,best Des' q+ rpar i Ims ftsefvrzy reiess: g451 St: Lucie flubs! IffmA If a 6.d:ed aglyd ogee it adaaq Af ell pass The Tress Usl;a fol Beer 11AC1Pa11.1 DEi191H,etTees systmhimerear 1,70lg.All ttg'ida!d?e;m reasdefildialPl.l. Fort Pierce, uci Blvd. 34946 Zh (opyrighl02016A-Iloot Trusses - Anthony LTomhoIII, P.l. Reprodu ition of this losurnent, in any form, is PrOhibhld Without the Written FenussiDfl from A-1 Real Trusses-ADthonyL Tomb111,P.T. Job Truss Truss Type Qty Ply A0151288 73733 CJ1 Comer Jack 26 1 Job Reference (optional) A—1 KOOT I Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:53 2018 Page 1 I D: HSelToU9d7eaEKtzidgq 1 fyTW E_-613rJzylSQkaiwtL1 ig8aXzn2EyzLSXOrwmAQg1 yU8ka -2-0-0 0-11-11 2-0-0 0-11-11 1 LOADING (psf) TCLL 20A TCDL 28JO BCLL 0�0 BCDL 7.0 ' SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.68 BC 0.14 WB 0.00 Matrix -MP DEFL. in (loc) I/defl Vert(LL) -0.00 7 >999 Vert(CT) 0.00 7 >999 Horz(CT) 0.00 4 n/a Ud 360 240 n/a LUMBER - TOP CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 47 lb uplift at BRACING- joint 3, 231 lb uplift at joint 2 and 87 lb uplift at joint 4. p p TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling irectly applied or 10-0-0 oc bracing. that Stabilizers and required MiTek recommends cross bracing be installed during truss erection, in REACTIONS! (lb/size) 3 = -47/Mechanical 2 = 425/0-8-0 (min. 0-1-8) 4 = -87/Mechanical Max Horz 2 = 92(LC 12) Max Uplift 3 _ -47(LC 1) 2 = -231(LC 12) 4 = -87(LC 1) Max Grav 3 = 47(LC 8) 2 = 425(LC 1) 4 = 69(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp Di Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-CI for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 10 tall by 2-0-0 wide will fit between the bottom chord land any other members. 4) Refer to girder(s) for truss to truss connections. PLATES GRIP MT20 244/190 Weight: 6 lb FT = 10% Gt:mtL fl![:etlunylir,?.is tse'LIIDOc f{55SYiftlErl GFi1LI TEIWS8(:L:�i........ I3nirillLfGAiiuStlEN�6rs.Te:ATfriLtrmvelm a>eie:Jaat=.sairisi,n!9eipJt:r isytTL�",[�1l�AtBuLI.T;zlaC',L.E teltr[a:t4:?t I?.`a'e tse Ud[iictkr+is[:!tld to HeIDD,s��y NTTF%UREAt!L!'ti511iit �iN(li rtallD It 4t 1BIII. ASCTffti DtSIL1 EtaMLxer{I <t:IFIIT E6EItf?1,M1?S!tf It OTTDD:lP!tiMSt[UttiK93 tI IM Li�I:fi111E)IKEf:'I[EI!SPB[SILIIIf�9,iL!IFS.[I4!Rhf'¢j2T't!fe?j'?('.de!11e TDD adL.raderi?ri.;Eei?upn n![npt[e!falTo[Cttn!,![tldiiry Z80083 Anthony T. T411TbQ Ili, P.E:. OSC tIAii r555 �f'tItr{LIIiBF It I%titSPl1!@ih,tll'dT[➢?t,IMO"rti?fitr'�9T,FZ[jPS [?ID[{Flfti DG!Lt!',9 R11!tI tI11III,r7?Ii: tOI iHt ItI�LX SB�j(tlf t4L l'i-S ILt[FTitiE Eii2t IDD 4IC t[F IICN S[t(Ita T[iif, l2JtERE,'td' S'['OLF, IISM1IIeIIN WPIfIf t'F SMi 3f.?!t!k9 );)�h 1I f L�EzD DES�Ei'FtE4lt'.e tP'PS i[hail@llDDtuLlnpt�if!!mfy"tIP`{I ftI1L!L[II61kL ItrtWa!slS!Itry la3�ittil[I{Cf PBlIISLs:4JT?ItneSIIL 11?SAY YEJt[1 Ttttli.^i::TiAP IF�I ff1[1i'k?S[ip[^'SLS;IIlSLt9Gt:i?SG3!I:ISSDti DlP(,T:LSf Dt!:l9PIi?ttcaL T(t!S Kd3tit4:!t; 14:lSS- 44515t. Lucie Blvd. Fort Pierce, FL 34946 t`.F?MISt LEIItE@Lja{t9.cAflrlC99Pet tYYAIIL LT tiI PM.�Ef I[1tT1[LTSGT!t!SGfi'. ERjl6tf!Ii LDT vS L31!ISP F',IPiPi,itTtt!SS)Y'.l9CALIt?N ACOJ'9[fISiL..illlq:»I?s`:t,S$[tFCfTtI'rIPL I9TPII. (oprrighlCi2616AdteaLTmsses-AmhonyT.Tam6o116P.E. ReproEuuiunoflhisdocumem,inoa2lDrm,ispiohi6BefwithcufthawrittenparmissianfiomA-iP,cotTrusses-AothnnyT.km6oIII,P.E. Job Truss Truss Type Qty Ply 73733 CJ3 Comer Jack 20 1 A0151289 A-1 RnnfTnt— FnrtPia— FI aeons .eei, /Ssw.,,e. --,. Job Reference (optional) y, •` tUi e. o,c to s !vidy to 20 to rnnt 8.2 1u s May 18 zuTd MF I ex industries, Inc. Fri Oct 12 14:15:"2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE=aNPhA115B2iZY1vDGOfp4AKD_MJBB_G 9QwzCTyU8kZ -2-0-0 2-11-11 2-0-0 2-11-11 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.01 4-7 >999 360 MT20 24411 90 TCDL 28,0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 13 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 87/Mechanical 2 = 408/0-8-0 (min.0-1-8) 4 = 12/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 3 = -76(LC 12) 2 = -207(LC 8) 4 = -55(LC 9) Max Grav 3 = 87(LC 1) 2 = 408(LC 1) 4 = 38(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 3, 207 lb uplift at joint 2 and 55 lb uplift at joint 4. LOAD CASE(S) Standard SedeL•rlere —fIlr rpie?rWA-111W IBM s(ISEE'1R1111 rims A(0effliOs(DS1DH4 stY8';!(LlCk1ED'aNEMi It,.Tv4lesil,pion!eerse>drndades se tfis➢ruDe!b 3rnia;ITES, vi IN Anther LPsa5eD1P.LLeleresd sl:elbehre ese. islets dhneist sided WNTDD,.a 111Tf'so°fmrP'xess9sll:!aseflas nxlDD la Le Ptlie. AsaLns Deddvhpra!rp.espntidry Espu?G,t4?s!dnnr too r<P!eseus tc mfe,msdlat Pmt?smell ecg!plpeg eeg!sALIIEp Sr tie e°:gada!YsyeIIus E.y dN totle lDD sdP; Wer leLl.Ref?s!ge nsempn!m,htw"'.cpceeEtlo-u,vmdiliq C.l95e dtlls irsssksr ter Fdlliee is Ike IMP.5114 ate Met,& O" s'Oss"I'dged er Ike ldlEle, Nsllte?,h tk°etest sn 19,6? lr: stdth bed bkiir (de erdlr 1. lAe cPirnef cl tielDD e?d esr fieldnedd!Tnss.ia:bfiep lsd."iq,sRr!Se, loshlldin sd hec!g s5di6!!,!re!P(ntial.h eS Anthony T. Tembo III, P.E. Ile 6ti:Es DeG rtnrlQreaer, Al.,, sda(!alit 1DOW he Wus®e eiddn!s One hildie fto "o Safe laarww',tt;f @idd5 PI aid SETA pe°Ip!eul'e e!tretaidm(e. 1Fhl NDrss3?res fM,n.fiBek:EDDeS d'eeTle51 De116PKT!MS Des! G 9•°RIE TRst NdndL^,L'!lLPoR!S z 80083 g D' P D 1 iG q P P L F L L' p- 4451 St. ,Lucre Blvd. fSEnlse IFDIFE Apa(edTd eglefdegee fl vraieg LP dI PM�ES IEI(l1PS TLtTpss Crsla Eaj eeer It LOI 1X h1:19P CFi.ge&, trTres! Srd:a Eijlt?te dflP b!IIL!g. All (CL:ila?dllf°t eteM dCN.gPI I!RLI. 41 Fort Pierce, FL 34946 (opytighi i) 2O16 A -I Roof posses -Anthony 1. Tom6O 111, P.I. Reprodudion of If is domment, in any form, is prohibiled wilhaul lbe wriffeo larmission from A-1 Roof Tresses- Anthony 1. Tombo 111, P.E. Job Truss Truss Type Qty Ply A0151290 73733 CJ3A Comer Jack 1 1 Job Reference (optional) � A-1 Roof T Fort Pierce, FL 34946, design@altruss.com 2x4 = Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:54 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= aNPhA115B2iZY1vDGOfp4AKKYMIVB_G_9QwzCTyU8kZ 2-10-3 2-10-3 LOADING (psf) TCLL 2010 TCDL 2810 BCLL O10 BCDL 710 ' i SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.20 BC 0.21 WB 0.00 Matrix -MP DEFL. in (loc) I/deft Vert(LL) 0.01 3-6 >999 Vert(CT) -0.01 3-6 >999 Horz(CT) -0.00 2 n/a L/d 360 240 n/a PLATES GRIP MT20 244/190 Weight: 9 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 50 lb uplift at BRACING- joint 1, 90 lb uplift at joint 2 and 14 lb uplift at joint 3. TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling irectly applied or 10-0-0 oc bracing. that Stabilizers and required MiTek recommends cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONSI, (lb/size) 1 = 153/0-8-0 (min. 0-1-8) 2 = 110/Mechanical 3 = 43/Mechanical Max Horz 1 = - 103(LC 12) Max Uplift 1 = -50(LC 12) 2 = -90(LC 12) 3 = -14(LC 12) Max Grav 1 = 153(LC 1) 2 = 110(LC 1) 3 = 55(LC 3) FORCES. (Ili) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shoIwn; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to giirder(s) for truss to truss connections. NL.'PIlJ eltt37iFflAfufnrele14k%I IODF IlGiieSi'if[[FB'j,F,i4?Pk?tasks8tin!i=,avert. Ualessctkxwise slg:l leiVeTDD, w:'r 9116rouvIolt'. sieril!'282liluki)Dlt ie Ad.brims,Duil,[.Prsu[ae.Ssdkltr boHn',to..lulu TDD!lFftSldfrG[1.i3'Slfe dl9lJe`uI:S51BlGIllhiF?'Itt f?f]IISII IIIt 3[he ImpdV,,,Ey,M5dgl:d?tvat TDD 20I(.W'd,,M14.iti.;IJ.is,mjt,,,.Ia?i.Fg.,61.5,:.RiID'J. Anthony T. Tom6o III, P.E. t'fd ast tlllJ TBWk!18(eCllila4lf 11tlt3J11s1illM0>2 )w9?I, aR G-es vfwadqH ar fie e'Ii 1G Deliy2',a,'x!llled of lu aai HtllC'iRE:liNi LEJIftI.80083 h ftahsgm rdcoahrv. A:-,WAe IYt TODtad Npwosoipi:iltesalthkliq[aara?m Soot MlA'm[ilaly6(Sr.JtHltledi}[?IsiiSi[A:rres—ft)exwr PIAM TP't fti%*' Y"PM.Wfto aWi.OtaNs! esi;ro,Pss Imp iaP-1for's 4451 St. Lucie Blvd. f!itilostieflElija[ID?i?Ma}(lPd8i1!lB vmiti iJ CII)ln;s lHElti lieTltsS Dtll:IJAll t. Fort Pierce, FL 34946 Copyright D 2016 A -I Eoalirusses -Anthony 1. Tomho 111,1`1 Iteprodudion of this docmment, in any farm, is prohibited without the wrihen permission hem A4 Reof litusses- Anthony L Tomho III, P.L Job Truss Truss Type Qty Ply + A0151291 73733 CJ3B Comer Jack 1 1 Job Reference (optional) „t, luiu_, F� r =YF,, uublyllkw�a 1 ilubu.cutn Kun: 8.r1 u s may 18 2u18 f'nnt: 8.21U s May 182018 MiTek Industries, Inc. Fri Oct 12 14`.15:54,2018 Pagel ID:HSelToU9d7eaEKtzidgglfyTWE_ aNPhA115B2iZY1vDGOfp4AKJxMHOB_G 9QwzCTyU8kZ 2-11-11 2-11-11 , 2x4 = LOADING (psf) SPACING- 2-0-0 ._.... _................ _......... _............... _..... _....... CSI. _ DEFL. in (loc) I/defl L/d PLATES GR14 TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.03 3-6 >999 360 MT20 244/�190 TCDL 28.0 Lumber DOL 1.25 BC 0.30 Vert(CT) 0.02 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB '0.00 Horz(CT) -0.00 2 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 10 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 160/1-0-0 (min. 0-1-8) 2 = 116/Mechanical 3 = 45/Mechanical Max Horz 1 = 108(LC 12) Max Uplift 1 = -104(LC 9) 2 = -95(LC 12) 3 = -67(LC 9) Max Grav 1 = 160(LC 1) 2 = 116(LC 1) 3 = 57(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `'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-O.wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 1, 95 lb uplift at joint 2 and 67 lb uplift at joint 3. LOAD CASE(S) Standard Nalaar •Fines tiacxi i±q;talll7 t@9fItl;SES{S;tiil'}.CE EfatliUdStfCNDmpNS IGirCN;tU!El jStt€BiRIEDSN?51"i'O.kh eopIrtunisoil itid 1,111 N Ni1 r1i1104111 Ntmq DG{Ad:9!!F':'d3(T. Fi93tIL P.:.IF&ttAt!ifetl ItlFre as?. !' es1e!Stt.ist r.¢'dssNe7;D,aN. eLTsllxlness!Iain Sefllalii@dEFfti±IL'ilattlCiC,A19)R1iDt1!IA EAjlNftll SjtfO!YE3N1N1RE1?�N6T,I�$IaY•n5?;da1[Pditt(td1E4j'Fr?11.Ed'M11f3t1'4TttlrtMA=:MfBf W!d?i11A BI?1111311ifIMS dtjiE?dbi �?TD IBI(,P@dM IILI,IN?d?11j4tl1FSj1, IE9d�a13M t11; 14ewih' Anthony ' T. Tombo I[1 P.E. t&e lFl.�t lull Jt(WySltA:ajfi:dFlrs641 k!iKdtat G+sx:,lNi DrtEfs nlh [sdrylal tf;EtS}luiaj.,F.Y1Melt tat ll�,tpaF16t I1{,Ike lMFdf&IMFI e3dt13R±HS c1d IFhI. Tea ajytlial a1ity1i 61d n1htldt:i sd elf rtalf; laflFdSN itadliar. SIalGlt dF:.d'IFE 06d 6:r1i1y SStii e?itt (tE)i1112d"i� 180083 nsIFDBgPesiSnerasditefiaiw.SCast"Wiolft"M;A&PemiestidpdO.iaflksl+:IstitN1*1"MSehtfiafrtea:avl:S$pSit±ISyiHtadSMN.uf?landfxlexrdpidaxs.idrifl—Meugassi:lln:ticaldote?salti?i±suCe;:ptt,LauD'sq,111usFtatdinl,mn'hemiwtss 4451St.'LueieBlvd. Zt sIlsnist dd»edyfefteLa:lFp?edeyya iF!rih,Nky s;yF!1ul inlrtd.iei Lrss PtllpE,!tttl is R9i uttalrtpGelf�tr,!±ytclsyd?afayiFtum!ty keilGy.lil ujillliudlt;ascsndefittd it lPFl. Fort Pierce, Ft. 34946 -(opytiyhlV2016A-1 Rut Jrusses-Anihuay1,Tomhaltl,P.E. Repiodutlianallhisdammmlaiaany lorm;isptahihitedwhhautlhewtitsenpamisiianfremA•Iloot husses-AnthanytIamblli,P.E. Job Truss Truss Type Qty Ply A0151292 73733 CJ3C Comer Jack 4 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com' Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc.. Fri Oct 12 14:15:55 2018 Page 1 ID: HSelToU9d7eaEKtzidgg1fyTWE_ 2az30emjyLgQAAUPg5A2cOtOkmeQwRV804fXkvyU8kY -2-0'0 2-8-0 2r11-11 2-0-0 2-8-0 -3-1 4 LOADING (psf) TCLL 20.0 TCDL 26.0 BCLL 0.0 ' BCDL 71.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.68 BC 0.17 WB 0.00 Matrix -MP DEFL. in (loc) I/defl Vert(LL) -0.05 6 >643 Vert(CT) -0.08 6 >463 Horz(CT) 0.01 5 n/a L/d 360 240 n/a LUMBER- I TOP CHORD 2x4 SP No.2 BOT CHOR6 2x4 SP No.2 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at BRACING- I joint 4, 185 lb uplift at joint 2 and 29 lb uplift at joint 5. TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. LOAD CASE(S) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Standard MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance' with Stabilizer Installation ouide. REACTIONS. (lb/size) 4 = 53/Mechanical 2 = 410/0-8-0 (min.0-1-8) 5 = 53/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 4 = -36(LC 12) 2 = -185(LC 12) 5 = -29(LC 12) Max Grav 4 = 55(LC 19) 2 = 410(LC 1) 5 = 63(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown] NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp b; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extelrior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces &iMWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. PLATES GRIP MT20 244/190 Weight: 14 lb FT = 10% Wagon 'NowliesqururierrtDe`Ad 1t' lat.rT. arts ', r.E.I?I✓ertSlat iR rFHe: IlAss Ftta-mtlffiIFEtltTDDss'j Nsierroeeepr p:pksshali!e p?NtarHs iDD 1?ie aslid. ispSns Deslle Ferirx[t;l.?,Steudly Eacirs:;6?s?el 1p Oy IDDfertestOr.ttmpt-ellat pfpl?SIIBkd tat FEF'IBE IaepPISlAltnj :'w teskad tF s.e eTrus lepirld.A, TDD WleI.lia Tlll.Rte In't,—arlms, ladgwasom, sdAllf,I Anthony T. Tombo III, P.E. rd asedds Fass'r Bey lNle et!slkrespn�rhlih af;>e avo?efts Dxrisc?s!a![te9 p: lie kill?t Des pcsr,mPs mtl?ndlu IN 6?.A peltle ltr3ks'drmisxX ail le lf,t* dlk, IDD W s,tr1i 5, d6? 1m, IArsld::t.s?Ir280083 lre ke'e:Ft DFi rs?sat L•N?Ca! All asks selvo ib7DD sal lie pmtosuf Didl-01!hNig(s!Vaft Seatlais•ntlin,r(Sf)?FfN64 E?l W SKA errzlvuedh+ 3estapafti?. TV'.) r:.2aresrua5:43fiet cs'Was;fUl ss Dtriltrrless hsip"r Eapaeereal Tosstlatrletmitolm 4451 St. Lucie Blvd. ' i1t.H'A15e rE(i1EeArp(p>tred ptrletplAI IAVIIXtt At dlpMiK imdlFi lAtTlaSi(mlaEptntlrls XDr:x Iol:D!atCEstAn&, IrTrlaft)i`.?9Eet l?Ndofhrilhag AD ¢p.wR?A'xws trepa letorrINT111. Fort Pierce, FL 34946 (opyrithlD2DIdA-IRoof liosses-AnlhonyLlemboIll. P.(. Reprodurtion of ibis Josement, in onyburs, is prohibited without the written pemission floor A-] RoofTrusses - AnthnyL Twin III, P.E. Job Truss Truss Type Qty Ply A0151293 73733 CJ5 Comer Jack 20 1 > Job Reference (optional) oar 1.usses, ru:r rrcrce, rL , Nu, uestyntva Iwss.com Run: u.ziu s May lu z018 Pnnt: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:56 2018 Page 1 ID:HSeIToU9d7eaEKtzidgglyME_ WmWRbznLjfyHoK3bOphH9bPWrAwTfulHdkP4GLyU8kX -2-0-0 4-11-11 2-0-0 4-11-11 1 4-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.15 4-7 >394 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.43 Vert(CT) 0.14 4-7 >427 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MP Weight: 19 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 181/Mechanical 2 = 492/0-8-0 (min. 0-1-8) 4 = 52/Mechanical Max Horz 2 = 238(LC 12) Max Uplift 3 = -152(LC 12) 2 = -244(LC 9) 4 = -108(LC 9) Max Grav 3 = 181(LC 1) 2 = 492(LC 1) 4 = 85(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 3, 244 lb uplift at joint 2 and 108 lb uplift at joint 4. LOAD CASE(S) Standard i Vrueg-pleu@tineyMrinie, Ih'A 1170E Ill>SSrS SEtItlj fdNHAt TE1{I58(D6Pd11C5S(Islam IN:l"URK&e:DSNFIrW., (I[vu4Mx Aeriapl.fea!@u;F.E.M:rra:e1!'gt4S2es@. U¢lesntlenise Cried er iheTDD,sa U1Tr%e@Ieoulp!r'S99C::1¢SIII@fBe 19D1@%etlle.4!tllnf D@!Ygl llr[@Efp.e.Sj@eldir(ItlEe!fi,tl?@!¢I to H@T1DD!!pI@INI!f6c!el,.,%:![t lSe pr¢I?f!lel@I[f{'eFln@g eleree{IIIInrf4r 111 hIfITNseTeTr@!Ibnrl I1IAIDDe@Ir.Oedeel7FI.R1d!@ipn ni@ngmns, le t:epm@dun!, e.n¢Iilry p�}jpOtl T. o0 III P.E. H'snl this fmssfr'ey kiiu ielleeespxsikilApdF.e Ovwclle 0r@uiseR`s ltt!@geCune l'itlire gesigcee,pR:entl?'t el iu lA(,a?�T;¢ed lSe l@13Aa'dieg ule wd rdAl.ike%4us`: or Ile TOD West full me d6eTress,ind.64 Ea�%ym:ope,re'WhIt". and lmr:eg si?R!, Ira rz!pesCD'.hef y 1. tTom6mb IM di Eeg Des:ganM G.suea¢r. 083 All riles set vlhMeTD6 nl lie patiiesmd g'ilCteenflie petrolplms, IN e!3:IIess D'slgler,feessDrslgnrnyireralf¢ss Ya¢ro(@M:I; w. e{s 4451 St. Ll1CIe Blvd. ' @Efrl{l dfTiledFrarlil:¢a 9grli19i1111+@CIiq I]¢Ip¢r,:mim'dlei TSCTnsf Dmlgn F>311ter S9Df(`Rril 9p`I.MIgItf,IrT'f!{1jT:?9'@ji@etfd2pl'Idl]g. All uylleael mites Item Jelled 0111. Fort Pierce, FL 34946 w Copyright 02016A-I loot Trusses- Anthony 1.TomhoIII, P.E. Reproduction of ibis document, in any form, is prohibited without the written permission from A-] Root Trusses- Anthony I.TomhoIII, P.E. ' Job Truss Truss Type Qty Ply A0151294 73733 CJSA Comer Jack 1 1 Job Reference (optional) A-1 rcooT b russes, rori rierce, r!- 34ziqu, aeb!ynr`we ILIubb.wnr 3x4 =8 7 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:56 2018 Page 1 ID:HSelToU9d7eaEKtzidgglyME= WmWRbznLjfyHoK3bOphH9bPf4A_NftnHdkP4GLyU8kX 2-0-0 4-3-11 2-0-0 2-3-11 6.00 F12 6 3x4 = 5 2-0-0 2-0-0 4 3x4 = E Ca T LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20!0 Plate Grip DOL 1.25 TIC 0.26 Vert(LL) . -0.01 5-6 >999 360 MT20 244/190 TCDL 28!0 Lumber DOL 1.25 BC 0.18 Vert(CT) --0.03 5-6 >999 240 BCLL 0!0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.00 4 n/a n/a BCDL 710 Code FBC2017/TPI2014 Matrix -MP Weight: 22 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORDI Structural wood sheathing directly applied or 4-3-11 oc pudins, except end verticals. BOT CHORD, Rigid ceiling directly applied or 10-0-0 oc bracing. cross bracir%q be installed during truss erection, in REACTIONS! (lb/size) 3 = 108/Mechanical 4 = 117/Mechanical 8 = 195/0-3-8 (min. 0-1-8) Max Horz 8 = 82(LC 12) Max Uplift 3 = -92(LC 12) 4 = -48(LC 12) 8 = -72(LC 12) Max Grav 3 = 108(LC 1) 4 = 121(LC 3) 8 = 195(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-194/286 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8, MWFRS for reactions shoiwn; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 3, 48 lb uplift at joint 4 and 72 lb uplift at joint 8. LOAD CASE(S) Standard tinuq rllesetlrnrdHe rzeiratie'41 loot filmS3C'!i IIILlS (USFJX(AR:I'; SAitl[A:uiNEXi in�iei(1lesi;e inloden aadrt^dapl sal lhisi.fss De zs Dran,y(ir nt Rt dn'irelT. ieaba Cl, t.E ldnlml4 tila-e lsl Udess plbe!+iu noldle tieiDD,op:1 iATfi.,do, :nes A111e 13111111 TDD Out nUd. 1,0w Desiin f sirxnpz, Sgennitl Grirex;,Sde reef la To ITT fd lbyratessnnei ral:eeetlor reyeesiilintat2e lfs:�!ethh rp lTns dry,afh:mmD ail, endnTliT Ttz dfs:pa msmprlols, ofd:eDulErnws, slDdiiry Anthony T. Tomba IIi, P.E. asd m'A%sT'nfur.q lefflae It lt-'?, `tua.lf the 3-L, Ue O.pfislal.solfe alrtie lf&I omil.`,.ft unno If tL fi(,de3;WMe holW!CgEat WKI. Tit pspWa the TOD ladle field a,146,rnss.m!teur; la.S'F�. sa:gf, iestlln!el ud t ;J sbAile to mrrnbahei z80083 Iih d'":6'4DDf5,YR`I4[<ADIaa`L.ef,l5iei?3i ie lleTDDand lot r1871(139l dad le Slfli. rll(rA1d sent Sdery e:ne!inR(Sf relDsEM 11 TH A SKAnerrt!Wf!3eee!n!Da:lwL IN ohliolnupmb"Imt.46.1.If,LIT!ISS Drstpur,bui, D'so Eapaensad rmss YET'A .ar mess 4451 St. Lucie Blvd. FIEei#lfl dffilfdfyail>f:W e�flfd 911419%'ralAr li ell ren:Ef it�:;lli Tit TleSi.fS: rirelffii'�Lrneill:dti]Sf5:jlie,lli,ISS�jS`fa Eay lflr2cal SrilLaq. di c�s:;wrn>dx!as nets def,a¢a Fort Pierce, FL 34946 Blvd. (oppiUhlCil2016A-IRooEisusses- Anthony 1.barba111,P.E. RepmduotionofThis domment,inany form, isprohibited without The winenparmissionfrom A -I Roof Trusses -AntbonyT.Tomb III, P.E. Job Truss Truss Type Qty Ply . A0151295 73733 CJ5C Comer Jack 4 1 Job Reference (optional) 4—e �wl i Pusses, runt Pierce, rL swawo, aesign@ainruss.com Run: 8.21u s May 18 ZU18 Print: 8.210 s May 18 2018 MiTek Industries Inc Fri Oct 12 1415.57 9018 Page 1 , 2-0-0 ID:HSelToU9d7eaEKtzidgglfyTWE_?y4ppJozUz58PUeoxWCWhpypvZITOI L?RrO8epoyU8kW 2-0-0 2-8-0 - 43-111 Dead Load Dell. = 1/16 in I 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 0.38 Vert(LL) -0.13 6 >448 360 MT20 244/�90 TCDL 28.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.22 6 >263 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.06 5 n/a n/a BCDL 7.0 Code FBC2017frP12014 Matrix -MP Weight: 20 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and requi7in cross bracing be installed during truss erectio accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 152/Mechanical 2 = 498/0-8-0 (min.0-1-8) 5 = 86/Mechanical Max Horz 2 = 238(LC 12) Max Uplift 4 = -117(LC 12) 2 = -204(LC 12) 5 = -40(LC 12) Max Grav 4 = 152(LC 1) 2 = 498(LC 1) 5 = 100(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 4, 204 lb uplift at joint 2 and 40 lb uplift at joint 5. LOAD CASE(S) Standard WerweP-rle4srtlra4rPN.rnin!i5e'A1Ig0E IBL"5s5('ifttEP'16[fi?11(TftNSB(f@i¶EYS(USIiIN1:Iil�l A(kMGPrtE3:iNFMi INz TcAp 7Rtlp palO:IifS salf!^An>>t!LI!n!Insi if:_�)InrfeylPf�1 LkR AFtlt<PT, Teaeas;P.E.Idbeat SPro!wreL Y.UeI:Se FMerYf!e slate(lEtlelUp,r�:p I UPTtht "r ptru sbMl mlin lb 1911 W-Oil.A.D., NIP ftplren(ie.5:evltt 6uRaePl.tl!sedaanTTIM mpresedt a4sa-,rdmarP lte irdRsslead era eRe;lre aspRatll let �:Iledn!cat?IFasagePa!serP:Iel artlelUPadt, vtla il-1. TiA hes> xnmpllns.IredagaaClnv4s, nilRdiliry' Anthony.'Tornbo 111 P.E. nn,dfaa E:4ss[R!ael161C.4 is lye topnnlilmdt:ea—,th OreiseAhai ed,;vA,r lie Pnlee4 Unigra•,q:iemIsOd6e lR(,�a iE.aedeee WO! toli:e;e!/mlK1.le iw.ns'a th 05sA lB!UtII w Otte Tress, isd'RW-4sR"epaZ F,1"t0fda-i Walsislite rLP.9"ii:S:t.,d Y IEe r<:ee Jtst ,'erd (rtraas: dh rats sdw!:4th TDDxd lx s,Mi[eswi ie IiR:t d!P:hills [a¢ aed Sale idernrnea{PCf,: RNIsPeD TPI ate SPCAmereLretaahe 180083 P g+e P §e - 4 f h 1 % 3e rd�!!eta!_1P�1 Eeiu.3nttsµ^r4'nese49lT>nd!lel.a!Resiptt,T!ets Iles!ge iagiseresf lnupaxla^R::r; n'ess 4.451 St: Lucie Blvd. ale�4iu ePtiee!!R a{4llscl atreeP Rna n vtitiry PP dl PertirS in:?ee! 15eTross Cese.;agiaen is 7CE wre PnI,�PCRslgver, n isess 5p5'!m fttieer dmy lailt�aP. All w"a;r!6 R ws ne as Pelael mlPl i. topyright(02016A-Iloaf Trusses- Anthony T.Tomballl,P.I. Reprodu don of ibis disurnini, in opyloror, is prohibited willicut the wrinen permission from A-] Roof Trusses -AniM1onyT.Tomto Ill, P.T. - Fort Pierce, FL 34946 Job i ` Truss Truss Type Qty Ply A0151296 73733 D01 Monopitch 1 1 Job Reference o tional A-1 Roof I Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:57 2018 Pagel ID:HSeIToU9d7eaEKtzidgq 1 fyTW E_-?y4ppJozUz58PUeoxWCWhpyihZEZOL?RrO8epoyU8kW -2-0-0 5-8-0 2-0-0 5-8-0 1.5x4 II 5-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20�0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.10 4-6 >649 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.09 4-6 >703 240 BCLL 010 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 710 i Code FBC2017/rP12014 Matrix -MP Weight: 30 lb FT = 10% LUMBER - TOP CHORDi 2x4 SP No.2 4) Provide mechanical connection (by others) of truss BOT CHORD 2x6 SP No.2 to bearing plate capable of withstanding 183 lb uplift at WEBS 2x4 SP No.3 joint 4 and 254 lb uplift at joint 2. BRACING. 5) This truss has been designed for a moving TOP CHORDi concentrated load of 200.01b live located at all mid Structural wood sheathing directly applied or 5-8-0 oc panels and at all panel points along the Bottom Chord, purlins, except end verticals. nonconcurrent with any other live loads. BOT CHORDi dir Rigid ceiling ectly applied or 10-0-0 oc bracing. MiTek recorPmends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection, in Standard REACTIONS!. (lb/size) 4 = 271/0-8-0 (min. 0-1-8) 2 = 522/0-11-15 (min.0-1-8) Max Horz 2 = 261(LC 12) Max Uplift 4 = -183(LC 12) 2 = -254(LC 8) Max Grav 4 = 374(LC 27) 2 = 522(LC 1) FORCES. (lb.) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORD NOTES- 1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; poach left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6i-0 tall by 2-0-0 wide will fit between the bottom chord, and any other members. xndq � Ihref6unptir a!1t+t1e'.�I r7D'c ntiiiS SEE1fi16fn3A! rE1kdS 8 (D4iSiICSS (1Si7NS St7� ; t(tt:IDrr' uWEB� Itez pFlp itupt pwtaelars vd rzep dal?; n tlis Lrss JF:pe Irr+s.:p{FCY trP I[ dtriufL rsaeis D, r.E-relutae'!ri!aa�e ss. Ud�E ctlenist vad tetlrT0D,47'p tt. M1TtiotnM p:r.,Ssawn to oudhr ke DD isuteiid.As,Tem: DmiptRoom (I.t.Spt:tiq burxt;,orutlnnep TDD upesulsuaas!a:e A lit peal:s9ttdux-re lc •speEsiMaj �r In, ).spool IU s:c FT Op�otd to ae mo ovp.eater-t.I, Imp, o—pntu 1-1"iIutmxr, s.Denlrp- Anthony T. Tombo tit, P.E. C.A esld INS I ss i' lflt hniep is th.p kldy 01"ME" k 0.&, F.A Et eat. Ike Winn Desiprtr, ne�l e nd d(x lKa '. u10 Ir k:Y We 1KI T p,.tad �dth 1OD �ield t,, di» T... itaeom 69:6L SIr,1F, Shida ue ta,. iSS�IT?':11t!p9S3 ��M 1} 980083 Ile k+ftM. era f:�a:te. V Wo sded t @e TDD aad Im prod¢. .1 phl t s ,[tat e.l[ei Se,ry (l(sn JdI A ep TA ail SF[A cord: attahe pe re3 n:aue_ [k &.6 V4:TIe5l Des p er hos Dap 9. (crp.ned h a;nmu 1FTI tEDrxs'ltRSpE9s:Si nef na inpit•.ucaa rrns ua�ltaH:r; w!er. 4451 St. Lucie Blvd. Zt tiff^XIStddltFll'fat8d�tatjtlideie•11%'ImBpl)CIIpN�KIEeetl.TiETeOiSCSi12aT9jletlfly'�DTk�'d?NdipFi�pAtf,l(TnSSTj!9Eep11?t(G®JhaI�l13.{II(Gp:v:�I?S't,'rlItftGSlPlidNiSTPII. FortPlerc*e,FL34946 (apprighi©2016A-I Roof Trusses - Anthony T.Tomhoill, P.f. Reproduction ofibis document, inany form, isprohibited without Merineoperm4sianhomAARoof Trusses -Anthony T. Tomb 111,P.E. Job Truss Truss Type Qty Ply � A0151297 73733 E01 G Half Hip Girder 2 1 Job Reference (optional) A-f Kom f russes, ron rlerce, rc 64a4o, oeslgnLallruss.com Kun: S.zlu s May 18 Zulu runt: 8.21u s May 18 2018 MI I eK Industries, Inc. I-n Uct 12 14;15:58-2018 ID:HSelToU9d7eaEKtzidgg1fVME_T9eCOfobFGD_1eD VDkIEOVgBzZc7jga42uBL -2-0-0 7-0-0 9-0-0 2-0-0 7-0-0 2-0-0 7-0-0 9-0-0 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 0.99 Vert(LL) 0.08 6-8 >999 360 MT20 244hbO TCDL 28.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.11 6-8 >989 240 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) -0.01 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 53 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 825/0-8-0 (min. 0-1-8) 5 = 994/Mechanical Max Horz 2 = 317(LC 8) Max Uplift 2 = -489(LC 8) 5 = -1018(LC 8) Max Grav 2 = 825(LC 1) 5 = 994(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-724/485 BOT CHORD 2-9=-499/486, 2-10=-520/510, 6-10=-520/510, 6-11=-550/536, 5-11=-550/536 WEBS 3-6=-709/788, 3-5=-1137/1168 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 489 lb uplift at joint 2 and 1018 lb uplift at joint 5. 8) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 439 Ib down and 481 lb up at 7-0-0 on top chord, and 368 Ib down and 647 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-96, 3-4=-96, 2-5=-14 Concentrated Loads (lb) Vert: 6=-351(F) 3=-308(F) NEmap Paa:t raate}5>j tttkta P.e'A t)TTICSSIVS!ti'r';MIDI I(AID JAlOWN'Tle.. rest,.&sgnyxtzLta: end resd vths tt riffs?ou 4e ya dtxieg,544tLafat de.oat T.iaa3a 4'.P.E.It`.aeee Slttl4erae 4v hE:ttt q'aNviet stttt$LutklC4,selr NdLtsmuefq dtatts sH!Ikssedh{g214:hle lu'it Asaltess Cerse rarner(Ie.S!tr:7+Ee7iaa�lle sederr�y [v9tv�tsssmaaerhetttltM pRhsrter: e�daeela7«s!cmrib'ilrk114ed?SIjL iI f825 4Ii rfP:Sd:Pi,^.LAt8�621:�J 02I(, tkdM IPEI, TIL dtSis. ncoxp`t s,:cad:al;sei;iw tr:S Fh, Anthony i1 Tombo 111, P.E. 'I'lid Nisinss la or tzisA^y is aFEx 6sy efrse 4+s4tt,t9i Ortti �ee,haisd egtel et dtdwaaT Cet tna,id rse sLriaei tlt 1141ht 4: ttdtkleul Bal;dnj:titadrtlA,latappo al Alb,10aed offolf st 9Nloss;W4,;3Ptlq,, sWilo Its'0Wmal1,u+g still Do psa2!xroi4il'ta' ;"j 80083 ttl P4dduT 4eeirea aed fntllY.lte. AII4atsseeleh 52TE4 eedw".e EML.dt etd rgWi!E!S0.AeA3Y:d�'r9IDEiLFa SLSR1 IHIatE'A1 Ti1.T,)E4)W:dEy!FIed SETA aL fcattitdhrgeettd pida�e.T!419e'ats6ts<s$>9519�I::`:M Ql i�ll911iillT:Yt1 see!CtC,?IeeI C'!3!33 SeSIttFf AdlliFf SIIAEIGI�%a, i6leif 4451 St. Lucie Blvd. ' ttta.:uddiatOye(edhrt2;teedryretri'�gkyaipafieshnbed`:liLis:4eslpFghzttis�9tlitreil6tf4esiptr,x ardrsitie.Erlh2 elLrFh IGy..yhsplaladL•snsaeeydsrrctfht%1" Fort Pierce, FL 34446 (opyright P 2016 A -I Roof Tresses -AnthanyE,TomAoIlk, P.E. Aepisdurfiandlhis dssum±ni,inany form, ispsnhihiladwdlhoolhertitteoPei missioadrosnAIRoof lrnsso- Anthony LTomb III, P.E. Job I Truss Truss Type Oty Ply A0151298 73733 FB01 FLOOR 1 2 Job Reference (optional) A-1 Roof 1 Fort Pierce, FL 34946, design@altniss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:58 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE=T9eCOfobFGD_leD VDkIEOVxuzWO7Zva42uBLEyU8kV 3-9-5 7-6-11 3-9-5 3-9-5 3x4 II 5 10x14 = dvdn = 3x4 11 LOADING (psf) TCLL 4010 TCDL 22i0 BCLL Oi0 BCDL 5i0 i SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.56 BC 0.79 WB 0.98 Matrix -MP DEFL. in (loc) I/deft Vert(LL) -0.04 4-5 >999 Vert(CT) -0.07 4-5 >999 Horz(CT) 0.00 4 n/a L/d 360 240 n/a PLATES GRIP MT20 2441190 Weight: 93 lb FT = 10% LUMBER- TOPCHORD 2x4 SP No.2 5) Hanger(s) or other connection device(s) shall be BOT CHORD 2x6 SP No.2 provided sufficient to support concentrated load(s) 160 WEBS 2x4 SP No.3 `Except' lb down at 1-8-3, and 160 lb down at 3-6-11 on top W1: 2x6 SP No.2 chord, and 1003 lb down at 1-6-3, and 1003 lb down BRACING- at 3-6-3, and 1003 lb down at 5-6-3 on bottom chord. TOPCHORD The design/selection of such connection device(s) is Structural wood sheathing directly applied or 5-6-0 oc the responsibility of others. purlins, except end verticals. BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS. (Ib/size) Standard 1) Dead + Floor Live (balanced): Lumber 6 = 2527/Mechanical Increase=1.00, Plate Increase=1.00 4 = 2817/Mechanical Uniform Loads (pin Max Grav Vert: 1-3=-124, 5-6=-10, 4-5=-310(B=-300) 6 = 2527(LC 1) Concentrated Loads (lb) 4 = 2817(LC 1) Vert: 5=-1003(F) 2=-160(B) 7=-160(B) 8=-1003(F) FORCES. (lb,) 9=-1003(F) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORD 1-6=-1979/0, 1-7=-3759/0, 2-7=-3759/0, 2-3=-3759/0, 3-4=-1885/0 WEBS 1-5=0/4125, 2-5=-734/0, 3-5=0/4125 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Refer to gi�der(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Yeiaaj Biwu3a+ca}slptn!aw dt't; t[CF it0SS8; Ss» it";, y€8l i€i i t4CHD!R)XS (Dft9Ns"Eq!EI'; S:Xs�dl(D5k€51':`ma. To* hvvp vset?es "I W wts nleisTrxs pttip 1tu q;,.Vkpd n: k5m T.Ina3a 11U1. tihweSk,etiehn ase. UeExe:nevits re!ei to E t D, zah lEIT[j LR9tt'H pidts ¢E@i tt a,Fditt S. in Ishio.l. As N±,, Nss.a TIIjanrl(t <SBt¢.!1B�?Ei; ME±EF:nwp T�}I¢jreiAT3 as f'.(?piF¢t.9 0' 'elt5itt53 Eajn tl tj tsjea3.gtl d'¢?siajit iiF¢B ltplttftt0'i i $IEia, tlNt(:ni in !ES!jF ESiFZB'[d5 i 3lSij'6N.: t5., Anthony T. Tombo tl:, P.E. tFdsaAlEislr st lzr cB jafragis!!"n,pm3a'n!dlae CrEt=.,YzCxFt;'s nlia+:nlajtetxPnSz.3ss+:n:r^?r, �ttt!u:frs �Elir,IM iEtaE{ia kanl trlltt3 nseolifl-I, Re afB"+aFi$4>.7:9aal ws kelltE<de it ss,ttt'ia»isnS, sUiwe.a:Ea cd4:xtq siall ». at�emsi:il'} F! r80083 d:t.iilVFj Cssiptr mlftetrslFt. Al sales setaq �a±iEit FudEkpEacta aN yrs?:xts aids takgtar.Ba¢tes SaY.f}lFfttzx:Fa(.31fp>?sit) i.TN aFl Fjtt ge; srennd'x g¢zrdjaiiFae. i?Id!?!ars�n!<spsssiel';ts nl fi,Eizs af7e L•attC¢s�xr, aav DtsyF Tyiseu aaf €rass �aw(Fr'rzr,w?tss 4451 i Lurie Blvd. zt tAtl*riRldMli.ejFnGts ajiNl ap�gEta!iFa;79 pZfitS i1Ai!tl. iie71EF¢Dtsiye TcpE•eE¢is h4i raddllhgP^;1£tGe?TfaeS$rel¢R EejiHmafaIITlxildtg,kiFa7ilalii:X E>.;ns tte eslefiaFE u?N 3. for:?{erce, fl 34946 (c s blCE2R16A-I Roof frosses-AetImmyT.TombeIII,P,E, Rs todunionnff`isdatumentinan'form,ispokibitedwilhooll exritten ermissionfromA-IRoafTfusseS Antlma tl040111,P.E. RYs 9 P r r F Y Job Truss Truss Type Qty Ply A0151299 73733 FB02 FLOOR 1 2 Job Reference (optional) !!-tot, Fuel rrE!Uto, FL . V40, ueslynLa rtruss.com dun: ts.ziu s may its zuits runt: 6.ziu s may iu ZU18 Md I ek Industries, Inc. Fri Oct 12 14:15:58.2018 Pagel ID: HSelToU9d7eaEKtzidgq 1 "E_ T9eCOfobFGD_1 eD_VDkIEOVyLzYO7dMa42uBLEyU8kV A-'7_-IA d n n s s I 4-2-14 3-9-14 2-3-8 3-10-7 4-2-2 Dead Load D 1.5x4 11 3x4 = 5x6 = 1.5x4 11 5x6 = 16x8 = 2 3 4 5 6 1I— N 2 N, All N1 3 1 W4 B1 ED U—B 13 12 11 10 9 2x4 11 6x10 = 4x6 = 2x4 11 2x4 11 8-0-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.12 9 >999 360 TCDL 22.0 Lumber DOL 1.00 BC 0.66 Vert(CT) -0.20 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB '0.76 Horz(CT) -0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 *Except* B2: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W4: 2x6 SP No.2, W3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7 = 3349/0-3-0 (min.0-1-8) 1 = 155110-3-0 (min.0-1-8) Max Grav 7 = 3349(LC 1) 1 = 1551(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2986/0, 2-3=-2986/0, 3-4=-5065/0, 4-5=-5527/0, 5-6=-5527/0, 6-7=-2326/0 BOT CHORD 11-12=0/5065, 10-11=0/5065, 9-10=0/5065, 8-9=0/5080, 8-14=0/533, 7-14=01533 WEBS 1-12=0/3127, 2-12=-492/0, 3-12=-2352/0, 3-10=0/638, 4-9=-715/0, 4-8=0/960, 5-8=-469/0, 6-8=0/5400 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc , 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) The Fabrication Tolerance at joint 11 = 10% 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc'and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2521 lb down at 15-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform 'Loads (plf) Vert: 1-6=-124, 7-13=-10 Concentrated Loads (lb) Vert: 14=-2521(F) IT. =1/16in 8 14 A 5x12 = 4x6 = 18-4-1 4-2-2 PLATES GRIP MT20 244/190 I Weight: 209 Ib FT = 10% sswiq-Nens 0aagldr refua tie '& 1100= IJUSSIS(7111116119111E11IS A 10i6mals lean. VIA deep po ietten and red edn"or boss oes p3 Draw[] ITf4; erkd* l!tlieepl. forto Di, 1.1-1deuae trees khtre use. Uslus Nhnise 0011 who IDD'.)r NJTeku!e3!nrjtes 51311smseftmr Ds IUD It he 04. AsuLns Desip hplttu{L!,$ealdtr hgiEe!r;,tl3s!dn ollDO rgrneeisa IX[Fru;f[itllpui$3111c11Ey'eFeeley Rfreesllllar iJf 011Ef!;11=1EEf�,�aETf!!S dtg>n!dus Oe IDD odr,usier 141.1E!d!ppn3!opn!es,l!rl:elwNmes, seimniry Anthony. Tonitio 111 P.E. ml usedais fose5e ray lulldieo is tie respnnitiq IIILOx!u,0E0.1ssvltudoeb or lie kilt] Millar, Mitt (trust It In iN,h!d! uf.0 dlit I.[gvle ad MI. Tit gpun'.dthe IDD sad on,field ere a free Tnss,i ddli Win. trolls, losIAMI at 6nr:q Hits lie mpaiid¢d Y:i8! Rd":6sp0es�pe All ..Is sEl s wi:a ltl IUD ed In p oltioncoll Pill or Ike fenra�m Soleryl'a;neAe!;t(SfplGs&d4r In and IRA ne3elnettedfrs penal Pt—TP,I deiki1ereepm �Ishis 1dwUesdM3lass Desiper,isuss Desps biinxreeni Net M.n0083 sttm!n,a'ess 4451 St;Lucie0083 Blvd. eSUNalefieedlpo(a:d:otlq!eedmieanmifirpAldlpediEsindutThe iressDeslpalgiaeefirACTNAa!d;apCn;per,erTn<sSyYeaEge3ero':®plailliay.Allg7uotdkizsotodthuJI1111. FortFferCe,FL 34946 (opineiabi02016A-I Root Trusses- Anthony 1.Tombil III, P.l. Reprodudionofthis document,intiny form, ispiobiblfedwitheutthe wriueopermission from A-IRoof Trusses -Anthony LTombeIli, P.I. Job Truss Truss Type Qty Ply A0151300 73733 FB03 FLOOR 1 2 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:15:59 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= xLCaD?pDOaLrfooA3xF—nE185Nxts5UjJidktgyU8kU 4-0-8 7-4-7 10-8-6 4-0-8 3-3-15 3-3-15 1.5x4 4x8 = 4x16 = 3x4 II 3-10-12 4 0 8 7-2-11 10-8-6 3-10-12 0-1- 2 3-2-3 3-5-11 Plate Offsetsi(X Y)— f2:0-5-0 0-2-0] f7:0-5-0 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 2210 Lumber DOL 1.00 BC 0.45 Vert(CT) -0.03 6-7 >999 240 BCLL Mo Rep Stress Incr NO WB 0.64 Horz(CT) -0.00 5 n/a n/a BCDL 5!0 Code FBC2017/TP12014 Matrix -MS Weight: 140 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 W3: 2x8 SP 240OF 1.8E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD, Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS: (lb/size) 5 = 2293/0-8-0 (min.0-1-8) 7 = 2989/0-3-8 (min.0-1-12) Max Grav 5 = 2344(LC 4) 7 = 2989(LC 1) FORCES. (Ib Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 1-9=01701, 2-9=0/701, 2-3=-2282/122, 3-10=-2282/122, 4-10=-2282/122, 4-5=-1239/8 BOT CHORD 7-12=-507/0,.6-12=-507/0, 6-13=0/301, 13-14=0/301, 14-15=0/301, 5-15=0/301 WEBS 1-7=-769/0, 2-7=-1819/0, 2-6=0/2694, 3-6=-312/0, 4L 6=-154/2243 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 - 2 rows staggered at 0-9-0 oc. except 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Concentrated loads from layout are not present in Load Case(s): #101 1 st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load. 5) 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. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 164 lb down at 0-2-12, 160 lb down at 2-2-12, 1198 lb down at 5-8-8, and 1198 lb down at 7-8-8, and 1198 lb down at 9-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8 LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 1-4=-124, 5-8=-10 Concentrated Loads (lb) -2 Vert: 8=-164(B) 11=-160(B) 12=-1198(B) 13=-1 198(B) 15=-1 198(B) oc, 2x8 We!eiq Pleese durydy rerien Ik'1-1 rDG;-nJSSES SEIIEe'T GENEIiI rErNS B (Dp iIIL5S f7StORj : 't]'; d(1d[ �D NEM'te!t lerAy deli;r;uroelvs mdrea mtst n lois lmss Or y, ln.i'j jTDD-; rd l"6uyl.le:laid, r.F.lderem 31�s lt'.ee ne, ides.$.- se 9dt1 rr, 'TDD,se'; idlT,ksrvessw�sxssldi;a rsed6rk13Dbh,Ad. FstIIm Desgr 6yt!xnfl.e,Stt'.id1; 6FIux;,na:dnnrlDDrepresulsauus'Na;e sl3Se;m6tsUecl su;owi.fres;erslliN(bt lle Jespe;ll 1,.s dapi:!l wk, TOD aelr, ndttlr41. 11e E!s:�nsra;curs. iere:cano$nns, s.iwarr Anthony T. Tornbo III, P.E. FA ne dsts lms`lee re 'r llire is lsrnstflOr 0 N O. u.Mt0-,'csd'M'dcue or tee rulfirp Desire,®N%W dice l¢L9e!S( ad A, Ted tAujud! vd K1. ih Rymd d!ee IDDM gNO! uedlieiw,udrfiu ku,10%snry1,irst.11th" nd Errtiep MRla k—'wj.04ft'f 2 80083 ua1w.f:ep9es!rx dU", .u.AI:u'es s0w!:t ne TDDM la<y!atnes©d;vd0nss dth 11ftsy(agpceu Seery IaamOiaeB(Sf pthst;Ael rend SKA wduuds'penalpadnre. 1PF1 ktixstettsyc3.6A:hes s4fbntseitl!rss Deepsrc,l!sss DesigeEapnserend rnss Mnadr;'e!er, u:es dixdsdsfrtl6 oGvzde te9e aux'm!t 1 dl ukesin:{sed.l6einssCed Ea seer isNCT"wer$:Aa "ts, asr,rtTa<s5 s:ex- i!erdsa ieil$a.IDs 1?lhrasneetdeboelinirfl. 4451 Lode y r n u r r d• 1 r w r 1 a�-Fort Pierce, 3494e, FL 34946 lopyright02016A-I Roof Trusses - Amboy T.Tombo111,P.E. ReproducTion dthis document, in ony form, is prohibited without the written ptcanission from A-1 Roof Trusses -Ar.1fiony L Tomb 111, P.L Job Truss Truss Type Oty, Ply 73733 FB04 FLOOR 1 A0151301 Job Reference (optional) � — , eu Mun: 8.210 s May (u 2018 Prins: 8.210 s May 18 zu18 Mi-Iek Industries, Inc. Fri Oct 12 14:15:59 2,,018 Page 1 ID:HSelToU9d7eaEKtzidaalfvTWE-xLCan?nn(1al rfnnA3rF nF11%/nhinc9A; HAVt yU8kU = 1/16 in' oa w n az w n 11Jx14 = 06 = 4x6 = 14 5-5-15 1 7-2-7 1 9-9-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GR P TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.12 9-10 >999 360 MT20 24�/190 TCDL 22.0 Lumber DOL 1.00 BC 0.67 Vert(CT) -0.21 9-10 >707 240 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(CT) 0.03 7 n/a n1a BCDL 5.0 Code FBC2017rrP12014 Matrix -MS Weight: 157 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 'Except' W1: 2x8 SP 240OF 1.8E W2,W4: 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 7369/0-8-0 (min. 0-3-1) 7 = 6503/Mechanical Max Grav 12 = 7369(LC 1) 7 = 6503(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-5215/0, 1-2=-8663/0, 2-3=-8663/0, 3-4=-12644/0, 4-5=-8671/0, 5-6=-8671/0, 6-7=-5171 /0 BOT CHORD 12-13=0/631, 13-14=0/631, 11-14=0/631, 11 -1 5=0/1 2644, 15-16=0/12644, 10-1 6=0/1 2644, 10-17=0112644, 9-1 7=0/1 2644, 9-18=0/12644, 18-19=0/1 2644, 8-19=0/1 2644, 8-20=0/613, 20-21=0/613, 7-21=0/613 WEBS 3-10=0/2412, 4-9=0/2374, 1-11=0/9437, 3-11=-4809/0, 4-8=-4785/0, 6-8=0/9436 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been'considered for this design. 4) Refer to girder(s) for truss to truss connections. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 441 lb down at-0-0-2, 1198 Ib down at 0-11-14, 769 lb down at 177-14, 1198 lb down at 2-11-14, 769 lb down at 3-7-14, 1198 lb down at 4-11-14, 769 lb down at 5-4-3, 1198 lb down at 6-11-14, 769 lb down at 7-4-3, 1198 lb down at 8-11-14, 769 Ib down at 9-4-3, and 1198 lb down at 10-11-14, and 769 lb down at 11-4-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads '(plf) Vert: 1-6=-124, 7-12=-10 Concentrated Loads (lb) Vert: 12=-441 (F) 1 0=-769(F) 9=-769(F) 11 =-1 198(B) 13=-1198(B) 14=-769(F) 15=-769(F) 16=-1198(B) 17=-1 198(B) 18=-1 198(B) 19=-769(F) 20=-1198(B) 21=-769(F) wom),rwit fvitgItylot.ot'l1;[WHICSSES{SR(T, OEM IRAs t(CdDC12gi (Ct(CN rC!(Ijr(GJ•p1E0Ek"Ii":YA YmN Al!'"Pme!fn Md ml WtS it 64 Tnss Delp Nt7Rgi3OD)0f!hiInWtT.Imh RI.P..Wan Net strut 3n.CM1e6:"u!xis4 sm'W"N IA tai. i Niieteaattaa Ades sie:t Ye r,�(sryt lD?leke oCit Ssa Lea CeMea (ag eer¢.e., Slena rEopaeerf:Hnetiwrxy tr9ttryettayswa:ttrlrtudksxtleteuea!a iltet tnpusi54ihtir!4; dtsgt el �x siolleirnid:piuedrt'kel;O tetr, teltt llN. fil dnfr¢nso>:!';ras, 1¢elur mIttes: Mr*I ty AnthonyI. OR7tO II? P t¢d"'d tus 1.55 111Gi+'.�dl isbrei M:%`„bthiisGS?S', lit 0-tv'e MEtntlill tfst LA1*1 net f,oK+etic"..IEiEt Klit 1944tt lt(¢I mllu:td ml III.), Its rvxl0,�t 1:0¢¢d kld:tetd 14 Teuf; n(`oe- WIN Morse. SttiMa Id p:i(il AM It ttS Sitit'l Pe, T t7 � P.E. 7 a! r� '9 8 g• ram! ! nr a"! r i. i :� I.80083 0n][3 dl I.IIdi/l D341gSfe ¢1drldfT]fI..(IIAdn fd IM 9' T. [�IQf letCMM red Qkdf.cFiM <A iSi rA.idfp ldS7Seed SAetf Idlfeasaa(MCpilifltd iy iry tad SNd at rtExe¢n! Eu(Mcer¢i r.idmu l°4l ddnas Me n.aaui411';esmd 9drzs d htLsss ws�,r.^r,?nu Gesipn (tMrcett a¢d itax rdnet¢fica,w".ne ' cIDasistldhedlr¢iahrltptebrceldei=inkyGrelitsh!dld.latLastDtsi;t16{�ttt�is66ilitrailliatAttlgtaf.MiniSnteufalat:rdtp8dlfieg.dalibliitdllrafsrtndtfietdatp-i. 4451 St. LUCle81Vd. ♦ (eppigM1l 02016 kt Raat husse, - Aedkony T.lcm6a III, P.E. 9eplcdutliun of Ih(r dotumeot: is nnp (eim, is prohibited wi(Eoul IN wtfien petmissioa Imm Ad Roof Gasses - Antfiory T,Jar6u III, P.E. Fo Pierce, FL 34946 Job Truss Truss Type Oty Ply A0151302 73733 I FBO5 FLOOR 1 2 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com I I 1 4x6 = Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:16:00 2018 Page 1 ID: HSeIToU9d7eaEKtzidgq 1 fyTW E_-PXmyRLgmuTiiGyNNdemDJRaHZn NrbiltXMNIP7yU8kT 6-11-7 , 1.5x4 II T1 W1 W2 W1 ! i y B1 4 3 4x6 = 1.5x4 II &11-7 6-11-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.55 Vert(LL) 0.00 4 "" 360 MT20 244/190 TCDL 22.0 Lumber DOL 1.00 BC 0.09 Vert(CT) -0.03 3-4 >999 240 BCLL 0 .'0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix -MP Weight: 73 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS � 2x6 SP No.2 *Except* W2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-11-7 oc pudins, except end verticals. BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4 = 435/Mechanical 3 = 435/Mechanical Max Grav 4 = 435(LC 1) 3 = 435(LC 1) I FORCES. (in) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=403/0, 273=-403/0 NOTES- I 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. i LOAD CASE(S) Standard �`era=y �Pwu3±!ulilJ ttttt. tS: �SIG)F ieUSSFS y'Sil :i'j, 5iertAt 79Ni L dCMOm6NS;RAOY;'tU!EI j.(rk7i1FD5.1"c8T tt'tl. rl17N!{1!gMILeltt{11 tklttai M±t eL dit rnld UM.Ig1 Nt+itr�,RRi esl ea sE'Y,a(i.Tszlt IG.P..Idetena! i�ettDebn ase.:te!s m'sn.iu steR ta3aT96, ealr ddeY nntCU lldn sla:l Oe e,tdfw5±'GBhke,tdid lSslwts 5esgs ra3aea;i.e,Spa rry lalixuf,Resed accyT B,zpt,uesnrespte±t±arEx F:ttestius taj,eni�nsrvssia:'l'Jf¢! !dtilpa it !Y. Nt312 `:IY.S d±j4Cdq�ueT Melt,±Gl'H IPFI, r�±�±5(§6 KtF;!j'tA5; fE9S @M1.'.:itt5; 3E.! .iAr Anthony T. Tombo lE:, P.E. ¢6asrdtastnss lst ar Sxid ap 3are;P0,n,;trdlitem, rs, ow's srtm:nl qui"ttW..+xl It .r, Is h, tow tte III: it. V d1.1tt ladln'iupwh aa1Mr. Tl±rrpT80083 ' del•iirurPeuptradtteaxnelga.xsseiMn7aiC:vtSCrpreusecl is±sdk:4:::€xyltspttmSatt(Idnaa!saORil�i�si±dl.TNufSrlAaa;:`v±xslS!smApidect.R11 4451 St. Lucie Blvd. ititt><i;,H:aed!!ekahxltp±edaµn it niixg6r fl:lie dnk,l ik Tnss6esip Eeg!xt!islJt ret tdtibr Pesip<r,errns Snfew G:4tadnrltiiditr. t�tspihliedi>.;a; wtalafi±M it TPFI. Fort Pierce, FL 34946 itpyrigbta2016A-I Roo!Trusses- ArlbonyLiomb 111,P,E. Repiodooion0111,4da:umeat,in..onifarm, ispmbibitedwi16au11Aewrinenpumiuianfrom AdRoolTrusses -Ard6eny1.lombaIII, P.E. Job Truss Truss Type Qty . Ply • A0151303 73733 FL01 Floor 3 1 ' Job Reference (optional) 0-3-12 u 1-3-0 2-5-0 6x6 = 3x3 11 4x4 = 1 2 3 14 13 4x6 = n-14-19 R_'7_7 mun: o.z to s may ttl eu III t-nni: ?J.zi U s May 7 S ZU1iS Mt I eK Industries, Inc. Fri Oct 12 14:16:01,2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ tkKKehrUYBbZu5yZAMHSsf7PLBXHK1LOmO6ryZyU8kS 1-6-0 2-1-10 Dead. Load Dell. = 1/16 in 1.5x4 11 3x3 = 1.5x4 11 4x6 = 1.5x4 If 4 5 6 7 8 1V2 C 3 E i C 12 11 10 9 3x6 = 1.5x4 II 3x4 = 3x4 = 0-3- 2 7-10-11 1-0-0 1-0-0 5-3-7 l Plate Offsets (X,Y)— [10:0-1-8,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP; TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.20 11-12 >923 360 MT20 244/190 TCDL 22.0 Lumber DOL 1.00 BC 0.84 Vert(CT) -0.29 11-12 >635 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) -0.04 9 n/a n/a BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight: 85 lb FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP M 30(flat) `Except' T1: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 1 = 1013/0-3-4 (min.0-1-8) 9 = 1013/Mechanical Max Grav 1 = 1013(LC 1) 9 = 1013(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-685/0,2-3=-683/0, 34= 2032/0, 4-5=-2032/0, 5-6=-1929/0, 6-7=-1929/0 BOT CHORD 12-13=0/1560, 11-12=0/1929, 10-11 =011 929, 9-10=0/1153 1 WEBS 6-10=446/0, 1-13=0/1164, 2-13=-250/0, 3-13=-1100/0, 3-12=0/592, 4-12=-390/0, 5-12=-202/332, 7-9=-1446/0, 7-10=0/988 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 4't!aai•iitosetixs:jl!p!sdtedt'A't[Jr 1rUSSES;'S1'9Y 6PiEUl1EiR66f INT!GU$SCSTCP IUTIn11,K13K[D64[i1'[ro. yeldylts!Sspatmtptt$M!ruletltsn Mis Tres Gesyt 6:rritg,iDDitaj:a?u'i4sy T.Wh ID,IT.ltterurt$ietflstrltOY..DF.IS!{4:Fwrlrf t?41t$4R no Tolitfy tGTelt4aaetpn pldn std!It,sEdtati:IGGhle faid As 41.rou CEs!m Eagettr(.t,SpefagEst39+.U1,7Mftd e6tSY ri'jif Ei9T.fWi:tSphAE:011D3 F"ftlti4tt': tajM.tl ttflWSl:!U%Fel%s:?Sij111!Y Sii(It i1FSS ltrihdMllitl:'I tt!r, trjH [rFI, r3tFtS(fE t5iE31'A2S; IF)Skij;C4!'i¢Ef;9&:k:jir Anthony T. Tornbo II: P.E. ttltseto air iris fit 6?inisd:n;µas5''gafit Not!,6,Nov'sP.dwid,pniwtt I"1N)hoMh5,;vw0.*4ljC do iltud drena 1 t ltrlidgier10. Do tpp!tEtlo!"to 140 4d tryfidt-it eor Trtss, NW.3 hvilt, sMEip cxvv ad kUbj 0111 it A1;efp>35dila1a! 80083 ' a,t41&IDuigo"W(ndrokcADest,W.4m1TV.1atP.MustNr6!an0.It IlAqSo:/snttSd—<f(It{wi?+RS(Y.$i�rtDi:lltlSjtHtNStCA@tili4tttfltY.IEfEeEltslltlXl.TIIIIti�t?ShtlFi�i51:iC`fiCilS�itlt[htI!;iIDF{`.TftiSi`it1�Jitl{�l1FtAilt,lf$SMfIEGTN,t61:5t 4451St.'LudeBlvd, tRett se ldixd h, t tn!i�,peel ryw!e n!iltj bj s; [Mies hrdtei. i!a tnss Puip[titto, h l6S fit 90141 Mipmo, This Sphit Prlrttrtl an, h 164. L ujipn!E:ti lt!mr too c Ood i, IN. Fort Ple cc FL 34946 (apyrighi t01616 A-1 Root [russes-Aribaay l.lomba lll, P.E. leptoduclion of ibis dotument, in any form, Es prohibited without the wlitleaptimission from Ad Roo[ Lusses- Anthany L Tomlin 91, P.E. Job Truss Truss Type Qty Ply A0151304 73733 FL02 Floor 2 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:16:01 2018 Page 1 I D:HSelToU9d7eaEKtzidgq 1 fyTW E_-tkKKehrUYBbZu5yZAMHSsf7PjBkZK9?OmO6ryZyU8kS , 2-4-15 1 �5x4 I I 1 30 = 1.5x4 11 3x3 = I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40'.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) 0.00 4 "" 360 MT20 244/190 TCDL &0 Lumber DOL 1.00 BC 0.05 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight: 18 lb FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc pudins, except end verticals. BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS; (lb/size) 4 = 170/Mechanical 3 = 170/Mechanical Max Grav 4 = 170(LC 1) 3 = 170(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Refer to girder(s) for truss to truss connections. 2) Recommehd 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard I ta'oa:g•Pit)st'iais'UIinlettlt'A;I69r;IUSSES,SR`;Mf,R,41111995t(Ufi0117Ut(USlUNI'rsP.El"A(i17KlEDFAtiriM(eia rn?r ltsipPP.tSddS eelittltiles "tic mass Ueslst Raaits,,DU)ad m h.' I1.Ita)eun!tsttodvitl ttltpensDt iUU, talr lhkltNev lldts still le estdfttSat lvfthadiAs, losstio iy'ueerju,Spno+s Lsater7, its stteattl, 170 it;•esatS nessgtaaa: 0 as plusIaf. �unn7 rtslca.s::hlei+s hSir A!i?sistlt im's dtlidd.WID 6,11, uk INA.P. desistzmvitas lt�d.g;m :U<xs;!-.�*.6s. Anthony T, Tombo ll?, P. E. eeltstiiAlilesstarwp6r4q:!.?rtstms nU±dlitNO!,6,Nta'st.tasnredssedntsdsd;s t jetr,lat,lfioe.*f11(NIKWttIv.1V0.1twit.41111,Insasdrsiel�,d'iletlt1fieldw6ltlelnis,bltdas:a.I.slmqt.itleicuandl•"n;Sldntbt;esP�sitif'td :80083 bl l�llluJ Ptfyttt al(Idtatt(. AIt 93bS sdidb5tl2Uxt :it rm.,ttlp,F.Etl:oK01. atwWq(ups'd dthes, vaot,n (SQP)b0dk0l,dSKA 0,14t;lLISIbriiatlpilcaR Ttli rt!xAf 3l ttiyttSril:"ti nl ddit3 t(i)t rrfif F3�§tH, ttttl(t3�3i E6Q1lFr led itf1e A(fOdtii'tt,Wlitf 4451 St. Wile Blvd. idln. Se dd'nei la krtzt tp±elesw it.r_glrsisaliez(tnld. ile lnss(usip Lotsr is A6E lot 16441 Nssm"e'txstsrslta Etsitsstl urktilCts. V lasiblol leas aus Wind it'm I. Fort Pierce, FL 34946 (c ❑ hl C 21d16 A. I toot Times- Archon i tombs III, P.E. Re todulion of this datomeni, in as loam, is sahibited wilhoul the w ivea etmission born A I Raaf Losses- Anihon tTambo ill, P.E. i PY�9 Y• P f P P Y• Job Truss Truss Type Qty Ply 73733 FL03 Floor g 1 A0151305 A_1 Rnn1 T—cnc G...t os-.,.,. 1 —,rc Job Reference (optional) 0-3-12 i i 1-3-0 I 2-5-0 6x6 = 3x3 = 4x6 = 1 2 3 T'l u— i — ividy i o zu io !-nnl: o.z iu s nday is zu1ti not I eK inoustnes, Inc. Fn Oct 12 14. 16:01 2018 Pagel ID:HSelToU9d7eaEKtzidgglfyTWE_ tkKKehrUYBbZu5yZAMHSsf7LiBYQK?dOmO6ryZyU8kS 1 � 2-4-3 1.5x4 II Dead Load Dell. = 1116 in 3x6 FP= 3x3 = 3x4 = 1.5x4 11 4x6 = 1.5x4 II 45 6 7 \W3 w� y\\ —......... \...... 18 17 5x6 = 16 15 14 13 12 3x6 = 1.5x4 11 1.5x4 11 3x8 MT20HS FP-- 4x6 = 11 46 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.21 15-16 >999 360 MT20 244/190 TCDL 22.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.30 15-16 >732 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) -0.03 11 n/a n/a BCDL 5.0 Code FBC2017lrP12014 Matrix-S Weight: 101 Ib FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) *Except* B2: 2x4 SP No.2(flat) LOAD CASE(S) WEBS 2x4 SP No.3(flat) Standard BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 = 1208/Mechanical 1 = 1208/0-3-4 (min. 0-1-8) Max Grav 11 = 1208(LC 1) 1 = 1208(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-821/0, 2-3=-819/0, 3-4=-2669/0, 4-5=-2669/0, 5-6=-2669/0, 6-7=-2875/0, 7-8=-2353/0, 8-9=-2353/0 BOT CHORD 16-17=0/1956, 15-16=0/2875, 14-15=0/2875, 13-14=0/2875, 12-13=0/2875, 11-12=0/1408 WEBS 1-17=0/1396, 3-17=-1425/0, 3-16=0/894, 5-16=-327/0, 6-16=-593/30, 9-11=-1765/0, 9-12=0/1 185, 8-12=-337/0, 7-12=-828/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. Zhiint:ap•prose!»!Ftjal(Etett4 P.e'Air(Jf1Pi56�Sc':1'J.t{,SElIl7ELNSt(OMO!n�Yf(LSECN�tU'Et"E[Cr89t[DE1:5T13'0.1t�144^ptr£'E9NH1£klrNF kellSNlaiS trkf111E2134 �FE1¢1�jIUPI¢S�St!£�2111. E39i1I!!.F.. ri�NpaeSatel ae(nepf:. l�kls a'!e!.is lYeEta3tIDD,ad+ ' Mitt[mtuih tINt1 iaE!i at estd(w t1t Ii>r htF 9k"iL i1 iltiii gtiW 6t�tt1{i.l., SFPf':tI!rFSl�4ti,tat 1td W 6J Iv`11Ef4;i A ta4ta8a51t Fr{Ftllikaa talulNi£t rlSttbAa'hIN U., ltifl¢ d n4 dkt14 T(p3? ltF4.tlIXt �t1CI E¢Ie, pk{N Irrl. @t ltdtE e11kFF''K'tl ikayat uN."iE£i;?Elk*ah ead Weal:it lrts ltr as 6r;ii.q!stkiresjtes!a'7£ttteoww'G4Arm's ledn;ul gtefer3t6+'tsF:e1!�:;,Ia5;sw!tCt<4s 1101t fitH;kt latl)4fali6oIT?1•I, iti t;nstal$;dl'sgeafx(tiellssttl tktlross;adkl:ul Will.shiete,a4-r"t�ietetivuat 1411 itsitalwsitii'to.. Anthony T. 80083 I[i, P.E. tit to it"I6x11¢Nu46srcae111 pk4£ alexia nt in aAtkatrecnstoi1n6!ats d atW—&gQrtapwsSdktp MNatza TSDgS![itliF 111 Nd SMA Nt arertktsl;vt—I plikaE. Elilt5aks 5eaitkss8il':ti rdlNtl altip htu 2t;:gaN, Lau Gts�t46g9ea ntiross 4t€pf£Grtyspltss ++80083 Nsa. u ldiatd a,+e ttagta aptHgtti4.4 an ayt tastes ikaltl. itt toss p4s!p Ekt',ewds lAf lit bisdiry Ptstpa.trhpssSyslta Egiwta Eh£! a+isrwp. l!! ul0ali.d tersf ae rsd4fiael i4lFFl. 4451 St.1LCle Blvd. (epyrightv2016A4 Roof Tresses -AntbnnyLfomboIII, P.E, Reprodudionofthis dotement,inany fosm,ispsnhibitedwithout the writtenpumissionfrom AIRoo] basses - Anthony LTembo111,P.E. fort Pierce�fL 34946 , Job Truss Truss Type Qty Ply A0151306 73733 FL04 Floor 6 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 0-3112 1-3-0 2-5-0 Run: 8.210 Is May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:16:02 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= Lwuisls6JVjQWFXlk3ohOsfYQawK3WbA?gsOU?yU8kR 0-6-0� , 2-2-3 , no„i i —i nefl. = 1/16 in 4 11 12 11 10 93x3 = 8 4x6 = 3x3 = 4-11-15 5-11-15 6-11-15 11 -3-1 4-8-3 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 4010 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.12 8-9 >999 360 TCDL 221r0 Lumber DOL 1.00 BC 0.60 Vert(CT) -0.21 8-9 >657 240 BCLL 0`0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.04 8 n/a n/a BCDL 5r0 Code FBC20171TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 779/0-3-4 (min. 0-1-8) 8 = 779/Mechanical Max Grav 1 = 779(LC 1) 8 = 779(LC 1) FORCES. (6.) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORD 1-2=-525/0, 2-3=-524/0, 3-4=-1180/0, 4-5=-1190/0, 5-6=-1190/0 BOT CHORD 10-11 =0/1 093, 9-10=0/1190, 8-9=0/841 WEBS 4-10=-497/0, 1-11=0/893, 2-11=-272/0, 3-11=-713/0, 6-8=-1054/0, 6-9=0/503, 3-10=0/587 , NOTES- 1) Unbalanced floor live loads have been considered for this design. 1 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION; Do not erect truss backwards. LOAD CASES) Standard 3x3 = PLATES GRIP MT20 2441190 Weight: 67 lb FT = 10%F, 10%E 40.341tase,7f!talYf(H1FM±l:t'S=1AOF iIUSS(S(SEI!A�, SESEtt(TiWit(OX017RS(LSr9Y�lV!ES",�S!rsDCUP;UiI"!}{q, rtll�It4�FA tS'C9t!USeRl rHl Wit It dis Lass Dulia D'Mq'DDI ,a. Ddts;0—to Sala ti`ktl Nly NiFek taaats!wlldts stdller,�lttiD:6ke raid. Ssaltass 2tsaEala:er;u,Spe6s7E�lPnLtle sedas¢rl,Ds}rec�svvesFrttudd,F.desre}aywergnspves�!O*tet S"Sd34Sxdts sallxiro:a kri;,stta�l7:9ttic, ndx RFl.Is:a:sigv n±osg`w.IcsfaS a+. ot:!ka�itc Anthony T. TomI;o II:, P.E. .1-itrot less It, itifW i:l* a:f-W.-:! dit Nut, fi,D..,. ssnb}r:nlaStUn Fe 6 i.ju1-,—,41. NeweN., IRA, [Krcila IndoilitIjIA W itl.l. Tee rypxid �';at ieei esi kddc!e4:8t ir+ss,��)�ilnF. puEr:,s;z"t`:iR �.4.an�s1¢f17t P:;+s>oasixd±sd -^, 80083 Ae lc�7lul Dtsipes of Getrx.±es. SII apes sal M o'ie IED utsk lrs„¢s atf S«n4 .es d2t Sakxg (eafaeem sdfi h(aaraa?l3@ IaS"hd 1r 111 etl5!(S at �dxtnel:`x grind y'lect. Pri !t'oss 5tst;?.0 ir:':"ail lm:s agar➢tss Dcs Vr: ts+ss Teti ripen, .4irns 4atdseier,ca±tss ';c±ta•iseldmllrar+aMs;lnul+psti+scslilrlrulirshnlai. istTun Desij.f iiu!itto!litr6tearDrsirI.?snssOutEgixr<doellm64. 4451 St. Lucie Blvd. (cpysig5l a3 2016 A-1Roof Gusse; -teJAanr 1.Tanabe III, P.E. 8eP}cdatino of This daroment in any farm, is Psnhihitrd wifoul the mitlen Petmiuiae from dl ton) busses - Anthony 1. iaaso III, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply y A0151307 73733 HJ7 Diagonal Hip Girder 10 1 Job Reference (optional) /1-1 KOOl musses, Fort coerce, FL i4u4t), oesignLaltruss.com Kun: t3.'Llu s May 16 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:16:037018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ p6S53Nsk4prH7P5ylnJwx4CIW_GwoseJEKby0RyU8kQ -2-9-15 3-5-8 9-10-1 2-9-15 3-5-8 6-4-9 3x8 0;-� 4x4 = 9-10-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIQI TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.14 6-7 >849 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.64 Vert(CT) 0.12 6-7 >974 240 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) -0.01 5 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS Weight: 53 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS- (lb/size) 4 = 293/Mechanical 2 = 573/0-10-15 (min. 0-1-8) 5 = 276/Mechanical Max Horz 2 = 363(LC 31) Max Uplift 4 = -251(LC 4) 2 = -694(LC 4) 5 = -421(LC 5) Max Grav 4 = 293(LC 1) 2 = 727(LC 44) 5 = 369(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-114111149 BOT CHORD 2-12=-1276/1062, 2-13=-1272/1062, 7-13=-127211062, 7-14=-1272/1062, 14-15=-1272/1062,15-16=-1272/1062, 6-16=-1272/1062 WEBS 3-7=-331/242, 3-6=-1082/1296 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Concentrated loads from layout are not present in Load Case(s): #101 1 st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load. 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 251 lb uplift at joint 4, 694 lb uplift at joint 2 and 421 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)150 Ib down and 183 lb up at 1-4-9, 150 lb down and 183 Ib up at 1-4-9, 82 lb down and 64 lb up at 4-2-8, 82 lb down and 64 lb up at 4-2-8, and 153 lb down and 151 lb up at 7-0-7, and 153 lb down and 151 lb up at 7-0-7 on top chord, and 135 lb down and 107 lb up at 1-4-9, 135 lb down and 107 lb up at 1-4-9, 82 lb down and 66 lb up at 4-2-8, 82 Ib down and 66 lb up at 4-2-8, and 40 lb down and 128 lb up at 7-0-7, and 40 lb down and 128 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-96, 2-5=-14 Concentrated Loads (lb) Vert: 8=212(F=106, B=106) 9=137(F=68, B=68) 11=-91(F=-45, B=-45) 14=3(F=2, B=2)16=-65(F=-33 , B=-33) S'!o'tlee:,A-Itlffni10t'AI VCF BASESriEtIEC}6(A:rdE IEINS3EDtt1DS(AIRCdllir)ABICrW;SNV5rn. fetAp Ldgtryt4dFrs W[M.dfeln Nl7isiems DFsianDrnri[gIICI IA lhdttlmrl.Ln.Se TIJ.l.tdume SrmtDifeiesf. Udnsmtfaist ddd [e 011D,%' � 1L&'xroeamrt{eks iSalE'n ese/br de iDDfa Se olil. is riress Desip hyxef¢e,Ssal[Itr Flpleefr),A!red Do nrrDD repRndS[e[Tn{t.^snCO. phsSb[d[x'm-figr,goerikildyfor the li:pdne vgrTOSS F.y:n!d FSlle lDDodr, order TPH.TIN ds:p msmgll[m,l[uejoFCltluf, scfA07 � Anthony T. Tornbo III, P.E. cd me d!lisL ss4[ttp lsiliitg is trerespu!itilardt40rtn,tk Dvazls rA'�.T[eF;ciene ldling Desiree[,wt`e[nhAdli[I>(,9!OE udtle 61nl tz'diepnleradll.➢eF{pnmldlSe lDD ail n.fiell nedAt lmss,;adeGp had'm;, sxFtgF, nshllthuud htfgt5dl!!f:e rn{[a€v::hd z.80083 Ir[C:lag Desge: Fd fcfitlr..dL'ra:es utxtst&IDD ed litpminswf pilditlsd[s!ddAtr(te:{usd Sdery lat�nstial(SI; pNirGd tp IN mlSNp ufrdn x[nde g[xFel:douf.ir(IEe'ioailrsSrrs:47oet[�dbnd�aLm Df[iper,l�ns Despa h�ln oedinss Yatd¢'a�f[; akSs 4451 St. Lucie Blvd. F3evise ldit[lIra(e9sb rpfed tpttnvNiy lydl{e3[n lnehei lteTns; if31aS E!r�eeer is ACTraidOpDFSI;]ey[rT'1!S SrCfa E.tnlerd®r4[dSay. ulq.IadtauSnemafrmedbull. Fort Pierce, FL 34946 41 (opyrigh102016A-1III,P.E. RtpoductioD of ibis damment, in any form, is probibiled without the written permission from A-1 Roof Tiusses - AnthonyL Toorbo III, P.E. Job Truss Truss Type Qty Ply A0151308 73733 HJ7C Diagonal Hip Girder 2 1 Job Reference (optional) A-1 Roof T Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:16:04 2018 Page 1 ID:HSelToU9d7eaEKtzidgg1fyTWE_ HJ?THitMr6z81Zg8sUr9UHIzLOcFXSpTS_LVYuyU8kP 2-9-15 3-7-12 6-8-6 9-10-1 2-9-15 3-7-12 3-0-10 3-1-10 Dead Load Defl. = 1/16 in v en A Plate Offsets 1 3-7-12 (X Y)-- [2.0-1-8 0-2-2] [3:0-0-5 0-1-101 [3:0-10-0 0-2-0] [3:0-6-8 0-1-4] LOADING( so SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.18 8 >637 360 MT20 244/190 TCDL 28�0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.26 8 >444 240 BCLL 0.0 * Rep Stress Incr NO WB 0.25 Horz(CT) 0.06 6 n/a n/a BCDL 710 Code FBC2017/TP12014 Matrix -MS Weight: 53 lb FT = 10% LUMBER - TOP CHO BOT CHO WEBS SLIDER Left 2x6 SP BRACING - TOP CHORI Structural we puriins. BOT CHORI Rigid ceiling MiTek recc cross braci 6 = Max Horz 2 = Max Uplift 5 = 2 = 6 = Max Grav 5 = 2 = FORCES. Max. Corr when sho, TOP CHC 2-18=-18E 3-19=-11 E BOT CHC WEBS 4-7=-1 2x4 SP M 30 - 2x4 SP No.2 *Except* B2: 2x6 SP No2 2x4 SP No.3 2-11-15 sheathing directly applied or 5-2-12 oc ectly applied or 8-4-7 oc bracing. lends that Stabilizers and require be installed during truss erection, (lb/size) 79/Mechanical 662/0-10-15 (min. 0-1-8) 493/Mechanical 361(LC 4) -137(LC 35) -614(LC 4) -352(LC 8) 92(LC 32) 890(LC 48) 555(LC 48) Ten. - All forces 250 (lb) or less except 0, 3-18=-1847/546, 8, 3-4=-897/537 23-24=-696/970, 3-25=-696/970, 0, 7-26=-696/970 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=42psf; h=25ft; Cat. II;-Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Concentrated loads from layout are not present in Load Case(s): #101 1 st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load; #1001 10th Moving Load; #1101 11th Moving Load; #1201 12th Moving Load; #1301 13th Moving Load. 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 137 lb uplift at joint 5, 614 lb uplift at joint 2 and 352 lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 183 lb up at 1-4-9, 150 lb down and 183 lb up at 1-4-9, 151 lb down and 35 lb up at 4-2-8, 151 lb down and 35 lb up at 4-2-8, and 133 lb down and 116 lb up at 7-0-7, and 133 lb down and 116 lb up at 7-0-7 on top chord, and 64 lb down and 107 lb up at 1-4-9, 64 lb down and 107 lb up at 1-4-9, 60 lb down and 43 lb up at 4-2-8, 60 lb down and 43 lb up at 4-2-8, and 72 lb down and 60 lb up at 7-0-7, and 72 lb down and 60 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-96, 8-9=-14, 3-6=-14 Concentrated Loads (lb) j Vert: 18=212(F=106, B=106) 20=-32(F=-16, B=-16) 21=137(F=68, B=68) 24=-66(F=-33, B=-33) 25=-133(F=-67, B=-67) 'Ss�siry-Pleuen«sspNr«risatk'd-I rDDr fl6iSrS Attfi16i63J ir14SS drklilD5S r81itiN,i iLTel'; drYtU7i�41dEN�lsia:.iarfJleuppusaJen e�dm^do>I>.s;atlislss;)e:l¢a)ss•.ia;{rfz"; srs lle dM6upl;isNlr;r.L lsle«reS!«l Fhh!ee<e Udsn eller+iss slstd sr.tleIDP,s7�J . �11TEilBsecfirp ck.> Ii4e aeeabr he lUPnhe.elil. dseLses Desire hpraey. ce.i Uy Een«>;,>ae«dneerlDD«presuls ee a«rv:eApep«Ls9aesl enss lesgesnilM§•e4e lss caei lhasxg ei«es ieEtlel ecnetoo ulr,oaaerin-l.'txe s:an nn«pues_Irtdsyue'wnee., ssnelilry Anthony T. Tombo III, P.E. I6I.�93e eSnilee.S�E'elY1lllilE if lee reSPeeVWIPt:$Oner,of ONS!lSI:�'3eC[SEte�ei lSedlilalED[elp k', tlile[eltirtftlulr ne's. esatde len:ds�tii«asaDrPt ;de ryl«mane ioDesaeeTndlneerne;«te,«aear�la:.st:ge. «snnsfne seakesr sills r. mrays�:net 80083 etkr:f�EDDfSIP'8e of CC4'ef-]'.d.. C1RS �eiiel6(1e1W13alAt p[4IRe56S aIR SeI1B:ElIlI4r I40'.r'AfYl SdelJi:e'fJ«BI{dC.I; ptlllfle��I�i 31I SlIAe«RI!18«341'�t6Hii 9a:ERt_1Ft1 Eetf4S eItSFPG5P�1ie5 USL9::?S d�2.1115: PtLjePf,1'PSSPe1p731iY.el txJ r(t;i NaTAe^F:er; Ce eSi 4451 St. Lucie Blvd. Ile4eriselEfisEilros>1;c4 aTSes9 apenwey 6y elfrsrtrttic+:;re113e1nis A<sis Eaj seeds MUi:xE;e9a7ce;.pey esl«!s5jrea Fs7ieeer r::rrb.ilY7p. dll sv?:tdn>fkros ersss del:�ellnlPil. Fort Pierce, FL 34946 (o"'o,2016 I&nDl Teases-Anlhany i. TDm6o 116 P.E. F.eprodutlion of l4is dommenf,innoyPorm,isprohiltiledwithcs4 thewritfxn parsnissian Bom A -I Acol Tresses-AntM1unyT. Tt>m6oIII, P.E. Job Truss Truss Type Qty Ply A0151309 73733 HJ9 Roof Special Girder 1 1 Job Reference (optional)' t —i Ruu£ i iubses, Fur( Fierce, rL 34946, aeslgn@anruss.com stun: 8.21u s May 18 21118 Pnnt: 8.210 s May 18 2018 MiTek Industries Inc. Fri Oct 12 1416.05 2018 Page 1 ID:HSeIToU9d7eaEKtzidgg1fyTWE_ mVZrU2u_cQ5?NjFKPBMOOVH9GoOgGy_che435KyU8kO -2-9-15 7-5-0 2-9-15 7-5-0 I LX4 I[ 7-4-10 7-4-10 0- -6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.19 4-6 >470 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.21 4-6 >410 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 37 lb FT = 10% LUMBER - TOP CHORD 2x4 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 472/0-4-15 (min. 0-1-8) 2 = 545/1-5-0 (min.0-1-8) Max Horz 2 = 298(LC 4) Max Uplift 4 = -520(LC 4) 2 = -567(LC 4) Max Grav 4 = 988(LC 23) 2 = 735(LC 21) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-341 /288 BOT CHORD 2-8=-739/665 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent•with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where:a rectangle 3-670 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 520 lb uplift at joint 4 and 567 lb uplift at joint 2. 5) 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. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 183 lb up at 1-4-9, 150 lb down and 183 lb up at 1-4-9, 99 lb down and 86 Its up at 4-2-8, and 82 lb down and 64 lb up at 4-2-8, and 150 lb down and 160 lb up at 7-3-4 on top chord, and 213 lb down and 80 Its up at 4-2-8, and 200 lb down and 66 lb up at 4-2-8, and 231 lb down and 119 lb up at 7-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-96, 2-4=-14 Concentrated Loads (lb) Vert: 3=-102(F) 4=-41(F) 5=212(F=106, B=106) 9=-23(F=2, B=-25) 11r,"�11mtfimugiy tsa£.it, *4i AO0E11OSSIsIsm.ir,Msiul IRZ t(0e0 19 USTON W.Fri i(O EDSWIrfast.T£ntrdtun lmreusn!rai tees tt Air rtns Dalil D'ewt;'IMP Wi!a U. 1T.4.1t;Oi.U.literam Site Wars it. Mrs o:'>tt.isi stkdU adT Nile§'£c]terlu pies, r1Ahutdh,ntMU1,,e6£ As Im" n btbett(ix Sptri061m?u%ne sa at eda¢7 M unsex, rpham W. d aep•d,s,spq?uxg nspws§!:Nh?a?d?si;� rt.sitgl? Tit:51-4 sdwxei:3 isle, aid W. desiga tsa;:p'Itu ItM'nl cu:'ict;. sri'.iih t[df?tdal£Tpsd l]f �r 1d . saert 41'dl§t Nov, fit 3FNis 04aat!£ttinte4i v u,itit!ew,e?4t.Xi§t11CA:tlad psdkl!a? mliP61, Tisgpsul OWN !Idltuoi a£ Trost; m(kiu aY]lfA, sh? t�s ,e!w WW ,hit im ruperAilt1of. � Anthony 1{80083 III, P, E. p d� ,a• o �T d 1 rs usT "t ,.80083 .14.4'fidisdsyIf!(N11I'Vt tliettasdidaStT..ttdlsYF+tm[a£A{jCltiiF3idlh£R 16�t3(S9pnlaSt!d!1dmx a(i(SiSEN.u,d§.iPia456iMutrC!?u£t!!v.6cerditidar£. i.41i?(nas»t£t;7it51§II:'£S&1dllteelitT:ee£GF£�pEYrl£SSCt3�13EtlRtiliilTMF£b9eBaCYtt.Y9iaS 4451 Sd Lucie Blvd. tAtnhoddud lTtGthn:lig£.tdipceuni51isoyi polies iwlytd. At LrssEksfltlgtmt is 40i at 161141 Origen,a Tits Sslta Enit£ad"',bddltq. Ail aiihliml Isms aus de6e£l 41111. Fort Plerie, FL 34946 (opytighl.02018A-I Roof Trusses Arthonyy,Tombeill,P1 Repsohd000fthisdomment,inany(orm,isprohibitedwithomlhewrinenpetmissionfromA.IRoo]bosses-AnihooyLTombolll,P.L I Job ` Truss Truss Type Qty Ply A0151310 73733 J7 Jack -Open 21 1 Job Reference (optional) A-1 Roof Trus§es, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:16:05 2018 Page 1 ID: HSelToU9d7eaEKtzidgq 1 fyTW E_-mVZrU2u_cQ5?NjFKPB MOOV HSYo?2Gy_che435KyU8kO -2-0-0 7-0-0 2 0 0 7-0-0 C? o_ A 7-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20!0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.18 4-6 >451 360 MT20 244/190 TCDL 2810 Lumber DOL 1.25 BC 0.40 Vert(CT) 0.17 4-6 >490 240 BCLL 010 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 710 Code FBC2017frP12014 Matrix -MP Weight: 31 lb FT = 10% LUMBER - TOP CHORD 2x4 SP 2400F 2.0E BOT CH 2x6 SP 2400E 2.0E 5) Provide mechanical connection (by others) of truss BRACING- to bearing plate capable of withstanding 208 lb uplift at TOP CHORD I p I p joint 3, 314 lb uplift at joint 2 and 179 lb uplift at joint 4. Structural wood sheathing directly applied or 6-0-0 oc purlins. LOAD CASE(S) BOT CHORD Standard 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. REACTIONS1 (lb/size) 3 = 247/Mechanical 2 = 593/0-8-0 (min. 0-1-8) 4 = 109/Mechanical Max Horz 2 = 313(LC 12) Max Uplift 3 = -208(LC 12) 2 = -314(LC 9) 4 =-179(LC 9) Max Grav 3 = 247(LC 1) 2 = 593(LC 1) 4 = 148(LC 3) FORCES. (]b) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.: NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; 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 8! MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6L0 tall by 2-0-0 wide will fit between the bottom chord! and any other members. 4) Refer to girder(s) for truss to truss connections. �7r'e!dap-Plea:e tdenupllrrerier lk'S1{DCF IiJSsrS{'SEtIFI'j 6rA'RtfEUTSdllN:1110NS (BSIONt Fd9el')7.(I1D7id NEMi luar Terdp tedplruladlnanInAales o!1%1!ns0":110lr+illilr4'd lk kdiurT. Tarbia,M.Id.—lintW'llfese. Delessetla+isedried l!tie100,sey �!lTlkmlemq:eesshall;+e¢elLr aal9D lalelelll.Asalsns Dutri ko.. tia, 5;0,111 hplerj.ica dl gTDD,q,r tsuor.p :ed ngrdsdeedlrxzea!I¢ npmillg Coc 14, wtodlh 4-Pbss dq.1d wit TDD odr, HOW. ite ter:pn asuo6!bes. blf:eproeEinwLslBelii,g Anthony T. Tombo III, P.E. cilsldd!s lmtsir nT tullilq it tae respusikTa.dP.e Drrtelh Qnlisld'a•!!E! pod e.@etnlllp Dei{,lr,a ih noted dtaa lH,da $: ul tle lnd kaltsg,dlrsi rd-l. ih gpnd d!h TOD.1..' idi." fit, Tron.Wlfiu WbIs!erge, mhllahn udkrtspscdlMr`are<parye:ryll S 80083 ' aeN`[ag Jes:p^a!vA(lsll'u.E..olas se!aa!stEe lCD nlli!{ratins®dpliedn•sdtL•tnlfg(oepreed5dlgl,mEon;IXSr reTastel ei 171 aad St{kolMy rephs pmalrlmL lFll h0u,3a:espsc"mlsa0b.=.ad3alins[avper,i:msle<.:pa apixereae Ness MaedeR!ly mess 4451 St. Lucie Blvd. ¢'cerise ldille 1pabb•N ageA e. aFort Pierce, FL 34946 Copyright 02016A-IRoof [in sses-AotbanpT.TombaIll, P.E. Repodu nine of This doomment, in any four, is prohibited withoul the wriflea permission h orn A-] Roof Taisses -Anthony L Tomb a 111, Ill Job Truss Truss Type Qty Ply A0151311 73733 J7C Jack -Open 2 1 Job Reference (optional) ' A-i Rooi trusses, Pon Pierce, ru 342/4b, design Lalttuss.com Hun: 8.Z1u s May 18 2U18 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 1i:16:06 2018 Page 1 ID:HSeIToU9d7eaEKtzidgglfyTWE= Eh7DhOvcMkDs_tgWzvtdZigK7CFp?PElwlgcdmyU8kN 2-0-0 2-8-0 7-0-0 2-0-0 2-8-0 4-4-0 A LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.23 5-13 >361 360 TCDL 28.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.24 5-13 >341 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.09 5 n/a n/a BCDL 7.0 Code FBC20171TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP 240OF 2.0E BOT CHORD 2x6 SP No.2 "Except" B2: 2x4 SP No.2 SLIDER Left 2x4 SP No.3 1-9-9 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 236/Mechanical 2 = 630/0-8-0 (min.0-1-8) 5 = 92/Mechanical Max Horz 2 = 313(LC 12) Max Uplift 4 = -188(LC 12) 2 = -248(LC 12) 5 = -37(LC 12) Max Grav 4 = 236(LC 1) 2 = 630(LC 1) 5 = 115(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1187/502 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint 4, 248 lb uplift at joint 2 and 37 lb uplift at joint 5. LOAD CASE(S) Standard d Load Defl. =1/8 in I- PLATES GRIP' MT20 2441190 Weight: 31 lb FIT = 10% i YeNep fleaseisagklr ra,ire±lu'Sd IOOrOnSe{'SEIIEI�,6rACR[ff2NSaC26: 1110NSNS10N(l41i1'j.CN!IO do aENr lax.rer4ddpia-hrs esd I ksrbtg!,LE Ielnctte R:e!Ft rr sse. Oelnstthnia steel eatleTOD,u!p MITe t—ftpie's Asitseasedhr b 13D It kt,dil. 4seLsss Desips 6put!{Ce, $euelld 6plte ;,is sstlnor IDO sepreseasmnapt�:etdtlyrtlesslred etp'tttriepasptrt11110y'a'Ildes!pat, ICeseyeinssdtpia!hale lUOaelp, elder l?H. ltz d!sipt naoplies.Ird:eptoHaw!. telltlilAp Anthony T. Tornbo III, P.E. M ose this iast4r op 4nldiet6fse!espwililia dtx O'.eer. tpe Oral s taSvitd e».i r: lke tclfitp snipeer, ro eecu!en d sieltC, �e ll: altie6!�kz'6et nrt r�� rhl. le cpfnn`: et ne loO uCn.field ale dtSt rrvss,inde6rg l cr�:y snrgF, iuhllelien ul lrecep s4ilits i� nsµws;3d.nt1 IG tw eed Ots'pae!rd(ea':ettb�.!! sdxt Wo's e Yee[OW lie yo,tasoleh f prild titlllollt—I af seep Uriatnn"OV,»nlsk�.ilr 18 tod sillaamCeaxed%t leeae!plea.TM`dmimspe:3Aifts mistln ettllns popoer ess5ee!pB Diliatersoi Tegsitz'Ot EM,noss 80083 rieniulditd! oCesfade edt»tlewrifie 1 ill m:ts imt(!A 15eTress Oestsal seer is NOT lalda Oest seyrtTnssN -hjour r:o leilL uir l?sdttraserees Mod Mill. 4451 St! Lucie Blvd. Zt d 9 ! r r s3' 7 d p- r- r +r Fort Pierce, FL 34946 (opylight@2016A-IRoolimsses-AnlhnnyMamho111,P.l. Repiodndianofibis damment,inany fam,isptohihiledwithaolThe wrineoptrmissionhonsA-1Roo}Tresses-AnthonyT.TomhoIli, P.I. 1 Job ' Truss Truss Type Qty ply A0151312 73733 J9 Jack -Closed 8 1 Job Reference (optional) A-1 Roof T Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:16:06 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= Eh7DhOvcMkDs_tgWzvtdZigLtCM3?MZlwlgcdmyU8kN -2-0-0 5-9-0 9-0-0 2-0-0 5-9-0 3-3-0 1.5X4 II 4X4 = t3Xb = Dead Load Defl. = 118 in 9-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.28 5-8 >376 360 MT20 244/190 TCDL 2810 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.42 5-8 >255 240 BCLL 010 * Rep Stress Incr YES WB 0.24 Horc(CT) -0.00 5 n/a n/a BCDL 7i0 Code FBC2017/TP12014 Matrix -MP Weight: 44 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 3) * This truss has been designed for a live load of BOT CHORD 2x4 SP 2400F 2.0E 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 4) Refer to girder(s) for truss to truss connections. Structural wood purlins, except sheathing directly applied or 6-0-0 oc end verticals. 5) Provide mechanical connection (by others) of truss BOT CHORDI to bearing plate capable of withstanding 270 lb uplift at Rigid ceiling directly applied or 10-0-0 oc bracing. that Stabilizers and required joint 2 and 316 lb uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid MiTek recommends cross bracing be installed during truss erection, in panels and at all panel points along the Bottom Chord, accordance1with Stabilizer Installation uide. nonconcurrent with any other live loads. REACTIONS. (lb/size) - 2 = 693/0-8-0 (min. 0-1-8) LOAD CASE(S) 5 = 467/Mechanical Standard Max Horz 2 = 384(LC 12) Max Uplift 2 = -270(LC 12) 5 = -316(LC 12) Max Grav 2 = 693(LC 1) 5 = 498(LC 27). FORCES. (Ib Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORD 2-3=-481/209 BOT CHORD 2-9=-593/481 5-9=-593/481 WEBS P NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D,� Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live loatl nonconcurrent with any other live loads. G'oouAiq Plts:FticrnyllTfA!fi'+Ik dI3OC'0!SiSP)fttft'd ' irIa��Nl!a.eXTAPCeA?iYrsiter:LAilA.A9lEtAhIdAeAtdDhisKllrie�pA !"nteT!Sei4/IefS�SBAr)(AlLFirAiF0'.AAiA0I[iI'}eItt!AdA. Fi1iUis e AlAXlfAx§eB alrIADSsOpY.x•EI,SiB�IIUtAi{iilAlitIhJ IrIrNdoxf.I ;T.Ia{DASTP�aC�iE7a]f,Ad %ih?nISeASt s6ND`I.E1iltelS1PirAYiOlp a1➢(r!alE;sSEFei�EctTasPR[BR.IXAIeFSiS;PS H r{fId !d„rsuEA9Staop1mAe.Xa!i{Cldrs,lllnF.eAfArCG(il1lhieXieli9fsX{tfAnC?dFrflujd(.:¢maAp egLgm7?{Da:ISeneA,sNPnaliA;ytaIr, ...... (nCc,IAAXsI�ary;C(;n wf1AmiYr:D=..'rD iaIn•,fIAASmSNFNA1iEAiEnsnXSiTtdx;1{I(I1(uSASsf1Ir S;AItHhp?[2ia,hrHeakfiE!',{13aI�wEt(J3edil:eX;tT PAeSFtriIl tjdrAhIlt'.i4!IaFA A[Fip,SlfALAaM�ISr:ElXfqItdPfiaII;Ny3m:rif.8Cn?1llA:lItIdffn1[A3l,FiE xi.B�?3rA,kl7nil[kS?riYf+fN:4h1}ti1pe.r1A�11Aln1s fhTa1eAIt3rilAeIF1lIrtc1Fl•s DAAoOPrA-:'ieSs1YiIGalsPIlIeTdDI1F1,fl,eila(tl41iPTfD1PdAAiD){ilatr'hry MCstiEn';lf {n.-erreAspfi;eEsIitFiTdhEh(ostdf1rtA.f§kA4Xkf:?Thfpilei1esTli.?AnIAi�IdszGhs4�.ONdsu:.t I�CdlTl!A,DxoID'PEgN2E1a!l1j1'ez..�lrei'rf�:eaS ngLDf.eAlsSS,trIlprAlox.9ts.al,L?ttna4ssRfhs:lelllsareenol. An�AUt�iliw!taenisppt:lasAelrtxsstunrep.,+IstliScs:G6eI:ctsAtps3sstfeBb#�dAadA1aruael1H`A1WCeN.^ni.eSl,t�¢wa:Ihifeiy.o...a........ Ajx F - Anthony T. Tombo ITi, P.E. .E. t 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 © 2,1641R. T.", A.wrT• P.I. Job Truss Truss Type qty Ply 73733 VM02 Valley 1 1 • A0151313 A-1 Roof Trusses. Fort Pierra FI wadi; rsaclnnlnh�ento� o.. . e �. _ Job Reference (optional) -- -w••• s May to 4U to rnnl: 8.210 s May i8 zuiu Mi i ex §ndus ID:HSelToU9d7eaEKtzidgglfyTWE_ iuhbvkvE71 2-0-0 2-0-0 6.00 F12 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 - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-P Weight: 5 lb FT; 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 75/1-11-8 (min. 0-1-8) 2 = 66/1-11-8 (min.0-1-8) 3 = 10/1-11-8 (min. 0-1-8) Max Horz 1 = - 51(LC 12) Max Uplift 1 = -25(LC 12) 2 = -57(LC 12) Max Grav 1 = 248(LC 24) 2 = 66(LC 1) 3 = 21O(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 1 and 57 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all. mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard NNaigpaose!SaSaraf!i5n!swt§a'1;l@9r51U;SFS;'St:!�i';.:;apll lEa4SStgI1XD!P6XSiGiCY; rMijltKl7i11rDtU?Ii°4c.TiX?;![£!ptpxaaiRfgavlslvlaaptlitals?fiSS Dis!as trrriegpplafq!lE:za�f. tgalaX.P;.IJetiu: Steel gtli!ea»,lir.'rsa!4trist st[!afaX�t TO,aeh, YI!1ltimieQtrgisles sEuilep5edtir;a:I6'taieoEit,.tsst!css Jeiaii§in;is SPifi1N AJ3iNF53t3lGNLErt.JS£i�4£bS!f9Mttg1H84•J§!§P.a§t51'FDa!F9i't.NiT�rt5gi9iia_:MfO£�£Eifl]faI?2a 5Ng!;riFSfd:Pi:!tEIL;MIT:Dii!t,palt(IPFI, IaidtSl§E t356Tg`t25; i4>[�a fEt:iC61, 5#!ws+h fEi iSlsJltifirosslat ea r!!: s»2Sts St sfI./GN'N!, ht XSlNSlAX'PI!ttai lE§d§G Xsid: n; rSN,!a rya m'£ra:`!ta it it[IltsEdX.e Nel aatliia :xWaml iPi i. Ttai Satal R:Paa[![zr4lldi5rsda rf851;SELL`!A§piShci3a,Sti![at;li;A;E!IR aed t!Niag s4liai Qi (fSaiiNSd^§P Ftnthopy T. T. III, P.E. Zt 4 80083 ,,_ Rra' 4451 St. Lucie Blvd, a §�inaaifl.iaaunSPny+aEts rify9i i9alfayPiipiS,a•'£asi*siiuticmi£iin!l+kkf.a!I°rathulIV.!ct.sI'Ndiitflt. Fort Pierce, FL 34946 .0pyri0hls2016A-1Roof frosses-Anthony T,Tomhoill,P1, Reptoduttionot1%Arnow, inany tom,ispichibiiedwitkauiIke wSitleopetmissioafrom A-1Roof Trusses - Anthony T.Tomba11131 Job i Truss Truss Type Q1Y Ply A0151314 73733 VM04 Valley 1 1 e Job Reference (optional) A-1 Koot I Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 14:16:07 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ iuhbvkvE71 LjcOPjXcOs5wNVzbkVksUv8yZ99DyU8kM 2-10-8 1 4-0-0 2-10-8 1-1-8 v d 0 2x4 i 2 3 3x3 11 5 4 1.5x4 II Plate Offsets ' 4-0-0 (X Y) 12-0-2-0 0-2-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 28.6 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 7.6 Code FBC2017/TPI2014 Matrix-R Weight: 13 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS.I (lb/size) 1 = 177/3-11-8 (min.0-1-8) 4 = 177/3-11-8 (min.0-1-8) Max Horz 1 = 85(LC 12) Max Uplift 1 = -70(LC 12) 4 = -84(LC 9) Max Grav 1 = 313(LC 28) 4 = 313(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-162/252 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=1321mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-Clfor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad I quate drainage to prevent water ponding. 4), Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live,loads., 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the . bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 1 and 84 lb uplift at joint 4. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard kaFzap-P tsu ivFz >!{E,;... tSt i .Ur.U...rcy i° "iFUt liUdid C%D�f 7DS.Li�Gk N`Ed;drCaB LEDS.EiKiiita le{U. dk{.{�ynaae�i3eEdfadv 4s 3:rts tits Cefp[ee.iag;:DD3wlh:Fa:3arl.l3�kIL,P: idt{eer. iiesl hte{ex .s'esfv5e:.ist f{EaGiz'.�.e 1;D, ati, dilrtt4'ERRi:G EM31 tGs:i if cftl Ex EDD1E Et /F<It d391Tt1 Sips EagEFtil{It.. gpK.'S E1)iEU3; 14l flG xraJ lDD It tiM'i?R3E{SgIft46i.ro pi4tt3fktY ES^3'UUSd Cgfas3 �tr EU td3ay3 Ei!iS suglx;r:3f dtp2dte9t7.1atgt, rsda lP41.R dt3 iE esnsy'ias, iar g^ui^..ees:3 !ui �ih Anthony T. Tombo III, P.E. 3{de{laltii ltti113{Cf$%�ziief d(tipHS c.':'f trfl4l.M!r lie DYY4'i4eIF¢(.iPd YDPRF iI't>d'$}.34j.rtPS?;,It he EE^.{qkE �.til;iFt i§(wdRt:Elii iil�d133:td4�idrPl1,lYi?ptiXHI.A't:1a 63Ytef(ltld PEE i:f lfD31, {94z2,3 AE.i1iEp. SN.lfttS {iK.WdEPN ig 1lalld't (t{giEsulE^td 980083 hR leildVg D?Slpef �d i&H1914f.,tD9a1l3 ftl tE1lt'Str:: bp':�F gtic:Etl iid E f R•fUEl�.dd.MFlefilMEtl itlEiglEtPS lKgi`SUrYi'43td girl3Shcdfd ettfl`.fftefzd?JE fttF41gi1dEAP r=bg d?!iNSIt IF 8v5 1C':ti C8d dA1339i5t r!pef"sF3'M.N: ilit3 DlSlga E4dIEtH 32d:f43f SdRFt{LC'9U, �1PS3 4451 St. Lurie Blvd. JJgxn:fedxEuxd a f(bahta iptedigtf i r .qOg nE'{4:l x u ihtd.:.a iltss Pn q+Ee,eK .is 14: E;t lagditg PrigaEr,n aas:Spsitm Ei;ibkaal ai; ERdGep. l EFspilal{ird lt:a3 iit rsdeRttd gi;fa' Fort Pierce, FL 34946 (�PpE'Mt",6A-1Ru=,lUusses Artfionri.icm6aIII,P.E. Rep{sdu�3ioncifisdcfumsnt.gnaaylc{m,isP{ohiFitedwSEnutthewlifleUPr{mi3sinr.FrumAJ£on3Finsses AngfianyT.iareSetgl,P.F. i wl JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION STDTLOI e CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-103 Exp. B, C up to 60' Mean Roof Height ' and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 Attach King Jack w/ (3) 16d Toe 772409-1010 Nails @ TC & 24" Strap w/ (6) 1 Od x 1.5" ea. end @ BC I Attach End Jack's Attach Corner Jack's; w/ (4) 16d Toe Nails @ TC w/ (2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC BC (Typ) 0 p ti I ttach Corner Jack's r/ (2) 16d Toe Nails @ TC & BC (Typ) 4trt�p•Piros.S'is«ga 99n �'A;f`h plhiF:i;'Sfitii'j.6E.tlilepii3R(Ctl(&i3i$4i1J44�6vJlES�j3SY.I�j4l!"w�f! k9t i3 t�d�sippp�t!„f mltwinfs4v('b fi;atCettp �•^rupf'fG exitk l�Ern, .a�}a �.PE,P�:ut?M1 Me ys&t:ti6e?tet�i xw^! ti+.,t[0a1� Wfetumeaarglt�9 s�'ikatup:a ilC�tcBen..,lsiTaSseui[eGy{ei:r,4�tsSpt�ii Eepr.:elatx.Npmp.F'.O,tEpna9L ¢9G p�vt=time n&es rS ngt Uatsib�'ilYtE. :tpecd9iclk3le lfi 9c� x1m1i G3,ea} s.,ti74i. 3epif:3a�iemp'fia>nNc�cg csaii^sn9.uaai:iih : An4hon T9.'T� t'ib� ill' P.E. 85dte8t{�i9 Tn531n �'fBn{�9f13S!!}G95lS nel"*aJ:att.IM QeAtr9ena9nFla eptll l9lbiwnaapt:i;avl#IKN#31M4'..E Ot M9m91oalbl(si itfi mdlNt 9lei&it(RrfaTud LR�6t'4n[8Mb}T•£9A IB'pS"1pW.�itp, GirSJl.G?�v429SaSENY.IOT lhtll4}i`!)flpi'li5ilt!($:' - Y f hAf IhjfkS�nl Wd.LCp A EVw�95635,ifti 6,ditRa'MMIl4M1i¢+,YCfl1 G{'k pwft4Q i9rtp9MR�d{e'9db. Poj(($I}(+hd.SEtl:Yitl wd xlp{idk1H149dt�tf (Nt01 pY }inY n�1CM°kl?ffi.P ittp90.if&Sit58fi1 pei)KR2} ifl99Utlmf�ifW:tS?Qi f]§Atlf 6td IKSNdGd9:At:i?td??R~ QS3 et�a'ieldiTt:9ai39eidsista nzgbTpt?pfip,lnd. Tbs fu99 gexpafgaexi;7u,TI?a!e?i;>$Maipsa.p+TnsE*ssz inymrperta bdl&agE'a1pd.ardWanart ei teUaai�EiF6 44515t. CUEI2 ifIVd., - F©ft kerce, T 34945` (opytightVA1dAIRest,romanAi6l':T.TedoIll.p.f.kppiodopionaiMsiamraee>,ieoffaamispailbhidwii6otlIlewhienPeiMi iirfromAI�aaiiowkh:nlF.iomboT,LP3: FEOUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL I STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD V-3'MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNEW OR THE PROJECT ENGINEER/ARCH TO DESIGN THE CEILING DIAPHRAGM AND IT ATTACHMENT TO THE TRUSSES TO RESIST I OUT OF PLANE LOADS THAT MAY RESULT FI THE BRACING OF THE GABLE ENDS. 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1:1ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X- SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID / AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL GABLE TRUSS NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED \S ARE NOT ADDRESSED HERE. / STANDARD GABLE / TRUSS / UKAL TRUSS 3T1 In AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. ACK I DULY 17, 2017 I STANDARDCONNECTIONBDETAIL TRUSS I STDTL"04 I THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 PIGGYBACK TRUSS - REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' O.C) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ioppsigktallUldA�ipoai'FG452S AOlELGJT.Ttl41k011i1P.E.%epitll6il'aRallEiidOtUfteGLl4aGf�{Otfk,uprokikite�wittas�ill'ew€lnu ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A'MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. kMdls3gsnzusysfir,.f€eWtetaiti1i49d,,KtrtSl.Fhili,�rss�ar�ia'.eiePu�+��.eikS�.y Mffi6nyT.ToAoFI,.Y.E: inks N TH 1d w; ill€ iON lm,%wMallo6�}.1y€y�ms§b€xxcd ifltlpl Sul e1 �figfmpiy4J 1. � #,30083, su 7l d Msti€nry hnns�i ns(yllwss #i; pa,inskaae!iadUcssrtra eladatl ta:w#ihtpa: 4451 St. Lucie 4sld.. A•1RcefTlesses•AnGensT:tsmla(ILPE: Fortaletce FL 34"6 JULY 17t 2017 TRUSSED VALLEY SET DETAIL -SHEATHED I STDTL05 A a; A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES -C CINU, UU11AMUIN 3S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45 (1/4" X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. Aiaarlk�-PI! m `rek.rols md9.alte �:a EErg,1 „}cniseie copflia R fkSfl�mfiIIf aj ilh3 Sl. di SBJtSNa22�td ii l'1 I i``tF Ll�ffiHlfo`>fgfd' w1w..Palm �Ala�l I¢Crd .`Id 04Bi`Ihi iiltS.lt 4diE�L dgria��s rare le�liu smgsasd des ada'aaGmgESt}9rl ml TN al lKk at Afsli(dW mov. Tana. !�1 a!a r„�rssxesiiss&sold Aditsrf� e wns Rsay�.i�urar sR9sfie'IgPe �+l�,�i;msafs�xR isr arlton6nl�E �Il s.y;Eaiesfk am. e:�i�mad�€. €d¢,cfiauiaa¢la}is'dafnseoiionrrldtm i¢ah3fae�wPhartfhaxlllanmtlnssss¢airnmA-1goctwdIII'l Mthony T Ton bo 11I P E. 80083 445e St Lucy, Bll Fert Pierce, FL. 34946 I FEBRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06-. I A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SECURI W/( VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS V" I l it 1l ,(NO SHEATHING) N.T.S. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A". 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES P r2 VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS SEE DETAIL BELOW(TYP.) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO USP MAX SPACING = 24" O.C. (BASE AND VALLEY) WS3 (114" X 3") WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. i Anttllony T. -lombd IIL,P,E. aao0 .4; A4.°,1 St, Lucie Blvd'.: rgtt Pierce, FL. 3441& I 1\VJJLU VP"U...LL 1 JL 1 UL 1 JULY 17J 2017 I (HIGH WIND VELOCITY) STDTL07 A-1 ROOFTRUSSES 4451 ST. LUCIE BLVD. ORT PIERCE, FL .34946 772416-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7 WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II PUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING 24" O.C. (BASE AND W SUPPORTING TRUSSES DIRECTLY UNIJtK VAI-Ltr I KUJJtJ MUJ I rst DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IIS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. NON -BEVELED BOTTOM CHORD CLIP MAY BE APPLIED, TO THIS FACE UP TO A MAXIMUM 6/12 PITCH CLIP MUST BE APPLIE THIS FACE WHEN I EXCEEDS 6/12 (MAX 12/12 P yVuaaS i s€d'a€!ea�:�tE fl' ll4j''Qt t't�SS£S{it fB F: lk12cftPm t f°`°�3�I�ri 9rsiSE136WSa sm'd lsiTre37 _:� md'as Al�z irhfsr€t�3a,�e^s6u€srUr€�Irilj�m€�Ani, 5e 5?1d, `r�-gnras€xahm� k�oeas sAazR��e r�'s€3i KSi.^,(isE lc'uE�Egr(tc'ros#sgtef 16E srcr."q Eq s�y�€s v. d....•... �,.f.... ,. 1•:J.. .d..,.i�. .:...�... ... L..�S IL .�..�....'A�� ..:l T:etrlll�0 [� Anilr�ny T Ton bo III P,.t<: SOD83 445i Sti Lu i8 Blvd. Fcri Flerte; FE 34946 FEBRUARY 17, 2017 I STANDARD GABLE END DETAIL I STDTL08'� I { A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. VIER' STU[ SECTION B-B VERTICAL STUD (4) - 16d NAILS (2) 10d NAILS INTO 2X6 2X4 SP OR SPF #2 772-409-1010 I TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. SECTION A -A DIAGONAL BRACE 4' - 0' O:C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. - 12 Q VARIES TO COMMON TRUSS 3X4 = v * DIAGONAL BRACING ** L - BRACING REFER {- REFER TO SECTION A -A TO SECTION B-B 24' MAX., NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP,AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP'#3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O:C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT4'-0'D.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' 01C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -`10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS 12' (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD-SPF BLOCK B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5- COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 . BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#3/STUD 12"O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP #31 STUD 24" O.C. 2-8-6 3-11-3 54-12 8-1-2 2X4 SP #2 12" O.C. 3-10-15 5-6-11 6-6-11 11-8.14 2X4 SP #2 16" O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2X4SP#2 24" O.C. 3-1-4 3-11-3 6-2-9 9-313 . ,)K UTAGUNAL BRACES OVER G' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' D.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF 02 OR SP #2. ' SPF AL D.C. THING 1/1 NAILS lOd I II / TRUSSES 0 24' O.C. 2X6 DIAGONAL BRACE SPACED 4B' O.C. ATTACHED TO VERTICAL WITH (4)' - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. I HORIZONTAL BRACE \ (SEE SECTION A -A) END WALL MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF.BRACING IS BASED ON MWFRS. :8RUARY 17, 2017 ran A-li ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946' 1772-409-1010 T—BRACE / I —BRACE DETAIL WITH 2X BRACE ONLY gOTES: f-BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACIN( :S IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 90% OF WEB LENGTH. PHIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TI :ONTINUOUS LATERAL BRACED WEBS. j NAILING PATTERN I T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4' OR 2X6 OR 2XB 10d 6' O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PLIES) NAILS SPACING STDTL09 BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2X6 I —BRACE 2X8 2X8 T—BRACE 2X8 I —BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2X6 I —BRACE 2X8 2X8 T—BRACE 2X8 I —BRACE T—BRACE / I —BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I —BRACE 1( NAILS WEB T—BRACE SECTION DETAILS FEBRUARY 17, 2017 I LATERAL BRACING RECOMMENDATIONS I STDTH0 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FELT 4 = ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 7724091010 BOTTOM CHORD OF THE'TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0.131' X 3') USE METAL FRAMING J L ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') TRUSS 2X6 4' - STRONGBACK (TYPICAL ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3'). INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) I ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (013V X 3') FirI ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') 0' WALL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA.) INSERT SCREW THROUGHI OUTSIDE FACE OF CHORD ,INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) 17,2017 1 LATERAL TOE -NAIL DETAIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL ' BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1 IROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 1451 )RT ST.LUCIEBLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. )RT PIERCE, FL 34946 TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) I DIA SP OF HF SPF SPF-S 131 88.0 80.6 69.9 68.4 59.7 z .135 93.5 85.6 74.2 72.6 63.4 0 J ;n 162 108.8 99.6 86.4 84.5 73.8 ri 128 74.2 67.9 58.9 57.6 50.3 c> Z 0 J 131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 ri I VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3S') WITH SPF SPECIES BOTTOM CHORD I FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY i ANGLE MAY VARY FROM 30" TO 60" 45.00' ANGLE MAY VARY FROM 30" TO 60° STDTL11 THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60" 45.00' FEBRUARY 17, 2017 I UPLIFT TOE -NAIL DETAIL I STDTL12,�� I,, A 1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND, STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER ENO AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS. TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP DF HF SPF SPF-S L7 .131 59 46 32 30 ;20 Z O J .135 60 48 33 30 120 • U7 .162 72 58 39 37 25 J j i 2 O J 28 54 42 28 27 19 L7 Z Z JO .131 55 43 29 28 19 W .148 62 48 34 31 i21 -1 Lo J N Q M Z .120 51 39 27 26 17 0 Z .128 49 38 26 25 17 O J .131 51 39 27 26 i17 O' n .148 57 44 31 28 20 I VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND 60L OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. s*� USE (3) TOE -NAILS ON 2X4 BEARING WALL �!+ USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR SI T TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW END VIEW FEBRU" i RY 5, 2016 I TYP 2x2.NAILER ATTACHMENT I STDTL13 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS i A-1 ROOF, TRUSSES FORT PIERCE,IFLB34946 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 772-469-1010 7-10, 29'-0" Mean Height, Exp. B, C or D. April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS i - - Yft i A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. 12 FORT PIERCE, FL 34946 772-409-1010 VARIES (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER (4) 12d MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24it O.C. SIMPSON H5 I i W.-�j•nlm ffm.Jf... 6!*11 Mi ftp3Sbi(1YEEtjrAltig TWK tOW714;'C7 Yy"tPfEC`l ntt`,".;YfY"6 Fhh�p pwefMrlam nk mf 'm1 SDfrm yTD^ tk}pm 'imLµtF lAr•xf Yka6t. th7f (fth trkn2tlEP,uH K(N mRMr,'tAl akai;knkSrtal lS''`bM rct d. tle3 3 Dti}e£ryaaa i:a 5£e yEry �AGt 1mA 30Dnp u11 p. R41t>„x'n.usl agRf ;q ywvS'ti to RRY9t : t IeNCMa1a11Cd d1,n&r IN,I. R b p vm£mtl,fxfinj w31pn. Ss!^.k u:. �- 3, ak sed ;s t:+11lmx s» sb .a.it ze a.xa ev.sn is n! Anthany T. am„a 4T, P.E. C '�iw .Si,: jrr 3etsiL=ayD ugeam�adeaY 3..wt R: vif Ixd Mt£uyikl sal:ru, T>lstPnYdC IPp a! ;tYau Y}ei:ni,ta?kxpiaFw;l, slvtge.osttJmal si /,ay 16ti6t hl tawsail,y4E ,, EE)()$3 ' ' is Cj i'7—"ek £tktt� 1 1!=1W lldit'yD NSMl3M+lti Fsi Q�l++Eiiil Sd N•!iJ (4TYNM �f�' e4r4 �Ijl(p'/I}4}dh11MQaJ>F,(Syt14'f�ttlff im jYae'R10t,3fxt llii%iffq.ljlfM��5�i4NS A!/qtd tE r�!(1YiYDti�¢f%1PY,3W2<p..kYgilt Rl ift3l YpNp^>tl.:g{11 QQS� St (,41LEf: 34"1 . #ireiudlfindk}(Ciezer: tpxxiryum."ki rtiylmlSmrnld. 7Se Cn�6l.�ER r.aSDla t tin},aaylx,trl xs f &janr du y}id3+m£, UI<qfl t;rfbt: mtnie7akm'd1T. CepyrigM �F 1�iDA TAstlLotses-Amhcny T,Tomba11f,?.RtpodDtlinn 0 iMs dcromstl,in,ny fo,, iopmkWi-d withtm the mfitin pt mfss�oa fttat Al Rod lm-,- A,fhoy T. T016111, U. Fort PlciC, FL 349�6 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTLI5 FE&kUARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 !ST. LUCIE BLVD. FORT PIERCE, FL 34946 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' OIA.' X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + X� TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES:, 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR ODES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSSISHALL BE'INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR.- 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN INAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS I STDTL ',6. i A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 ° 772-409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XG PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION RECEIVED OCT 2.5 2019 NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS Permitting WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED 6' O.C. 9 Department 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH St. Lucie County AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR, SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF: IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 400 SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. RECEIVED REFER TO INDIVIDUAL TRUSS DESIGN OCT 2 5-2018 FOR PLATE SIZES AND LUMBER GRADES Permitting Department St. Lucia County