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Truss - 8-11-15
156�- _ o 1-K];,7 Awl ROOF TRUSSES A,FLQR10A CORPORATION ZE Job 61998 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. A-1 Roof Trusses 4451 St Lucie Blvd " site Information: Fort Pierce, FL 34946 ,tastomer Info: L&C CONSTRUCTION INC. Project Name: BALSER RESIDENCE -ot/Block: Model: BALSER RESIDENCE kddress: LOT 4 HOLIDAY OUT, JENSEN BEACH, FL')ubdivision: :ity: County: St Lucie State: FL Jame Address and License # of Structural Engineer of Record, If there is one, for the building. Jame: License #: kddress: "Ity. 3eneral Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special _oading Conditions): CE1!'.1 AVG Y 12015 )esign Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Nind Code: ASCE 7-10 Wind Speed: 170 MPH goof Load: 55.0 psf Floor Load: 55.0 psf 'his package includes 92 individual, dated Truss Design Drawings and 0 Additional Drawings. Vith my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet :onforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. Jo. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date A0556593 A01G 7/31/15 13 A0556605 FL06 7/31/15 25 A0556617 FL18 7/31/15 A0556594 A02 7/31/15 14 A0556606 FL07G 7/31/15 26 A0556618 FL19 7/31/15 A0556595 A03 7/31/15 15 A0556607 FL08 7/31/15 27 A0556619 FL20 7/31115 A0556596 A04 7/31/15 16 A0556608 FL09 7/31/15 28 A0556620 FL21 7/31/15 A0556597 A05 7/31/15 17 A0556609 FL10 7/31/15 29 A0556621 FL22 7/31/15 A0556598 A06 7/31/15 18 A0556610 FL11 7/31/15 30 A0556622 FL23G 7/31115 A0556599 A07G 7/31/15 19 A0556611 FL12 7/31/15 31 A0556623 FL24 7/31/15 I A0556600 FL01G 7/31/15 20 A0556612 FL13 7/31/15 32 A0556624 FL27G 7/31/15 I A0556601 FL02 7/31/15 21 A0556613 FL14G 7/31/15 33 A0556625 FL28 7/31/15 0 A0556602 FL03G 7/31/15 22 A0556614 FL15G 7/31/15 34 A0556626 FL29G 7/31/15 1 A0556603 FL04 7/31/15 23 A0556615 FL16 7/31/15 35 A0556627 FL30G 7/31115 2 A0556604 I FL05G 7/31/15 24 A0556616 I FL17 7/31/15 36 A0556628 FL31 7/31/15 he trussdrawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. russ Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February28,2017. 10TE: The seal an these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. he suitability and use of components for any particular building is the responsibility of the building designer, per ANSIRPI-1 Sec. 2. h 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 ating the nature and character of the work. The design criteria therein have been transferred to Manuel Martinez PE by [A1 Roof Trusses or specific location]. These TDDs (also referred to at times uetural Delegated 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 ineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsi nd shall coordinate and review the TDDs for compatibility with theirwritten engineering requirements. Please reviewAT ll related e MIFF MaAuel Martine P.islness MnNn:i Page 1 of 2 z .1 a i A-1 ROOF TRUSSES A FLORIDA;CORPORATION I 2E: Job 61998 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Jo. Seal # Truss Name Date No. Seal # Truss Name Date ;7 A0556629 FL32AG 7/31/15 75 A0556667 JK 7/31/15 ;8 A0556630 FL32G 7/31/15 76 A0556668 JK2 7/31/15 ;9 A0556631 FL33 7/31/15 77 A0556669 JL 7/31/15 .0 A0556632 FL34 7/31/15 78 A0556670 JL2 7131/15 •1 A0556633 FL35G 7/31/15 79 A0556671 JM 7/31/15 •2 A0556634 FL36 7131/15 80 A0556672 JM2 7/31/15 .3 A0556635 FL36A 7/31/15 81 A0556673 JN 7/31/15 4 'A0556636 FL36B 7/31/15 82 A0556674 JN2 7/31/15 •5 -A0556637 FL37G 7/31/15 83 A0556675 JO 7/31/15 •6 A0556638 FL38 7/31/15 84 A0556676 J02 7/31/15 7 A0556639 FL39 7/31/15 85 A0556677 JP 7/31/15 .8 A0556640 FL40 7/31/15 86 A0556678 J132 7/31/15 .9 A0556641 FL41 7/31/15 87 A0556679 JQ 7/31/15 ;0 A0556642 HJA 7/31/15 88 A0556680 JQ2 7/31/15 d A0556643 HJB 7131/15 89 A0556681 JR 7/31/15 ;2 A0556644 HJC 7/31/15 90 A0556682 JR2 7/31/15 13 A0556645 HJD 7131/15 91 A0556683 JS 7/31/15 4 A0556646 JA 7/31/15 92 A0556684 JS2 7131/15 ;5 AO556647 JA2 7/31/15 r 'i ;6 IA0556648 JA2A 7/31/15 W A0556649 JA4 7/31/15 i8 A0556650 JB 7/31/15 ;9 A0556651 J132 7/31/15 ;0 A0556652 JC 7/31/15 i1 A0556653 JC2 7/31/15 Q A0556654 JD 7/31/15 3 A0556655 JD2 7/31/15 4 A0556656 JE 7/31/15 ;5 A0556657 JF 7/31/15 i6 A0556658 JF2 7/31/15 ;7 A0556659 JG 7/31/15 ;8 A0556660 JG2 7/31/15 G A0556661 JH 7/31/15 0 A0556662. Ji42 7131/15 '1 A0556663 , JI 7/31/15 '2 A0556664 " J12 ' 7/31/15 '3 A0556665" * 'JJ .. , 7/31/15 A A0556666 JJ2 7/31/15 Page 2 of 2 Job Truss Truss Type Qty Ply A0556593 61998 A01 G Roof Special Girder 12 Job Reference (optional) ee:r-- G.: r..r- 47•4A•7G 7f1lG D-u Al ROOF TRUSSES, FUK I FeILKL;t, t-L 14U4b, eesign(aa ITruss.cum wu. noeu o nper ou eu w r r n rr. r .o rye. w �.e ,.. ,... .. .......... . .... 5x6 = rs -1- 22-2-11 Dead Load Defl. = 318 if I � N Ira a 2.00 12 1.00112 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.39 9-10 >684 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.73 9-10 >364 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.26 7 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 218 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* 131: 2x8 SP No.2, B2: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing. REACTIONS. (lb/size) 7 = LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* 131: 2x8 SP No.2, B2: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing. REACTIONS. (lb/size) 7 = 1545/0-8-0 (min. 0-1-8) 1 = 2935/0-8-0 (min.0-1-11) Max Horz 1 = 77(LC 8) Max Uplift 7 = -782(LC 5) 1 = -1453(LC 4) Max Grav 7 = 1545(LC 1) 1 = 2935(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-4086/1993, 1-2=-8298/4057, 2-3=-7151/3463,3-20=-7031/3430, 20-21=-7095/3456, 21-22=-7115/3475, 4-22=-7175/3491, 4-23=-8422/4215, 23-24=-8462/4219, 5-24=-8498/4221, 6=-5183/2654, 6-7=-5694/2873 OT CHORD -15=-2104/4233, 1-25=-3838/7849, 11-25=-3875/7934, 11-26=-3853/7884, 10-26=-3878/7945, 10-27=-4053/8368, 27-28=-4058/8360, 9-28=-4060/8356, 9-29=-2826/5672, 29-30=-2827/5668, 30-31=-2830/5666, 8-31=-2828/5667, 7-8=-2656/5329 WEBS 2-11=-285/415, 2-1 0=-1 171/632, 3-1 0=-1 166/2721, 4-1 0=-1 477/912, 4-9=-284/301, 5-9=-1263/2705, WEBS 2-11=-285/415, 2-1 0=-1 171/632, 3-1 0=-1 166/2721, 4-1 0=-1 477/912, 4-9=-284/301, 5-9=-1263/2705, 6-8=-407/857, 5-8=-793/428 NOTES- ' 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched, Except member 10-3 2x4 - 1 row at 0-6-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; 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) Plate(s) at joint(s) 5, 7, 8, 2, 11, 3, 4, 9 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 10 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 7, 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=782, 1=1453. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 228 lb down and 227 lb up at 8-9-15, 190 lb down and 197 lb up at 10-11-13, 158 lb down and 171 lb up at 12-9-13, 118 lb down and 139 lb up at 15-1-9, and 99 lb down and 107 lb up at 17-5-4, and 154 lb down and 210 lb up at 19-0-7 on top chord, and 721 lb down and 404 Ib up at 1-10-12, 507 lb down and 253 lb up at 4-2-8, 441 lb down and 224 lb up at 6-6-3, 90 lb down at 8-7-8, 68 lb down at 10-11-13, 50 lb down at 12-9-13, 27 lb down and 5 lb up at 15-4-9_ and 13 lb down and 11 lb up at 17-5-4, and 54 lb up at 19-0-7 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: 1-3=-90, 3-5=-90, 5-7=-90, 10-15=-20, 8-10=-20, 8-12=-20 Concentrated Loads (lb) Vert: 5=131(B) 10=-45(B) 19=-721(B) 20=159(B) 21 =-1 20(B) 22=-89(B) 23=-49(B) 24=-8(B) 25=-507(B) 26=441(B) 27=34(B) 28=-25(B) 29=-13(B) 30=-2(B) 31=47(B) Warning -Wem lb ughlyrerier the 'A.1NOT TRUSSES f'SNSER),GEIERA( TERMS &(0191TIONSCUSTOMER r1UTERIA(KNOWIEDBEMENP[arm.yetilydesign pinselins and ited asks on this Truss Desilge Norring (TODD) and the Manall Aluffirna, P.I. Referees, $had before M. Unless atberritestood sothe TOD,only MANUEL MARTINEZ, P.E. AUTek mnoeaor flours shag he used for the ED to be rohd. As a Iron Design Engineer fie, Spedalry Engineerl the sent an soy TOD top oft oa ameptsam of t4furoressioael eagiseniag respansihiliry lorthe design of the inpblruss defined on Me IDD only, under TPId. The deign asmmptioss, bodiagmndiNoos, �sotabiliry and asedthis Lure for any Bugdng is the respomibSq of the Owner, the Owner's omhuir,d agent or the Building Desigoep in the mntnt of the IR(, the 181, the I (bailing ads and 761. theoppraml of the 100 and anyriid use of the Loss,in.&Sboadhng,sbrags, imtolMion a ad boimg, hall Ins the #0471 R2 mspoes3niry of the Building Ongner and(onronm. AD at. sal set in the 100 ad the patk., and guidelines of the Building(snpnnnl Solely lef-stion 1131) published by TPI andSBCA me Wemersd for gemml guidonm. TPIA dehnes the respamibiDtimond duties of the Luss Designer,W,Design Engineer and 100191[haTllon Cir. hossNonotorMeg oslnsothenise defined by o (oMron agreed spas in riAingby all parties inrolred. The Imo Design Engineer is NOT the Banding Designer or Tmu Spleen Engineer br any building. AU(apilor¢ed tons me as drf ed in IPFI. Orlando, EL 32832 (opydght©1D15 A-T Roof Truster -Manuel Martine, P.E. leprodunion of This dsmmenl, in any tmm, is prshibited rilh rrinen perminiaa ham A-1 Roaf trusses -Manuel Narlineq P.L Job Truss Truss Type Qty Ply 61998 A02 Roof Special 1 1 A05565$4 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1--11 , 5-6-11 1: 44-11 4-2 0 e 4.00 12 �i a 11 4x6 = 8x8 = 2.00 12 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 M7i ek Industries, Inc. Fri Jul 31 17:14:28 2015 5x10 MT20HS= 2.00112 1.00 ft2 5x10.MT20HS= .dX4 11 Dead Load Defl. = 7116 if 3x8 = 1-0-11 -8-1 5-6-11 9-9� 15.4-5 16-7-2 22-2-11 $-1 4-2-0 4-2-9 5-7-1 1-2-13 5.7-9 0.6-0 Plate Offsets (X,Y)— [4:0-7-4,0-2-4], [5:0-7-8,0-3-01, [8:0-2-6,0-1-4], [9:0-5-0,0-1-01, [11:0-3-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.48 9-10 >526 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.82 9-10 >306 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.36 6 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-S) Weight: 88 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0. (lb) - Max Horz 1= 88(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-170(LC 8), 6=-532(LC 9), 11=-441(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 1=342(LC 25), 6=1165(LC 1), 11=956(LC 1), 1=324(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3325/2441, 2-3=-3728/2817; 3-4=-3908/2970, 4-5=-3845/2939, 5-6=-4898/3697 BOT CHORD 1-15=-509/422, 1-12=-2475/3376, 1 -11 =2475/3376, 10-11=2488/3398, 9-1 0=-2522/3443, 8-9=-3378/4607, 7-8=-3376/4588, 6-7=-3389/4598 WEBS 2-11=-1318/1151, 3-9=-156/514, 4.9=-815/1218, 5-9=-1010/807, 5-8=-193/449 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=5.Opsf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 6 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 170 lb uplift at joint 1, 532 lb uplift at joint 6, 441 lb uplift at joint 11 and 170 lb uplift at joint 1'. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1-4 winning -noose lhorougM1ly,erierthe1.1WEST TRUSSES (S11111,CENEPASTERM A(ONDIn00f(USTOYFr('BUTFAIA[rMONI[OgEMENI'loan.Vmilydesignpa,emelnsandTend emnonlhisTmuDeignOrowing(N0landiheNanoelNardnet,P.F.PeferenreSbeetbeloreou.Unless othamestonedootheND,only MANUELMARTINEZ,P.E. �Mifek rennno, plain shall he used lm the IDD to k eoNd. As a puss Desip Engineer Co.,Spedeny Eogiatel the wol an aeyTDD repmwoft no osreptone of thepmlessiooal eog -flog respanih" loftht design of the siogle Tmss depicted on She TDD only, uide, TP14. the design assumption, bodingmednroes, -' sodebilityondneofthis T—fe,onyWidiogisthe rup-irdityofTh. Now, Th. 0waniourhaNdegulonthe ruMingDesigner,infhersowtofNIAC, The TIC, Th,ImlboildigendeandTPET.TAeopprorafollhe100andomfieldneolMeTruss,inelodiogbandhng,slo,age,imSoOotiooandbroring,sho06erhe #047182 Tespom�liq o(the Boildiig Designer andConhano,. ADnoles set oaf in the SDD eed lbe peedeeseed pidelines of the NoDdingComponmlSolety ldormotion(rOgpoblished 6yRl midSA(A mnefermsed for gene,ol gudoore. lPEl deNon WuespoosibiNtim and dufiesdtbe Lust Dedgoer.TrmsDedgo Engineer and Trans Monofafta, Wess othenne deffned byaCom,oet opeed upon inenifing by o0p.rie, i-hed the irvss Design Engineer is NOithe Duld'mg Designer or Lou Systenrngmen hr any 6oN6og. AD(ephefreedle measdefinedi.M1. 10019 ChorIlDn (ir. 6pyright©2015 A-1 goof Trusses -Manuel Morliner, P.E repsodoelion of [his dunrow, in nor We, is prohibited with written purnissioo from A-1 roo(Tmsses- Manuel Mnfiner, P.L Orlando, FL 32832 Job Truss Truss Type , Qty Ply A0556595 8-1998 A03 Roof Special 1 1 _ _ _-_---.....-... .--. ,.,.n_ Job Reference (optional) •__nn nn�e •e:— L.: 1..1 -147•4A•O07le-IG D�nu Al ROOF 1 RUSStS, FUK I I-ItKL:t, I -I s4avo, aeslgn(aa i (russ.wm Run. . r pr r, � ..... _-.__, ..— ... -- - - - - - - .-- -- - - - ID:Y5UhxrWvBWCtNAsOXX?MzvysxSJ-r7DWYVyBZOePNr97zu_v?02WxeeEznTA?3 89gysV3 1 4-11 , 6-10 8 10-10-3 11-10-1113-1 8 16-1-0 17-2-31 22-2-11 1-4-11 5-5 13 3-11-12 1-0-8 1-2-13 2-11-12 1-0-15' 5 0 8 " 5x1?--W 12 5x6 = r� 4 5 10 2.00 12 3x10 =7x8 = 1-411- -8-1 10-11-1 1-10-1 13-1-8 22-2-11 -8-1 9.6-6 -11-1 1-2-13 9-1-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.51 8-9 >494 360 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.82 9-10 >304 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.38 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP M 30 `Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'Except' B2: 2x4 SP M 31, B3: 2x4 SP No-2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. All bearings 0-8-0. (lb) - Max Horz 1= 99(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-703(LC S), 7=-537(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 1=1239(LC 1), 7=1193(LC 1), 10=331(LC 3), 1=1239(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4456/3556, 2-3=-4448/3576, 3-4=-3772/2863, 4-5=-3670/2858, 11= -4492/3409, 6-7=-5389/4242 TCHORD 4=-337/288, 1-11=-3503/4349, 0=-3503/4349, 9-10=-3237/4132, =-2544/3648, 7-8=-3926/5088 2-10=-896/1001, 3-9=-607/827, 4-9=-1022/1385,6-8=-901/982, 5-9=-347/275, 5-8=-721 /965 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=5.Opsf; 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) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 7 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 703 lb uplift at joint 1, 537 lb uplift at joint 7 and 703 lb uplift at joint 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and t/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Dell. = 7/16 it 3x8 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 88 lb FT = 0% Warning -Pleme thoroughly ,eaierthe. 'A.1ROOF TRUSSIS(1111ERA.6ENIgA1FIRMS &(ONDOIONS(USTONIR('RUH1jA(RNOWIR)MENrImm.Verily design paromv andr,adnolnonthisTrussDesignDimring(ND)andtheRoundMarriott,P.E.ReformsShetNeta.use. Unless ohmisestated oethe IUD, sly MANUEL MARTINEZ, P.E. Mild tonnedor plater shell be used in, the TOD In be v.Dd. As a Truss Design Fngineer(i.e.,Speddry [aginee,lthe seolanany TOD represenh ea ntceptaace of Ma prolessioeal engineering responsibibrytor the design olthe sinpleTrvss depiMed an the lDD only, wader lPl-1. the design afwmpiions, bod'mgtaadnioos, A!soBobibtyaedmeofild,Trossfar any Buildingisthemspoesibilty ollhe the ga0ding Oosigaer,iolbetnnteu.1the1141he n(,lhelomlbailding,odeoodI?H. the approval .1 the TODand any fidd use.1the Truss,indeding handing, stmoge, fastdeine mid Nedog, Shan be the #047182 ru'p*10019 Chorhon Cir. Tsboathouses, unless orhevim defined by o (oafton agreed upon ie.,icing by dl lo'k, iavd'ed. The I.,s Design 1.0.... is NOT the Mliag Designer or Trust System Eoginee, la, any builliog. AD (apDoD,ed terms me as defined in iP41. (epy,i9ht©2OlS A-1 Rnaf T,usses. Manuel Marline,, P.E. Reprodadion of this document, in our farm, is prohibited Mith rni",a permission ham A -I Roof Trusses-Monuel Madioe,, P.E. 9r1�0d0, FL 32832 Job Truss Truss Type Qty Ply 61998 A04 1 Scissor I 9 1 A05565 6 1 Jnh Reference o tional Al KUUt- I KUJstJ, YUK I VltKla, F'L 34tr4b, eeslgn(dal truss.com I Run: /-bZU S Apr 3U 2U1b Fnnnt: /.bZU S Apr 3U 201b MI I ek Industries, Inc. Fri Jul 31 17:14:30 2015 Page I ID:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-KJnulrzpJimG?_kJXcV8XDbis2_hiBpJEjkih6ysVc 1 4-11 , 7-2-9 11-15 15-6-12 16-2�2 22-2-11 1 4-11 ' 5-9 14 3-10-12 45 7 7 6-0-9 i 5x6 = Dead Load Defl. = 112 it d nnri—q- 9 2.00 12 1 • 3x8 = 4x6 = 7x8 = 1-4-11 p-8-11 6-5 3 11-5-11 16 44 22-2-11 11 5.0.8 15-0-8 410.10 5-10-6 0-8-0 Plate Offsets (X,Y)— i9:0-5-0,0-0-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.51 7-8 >491 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.92 7-16 >272 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.38 6 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix!S) Weight: 86 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross'bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0. (lb) - Max Horz 1= 101(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-293(LC 8), 6=-524(LC 9), 9=343(1-C 12) Max Grav All reactions 250 lb or less at joint(s) except 1=841(LC 1), 6=1182(LC 1), 9=428(LC 25), 1=841(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3826/2716, 2-3=-4195/3124, 3-4=-3659/2730, 4-5=-4045/2974, 5-6=-5209/4062 BOT CHORD 1-13=-501/419, 1-10=2753/3825, 1-9=-2753/3825, 8-9=-2784/3871, 7-8=-2801/3897, 6-7=3746/4918 WEBS 2-9=-1212/1240, 3-7=-568/523, 4-7=-1327/1924,5-7=-1147/1227 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vast=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; ExpP; 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 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on'the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 6 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 1, 524 lb uplift at joint 6, 343 lb uplift at joint 9 and 293 lb uplift at joint 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and j'/:" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standardl tlaroinr-Reawftnoeghlyrerin6a-Ad ROOF TRUSSS('S1MI,GINIRAITIRYSB CONDITIONSCUS1011111'6UVIII A(RNUWIN6IK IFarm. Verily desire pammeten and read ogles on thisimss Design Drmiltg(001 and the Manuel Martinet F.F. Retereme Sheet before ne. bless otherwise staled an the TOO anry MANUEI MARTINEI, P.E. �Miley wneertm plates shall he used Im the IDDtohe ra0d. Asohms Oesiga fnginevQ.e,ipedelry fngmevL6e seal on 0ey TDD represents an auepl— of6e patessiotel enpnaring respt.sitiily Mr the design art, single Truss4piaedan the TOO until, under UK The design assomptiws, Yadiog waditioot, '.' wilabiliry and use orbisLuss For eny Building is the respomibifiry at the Dewar, the Owner's authorawd agent or the Buildug Designer' lhemnlendlAe lt(, the ll(, Iheloml buklnpmde ondTPH. Moppraarlol6r ND and our fieldaeol the Tmss, inskdioghmldlmr, slmage,imlallaUon and brmmg, shag be the #047182 wspom6dUy o16e Building Oesgner aiY[onbrAm. AD rota set net in the TOD and 6e prods and guidelinesol6,BuildingCompeneni Solely lnlowetion(161) published by FPl and SBU muelvenred tar gloved guidenre. Rl-ldefinesiheresponsibiltiesoddutiesolibe Truss Designn.Truss Designingineero� 10019(hOdlan Cir. TrasYaauksrowr, adieu o6mise deNoed by a Cootrort agreed oponio wiiNeg By dl pvrties molred Nlross Design lops -is NOT 6e Building Designer or Truss System Engineer 1. any bolding. AD Cophofieedtvms or, or d,r ed in W. Copyright©1015 A-1 RoalTrussee=Manuel Mastina,P.E. Reprodurtion or thisdarumem, in oaylosm,isprohibited wi6 writler rmissian hem A-1 Roof Trusses- Manuel Yodintliji. Orlando, FL 32837 bb- Trus — Truss Type Qty Ply 1 A0556597 61998 A05 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FOR 1 PIEKGt, FL 3484b, oesign(dallruss.com nun: e.620 5 tyr au zu i o rant. r.ocu a npi ou cv ro rvn i cn ri 1. y ID:Y5UhxrWv8W CtNAsOXX?MzvysxSJ-KJnulrzpJimG?_kJXcV8XDbgS2yjiDgJEjkih6ysVc 1 4-11 5-7-7 9-7 6 11-7-5 16-0-0 22-2-11 1-4-11 4 2-t2 3-11-15 1-11-15 4-4-11 6-2-10 2.00 12 5x10 MT20HS= 5x6 = 4x6 = 7x8 = 2.00 12 1-4-11 -8-1 9-9-15 12-0-4 22-2-11 -8-1 8-5-4 2-2-4 10-2-7 LOADING(psf) SPACING- 2-0-11 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.58 9 >432 360 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.92 9-10 >271 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.38 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 31 *Except' T2: 2x4 SP No.2, T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 *Except* B3: 2x4 SP No.2, 84: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD 2-0-0 oc puriins (2-4-8 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 3-3-11 oc bracing. REACTIONS. All bearings 0-8-0. (lb) - Max Horz 1= 99(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-496(LC 8), 10=-171(LC 12), 7=-535(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 1=879(LC 1), 10=511(LC 25), 7=1215(LC 1), 1=879(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3866/3058, 2-3=-4320/3501, ' 3-4=-3945/2992, 4-5=-3834/2993, 5-6=-4351/3286, 6-7=-5452/4314 BEST CHORD 1-14=-469/401, 1-11=-3109/3929, 1 -1 0=-3109/3929, 9-10=-3152/3987, 8-9=-2577/3705, 7-8=-3989/5152 WEBS 2-10=-1480/1360, 3-9=-394/575, 4-9=-199/345, 5-8=-1074/1541, 6-8=-1079/1155 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=5.Opsf, 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 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 1, 4, 5, 8, 10, 3, 6 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 9 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 496 lb uplift at joint 1, 171 lb uplift at joint 10, 535 lb uplift at joint 7 and 496 lb uplift at joint 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Dead Load Defl. = 1/2 it 3x8 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 86 lb FT = 0% warning-HeaseIS Dblyrevit. the 'A-IROOF TRUSSES (-Sn01, GENERAL TERMS &(ONOInONS CUSTOMER CSOY11jA(NNOMIDGINTENE' Tom Vetilydesignparameicnandseed oohson ibis Ism DesigeD—mgODD) ondthe Weal Unfien,P.E.Nchreu, Sheet helorw.West ob-itest.Ndonthe TOO, only MANUELMAflTINEZ,P.E. NileA ronnedar plates shelf housed for the IODmberohd. As aTrufs Design Engineer Q.e„Speiolry Fgineer), the seal on any TDOrepresanO on eroeptene 0 the p kisioealeagiee..ing respoosibiliry lorthe design of the singlefrost depicted an the IDDonly, ueder iPl-I. Thedesign ass umptions,loading-thhees, s0651"ed es, al this N. To my Building is the fop-ibirty el the 0, 0', ogmtor the 161din9 Deigen, in the Mut el The to(. the nC, the 10 1he0diq.d. and WEE. the appe.1.1 the TDD udny held use el the Truss, iedud'mgboodhag,oe.% 6901.1ioa and b,eft shelf be the #047101 QA9.s1,,.f..1in1b,TDDe,dflt,pporodhes and gaide0nes of lAe BuOdmg(omponen15dery tolermofien(R(SQ pahhshed bylll and SB(A om nlmen¢dlor gemml gaidanu. TPEl definer the rerymsihi6fies nod dolies of He LmsOesignn,lrvss Desgn Fogineer nod 10019(horllon(ir. imss Manfied—, West elh-in defined by o(.eftm ogrteduponin rritinghdl Aaronimolrtd The 7—Deign Engineer is NOT The Raddmg Designer m Ems, System bog Is, mry building.AD (ap0ogaedinmsare asdeleted ioTPEI. (epydght©201S A-1 R.1Ttusset -Manuel Madinea, P.E. Rcprgdudion gT Ibis domment, in any fotm, is prohibited pith oti0en permission ham A -I Roof imsses-Manuel Marti- P.E. Orlando, FL 31831 Job; Truss Truss Type Qty Ply 61998 A06 Roof Special 1 1 A0556598 Job Reference (optional) Al KUUr I Ku55ts, f UK I PItKGt, FL 34945, designLaltruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:31 2015 Page I D:Y5 U hxrWv8 W CtNAsOXX?MzvysxSJ-oVLGzB_S4?v7d8J W5J ON4R7rJ RNuRg9STNTFDYysV 3 14-11 6-1-12 OWN 12-9-2 16-3-9 17-0-0 22-2-11 1-4-11 ' 4-9-1 0- - 0 6-4-13 3-6-7 0-8 7 5-2-10 h 2.00 12 5x10 MT201-1S= Dead Load Defl- = 5/8 it 1.5x4 II 5 1.00112 4x6 = 2.00 12 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.57 9-10 >441 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -1.03 9-10 >243 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.39 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 88 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0. (lb) - Max Horz 1= 86(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-409(LC 8), 11=-240(LC 8), 7=-494(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 1=1002(LC 1), 11=256(LC 1), 7=1187(LC 1),1=1002(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4188/3015, 2-3=-4471/3326, 3-4=-4323/3313,4-5=-4238/3322, 5-6=-4664/3522, 6-7=-5294/4022 BOT CHORD 1-15=-508/423, 1-12=-2970/4109, 1 -11 =-2970/4109, 10-11=-2997/4153, 9-1O=2838/4018, 8-9=-3723/5003, 7-8=-3714/4985 WEBS 5-9=-1018/1521, 6-9=-711/623, 4-10=-8/342, 5-10=-345/423, 2-11=-940/934 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=5.Opsf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 7 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 409 lb uplift at joint 1, 240 lb uplift at joint 11, 494 lb uplift at joint 7 and 409 lb uplift at joint 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and1e/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Winning -Please lhofoughly reriewthe'Ad ROOF TRUSSIS(ALIERI, GENERAL TERMS6CONDITIONS (USTOAIII-BUTn'IA(RNOMIFUGENENl Imm. Verily design poromelenoad rend Doles on lhislruss Design Dro.iupROD)mdfha Manuel MorN,e6P.E.pdnman Meet beforemet. Unhssotherwi—medae the TOO, only MANNEL MARTINET, P.E. Mileh-Amer plates shell Insured forme TOO to beseNd.AsoTruss Design Engineer(.e.,Spedalry Fngine 1thesm)on my TOO represents an atrepmneol The prolessimel e,Diomdair responsibility forth, design ofthe single truss depictedm the TODooly, under SETT. Thedesignossumpliom,loediagtoadiNons, ATra surta6iGry and use al ldisLmsfonoy&n7d'mgis the reepomihSry oS the O.mr, the Oronioufhor¢ed ogealm lBe Buildiog0.dgoer, in The ronlendlhelR,the lRC thekmlhrildlogmdewd ly4L The oppmrnl el lEe lOgandory tielduse of lheTruss, imhdiag bandfmq, narage,imlogasioo nod Noting, sbollbe the #047182 'espoasa�ily ofthe R.STdagOesignm and (oubodm. AD mien ufear in the TOP and the pra liasmdgeidelmn.I the BuMrog(omponem5ofery loSmmo6on h(S�pub(isbed by lrlood58G me referenmdlm peneml goidonte. lPAl deAnn l6e uspemihi6liesonddofin of lbe Tmss Dasigoer.Iross Oeuge Fngineo and 10019 (hgENDn (ir. r,Mummdmeg.mess omeswise dehmdby.(.nhod.Breed opoo i. vifieg by oO pointsimolred The Irons Designlegiaeer E, NOr the fulMieg Designer ar Trans Syman sten Engineer Iy building. AD(.pimAted terns... defined i.TPTI. [opydght07O15 A-1 Pmf trusses- Manuel Martinet, P.E. Reprododim o1 this domme rt, in any form, is prohibited with mitten permission ham A-1 Roof Trusses -Manuel Marriott, P.E. Orlando, It 32832 Job Truss Truss Type Qty Ply A0556599 61998 A07G Roof Special Girder 1 2 Job Reference (optional) Al ROOF l KUSStS, FOK I PILKUL, FL 3494b, aeslgn(mal IrUss.com Kun: /.bZU 5 Apr dU Lu io r-nni: /.DZU s Apr JU ZUID IVII I CK InUU5lnes, Inc. 1-r1 JU1 J 1 1 t. 19.OZ ZU 1D rdyc ID:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-GhveAX?4rJ1_EluielYcdeg5UHgA4Qcil DpmysV-2 2-5-9 11 8 8-2-11 13-11-14 17-96 22-2 11 2-5 9 -5- 5-3-12 5-9-3 3 9.4-5-5 3x8 11 etxv = 5x6 = 1.00 12 2.00 F12 LOADING(psf) SPACING- 2-M TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 30 `Except- T1: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* 133: 2x8 SP 240OF 1.8E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No-3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-12 oc bracing. REACTIONS. (lb/size) 6 = 2873/0-8-0 (min. 0-1-8) 1 = 1746/0-8-0 (min. 0-1-8) Max Horz 1 = 75(LC 8) Max Uplift 6 =-1453(LC 5) 1 =-895(LC 4) Max Grav 6 = 2873(LC 1) 1 = 1746(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-2245/1171, 1-2=-5117/2649, 2-3=-5059/2631, 3-17=-8767/4386, 17-18=-8745/4388, 4-18=-8721/4388, 4-19=-7432/3639, 19-20=-7405/3624, 20-21=-7362/3612,5-21=-7339/3594, 5-6=-8377/3989 BOT CHORD 1-12=-990/1835, 1-22=-2497/4817, 9-22=-2499/4814, 9-23=-2569/4936, 23-24=-2566/4938, 8-24=-2564/4942, 8-25=-4286/8628, 25-26=4285/8631, 26-27=4284/8634, 27-28=-4279/8643, 7-28=-4277/8647, 7-29=-3741/8102, 29-30=-3720/8040, 6-30=-3690/7974, 6-31=-3655/7919 WEBS 3-9=-323/207, 3-8=-1775/3708, CST. DEFL. in (loc) I/defl L/d TC 0.60 Vert(LL) 0.44 7-8 >606 360 BC 0.76 Vert(TL) -0.83 7-8 >321 240 WB 0.71 Horz(TL) 0.29 6 n/a n/a (Matrix-M) WEBS 3-9=-323/207, 3-8=-1775/3708, 4-8=-361/363, 4-7=-1575/928, 5-7=-1319/3106 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, 2x8 - 2 rows staggered at 0-9-0 or clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 or clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; 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 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 6, 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1453 lb uplift at joint 6 and 895 lb uplift at joint 1. Dead Load Defl. = 1/2 if I� �2 N Io PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 206 lb FT = 0% 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 lb down and 89 lb up at 4-2-2, 104 lb down and 121 lb up at 6-5-13, 135 lb down and 153 lb up at 8-9-9, 144 lb down and 160 lb up at 9-3-9, and 184 lb down and 192 lb up at 11-7-5, and 225 lb down and 225 lb up at 13-11-14 on top chord, and 58 lb up at 2-5-9, 7 lb down and 14 lb up at 4-2-2, 18 lb down and 8 lb up at 6-5-13, 37 lb down and 2 lb up at 8-9-9, 42 lb down and 1 lb up at 9-3-9, 65 lb down at 11-7-5, 88 lb down at 13-11-1, 389 lb down and 188 lb up at 16-2-12, and 494 lb down and 248 lb up at 18-6-8, and 782 lb down and 464 lb up at 20-10-3 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.lncrease=1.25 Uniform Loads (plf Vert: 1-2=-90, 2-5=-90, 5-6=90, 9-12=-20, 7-9=-20, 6-7=-20 Concentrated Loads (lb) Vert: 5=-155(F) 17=15(F) 18=-26(F) 19=-66(F) 20=-74(F) 21=-114(F) 22=29(F) 23=5(F) 24=-7(F) 25=-18(F) 26=-21(F) 27=-32(F) 28=-44(F) 29=-389(F)30=-494(F) 31=-782(F) Wmnmg•Pleosethoroughly-itv the 'A-1 ROOF TRUSSES(1111111 GENERAL TERMS&CON09IONS(USTOMEt(-BUTIRI A(NNOWIMSIMENr lean. Verily, design parameters andrted notes oa lhislmu Design Om mggDO)and the M—I Marriott, P.E. Reimers, Shtetbefinea.. Unless olAer"isa slNed oothe tOg, only MANUEL MARTINEZ P.E. Amoment, plates shall be used far the IUD to be fid.AsoTruss Design Engineer(i.e., Spdalry Engi....L the sealonony TDDrepresen%onacceplaere ofthepralessionsl eegiaeering responsibilityfor the design01 the single Truss depined an the1DD only, underiPhl. Thedesign ossumplims, loading conditions,suitaNliry and use of thisLmsfar any Building istheresponsibilifyol the Omer,theOmms outhorimd ogeal or the Building Designer, in tharanlett of the IR(, the MG the total beilding rode and JEW. The app-olof the TDD andmryfield use of the Truss, including handling,storage, installation and brosing, shall be the #047182'A!"T" tarponsihUiryaltheBoilding0esignerand(onhatlor.ADeotes.1aotintheTDOandthepadhesandguidelinesoftheBuOding(omponenlSafetyWarranties(R(SQpublishedbyIIIandSK4merofaencedherRenato]guidon,,.IPldderiaeslherespombilitiesondduliesollheLostDpigeer.LussOesignFoginenond 10019(horllonOr. Truss Monufadarm, talem oth-h, defined by a (outran agreed opan in citing by oll parties imaWd. The Truss Design Engineer it NOT the Building Designer or Truss System Engineer for any building. All (ephalited terms ore as defined in IPI-1. Copyright ®7015 A-1 Roof Trusses -Manuel Martinet, P.E. Reprodndion of this document, in any farm, is prohibited with unilten pemission from A -I Roof Trusses- Manuel Martinet, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 61998 FL01G Floor Girder 1 n_ L A055660P Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr-30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:33 2015 Page ID:BCyQv5ffrhlSZsXezgN 1 rXytsH?-kuTOOtOicd9rsSTuCk3r9sDORFCKvhWlwhyMlRysVF 0-8-6 —1 1.5x4 ill 1-2-0 1.5x4 ill 00-1�x6 — YI 1 3x6 = 2 3 4 2x4 II 2x4 II 1 1-7-2 0-7-0 ' 0-7-0 1-10-0 Plate Offsets (X,Y)— j1:0-2-4,0-1-81,f4:0-2-4,0-1-81 LOADING (psf) SPACING- 2-M CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(TL) -0.00 6 >999 360 BC(.L 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 51 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* W1: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 8 = 568/0-3-10 (min. 0-1-8) 5 = 568/0-3-8 (min. 0-1-8) Max Grav 8 = 568(LC 1) 5 = 568(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-546/0, 4-5=-521/0, 1-2=-416/0, 2-3=-416/0, 3-4=-416/0 BOT CHORD 6-7=0/416 WEBS 4-6=0/467, 3-6=-354/0, 2-7=-375/0, 1-7=0/539 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" gypsum sheetrock be applied directly to the bottom chord. 6) 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. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-8=-10, 1-4=-275(F=-175) Wowing -Phase Ihorooghly rent. the 'A F ROOF TRUSSES rSTTFER'l GENERAL TERNS B CONDMONS (USTOYEI CBUYERI A(RNOFYSEOGEMW loan. Vnily design pmomerers and « ed sores wNs boss Resign D,urigODD) and rheYanuA Nmfincy P.F. blerenre Neer befine use. Unless otb-ise stated os the Too, erly A!NiTeh connector plsret shall be u.dlat lhelDD to herafid. Asohust Design Fngiseerjis., Spedslry Fnginee,h the -1 se trey TDO npresels oen urapim, of theprelessimud eegineesing respessibilityfor the deugn oIth, single Truss depicted on the TOO only, under FEW. Thedesipn sstumptions, boding rosdiNons, MANUEL MARTINEZ, P.E. ,odebgiry end use of This Truss le, ry Budding is the re iumbirity el the Ones, the Oneisaulh.dred sg.In the Buddies Drips,,in the w1w.1 the X, the FlC,the btal boilding.deandIM. Its ppiortrIof the TOO and..yheld me of the Truss,induding hodrnft,sp, installation and broemg, A.0be the #047182 1 pe.shility 0the Buildiq Designer end(snbode,. AO nnn.1 ul in theTDD aad the prodira and guidelines of the BrldmgCoerpanem Sderylnfmmofionh(SQpubfished byTPF and SBCA mnefemt,,d her prerd pidtrne. IFT1 defines the responsibiffin sod duties of the Tsoss Dniper.Truss Wigo(ngineer sod 1001900FUDEE Eir. Trnstloouktroret octets oFbenirz defimd br a (antrosl ograd trpos is nilieg hY on pasties mrolred The Truss Design Eegtoees is NOT the Building Designer e, Truss System Do-, for any b 7ding. AN (opitafired setms use as defined in TPF-I. Copyright©gO15 A -I Real Trusses -Ymuel Hotline[, Pi Reprododion of Ihisdorumesf, inmy Is,m, is prohibited rid nilten permisdas ham A -I loaf Trusses- Manuel Witter, FL OrlOndER, FL 32832 ti Job Truss Truss Type Qty Ply A0556601 61998 FL02 Floor 3 1 Job Reference (optional) Al KUUr l KU55t5, t-UK l rftKet=, rL d4Ei4b, oeslgn(Naliruss.com Kun: tmzu s Hpr zu LU IJ NnfR. i mzu s mpr au'Lu eJ NII I eK IIIUUSIfICS, Inc. rig JUI 01 1 e .1v.JJ �V to rays ID:BCyQvSffrhlSZsXezgN1 rXytsH?-kuTOOt0icd9rsSTuCk3r9sDNXFCUviklwhyMlRysV; 0-34 3x4 3x6 II • r i 1 1-24 2 131 1-2-0 . 311 = 1-2-8 O 3x3 11 9 8 7 6 3x3 = 1.5x4 II 3x6 = Plate Offsets (X,Y)-- [1:0-2-0,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.01 9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(TL) -0.02 9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 27 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 44-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6 = 216/Mechanical 1 = 216/0-2-12 (min. 0-1-8) Max Grav 6 = 216(LC 1) 1 = 216(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6). 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. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard �WciniaD, Wase thmv;�hhfgrkr Poe AIIDDFJ1USSll rSllllR.r U1N11ASTHUS 6(DHUILDUSCUS1DgE►('AUIFA�ACIfUDWffD6iNFN"tam Yerily dtsrta pmanetns and reod.ri'eso thn T—Design Dm ig(T0Ojond the Naval NCtfa, P.f, Felt eShall Wine use, Unless Auintslefed ee U"TUB, say reek mancnofyloles eM1all heumd loi ihifOD lu De eld Asal oss Des gn Fng afie,ipenasiyfeU.neerj, IM1e seol an anylDDyepreunhanv aip(anse oFth profhssionl rng eel groipomibg tylol the decgnptthc single Loss dcpiped on the NDon!y,uodalyhL lEe design ossumpfionv, looarng sandlims, MANUEL MARTINEI, P.f suilahiliyandos4olfishnsslosony$4dgslbelnposrlbyoflheOrneetheOlrnpSouihemedogenth(IheU'fngDag-eGnIF onleAp}thelAGthelBCtheloi)buldngnodeendiP4l.Theopposes ufthe100end soy field oseofthe We, WlAingh:ndh%stuoge,iailaGolronoHhratiag.shollhethe #tIQTI92 ' resprnsbiSdyollhefufd i DeslgeeadCoatmtrorAllexhsseYvtnlheIDDandtleplatlaiandgw-0Imeaa'ihrgmldagCFpen lidtyln'o JoRlgtjpuhUshedhylPladitlAnse«Inenmdhrgeooalgadanse.1y41delivetsheresponsibddiesoaddofiaoflM1eLmsD<sSgner,TrassUnSgnPogineaond 18019fhorllon(ir. is Nanalasluv un)en fferrtse defipedtye(enitod ay ad pon In arughyull parH64eaolee IM1e liras Destgn lrgmmit 4011h golfng$eugna or (rpsilystemCngner the enyh ldiag.AU lopifaliled lams memdefined in lP41. Copyright©1015A1 �oo�houee.Meauel NarYne:tr,leprcdon oo of tAs dammem in ony(orm sprohl5rtedtth riinenpemnstan LamAl foohsosses Monuel Nalimes P.E. Oflando, FL 32832 Job Truss Truss Type Qty Ply 61998 FL03G Floor Girder 1 A0556602 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:34 2015 Page ID:BCyQv5flrhlSZsXezgN1 rXytsH?-C40PbDOKNwHiUc24mSa4i3IWVfR5e6gv9LivgtysV3 0-8-6 1-2-0 , 2-2-14 ITT 3x4 11 1.5x4 11 1.5x4 11 4x6 = 1 2 3 4x4 = 4 5 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.04 7-8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) -0.00 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 94 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 *Except* W1: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 678/Mechanical 6 = 713/0-3-8 (min.0-1-8) Max Grav 10 = 678(LC 1) 6 = 713(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-686/0, 1-2=-751/0, 2-3=-751/0, 3-4=-1410/0, 4-5=-1410/0 BOT CHORD 9-10=0/751, 8-9=0/751, 8-11=0/751, 7-11=0/751 WEBS 4-7=-317/0, 5-7=0/1418, 3-7=0/733, 3-8=-343/0 NOTES- 1) 2-ply truss to be connected together with 12d (0:131"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 531 lb down at 4-5-9 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: 6-10=-10, 1-5=-100 Concentrated Loads (lb) Vert: 11=-531(B) ... :Wcimn %oses6vi g o-ghlyrenes lAe 4.I RCOFT➢CKSEf('fill(D'iG[NEI.......BI0ND"....USI.. rrDf4R'j gCrNDIv{FD NENrhlm Ymfy desrgnparpnefes; nndrzbdnarot p?1�n Troll basign Dsmirg(IDDjand lheNmuel No taet, PJ, Reiescnu Sheet betoreou. Unlm othcr•ne siotedan the fDD, only �YireknnnesrotRlmesshnll be oud ks The iDD to be void IsdTimsfksign EngmeH lse IpeoehyF gneeiAihe seolon ony100 itpreunts on eugtonre of the profeisios;al eogneu ogdsponsibi6lyfm the design of the singk➢ms depicted on The IDDon'r.ueder lPl•1. IDe desi;n ouumplioes,focding undUioes, MANUEL MARffNEI, P.E. so1161gyedd ou a}MrOossformlYllM(d ig tlhet spons p,idydflM1e Ovner lhe0rnetsmrThorped ogentcr ibe ho'dm9 Dn yur mfhe ronhq of7he lRGthe IRG Niel tolbs ld ng rodidod iPpl. the apaofW NJDD and nnyfield cse of the tmsr, intleding hcndliog. notoge, islellaUoo end brnttn1 sho11 be The #0471111 resp:oe3iUty of Me Ro ldio[eugner.nd Cou7sactol AlleYef set eotwlhe IDDand$epramsM and gc,-0e6nnnl�e gmldeg(arponesTSafel�Inloenolwn'ECf�pu6Ds6ee 6y fPl ondfRGorereleuesdfor general gc;danre. lP4l delinnthe responsibdfies etddoga o}16eLass Desigses,Luss Desigofngineerand 10019(harlton Cir. TnuNeoukstmnyokds .............ConlrsiA q-idedijdn je rrir�g hy............,.......*......Fimiileool Ib..... ..D................emt'ng ........ bP7dvg NCapikDsed lams me ns defioedin rel•1. Copyright�201la 1Poollmsses.Ysnuel WrPaer('E••IepiodustmnoflMs domment sn orryfam oprob'wtled esfhrmtten missron komAlYoofTmsus .Elonoe)Mctsner, Pl. Orlando, ft 32832 s l Job Truss Truss Typc— Qty Ply A0556603 1998 FL04 Floor 2 1 Job Reference o tional Al KUUt-IKUSJtb, t-UKI t'ItKl.t, rL J9y40, OeSIgn�0 uru55.Wm rtun.t.ocua-Nrw.w— .—F......... .-. ......-._-.-.-�- ID:BCyQvSferhlSZsXezgN 1 rXytsH?-C40PbDOKNwHiUc24mSa4i31VMfTTe7gv9LivgtysVc 0-3-4 1-5-0 I I 1-3-12 1-8-0 11 2-6-0 i0-4-81 3x4 3x3 11 3x3 = 1.5x4 11 3x3 = 3x3 11 1 2 3 4 5 6 A4 } 4 W A\i 11 10 9 8 3x3 = 3x6 = 1.5x4 II 1-8-4 -1-0 1 4-11-0 10-0 0-10-0 7 3x4 = LOADING(psf). TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.38 BC 0.37 WB 0.15 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.04 7-8 >999 480 Vert(TL) -0.06 7-8 >999 360 Horz(TL) 0.01 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 47 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) LOAD CASE(S) BRACING- Standard 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. REACTIONS. (lb/size) 7 = 427/Mechanical 1 = 42710-2-12 (min. 0-1-8) Max Grav 7 = 427(LC 1) 1 = 427(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-390/0, 2-3=-387/0, 3-4=-597/0, 4-5=-597/a BOT CHORD 9-10=0/597, 8-9=0/597 WEBS 3-10=-340/0, 5-8=0/471, 1-10=0/518, 5-7=-526/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation ^ about its center. _ 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 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. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. ` Mening%Plrossthoroghlpibio.IFe A6iD0(RDSS[S('SiIIFA'f,U[NEUIRPq}B(oNDIfIDNSN1104F1rgD1FY'J.ACANOrylED6i19ElIC[Drm Oenfydes�gvpvsonelnsand«adHenson1hn75ussDesignDmsrisgRDD)Dndthe Monti ftvw, PA, Ref ereeashrtbe[omost.Dolesmher.iseslDledcnl6e[DD,oDIy MANBFLMARiINFZ P.E FFri [aDnegol Isles shall he used lm she lDD hbervrd Asv lmst Dee nfn ieei }ie;l env En nter the seol en av 1DD fepmfeDi heGm t0 eea[}bt PfO Eef Dfal eD el ¢s vv5i1«Tt fm MD des of the sin LDn de ¢led oe the NDa P D 9 s P Dr 9 h t P 9 9 D 1 3n o P vlr, We, TH-1. The dniyaassumpfiae+,lovdieg sandfivos, + DW ear "P s D # 847182 wimhihry oDd usedt[eLmslacDnrB^�Id g6lMiespan"k'fifyc[16a0mer the DFvnsaoth rved aged er lS P,droD dgcer mlM1e meiesi otibe 114the IB(;fhel sd Lm7dmy code crtd'PAI. Thae oM oelAelDD and lieldex of The Trou,indedl k-ad(o siKD e.issso2afion ocd brain shDliklAe respvesibt'Aryvitbedmld ng Devgner.ond (o[hecror AD ro.essee tmsheTDD ndtte ......prq Dnd gadefine+}TheB Idg(orpone ssafery N}mmDUont3l11)CuW shed brlPl endlAfA osesefneasedfor general gGdanrz,ll;d defines themp.Oihecnod defies d, the lles+Ocvgvn, Truss Deugafagiveeeovd 10819 (horlt00 (If. �Teuss ftofeile,er Phi Aierelse deft* br?(onhos[ o med Ppvn1 i9 wg broil pvrhes involve '[he lids okug6 Frgmterjs.01lh Dodd gDnlgnee orkassvyetemrng veer,lo{a Ybu"diog. 411 fapievM1ted lerm+Dre os drfinedin lPld. fopynightOrDIS 41,60011msses Manuel Ymhvet P.E,tepiodutlloo of th s dommem In soy fmm is psoht3ited aA6 nlnen ernlsnan hom A l goo!$osut ia......... Orlando, FL 32832 Job, Truss Truss Type Qty Ply 61998 FL05G Floor Girder 1 2 A0556604 Reti Job Reference (optional) to I Imuur i muaaco, rum I rimmur, rL ay140, aeslgntraa I LFUss.WM nun: F.ozu s „pr cu zu-13 rnnr. f.ozu s Apr au zulo mi i eK inausmes, inc. rn JUI 31 it: 14:,14 zuio rage ID:BCyQv5firhlSZsXezgN1rXytsH?-C40PbDOKNwHiUc24mSa4i3lUCfW Fe5ov9LivgtysV- 2-4-6 11--" r 2-9-6 5-3-9 I 1.5x4 II 1.5x4 11 1.5x4 II 4x12 = 3x4 = 146 = 2 3 4 5 6 6 w 4x6 = 7 " T I9 3x4 i 3x4 = 3x4 = 3x4 = 2x4 11 4x8 = 3x4 if LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.05 9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(TL) -0.08 9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) -0.00 8 n/a n/a BCDL 5.0 Code FBC2014[TP12007 (Matrix-M) Weight: 193 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 `Except' W1: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14 = 345/Mechanical 8 = 566/Mechanical 10 = 1233/0-4-0 (min. 0-1-8) Max Grav 14 = 390(LC 3) 8. = 582(LC 4) 10 = 1233(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-360/0, 7-8=-537/0, 1-2=544/59, 2-3=-544/59, 3-4=-544/59, 4-5=-1452/0, 5-6=-1452/0, 6-7=-1452/0 BOT CHORD 12-13=-59/544, 11-12=-290/0, 10-11=-290/0, 9-10=-505/0 WEBS 4-1 0=-1 174/0, 1-13=-99/526, 4-12=01727, 6-9=-610/0, 7-9=0/1303, 4-9=0/1890 NOTES- 1) 2-ply truss to be connected together with 12d (0.131 "x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x4 -1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0-degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 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. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard :::.:;;: mar.9-e>_�,etnoro-grayf�r��t alrcongusus(�ffffe�Gcmfgurfressromm�ous(asTo�frrgorfglxtwmomfDSFsfttrhrm rmyaesgsporoncln;pnartoaco�hp aA�;Trt:;Derrgnpro.;�gpoe(onamtuneotiu�nt:,rrrttrmros6t:IDerofense:u�t:;o>htr.i:e:tmtamrne�D,00ry tlBtf tmaerlof plalesfhttl Deufed rol tAe(DD loot toted Isal ats Desyn Fag n(se gptaeSrFegmetA; the ud an 10DTepreuetf onetepfinre oTtSeptetes�loeal mD.- igrefpongitt(m the deign Dater ting!elrvn dtpkud on ift TDDer4,ueder MI. Tht dui�etsumptioe;,loodiog tor�klien, MANUEL MARTINET, P.E. saila6ikrymdtne al.7Fj63sslm myll,,ld.ognlh tnpvesy(IAe O�np;Jde Drnet; witwmedagetitr tAeg ding Det7gurIn7ftnoohA ot..tEelpC,tLe IBGihe lmelhs7dngcodemdifFf. gDt epporAoflhe lODaodosy fieldne of Nc Trou, mekfmg Eadlicp,;;omge,instoDOCan ad bmtisg. shop Se lAe #UQ]I (f2 respens 6iTdr oltha padfioa Deugaer dCoatretlor ADrerot ut rotia theNDa dt}J ptatluna gafey dgcdermesa}iheB Mng (oryaaenl l o tnat op R(g9pubhshed AY FFl and i1da. ,rercmed hr gtntml gaxame. Vol defines the rtspe"%NWes and datlts of the Ims Designer, Trust Daly fagineet and IQ t ( 0 1Tros; NanYfaltaltf.0 o%dl.WRi Meed F,a(anhetrmeld;paa rn pf_3g bjoll pan urolgP-'Thp I(aef DetigntngFnteUt NOT Iht Duftj Dnlyriiror;Tiuii Syi(imfngherrfai 6j b ing.AllCopilalhedfesrns are m defined in M-1. OI9 IIDN II Gg. (opyrightU�1015Algeoflmsscti Mcnuel Flarhaet PE teprodate oflhrs do6ment In oay lain i;ymlikrtedgAh vntten peron;i an EsomAYYoot lrusserdin4l kerlmet,Pi. Orlando, FL 32832 Job Truss Truss Type CM( Ply A0556605 61998 FL06 Floor 2 1 Job Reference (optional) Al KUUr I KUSDtS, rUK I rirm r, rL awaw0, aeslgn(tyd I uusb.wm 0-3-4 Ii--r 1-5-0 1 1-1— 1� 2-6-0 6x6 = 3x3 11 1i 3x4 = 1.5x4 11 4 d r�uu. t.ucu a -P. ou cs. i r ..................,..., ..— ... —.. — ......__ __ ._ - ID:BCyQvSfirhlSZsXezgN 1 rXytsH?-gGanpYl y8EPZ5mdHK95JEHIZt3ikNWl20?RTMJysV: i 2-0-0 3x3 = 3x3 = S R 1-11-12 1-5-0 -0 3H4 Dead Load Deft. = 1/8 if 1.5x4 11 3x6 FP-- 3x4 = 3x3 11 6x6 = 7 8 9 10 11 20 19 18 17 16 15 14 13 12 4x6 = 3x6 FP= 3x6 = 1.5x4 11 1.5x4 If 3x6 = 4x6 = 9-0-8 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) `Except' B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1075/0-2-12 (min.0-1-8) 11 = 1075/0-2-12 (min.0-1-8) Max Grav 1 = 1075(LC 1) 11 = 1075(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1099/0, 2-3=-1096/0, 34=-3318/0, 4-5=-3318/0, 5-6=-3797/0, 6-7=-3317/0, 7-8=-3317/0, 8-9=-3317/0, 9-10=-1096/0, 10-11=-1099/0 BOT CHORD 18-19=0/2274,17-18=0/2274, 16-17=0/3797, 15-16=0/3797, 14-15=0/3797, 13-14=0/2274 WEBS 5-17=-847/0, 4-17=-317/5, 3-17=0/1185, 3-19=1420/0, 1-19=0/1465, 6-14=-849/0, 7-14=-316/5, 9-14=0/1184, 9-13=-1421/0, 11-13=0/1465 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 11. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. CSI. DEFL. in (loc) I/deft Ud TC 0.78 Vert(LL) -0.2916-17 >796 480 BC 0.81 Vert(TL) -0.4416-17 >535 360 WB 0.41 Horz(TL) -0.08 11 n/a n/a (Matrix) 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. LOAD CASE(S) Standard 1 PLATES GRIP MT20 244/190 Weight: 104 lb FT = 0%F, 0%E Wominp•%ease thorwghly rerieu the'A•1 ROOF HUSSESCSIMIJ, GENERAL TERMS& CONDITIONS CUSTOMER rIPPY111 AOINOINIED6E11911'Imm. Verily design p-ruelas ad read ooM on this Truss Design Proving ODD) ad the Manuel Alateer, P.I.Interest, Sheet beforeuse. Unless mAereise stand ..the END, only MANUEL MARTINE%, P.E. AOTab ronmrta plmes shall he n,ed for she TOO to beenfid. Aso Truss Design Engineer li.jpedolty Enginetrj, the seal on euy TOD aformull on orteptomeaf the prolessiooal engineering responsibility for the design of the single truss delisted on the ED mly, under TPFI. The design msun ourn, loading toeditiom, �suAability and use of This isms For soy Bulding is the rmpomibrTity of the Oener, the Iemsouthodredagentm the Building Designer, in the -text of the Ill(, The O(, the I building .do and TPN.Th, approeoI of the END and nor Inidme of The Truss, indeding bmdliog, I ge, in*1armnand hrod.0be0 be the #0471 B1 respomibairy .1 the Rotting Oedgnn ood(oomdor. AN sower sal norin the100 and the prodire, and guideline, .1 Mmpa e Building Solely lnlormution(REST)published by Vl and SB(A- elvettd lm gmmolfiers go' deTheusponsibifitiesaud date,of It, hers Dtdgeer.Tmss Design Engineer and 10019 Chariton(ir. Trmsnoaulatturer, unless olb-ise defined by o Castro aged upon iroiting by a0 Ferries imoWed The Imn Desgn Eogmeer is NOE 0e 8eld'mg Designer ortrossSystem [ngimer lot anybuiWiug. All Copitnbtedtoms me asdelin,d inlPl-1. (opydght©T015 A-1 I.M.sm • Manuel Nadine, P.E. Reprodudion of this dammesT, in any form, is prohibited with mitten painissins ham A-1 loaf Trusm- Manuel Martiner, P.E. Orlando, FL 31831 f � r Job Truss Truss Type Qty Ply 61998 FL07G FLOOR GIRDER 1 2 A0556606 Job Reference (optional) A I KUUr 1 KUJJCJ, rUK 1 Mr -MUM, rL J4`J40, oeslgnLaltruss.com Kun: /.UZU S Apr 3U Zulb Ynnt: /.bZU S Apr 3u 2Ulb MI I eK Intlustnes, Inc. t-n Jul 31 1 /:14:3b 2U15 Page ID:BCyQv5ftrhlSZsXezgN 1 rXytsH?-gGanpYt y8EPZ5mdHK95JEHIY23hONS_20?RTMJysVc 2-8-10 2-4-4 2-6-0 2-0-0 _3-1-7 2-10-13 4 Dead Load Dell.-= 1/8 it 3x4 = 1.5x4 11 3x4 = 3x4 = 1.5x4 I I 3x4 = 3x8 = 2x4 11 1 4x6 = 2 18 3 4 5 6 7 8 9 1 0 17 16 15 14 13 12 11 10 5x6 i i 4x6 11 6x8 = 4x8 = 3x6 11 3x6 11 48 = 5x8 = 19-11-1 -2 LOADING(psf) SPACING- 1-7-8 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.26 13 >908 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.40 13 >581 360 BOLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) -0.04 17 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 249 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x8 SP No.2 WEBS 2x4 SP No.2 *Except* W1: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 24-13 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17 = 3191/Mechanical 10 = 1148/Mechanical Max Grav 17 = 3191(LC 1) 10 = 1148(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1;17=-2606/0, 1-2=-5447/0, 2-18=-6191/0, 3-18=-6191/0, 3-4=-6191/0, 4-5=-0099/0, 5-6=-4281 /0, 6-7=-4281 /0, 7-8=4281 /0 BOT CHORD 16-17=0/1046, 15-16=0/5447, 14-15=0/5447, 13-14=0/6099, 12-13=0/6099, 11-12=0/6099, 10-11=0/2383 WEBS -4-13=-403/118, 5-12=0/563, 4-14=-692/606, 5-11=2084/0, 8.11=0/1995, 8-10=-2309/0, 2-16=-2164/0, 2-14=0/801, 1-16=0/4637 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x4 -1 row at 0-4-0 oc clinched. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Plate(s) at joint(s) 17, 1, 10, 9, 7, 13, 4, 12, 5, 3, 6, 11, 8, 16, 2 and 14 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 15 checked for a plus or minus 2 degree rotation about its center. 6) Refer to girder(s) for truss to truss connections. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 10-17=-8, 1-18=-706(F=-625), 9-18=-81 .Weiomg Plwsethm.aghh ieelerlfie d 1DOnROSS rSlllt¢'h G1NE1A1 FIRMS 6(DoniaSCUSTONERCODYin A(¢ND14foGtglDi tiTm Yetfy 64, pat.netne andiM 606 Ihn Tun Deign DtmigODD) endtheNeaml gettlan, P1 Rommm sheet before eta. D,den odtu h, staled en the WD, only Nireh On,plotet shaD he oud kr the IDDhbe abd,.AtNlron Deign fng el(�e,Speacilyf.gmen4the uol an ons'.IODetpteuMs on csetpt.nno}tSePro}esua.el eeg aeeragrep6,blily is the deign ofthe single Tun deod ontbe Me"_mda TPl4. The detip vnerntlm retftitto'Acs, MANUEI MARTINEIe P.E. ///.���\ talhhikty.r�ose ortMflranf.rartp RaW ngmlA np..t hij.ItheDeen lhe0r.eriaulhorvedagecialSe Ru'�'mg Deigm m@e mafen bT)he lRGthe IR(, she lmal ha lD og tads^ad741. the grand efthe TDOWny fieldmollbe frosOKIa ngheadtim. sumge,hi.W. ud hung, shcq be the #047182 '/ ! \ resp.m3Sdy olthe RnldropDeugneee d[o?nlue ANcCn set nntm MelDD and Reprat0tei mdgdefinet dleR ddaag(orponsal5a'elP ln}otciot�3(SI)Pohrshed by PfondSR(A mauler...: hrgmrulgrAaue.7PlT dermas fhasespam�ifitiesald dotiesuflhalmst Deign., Tron Deign fegineer and —�TrostNona(aitmti,tinittii}eniid Eefinid6r.n (a fraA iy eed p,*iniq neiy bjollpames iwolred.;Tfie IiussDnsignra;ineiriiMOf Ihq Bulda,gbe g n of Tiui} Srifeatrag+aei/1oi airy b¢'dmg. AN CopbaY2r'tttms am as defined io IP41. 10019 EIIDCNDII Cr. ro thtU� leiRAT.toofhussas Mcnoel Malraea PE R. aduq on.l this do ry.....marry.lamn rohibrted rAh aon..�etmnsion fumAltobllydstes. Monuelllmtme: P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0556607 61998 �Fl-08 Floor 7 1 Job Reference (optional) Al- KUUt I KUJStS, YUK t vimms- C, rL 31+U40, oeslynLa ILIuss.wm 0-3-4 „ram j, 1-11-12 , 2-6-0 6x6 = 3x3 11 1i nun. r.oau o nprr ..v�.r ... . ...... ........ ....e., .....-.. ... ......... ......-__.__, ..._. ... __. _. .... _.__ __ -_ - _+_ ID:BCyQv5ffrhlSZsXezgN1 rXytsH?-8T89Ou2avYXPjvCTtscYnUrhMS1 h6z?CdfBOvmysVc 1 2-0-0 3x4 = 1.5x4 II 3x3 = 3x3 = c d r 6 1-11 12i i 1-5-0� 0044 Dead Load Defl. = 1/8 if 1.5x4 11 3x6 FP-- 3x4 = 3x3 11 6x6 = 7 8 9 10 11 20 19 18 17 16 15 14 13 12 4x6 = 3x6 FP= 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x6 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except` 132: 2x4 SP M 30(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 1075/0-2-12 (min.0-1-8) 11 = 1075/0-2-12 (min.0-1-8) Max Grav 1 = 1075(LC 1) 11 = 1075(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1099/0, 2-3=-1096/0, 3-4=-3318/0, 4-5=-3318/0, 5-6=-3797/0, 6-7=-3317/0, 7-8=-3317/0, 8-9=-3317/0, 9-10=-1096/0, 10-11=-1099/0 BOT CHORD 18-19=0/2274, 17-18=0/2274, 16-17=0/3797, 15-16=0/3797, 14-15=0/3797, 13-14=0/2274 • WEBS 5-17=-847/0, 4-17=-317/5, 3-17=0/1185, 3-19=-1420/0, 1-19=0/1465, 6-14=-849/0, 7-14=-316/5, 9-14=0/1184, 9-13=-1421/0, 11-13=0/1465 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1, 11. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. f CST. DEFL. in (loc) I/deft Ud TC 0.93 Vert(LL) -0.2916-17 >796 480 BC 0.90 Vert(TL) -0.4416-17 >535 360 WB 0.41 Horz(TL) -0.08 11 n/a n/a (Matrix) 5) 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. Strong backs 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. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 104 lb FT = 0%F, 0%E Wooing- please Thoroughly review The'A-I ROOF TRUSS13(1EIla1 GINIRAI TIIMSB(ONDnIONS(USTONa[BOYEg1 AQNOYnlO6EMIN1'Iarm.Verify, design pmamelne and read Dotes on lhMmss BesiSe DrmiogOOD)ond the Raoul pmdner,P.E.Beferenm Sheefbefen ase. Ogles, whom,, slated as the TOP, only MANUEL MARTINEZ, P.1 MiTek mnoeda, ploht sholl homed for Me IOD la he rabd, Asa Truss Design Fngineer(le., Spniolry FaginenA the seal on any Too opresenls an raftoem of Me polessinol engineerFag respomiboiry lerlhe design alike timgleTruss depMed on thelOD oaly,under IPpI. The design enompfioas, boding rmANoef, ,uaa5day and meol lbisLmsfo,art Bmldngh ib—pomiliBly of the Omer, the Omn ioudmrued ageel as the 10diag Designer, in lheronten of the lt(,Ib,IN( IF, lomlboildinguadeond7k).Th,epp,oml of lb, JOB and suy field®, of the Truss, indadiag hearlhng,storage, in,tolkflon and bestial shag be the #0471 B2 or All of me Building Designer and(onnadar. Ao ran.1 out in the 700 and the prorker and 9oidelines of Am BuildiagTemporal Safetylefe—fion(161) pubhled by V1 and U(A so of nudfngendal Buidan¢. iPld defines lhertsponsibififiesond dulim of the LmsDesigoec imts Design (nginen and I0019 (ho(Ifon Cir. Tms,Mowfadmer, antes otheserin defined by. (ommrf agreed upon in.,Ding by all popes is ofeed. The loss Design Engineer is NOT lb, BeAr l; Design-, Tos,Sydem Engiesr lay ony building. All (qu.1 ed Inns me m defined h m-1. Copyright©g015 A-1 goal Trusses - Manuel Modinea, P.E. hpodudion of this deterrents, in awry form, is prehibifed with mitten permission hem A-f goof losses - Manuel Martinez, P.E. 9(IOOdO, FL 31832 Job, Truss Truss Type Qty Ply 61998 FL09 Floor 1 1 A0556608 Job Reference (optional) A I MkJUr I Bcuaata, rUM I rltrct t, rK- a4a40, aesignra,aliruss.com Kun:-r.bzu s Apr ju zuib Prim: f.bZU s Apr ;ju zui b ml I eK Inaustnes, Inc. rn .du1 31 1 [:14:3b Mlb Page ID:BCyQv5ffrhlSZsXezgN1 rXytsH?-8T89Ou2avYXPjvCTtscYnUOnSOJ6_CdfBOvmysV2 0-6-14 a 1-5-0 , 1-7-6 , , 2-6-0 2-0-0 , L 1-11-12 1-5-0 3 Dead Load Defl. = 1/8 if 1.5x4 11 - 6x6 = 3x6 = 1.5x4 II 3x3 = 3x3= 3x6 FP= 3x4 = 3x3 11 6x6 = w. 1 2 3 4 5 6 7 a 9 1n 19 18 17 16 15 14 13 12 11 4x4 = 3x6 = 3x6 FP= 1.5x4 11 1.5x4 11 3x6 = 4x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.28 13-14 >726 480 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.40 13-14 >497 360 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) -0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) *Except* B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 1 = 917/0-6-6 (min.0-1-8) 10 = 917/0-2-12 (min.0-1-8) Max Grav 1 = 917(LC 1) 10 = 917(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-926/0, 2-3=-1730/0, 3-4=-1730/0, 4-5=-2682/0, 5-6=-2650/0, 6-7=-2650/0, 7-8=-2650/0, 8-9=-929/0, 9-10=-931/0 BOT CHORD 17-18=0/923, 16-17=0/2682, 15-16=0/2682, 14-15=0/2682, 13-14=0/2682, 12-13=0/1872 WEBS 4-17=-1147/0, 3-17=-251/62, 2-17=0/1029, 5-13=429/236, 6-13=-349/0, 8-13=0/884, 8-12=-1 137/0, 10-12=0/1 24 1, 2-18=-777/0,1-18=0/1234 NOTES- 1,) Unbalanced floor live loads have been considered for this design. 2) Plate(s) at joint(s)16 checked for a plus or minus 5 degree rotation about its center. 3) Plate(s) atjoint(s)1, 7, 2, 9, 10, 15, 4, 14, 5, 3, 17, 6, 13, 8, 12 and 18 checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s)10. 5) "Semi -rigid' pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 17-3-0 1 PLATES GRIP MT20 244/i 90 Weight: 92 lb FT = 0%F, 0%E Wmnmg-nemethoroogM1lyrerierthe'A.1 ROOF BOSSES rBntEll GINEKAt TERMS A(ONDOIOAf(uslONarBUViklA(KBOVYliDGiAor form. Verily d0gaporommarsandreod oohs orshis Iran Design D—inqROg)andlheYwr,1A.nee;P.(.Referenee Sh'alrefw.St. gnkssolb—im stated..the NO, only MANUEL MARTINEI, P.E. �Direlt ronoraor plates shall he used Ira the TODto be Pond. Aso muss nesign Engineer rie,Sp.d.by hryinemI the seal on coy SDD mprese As oa Somphneof The prolenioeoI engioening retponsi6bq for the design of the single Truss delisted on the TOD anly, under PH. The design assumpgons, boding ocaft os, 'suilebingandas, afibis Truss far e.yBuddngisthe responsibfigalthe a."" the Deneriouthaliced.gamor The RouthgDesigner, in[be mnteau[ The lR(, The lK(. The I.T.]WMingad. aadVIA. The app-al ofib, TODand Say fiieldoseolthe Truss, inrbdirghaodfing, manager, imhllmioocod badnfl,Shelf beThe #047182 mspoosSTbry of the Boildiog0esignm and(onM1otlar. AA naM utoul in lb100 and the protliroSondgnidermn of lM1e BuOdiog (omp.serif Sohry ldoimotion rB(S�p.hnshedhr lPl and SB(A are retnemed hr g...nAg.id.na.IPl-1 defines the msponsihiPoies and dutiesol lheTruss gesignebTmst Design fngiaeer and 10019 Charlton [ir. T—Yon EW .....less oiberdn dermed iry o [omratl agreed upon m wrgmg bl' dl potlin meolaed. BaTrun Doug. Engineer is gill the Building Designer or Truss System (no- far airy building. An (apsobed tams ore TES defined in W. Copyright©7015 A -I goat Trusses - Manuel Mmtfnee, P.E. Reprodutlion of this dorumeStl, in mry form, is prohbned with w i ten permission ham A-1 Roof Trusses- Manuel Mutli.ee, PL Orlando, FL 32932 9 1 Job Truss Truss Type Qty Ply A0556609 61998 FL10 Floor 1 1 Job Reference (optional) c Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7:620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:37 2015 Page ID:BCyQv5ffrhlSZsXezgN1 rXytsH?-cfiXDE3CgrFGL3nfRa7nKiN?rsRvrSKLrJwaRCysVc 0-6-14 1-5-0 0-9-6i 2-0-0 2-6-0 2-6-0 , 1-11-12 , t 3 Dead Load Deft. = 1116 it 6x6 = 1.5x4 11 6x6 = 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 5x6 = 3x6 11 3x6 11 5x6 = 5x6 = 3-0-4 , 4-0-4 1 LOADING (psi) SPACING- 2-M TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 727/0-6-6 (min. 0-1-8) 8 = 727/0-2-12 (min. 0-1-8) Max Grav 1 = 727(LC 1) 8 = 727(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-723/0, 2-3=-719/0, 3-4=-1429/0, 4-5=-1897/0, 5-6=-1897/0,6-7=-757/0, 7-8=-759/0 BOT CHORD 13-14=0/1429,12-13=0/1429, 11-12=0/1429, 10-11=0/1458 WEBS 3-13=0/720, 4-12=408/0, 3-14=-1271/0, 4-11=0/577, 5-11=-302/0, 6-11 =01493, 6-10=-833/0, 8-10=0/991, 1-14=01941 NOTES- " 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 8. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CSI. DEFL. in (loc) I/deft L/d TC 0.37 Vert(LL) -0.1211-12 >999 480 BC 0.58 Vert(TL) -0.1911-12 >847 360 WB 0.28 Horz(TL) -0.02 8 n/a n/a (Matrix) 6) 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. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 0 13-9-7 1 -0-11 1-5-0 -3-4 PLATES GRIP MT20 244/190 Weight: 93 lb FT = 0%F, O%E Wo log - Platetbooughlyreviewthe'A-I 100E TRUSSES (51111R1,GENERAHRMS&(CONDITIONS CUSTOMER rODYERjA(NNOWENGEMENrImm.Veidydesign paremeterend «odoatenonlhisLussOasigngroeingfT00)ondtheYonueltlordoeyP.E.ReEe«n«Sheefbeforeo«.gnkssathenisesfotedvotheEDg,only MANUELMABTINEI P.E. �MA o iren redor pla,g'oee s shot] be used tar the TOO to he valid. As a Treo Design Fnr [i.e., Speddtty Fsgin«rb the sent on only MD reposed, on wepson«of the prdessiovol agineuing «spoesibiriry for the design of The single T«ss dephled on the )DO only, under EPP. The design os« ninfim, boding modilives, sulobilily and use of this Truss for not, Bulling is theraspoWbirity, of the 0wnaythe0wnor's odboriod agent or the Building Designer, in the «ntutd the 1K, the nC the baol boilding node WPM. [be op .] of the TOO and any field osa of the Truss, indudieg bondlm9, dorags,insod bon Ontion on! 611 the #047182 r ospet3dityol the Btldiig 0m-ryner and(oohadm. AD note of am in the TOO avd she p-lita and ge0ermes of the Bu0sffgComponenl Snfary lotmmoNon(REST)pobfishad by RE and SB(Ao. rented lm general goidonna THIdefier the iesponsibififinend duties of the Loss Des'goer.Truss Dentin iso,er odd 10019 (horUDn (ir. It,-Ji nefthner, unl ess therms, Wined by a (on,or taped upon in writing by oil porim invalved. Iha loss Desgn From is NOT the Ildtliog Designer or Truss Systeo Engineer for ony boilding. All (upildmil l—, ao vs M-dinTPi-l. Cvpyright0 R015 A-1 Roof trusses -Manuel Marine=, P.E. Reprodtfion of this doomens, in nay form, is prohibited with written permission ham A-t Roof Tosses -Manuel Mutineer, P.L OrlOndit, FL 32832 Jobl Truss Truss Type Qty Ply 61998 FL11 Floor 1 1 A0556610 Job Reference (optional) Al KUUr I KUJJtJ, rUK I PItKLet, 1-L 3484b, aeslgnLa-Etruss.com KUn: /.bZU S Apr :iU zul b Print: y.bZU S Apr 3U ZUib MI I eK InaUSIneS,--Inc. 1-n JUI 31 if: i4:jt 2U1b Page ID:BCyQv5ffrhlSZsXezgN1 rXytsH?-cfiXDE3CgrfGL3nfRa7nKiN_PsVyrTZLrdwaRCysV; 0-6-14 a 1-5-0 , , 24-2 , 0�-6-0 I , 2-6-0 , 1-1-0 ,l�3 3x4 1 2 3x6 = 1.5x4 II 1.5x4 II 3 4 3x3 = 3x3 I I 5 6 3x4 7 0 o T T 13 12 11 10 9 8 3x3 = 3x3 = 3x3 = 3x6 = SKIS 0 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014ITP12007 CSI. TIC 0.39 BC 0.38 WB 0.20 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 537/0-6-6 (min.0-1-8) 7 = 537/0-2-12 (min. 0-1-8) Max Grav 1 = 537(LC 1) 7 = 537(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-533/0, 2-3=-963/0, 3-4=-963/0, 4-5=-963/0, 5-6=-494/0, 6-7=-497/0 BOT CHORD 11-12=0/531, 10-11=0/963, 9-10=0/780 WEBS 5-10=0/269, 2-11=0/495, 7-9=0/661, 1-12=0/710, 2-12=-445/0, 5-9=-447/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. 1 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8-10-15 DEFL. in (loc) I/deft Ud Vert(LL) -0.04 9-10 >999 480 Vert(TL) -0.08 9-10 >999 360 Horz(TL) -0.01 7 n/a n/a 10-3-15 PLATES GRIP MT20 244/190 Weight: 59 lb FT = 0%F, 0%E Warning-Pleme Mtmoughlyrerierthe'A.11001TRUSSIS(SRIEI1,G(NIRAITERMSI(ONDIEODS(U510M11rODY1111KANOMtEDB(M(N("Iarm.YeritydesignparometersoedmedDelete. this Ems Design Dowser 000)andthe Manuel Mutim,F.I.Were- Sheet before a,,.Onlessolhenisesh�edoothel00,only MANUELMARTINEI,P.E. �Mirkraooe0er plans sbe0 be usedtar the TODto he valid.Aso Doss Design [ngineerQa.,Spesiolry Engineer(,. the series ooy TOD represents an aneplome oftM Train,!vaoleagiaemiagmspaysibTiry for IT, design ofIbe�ingle Truss depicted an the TDOonly,vederTBH. Thedeigntowtaptims,boding medit ", mOnbiliryand use of Ibis Lute tunny Buldingis the respensibiBly of the Dever, the Orneri Ihorued agent at the Ivldiog Designer, in the mmea of the W. the 111, the bml Whiiagmth—d TPl-L Ehe approval of the IDDond ooy field use olthe Luu,indoding hoodFng, elmage, ioslollmioo ondbmrirrg, s6ollbethe #047182 mspov"bOdy ollkrBoild�og Dogger ond(ovhador. Al Waiseloulirlbel3Dand6e pIemrad for general guidonre. TPH defines the respoa"3ifilies and duties of lbe Truss 0esigner,Tmss Design logineer and I OD19(hoillon Or. Ernes Monatatterer, unless otbenim defined by a Coahmt at upon io rritiag by aN pvrdes imolmd The Truss Design Ingineer is NOT the Building Detigeor or Trom Symem Engineer her saybodding. AO frpilatired terms me os delined m 1P41. Copyright ©101S A -I RoolTresses - Manuel Martin., P.E. leproduclion of this dammenl, in omy Term, is prohibited with Witten permission ham A -I go.11ras es- Manuel Market, P.E. Orlando, FL 32832 : f Job_ Truss Truss Type Qty Ply A0556611 61998 FL12 Floor 1 1 Job Reference o tional Al ROOF TRUSSES, FORT FiERGE, FL 34946, aeslgn@ai(russ.com Run: /.620 5 rrs .aus J r i e . s-e.w a r. r Uy ID:BCyQv5firhlSZsXezgN1 rXytsH?-cfiXDE3CgrfGL3nfRa7nKiN2UsY6rVtLrJwaRCysV; 0-6-14 OR t 1-5-0 1-7-5 1-7-5 F-1 3x4 3x3 11 3x3 11 3x4 1 2 33x3 = 4 5 9 83x6 = 73x6 = 6 in 0 o � LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.00 9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(TL) -0.02 9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2014frP12007 (Matrix) Weight: 41 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) 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. REACTIONS. (lb/size) 1 = 346/0-6-6 (min.0-1-8) 5 = 346/0-2-12 (min. 0-1-8) Max Grav 1 = 346(LC 1) 5 = 346(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-311/0, 2-3=-309/0, 3-4=-309/0, 4-5=-31110 BOT CHORD 7-8=0/411 WEBS 5-7=0/413, 1-8=0/413 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 5. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard Wooing-Pleosetharoughtyorieethe'A-I ROOF TRUSSES (-Snl(RI,GIN(BA(TFRMSB(ONDOIONSCUSTOMERrBOYERIA(RNOtll106(bOl'Imo.Ymitydesigopmermtnsaadsmdoasesonshis(mssggignD—ing(IOg)ondth,11—lAmli-,MillereoseSheetbefe,ease. UnlessothnuisessvtedonthelOD,only AgANUELMARTINEZ,P.E. Milek tmm mu, plein shall be need for the IOD lobe obd. Asa Tress Design Enginem(ix, Specialty Enginemt the sevl an any TOO top,eseds va v¢epr of The professional eogineesing,mpoasibD'iry far the design of the singlerme 60.1ed on the TOO only, under MI. The design ossuarytiom, loading madilim"' suilohilirf and um of this Truss far any Building is the rnpvn9bifity of the Oneser,the 0aneis outhadmd agent o, the Building Designer,in thetomeaool the lR(she n(,Ihe bml buiding rode and TPFI. The approrai of the 100 and any field use of the Toss, inthding bvndkng,storage, iostdlatim and b,aimg,A,Dbe the #047182 / T\,esponi5tlityoftheBuildingDesignerand(oohottor.ABoohseeloutivthei00wdlkepsa,files.,dguidelines.16,BuildingComponerlSafetyInformation(B(SQpublishedbyTPlandSKAoruetmensedMgemofguidaose.TP4ldefines The responsibilities and duties of the Truss gesige . Truss geugaEngineer aad 10019 Chariton Or. BuuMandodurer, unless otherwise d,Nned by a Contract agreed upon ie writing by all parties inrahml. The Truss Design Engine,, is NOT the Building Designer or Truss System Engineer Far any building. All (aozbztd terms me as defied in IPI-I. Copyrighl©7015 A -I Real Truss,, - Manuel Martinez, PL Reproduction of [his doosoul, in my form, is prohibited ■ith o,inev permission ham A -I km4 Trusses - Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0556612 61998 FL13 Floor 1 1 Job Reference (optional) n I eawr t RUJJCJ, rvm I r-ICR(..C, rL J'4W40, eeslgnLa I1russ.com 0-6-14 3x4 \\ 1 mun: tmzu s Hpr 3u zuia rnnl: d.ozu s Hpr 3u zuio mi 1 eK Inausines, inc. rn eul 3l i f:14:3tl zu10 rage ID:BCyQv5firhlSZsXezgNlrXytsH?-5rGvRa3rR9n7yDLs?HeOsvwFfGvwazKU4zg7zeysV2 3x6 11 3x6 11 3x4 // LA F—" , 1-2-13 4 4:9:4-1 2-0-11 91 fi-14 1-10-11 1-d1i, 3x3 = 3-4-15 3 8-3 , 0-fi-14 8 1-3-13 7 -1 1-4-5 5 0-3-4 w 0 m 0 A Plate Uttsets (X,Y)-- 11:U-2-U,1=tlgelr I3:U-3-U,ttlgej, t4:Ldge,U-2-4j 3x3 = i LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP T.CLL 40.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) -0.00 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(TL) -0.01 5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC20141)PI2007 (Matrix) Weight: 23 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 156/0-6-6 (min.0-1-8) 4 = 156/0-2-12 (min.0-1-8) Max Grav 1 = 156(LC 1) 4 = 156(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this 'truss. 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. LOAD CASE(S) Standard W-Eell- Pletsethoroughly maierths-A-1 ROOF TROSSES(S1LLEt1, GENERAL TERMS &(ONODTOOS CUSTOMER (BUIT1IA(RNOVELFD6EMfNl form. Parity design pa—dessond read Hates an this Buss Design 0-ingPO) and the ManuelMtrfing P.F.Refuse- Shoos before ate. Unless otherwise slated on the TOO, only MANUEL IAARTINEI, P.E. �Pn1eb Inaaeda, pluses shall be used to, the TOO lobe valid. Asa Trost Design Engfoeer(Lt.,Spedally EngineeiLthe seal on nay 100 represents an atteptume of Meprolssioaol engineering resTons'04 to, the design ofib, single Truss dephted on the TOO ooty,uader TPH. The design assompliom, Funding too&Dons, suitability and usual bis Buss tar any Building is the mspomibiligal the Owner, the Owmmi whmind ageal or the BuildingDwill-, in the unless of the 11c, the IF(, the Total building tad.aedTP1-T. Theoppm,al at the 100 and toy held use of the Truss, indudmg boaftit,storage, installation and hitting, shall be the #047182 uspons3diry afthe Buildrog Oesymer and(oohads. AO moM set out in lhelODand lbw prxfias and guidelines of Me tuOdiog(ampenem Sdery lafo,moNon(i(SRpobhshed by lH wd SRGme releunted lit geoeml goidantt. RRl deOaestbnespons3iffies nod duties ol7heTmss Desigaer.lrmsDesigaFrryiaea nod Truss Yonufotlws, unlessothenise deleted by aConnor agreed upon io wrifieg hY all ponies iarolrcd Tbeluss Design Engineer is NOT the Building Designs as Boss SystemFast—Tor amybofldiing. All(.0.1hed terms se as defined In 1P . 10019{horltgn (iF. (sepyright©7015 A-1 Roof Trusses -Manuel FAostine:, P.E. Reprodudian of this document, in any farm, is peobibiled with mitten permission ham A-1 tool trusses- Manuel Martim, P.E. Orlando, FL 32832 Job Truss Truss Type_ Qty Ply 61998 FL14G Floor Girder 1 2A0556613 Job Reference(optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:38 2015 Page ID:BCyQv5firhlSZsXezgN1 rXytsH?-SrGvRa3rR9n7yDLs?He0svw7oGvrazxU4zg7zeysV3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) 0.00 4 "" 480 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(TL) - -0.03 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x8 SP No.2 `Except' W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-8-12 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 4 = 482/0-3-8 (min.0-1-8) 3 — 541/Mechanical Max Grav 4 = 482(LC 1) 3 = 541(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=452/0, 2-3=-510/0 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down at 1-10-8, and 116 lb down at 3-10-8, and 116 lb down at 5-10-8 on top 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: 3-4=-10, 1-2=-100 Concentrated Loads (lb) Vert: 5=-116(F) 6=-116(F) 7=-116(F) 4x6 = 3x4 II PLATES GRIP MT20 244/190 Weight: 77 lb FT = 0% •• •'Wening%ese Awo•ghly!eyinlhe dT100FTiL+Sf[S('Yql[e?}GFNF1,1[IIYd18CONg1TI0YSCUS10YC1 ('BUrEA').dC[NOYllTD6it1EM hrmycnly desk. pmp elpipndrepdj'a'it pn ibis Truss gss'rynbpnicg RDDjand the AkouelHeroam,P.f.Ye!mena lhael WOO Olt, Net, plhenise Met! eethe [DO, oely tlBrA sane hr oas shpl............TDDtpbe add.......... � eee re ent E nces} M1e srotep an 100 end an psi r of a oession!eag�en gltsponubTly fes the design of the sini's Ims dtpir!ttl .the EDO*, aerie, IPP. ma de Apr empBpes>ep�egrp nos, MANUEL MARTINEI, P.E. p rp B k M am C p pp n suimhi6ty Dori pse pl!Firnssio[prr{Bnlding ts)he espons6hfy offheOmer lBeOm rsaulhpsaed pged rlhe8'N ng Dasy tr lnlh mtexlo}Ide16C,the lB(; she lotplhogdmg rode ndR!-L the appmvaidthe 100 pnd ny!OWOs, Of t4 Tmss, iadudiag heatft.. stwege, iishftian prd batisg.s611b. the #047182 !I ' respeesS7dy of lhelmldin^Desigau aodCoMrartpr AD elves srl Ntmlhe lOD wdtht protlr sand gud<rmn ffhe6'tdrsg rtrpona lBo'efy WoraW opiesll puhhshed fry 11 dSBG re selwenredlwgo-1 gaidwrt. TRI defines the rrspansihifdin cad sides of the It., Dtsigm, Was Uniga ingionspnd 18819 EIIDrIt0ll flr. �Tnis YaputarMa 0It{{'IEtlrlta dehnid dye 6birmt greed jjafili ijiliij hyp!lpiilinsvulve� TAe l 60mlgn Tegntt,ts M. raiEng lnlgne wGpst fysfemtag eer fire ybu ding,lg CapgalBrd terms are m defintd 3n M-1. Cppyvight©2015 A I,Iop) Lossa:angel Mashna f F leprpdutltpn of Jlns dortfinen! 3n ppy fwm •is prod-0Yed c th nnnen pesmnnon from A T tpotTrusses, MouuelFlathney GE. Orlorld0, FL 32832 Job Truss Truss Type Qty, Ply 61 98 FL15G Floor Girder 1 2 A0556614 Job Reference (optional) H l Ruur I RUJJCJ, rum I rimmt,=, rL 4+W-+D, 0e5l9nLCUa I lruSS.CAm murl: i.ozu S Apr ou Lu7J r eini. /.OLu S Npr Ju Lu io MI I eK mousuiles, inc. rn Jul 3l it: r4:jts zuiz rage ID:BCyQv5firhlSZsXezgN1rXytsH?-5rGvRa3rR9n7yDLs?HeOsvwBzGuRayvU4zg7zeysV3 2-2-10 L'OADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 1/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) 0.00 5 "•' 480 TCDL 10.0 Lumber DOL 1.00 BC 0.17 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* W1: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 602/Mechanical 5 = 607/0-3-8 (min.0-1-8) Max Grav 4 = 602(LC 1) 5 = 607(LC 1) FORCES. (lb) IMax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=0/843 WEBS 2-4=-935/0, 2-5=-935/0 NOTES- 1) 2-ply truss to be connected together with 12d (0.131 "x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x4 -1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 327 lb down at 1-9-10, and 327 lb down at 3-9-10 on top 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: 4-5=-10, 1-3=-100 Concentrated Loads (lb) Vert: 6=-327(F) 7=-327(F) PLATES GRIP MT20 244/190 Weight: 59 lb FT = 0% " Yleiomg%PI asE thosoagMy resievlfie'd 1 100FT@n1C5N1119-, P OaAl IEMS 6 ODE) and the 9.av l0s Vnr, P.F. Wven ,Sheet Walcott Unless othenise stated to [be TDD, only �Yirel smnermfptales shall ba oud hr the NOto barord.ItoLoss Defgnfagirei(ie.;fpml'ryE gmeesj; Ipe cola ooyTDO;eprexah ce asuplolreoff6pro}essiocal tagaeer ng sespoosih�ly far the decgaarlhasio*Tassdeodd as the lDDor,?y,We ttld.the desrao assompliot6loodmg Uestalaes, MANUEL MARTINEI, P.E. suilohik1y mdase etlFsLois loCaoxg^Ddinguth etspmn}�6.fily oFlhe Oann the ghat(ioothotiied oyeut ij0iga"Ifmg Deigcer lnthe sontetl.D}JheJRC.Iht nGjhe losdtilldiri(odt^od iPH. Ito approve+ol the Ng aadeny field Ise of tk rrms, Witalieg hoodGeg slamge.iafhPnlitn a ad bntisg.shell 5e the #04I182 f ............... resprasbOiry oUheguldnfxugnue dCo-trm{or AD roses tei-Itmthe l00andthcpraslim and,gcdelmesdshe held g(orpoae isoss ManofosMei;amisi:7l: riiiedcruedL CoppighlQ201SAltoolLossarNenueylHoCunshaoheo:cioetdI"pooIn .omnrims 0d[e..'ieinNDI1Ft$e1d:�"De unerorisosstysdem rho"ding.ADCopitakedtamsareasdefiaedintP41. 10019 CharNon [ir. hIvohi:�rry'�ghye ed D ........... Piy epdoofmOrlando, fL32832 _*h %161998 FL16 I FLOOR I1 I 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 METek Industries, Inc. Fri Jul 31 17: ID:BCyQv5ffrhlSZsXezgN1 rXytsH?-Z2gHew4TCTv_aNw2Z?AFP7TQrgG1 0-3-4 3x4 \\ 3x6 11 3x6 11 4x4 // * 1 1 0-7-11 _2 0-8-3 4 0-6-14 1-2-7 -31-0-7 1 1 7 1 3x3 = 2-0-1 2-6-15 0-9-3 f cy-itu0-9-11 0-6-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.01 Vert(LL) -0.00 6 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) -0.00 5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) 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 2-6-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 95/0-2-12 (min.0-1-8) 4 = 95/0-6-6 (min.0-1-8) Max Grav 1 = 95(LC 1) 4 = 95(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard A0556615 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0%F, 0%E Warning -Pleas¢11—ughlyreview?he 'Ad ROOF TRUSSES 0111EK'lGINERAITERMS B(ONDI(IONS(USTOMR('BUrER1ACKNO111ED(TEMENrform,Verify design p ear,tersoarfmdasksanlhisTrussDesignDrawing000)andtheManuelMomoez,P.E.Referee¢Neetbeloeeose.Unlessath—isessateda.theTOD,onlK �ANUELMARTINEI,P.E. AUTek monist., plmes shall he mid Ior the TDD to bevafid. As o LassOesipn Fagmea (a,5pe,iolry Fngiveml the seal on voy T00 r¢preums on oueytoo,e of the p,oles,icool engineering responsibility far Me design of the single Lass depided on the Too only, aide, TPFI. the design otmmptions, I¢BdIDg faedNERR,, /// �,suitabifiiy and o,e of Ibis Ems, I., any BuOdng I, the lmpensibifily of the Omer, the Owners mibvued apo or she Building Dedgam, in she mnteet of she IK(, the INC, the Eared b¢0diq ad. and TP14.The .sprawl of the 100 and any field me of the Truss, including bandling,Maage, imlalfstio. and burring, sban be the #047182 r ' \¢spas,birdyofsheBuildingDesignerandContraft.ANWesRIwlinlh,TODand6eprosfire,andguidelines.1theBuildiingCorsi, at Safety lnformatian(K(SQpublished byRland SBUmerderea,edlet Stneralgoidonre.TPHderines[he rerponsibififiesand dosiesofThe Truss Desigaer.Truss DadgnEngineer and I0019(horhonCir. LunNanukMrn,onlen oMmise defined by o(ontro,t lgrced oponis writing 6y dl porfia involved the Truss Win Engineer is NOT the Buifdiag Designer or Truss System Engineer fur any buildiag. Ali(giieladf ore a, defined in TPl-I. Capydght©2015 A-1 Roof T,usses - Manuel Martine, P.E. RepmdaOSc s of this dommenl, in any form, is probibiled with mirren permission hem A-1 Roof Tmsses- Manuel Martinez, P.E. Orlando, TI 32832 Jo Truss Truss —Type Qty Ply 61998 FL17 FLOOR 1 1 A0556616 Job Reference (optional) - AT KUUr I KUbbtb, r-UK I 1`-1CKL t:, rc 34!l4b, oesignLairruss.com run: i.bZu s Apr su zui5 runt: i.bZu s Apr su zuTb MI I eK lnaustnes, inc. rn .Am 3l 1 r:14:3y zulb rage ID:BCyQv5firhlSZsXezgN1 rXytsH?-Z2gHew4TCTv_aNw22?AFP7T0IgFWJPIeJdPgV4ysVc 0-3-4 1-5-0 1-3-6 0-6- 14 3x4 �1 3.3 I 3x3 11 3x4 1 2 3 4 - 3x3 = 8 7 6 5 3x3 = 0-3 4 1 8 4 3-2-10 4-7-10 5-2 8 0-3-4 1NO 1-6-6 1-5-0 0 6-14 Plate Offsets (X,Y)— [1:Edge,0-2-41, [4:Edge,0-2-41 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.04 8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 29 lb FT = 0%F, 0%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 5-2-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1 = 240/0-2-12 (min. 0-1-8) 4 = 240/0-6-6 (min. 0-1-8) Max Grav 1 = 240(LC 1) 4 = 240(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=0/255, 1-7=0/255 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard Womiag•Pleomtbmmghlperieethe'A-11OOf1R9SSES(-SR11Rj,GENIRA1 none(ON0MOM NST0YflrBUraIAIXb0WlED6EMFN1'fo,m. Verily dnipo pa,ometers and read Dotes onthitTmss Design Grooving(TDOlmdtheYmuelNmdm; P.F. Petneor, Sheet beforeuse. West otherwise slmed me the To' only MANUEL MARTINEZ, P.E. �Miles mooeem plotes thou be used la the More be Vrhd. As o Tmfs Desigo fngmeer (a., Speeolty Ogineaj the seal an ooy 1D0 iepreserns on orteptaaeaf the protafimol eogieeeringrnponsibifdy forth, design of the single Truss depiOed on the TOD miy,ueder M-1. lbe drsigo asmmptions, loodmg rmditioos, suih6iliryond tee al tbi,Truss to our Bolding is the responsibility of the Ormerthe 0woel, outhufad ogee) or the boldmg Dedguer, in the morra of the ll(,the 11(, the brut bolMiag rude and TnI. The approval o0he T0Dand our field ute of the Truss, indodiog handing, ttorye, monllalion and brmirs shelf be the #047182 respoot0diry of the Boildig Det'rynnaod[oshoem. Abndussetoutir G,TDDandthe pd guidons+. UP defines the ,spemibiblitrs and duties d tire Truss Design,,, fruit Design Engineer and 10014(horltori(ir. Truss Yondmmrtr, oolea otbenim defimd 6y a (omroe agreed upon is writing 6yau pasties mvolred. The Truss Detigo Engine.. is NOT the Buld"mg Doug., or T—Sydem Engineer for mry belling. All Copito�ed firms mr osdefined in 1R-I. Copyright©2O1S A-1 Rml busses • Mmuel Moalnea, P.f. Reproduction of this domment, in my form, it prohibited with writtenpermitsion from A•l roof Trusses • Alonuel Mortises, P.C. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0556617 , 61998 FL18 FLOOR 1 1 Job Reference o ti onal -.------"---- ___.__..__...,--'--^-"_.--_-- M.._. one,._ n.._an nn4 a M-:..r. 7 con, A... 9n 90115 M1 1, Industries Lnn Fri Jul 3117.14.392015 Pane Al ROOF I BUSSES; FORT PIERCE, r� 3 U4o, ueSTynLd 1 rRISJ.WriI ouu. r.ua.. 3 rep, .,� �.. w r r �,,.....e-......Y..... ............ .............-.,...._. ... __. _ . ......__ __ . _ - ID:BCyQv5firhlSZsXezgN1 rXytsH?-Z2gHew4TCTv_aNw2Z?AFP7TLhgBLJNFeJdPgV4ysV: 0-3-4 r 1-5-0 1-0-15� 2-0-0 _ � , 1-4-15 , 0-6-14� 3x4, 1.5x4 11 1.5x4 11 3x6 = 3x4 • 1 2 3x6 = 3 4 5 6 12 11 10 9 3x3 = 8 3x3 = 7 30 = 3x3 = 1-8-4 1-5-0 LOADING(psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014fTPI2007 CST. TC 0.34 BC 0.32 WB 0.25 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard 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. REACTIONS. (Ib/size) 1 = 430/0-2-12 (min. 0-1-8) 6 = 430/0-6-6 (min.0-1-8) Max Grav 1 = 430(LC 1) 6 = 430(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-387/0, 2-3=-588/0, 3-4=-588/0, 4-5=-588/0, 5-6=-398/0 BOT CHORD 10-11=0/384, 9-10=0/588, 8-9=0/396 WEBS 1-11=0/514, 6-8=0/530, 5-8=-316/0, 2-11=-319/0, 2-10=0/362, 5-9=0/310 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s)1. 4)."Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. 0 o C? DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.03 9 >999 480 MT20 244/190 Vert(TL) -0.04 9 >999 360 Horz(TL) -0.01 .6 n/a n/a Weight: 48 lb FT = 0°/mF, 0%E whoring -Phone thoroughly eemrTh. 'A.1 ROOF TRUSSES(111VI1I, GENERAL TERNS A(OND1110NS(USIOkE1 rBUt111011011EE0AEMENT' farm. Verily design prmnum,rsaed r,ad oaten on this Truss Design O-urg(ID0l and The Al—Ift rim,P.E.Referente Neel before use. Unless otherwise stated on the 100, only MANUEL MARTINEZ, P.E, Miler rooeedor Stairs shall he used I. the TOO tr be.6J. As a Truts Oedgo Fngheer(i.e,Speriolry Fngineertihe noel on aoy I00 repesean..."Plante of the prohssioaal eogirmingsespeosibiDryfar the design of the single Truss de feud no the NO ooly,under TPid. Be drdgn osrur pours, loading toodmam, /// /,���\ su0ablity and one of this 1— hl any Bpoas Building is the mibilty me of the Owner, the 0iwAwhrd oge.1. the Building Design.,in Be"uteetolthe ITT, the 11C,th.1"1 buildial"do and TPH. The oypru,.1 of The 100 and any field use ofthe Truss, indudiag hondkoil, slmoge,insmllotbo oad fuming, shoo be the #047182 ! \respuoii iif.1the BuildingDesignnond(onho°or.AOove—louliolhelDOaodibeprogoes end goidelinesofthe NfiNng(amp-ndSafety, 10—don(BEST)pubbsbedbyRland SEES mnefinentedlmgearmlguidem.TPIddeOnnthe mspersibilifin ad duties ohheD.,Oesiyom.1-116gnToo-,and 10019[horiMn(ir. Tors Mvehut—,.0-olbe h,d6ned by(oafrod ugmed upon is rritmg by oll Surlier ioeohrdThe Ise° Design EagiamI is NOT the Buidiag Defgorr erTmss System fogioe.for say bmldiag.All(op0ol'ved terms ore as delined in IP41. Copyright©TOTS A-1 pool Trusses -Manuel Moninez, P.E. Reprodudion of This dosument, in any, form, is prohibited with mitten permission from A-1 Roof Trusses - Manuel Martinez, Pd. �rlOfldO, Fl 3i831 Jot Truss Truss -Type- Qty Ply 61998 FL19 FLOOR 1 1 A0556618 Job Reference (optional) Al KUU!( - I KU55t5, RUM I PItKGt, t-L 34a4ti, oeslgnLaitruss.com 0-3-4 I i 1-5-0 1i i 240-0 3x3 II 3x3 = 2 3 I Un: /.6211 s Apr 3U ZU15 PnntF /.IiZU s Apr 3U ZU15 ME I eK Industries, Inc. f-n Jul 31 1 /:14AU 2U15 Page ID: BCyQv5frrhlSZsXezgN 1 rXytsH?-1 EOgsG55zm 1 rCXVE6ihUxK?NM4QR2nOnXH9E1 XysV: 2-6-0 2-2-15 Dead Load Defl. = 1/16 it 1.5x4 11 3x6 = 3x4 43x3 = 5 6 7 0 o cls 14 13 12 11 10 9 3x4 = 8 3x6 = 1.5x4 II 1.5x4 II 3x6 = 1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TIC 0.92 TCDL 10.0 Lumber DOL 1.00 BC 0.72 BCLL 0.0 Rep Stress Incr YES WB 0.39 BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD 'Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 621/0-2-12 (min.0-1-8) 7 = 621/0-6-6 (min.0-1-8) Max Grav 1 = 621(LC 1) 7 = 621(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-563/0, 2-3=-559/0, 3-4=-1131/0, 4-5=-1221/0, 5-6=-1221/0, 6-7=-611/0 BOT CHORD 12-13=0/1131, 11-12=0/1131, 10-11=0/1131, 9-10=0/609 WEBS 3-12=0/268, 3-13=-892/0, 5-10=-326/0, 6-10=01709, 7-9=0/814, 6-9=-520/0, 1-13=0/747 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation . about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 diagonal or vertical web shall not exceed 0.500in. 10-1-10 11-6-10 12-1-8 5-1-7 1-5-0 0-6-14 DEFL- in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.1710-11 >778 480 MT20 244/190 Vert(TL) -0.2710-11 >508 360 Horz(TL) -0.02 7 n/a n/a Weight: 65 lb FT = O%F, 0%E Woming•Pleau lAoroughlperier the•A.1 ROOF TRUSS61-SaLiR7,GINSWLTERMS6Verity desigoporreetersond readooles on lhisTruss Design Droving(100)andtheYonuelXorone:, P.L.Relerm, Sheolbe[%, a. TOD, only MA OIL MARTINEZ, P.F �Sble4 wone0or plmes sholl6a used forlhe 1DDro he rogd. As o Ta-Design Engineer rio. Speriohy I gin-- the seal on toy TOD soft .se.1, an aaeplaace of Me Ind,,sioeoInto ....ingresp ringidy, for The design of the singleTruss dephled on the 100 only, and,, IPnI. IAe desgn ossompoons, loodmgmedilmos, suito6iDry ovd o+e afibi+Lo+sknnp Bogd'mg is the repaasibiBry of the Oemt, theDmn's oulhor'vedagalm lheB ldiog Designs, ie the mnteddthelN,she ll(, thelomIleilding,.1— 1-1. the appoint d ibr TOD and ay field are of theTrass,Wdiag bundling,storage, installation and broimg,sh.11 be the #047182 respgni50iry, of the Building Designer and(onnmtar, AD toter set out in lheT00 avd lbe pmdiu+ and goidermn of the Roguing LompooeolSafety lnfmmotion@(SQ published by FEE and SEER orerefneottd 1. general guidon". iPN delins lberespoosibilitiesanddulies of tle lrms Resigner.Tms+DeGgn Engineer and 10019(horltoo Eir. truss Manufacturer, unless otherwise defined by a Conno0.greed opan io oDiag by aap rim ine N d. The Truss Design Engineer is NOT the Building Designer, a, Truss System Engineer Wrary building. An Upit.Bred Worn ,, as defined in mi. Copyright©1015 A-1 goal Trusser - Manuel Marriott, P.E. Reprodoc6a of this darument, in any form, Is prohibited rith rrillen permission from A-1 Roof Trusses • Manuel Modlner,P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply- A0556619 61998 FL20 FLOOR 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 0-3-4 1-5-0 , 0-10-1 , 2-6-0 6x6 = 3x3 11 3x4 = 1.5x4 II stun: y.bzu s Apr au zu-in rnnc y.ozu s Apr au zu io twt i ex maustnes, Inc. rn dul a i 1 y: 14:'eu zu is rage ID:BCyQv5ffrhlSZsXezgN 1 rXytsH?-1 EOgsG55zml rCXVE6ihUxK?OH4Q?2j_nXH9E 1 XysV; 2-M 2-4-6 __11 Dead Load Defl. = 3/16 it 3x3 = 3x3 = 1.5x4 II 3x3 = 6x6 = 16 15 14 13 12 11 10 3x6 = 3x6 = 1.5x4 II 1.5x4 II 3x6 = 1-8-4 LOADING(psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014lrP12007 7-10-13 LUMBER - TOP CHORD 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 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 811/0-2-12 (min. 0-1-8) 9 = 811/0-6-6 (min.0-1-8) Max Grav 1 = 811(LC 1) 9 = 811(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-794/0, 2-3=-791/0,3-4=-2006/0, 4-5=-2006/0, 5-6=-2092/0, 6-7=-1237/0, 7-8=-1237/0, 8-9=-1241/0 BOT CHORD 14-15=0/1202, 13-14=0/2092, 12-13=0/2092, 11-12=0/2092 WEBS 5-14=-411/137,4-14=-338/0, 3-14=0/912, " 3-15=-752/0, 6-11=-988/0, 7-11=-254/43, 9-11=0/1406, 1-15=0/1057 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. 3 , 9-10-13 , 15-0-2 11 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.87 Vert(LL) -0.2313-14 >754 480 MT20 244/190 BC 0.74 Vert(TL) -0.3413-14 >516 360 WB 0.67 Horz(TL) -0.04 9 n/a n/a (Matrix) Weight: 81 lb FT = 0%F, O%E 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Ylamu,g-Pleau lAarougM1lpnier the'A-IbODr IDUSSfS{-SEIIEYj, 6Et1[gAL1IYNS6(ONOIIIDNS(USTDNR('DDIRjAfIXOWlE06FMFNP Imm.Vaiw'sigap.—ttns and read oottt on this iron Design 0roeing(fDOjondthe Yvnuel Norlioee,P.E. gelrrena Neelhelme eu. Unless olhrnise tlmed oo d�a lOD, onFy MANUEL MARiINEZ, P.E. �Nireb tonnenor plopsshall Aeused lorthe IDDto beeohd As o(rots Design Fquat(i.e., Specialty fngi—I theudonnyTDDeepreetots to emeplaxe Oft pmlessiaealtogi togmrpnsibilityfor the design of the single Truss dtfted on the ED arty, orderTPH. The design assumptions, haduff tooft.s, suit6hk and use of this Truss lot ony BoUing is the responsihirdy of the 9—, the 0trneriouthoriud agml or the BuiNiog Designee, io lb —slat of the ff, the K the loml boding cede sued TPR The opp rrul of the TDD andosuy field use of the Truss, indsuding hoodbug,storage, installation end bmting,sborbethe #047182 ' uspombliry oflM1e Bsuiidisug Designer and(antiadae, Annmmsetoulinlhoo.,dlhepeodieesond guidelines of the Buildng Componeal Safety lofiver ee(b(SQpOT.,hed by TPl and Sh(A mertweted fur general guidame.IPl-1 defines lhnesponsihifiAn and duties of lM1e Loss Dnignechuss gesign (nginen and 10019 (horhon (ir. irussNaaufomnery suelms "Meniu detiotd by su (unhurt agreed upon io eriliag by all plies iaeaWed. The T— Design Eog(aeee !,NOT [be Budding Dedgaer or TmssSydem Engineer for onybogding. An (aphotiud terms ore as ddined inTPFI. Copydghb©2➢Id A -I roof Teusses - Monuef Martine:, P.E, rep,ededion of Ibis dotumeol, in my form, is prohibited with voitlen peemissiou poor A-1 fool Trusses-Nanuel Mmtiaet, P.[. OrlandD, Et 32832 Job Truss Truss Type Qty Ply 61�998 FL21 FLOOR 1 1 A0556620 Job Reference (optional) rwvr , r�uaa�.�, rvn r rta=na.a=, ru .rewo, uearyn�a r uuss.t:um 0-3-4 1-5-0� 0-10-1 2-6-0 I 6x6 = 1 3x3 11 4x4 = 1.5x4 11 2 3 4 RUrI: 1.04V 5 mpr au zu 10 rnm: e."zu s rlpr au Zu IA Pill I ex Ineuscnes, inc. rn aul sl -1 ynv:al-zul a rage ID:BCyQv5firhlSZsXezgN 1 rXytsH7-VQx23c6jk49iph4RgQgUYYaHTIBnAdxmxunZzysV: i 2i 0-0 3x3 = 3x3 = 5 6 1-9-6 1-5-0 6-1 1! Dead Load Defl. = 1/8 it 3x4 = - 1.5x4 11 3x6 FP= 3x3 I I 6x6 = 7 8 9 10 11 0 o ab 20 19 18 17 16 15 14 13 12 3x6 FP= 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x6 = 4x6 = 19-0-9 ¢3# 1-8-0 7-10-13 , 8-10-13 9-10-13 18-5-11 19-0-8 tl-3 4 1-5-0 6-2-9 1-0 0 1_0 8-6-14 -6-13 0-0-1 LOADING(psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-M Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.79 BC 0.81 WB 0.64 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.28 14-15 >784 Vert(TL) -0.41 14-15 >537 Horz(TL) -0.07 11 n/a Ud 480 360 n/a PLATES GRIP MT20 244/190 Weight: 99 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* 5) Recommend 2x6 strongbacks, on edge, spaced at BOT CHORD 2x4 SP No.2(flat) 10-0-0 oc and fastened to each truss with 3-10d 132: 2x4 SP M 30(flat) (0.131" X 3") nails. Strongbacks to be attached to WEBS 2x4 SP No.3(flat) BRACING- walls at their outer ends or restrained by other means. TOP CHORD 6) Gap between inside of top chord bearing and first Structural wood sheathing directly applied or 5-1-10 oc diagonal or vertical web shall not exceed 0.500in. puriins. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard REACTIONS. (lb/size) 1 = 100110-2-12 (min.0-1-8) 11 = 1001/0-6-6 (min.0-1-8) -Max Grav 1 = 1001(LC 1) 11 = 1001(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-996/0, 2-3=-992/0, 3-4=-2652/0, 4-5=-2652/0, 5-6=-3286/0, 6-7=-2953/0, 7-8=-2953/0, 8-9=-1012/0, 9-10=-1012/0, 10-11=-1015/0 BOT CHORD 18-19=0/1534, 17-18=0/1534, 16-17=0/3286, 15-16=0/3286, 14-15=0/3286,13-14=0/1998 WEBS 5-17=-932/0, 4-17=-305/13, 3-17=0/1 268, 3-19=990/0, 6-14=-697/37, 7-14=-324/0, 8-14=0/1083, 8-13=-1230/0, 11-13=0/1353, 1-19=0/1327 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Woming•Ple-thorooghlyredv the 'A.1100FTIUSSES(111 lj,011ALTHMSI(DIDIFIDIS(IISTDHFI j'BU1FIjA(IIDMlED6FMENY torm. Verily desiga pammetersand read eotet on lhisimss lesipn Drawing ODD) and the Manuel Nor9noz;1`.lehreore Sh"Ibeforme. Unlesselhereise elohd..theno, only MANUEL MARTINEZ, P.E. M,lek sanoestar plates shou be osed for the IDD to be eolid. As a Trtss Design Engineer (se, Spedolry Fngineulthe seal m any ND repreunls oo mapleasant Meprolessioeol eogioe,ringretponsihlity Pow the deugo al the imgleTma deplledm the 1DD ooly,ueder MI. The desiga ostomploot, boding mediNons, /// �.�\\ ,uitobiNryanda,, alibis Lass forany Building is the msp noilityol the Dwner, the Omer', nothoritedageet or the building Designer, in lbe sonlee of the It(,lb, III, the loml building,edeandlPH. Thnppmeol of l6e lDOand oey BeUmeal the Lust, intkdiagbondling,,image, instollafi0000d brining, shall be lbw #047182 ' _\rgpons,TDiryolMeboilding0nignnond(onbaaor.Alnotessetoulimb,1DDaudlbeprosNsesand guid,limsatM,laoiding(amp.-ISeleryhdmmofion(b(SQpubhshedbyViand SHIAart tefenenuedtoy grnemlguidme.IPl-lde�ineslhetespom3iriliesonddutiesottbeLussOesigoer,IrussDeugoFoginemond 10019(horltonCir. — TruuManufosMer, uoden othenise defirwd hyn(omrosl ogrted opoo is nliog 6y on ponies mrolred.Th,T—Design Engineer is NOT the building Design,, or TronSphes Fngineerform,ybnlding. ADfaplobted hrms me os definedin T%-I. Copyright©7015 A-f IoorTiusses -Manuel Martinet, P.E. lepsodurtion of this document, in nary form, is prohibited with written permission ham A-1 loot busses- Manuel Martinet, P.E. Orlando, It 32832 Job Truss Truss Type Qty Ply A0556621 61998 FL22 FLOOR 1 1 Job Reference o tiona{ Al KUUt- I KUJStJ, t-UK I YltKla, r-L 14U40, Deslgn(caliruss.cum mull: [.Deu s e Pt au <u to rrsrrs. e.ueu ID:BCyQv5firhlSZsXezgN 1 rXytsH?-VQx23c6jk49iph4RgQCjUYYemTn2nA 1 xmxunZzysV: 0-3-4 1-5-0 t0-10-11 2-6-0 2-0-0 F3 4 Dead Load Defl. = 3/16 it 6x6 = 3x3 11 3x6 = � � a 11 3x4 = 1.5x4 II 1.5x4 11 3x3 = 3x3 = 1.5x4 11 3x6 FP= 4x6 = 6x6 — d 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 4x6 = 3x6 FP-- 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x6 = 4x4 = 7-10-1 6-2-9 LOADING (psi) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) *Except' B2: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1075/0-2-12 (min. 0-1-8) 12 = 1075/0-2-12 (min. 0-1-8) Max Grav 1 = 1075(LC 1) 12 = 1075(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-107410, 2-3=-1071/0, 3-4=-2904/0, 4-5=-2904/0, 5-6=-3746/0, 6-7=-3623/0, 7-8=-3623/0, 8-9=-1505/0, 9-10=-1505/0, 10-1 1=-1505/0,11-12=-1075/0 BOT CHORD 20-21=0/1663,19-20=0/1663, 18-19=0/3746, 17-18=0/3746, 16-17=0/3746, 15-16=0/2798, 14-15=0/1071 WEBS 5-19=-1139/0, 4-19=-296/36, 3-19=0/1408, 3-21 =-1 081/0, 6-16=-584/248, 7-16=-338/0, 8-16=0/936, 8-15=-146810, 11 -1 5=0/1 053, 11-14=-932/0, 1-21=011432, 12-14=0/1432 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1, 12. CSI. DEFL. in (loc) I/deft L/d TC 0.56 Vert(LL) -0.3316-17 >704 480 BC 0.69 Vert(TL) -0.5016-17 >467 360 WB 0.6B Horz(TL) -0.07 12 n/a n/a (Matrix) 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard 1 PLATES GRIP MT20 244/190 Weight: 107 lb FT = O%F, 0%E Woming-neaselboroughly reeler the 'A.11DOFI➢OSSIS(-SR(EP'S GENIPAS RNNS&(ONDITSDNS(USTOMRrBOfERIA(ANOM((DGENENr Ie,m. Verily design pammetersand ,ad oohs m lhishms Design 0—ingnDOlardtlm M.n IMorrre4 P.E. Relnenm Sheelbefom am. Unlessa@tteise standonthe IDD,aniy !AWellMABTINEI P.E. Well coastal, plates shall be used Is the TOD to herald. As D Truss Design Engmeer(i.e., Spetialry Engineert the sell on any TOD repo ads an—phne' of the pmfessioeoie.Einwing respomihbry lorthe dedpnof the single�uss depicted oohel➢D onty,under IPFI. Ibr design osmmplhns, loedng [oeddious, sueabiDry and use of this Truss for eq building is the mspernbifity of the Coco,,the Omer'sauthorized ogee or lb, Ruilding Designer, in be mmegofib, Il(, the NWhe loml hooding rude and PH. The approved of she ISO and any field use of Truss, Wading heading, Muscle, instnikfion and boiling, shollbe the #047182 mspoos�liryolhebmTd�ogOesrynnoodConhortar.AAootsuloolinlhelODandlheprofimsoadgoidermesolhebuildmg(omponenl5olerylotmma600(I(54puh0shedbylPlvndSR(Amerelnemedlmgenmalgoidonm.iPbldefineslberespon4bihtiesonddotindheLmsDesigeer.TnssDesign(ngineuond I8Ul9Chollton[ir. Tmu Nonuloatsa, oalss ohenim defined by a (antmaogmed eprn io nitng by all pauses imolred The Imss Design Folmar is NOT be Lildhil Designs u,T, aSysem Engines In,any boildiog. All (apltalved Isms it, as defined in iPH. (opy4ghi@20IS A-1 toot Trusses -Manuel Minkel, P.E. Rep,odudion of Ibis document, in any farm, is prohibited►ith mates permission ham A.) Roal lvesses-Manuel MDrtioea, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 61998 FL23G FLOOR 1 1 A0556622 Job Reference (optional) f� 11 MUUF r RUJJCJ, rUR r rrCIN-,C, rL 39V90, uesrynLd i truss.uurn Run: i.ozu s mpr au zu-la rnnu d.ozu s Apr au zu-10 col I ex lnausFnes, inc. rn uul si i ya4:4z zuio rage ID:BCyQv5ffrhlSZsXezgN1 rXytsH?-zdVQHy7LVOHZRgfdE7jyl15pUt7LWaj4?beK5PysV'< 0-3-4 1-5-0 0-10-1, 2-6-0 2_ -0� � F� 4 2-0-7 0r-I 6x6 = 3x3 11 3x6 = Dead Load Defl. = 3/16 if 3x4 = 1.5x4 11 1.5x4 11 3x3 = 3x3 = 1.5x4 11 3x6 FP= 3x3 = 5x6 — 21 20 19 18 17 16 15 14 13 4x6 = 3x6 FP_— 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x8 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.34 15-16 >700 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0.50 15-16 >464 360 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) -0.07 12 n/a n/a BCDL 5.0 Code FBC2014lfP12007 (Matrix) Weight: 104 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* 5) Recommend 2x6 strongbacks, on edge, spaced at T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) *Except* 10-0-0 oc and fastened to each truss with S B2: 2x4 SP M 31(flat) 31 (0.131" X 3") nails. strongbacks to be attachedhed to WEBS 2x4 No. walls at their outer ends or restrained by other means. BRACING- 6) Gap between inside of top chord bearing and first TOP CHORD diagonal or vertical web shall not exceed 0.500in. Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-M oc bracing. Standard REACTIONS. (lb/size) 1 = 107510-2-12 (min.0-1-8) 12 = 107510-2-12 (min.0-1-8) Max Grav 1 = 1075(LC 1) 12 = 1075(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1074/0, 2-3=-1071/0, 3-4=-2903/0, 4-5=-2903/0, 5-6=-3745/0, 6-7=-3619/0, 7-8=-3619/0, 8-9=-1507/0, 9-10=-1507/0, 10-1 1=-1507/0,11-12=-1510/0 BOT CHORD 19-20=0/1663, 18-19=0/1663, 17-18=0/3745, 16-17=0/3745, 15-16=0/3745,14-15=0/2801 WEBS 5-18=-1140/0, 4-18=296/36, 3-18=0/1408, 3-20=-1081/0, 6-15=-584/242, 7-15=-337/0, 8-15=0/928, 8-14=-1468/0, 12-14=0/1777, 1-20=0/1431 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1, 12. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Naming-PleaulhoroughlyrnimlWA-1100FINUSSES(-SFI(FB),G111014TERMS BCONDITIONS (IIS10)AFgrgUSFIjA(RNOMIN6FMOIrImm. Verily dminpaowdersondreodooMonlhisimssilesigngrming(IDD)andrhet1anuelhlortloe4P.F. Reference Sheetbeforene.IlnlessotherwiseslohdootheTag,only MANUELMARTINEI,P.E. �Mifegco ,rcu plain shoo be mud for the TDD to b—lid. Asa Sron Detign FngioeerCu., Spedally FnginenIthe met onmyTDOrepreunh Domeierof rfx profnfiaeol eopioeeriog respoosihLlyfor the dadgn of the single Lassdepirted on the IDDonly, uoderTPNI. The design ossuwphons,loadingroadmons, wdohilip and me aflMsLmilor any Buddmpis lheresponsibiBtyof the Omer, the Oamr'southoritedageel or the Budding Designer, in lhemnhA of the IR(,the [BE, the iocolboiMing code WWI. the 100 andeny bid as, cithOnts, inrbding handling, storage, imtogotionond boring, chonbe the #047182 uspom3 ty al Me Boild�ng Dm'ryner ond(oeaadm. AO noM ul ool in lhelDO and the pmcBsa and goidefinesat lheBuBdinp(omponenl Solery lnlormmion(1(Sq publithed 6y lPl ondfBG ora relereoudfurg—Opidenre. Desigon.7—Design Fogio-cold 10019 (herltan (ir. TmstMonuhdmer, on[rn otheniu deliircd by o (onhod agued oponin widiog by all porAn imolrtd The Truss Dedgn Engineer it NOTth, BuOdmg Detiper or Lux Sydem Engine, for coy bm7ding. All (opilorned term me as defined in TP4I. (opyright@2015 A-1 Rool Tmsses-Monuel Martinet, P.E. Reproduction of this dommeol, in any form, is prohibited with mitten permission from A-1 Roo[ TmneS- Manuel Martinet, P.E. Orlando, EL 32832 t A Job I Truss Truss Type Qty Ply - A0556623 61998 FL24 FLOOR 2 1 Job Reference o tional A Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 0-3-4 ' '—�—I'0-10-12-6-0 ' 6x6 = 3x3 11 3x6 = 1.5x4 11 < Nr < ID:BCyQv5firhlSZsXezgN1rX;t?-zdVQHy7LVOHZRgfdE7jy115pUt7LWaj4?beK5PysV, 2-0-0 � 2-0-7 0PT4 Dead Load Defl. = 3/16 h 3x4 = 1.5x4 11 3x3 = 3x3 = 1.5x4 II 3x6 FP= 3x3 = 5x6 — 20 19 18 17 16 15 14 13 4x6 = 3x6 FP-- 3x6 = 1.5x4 11 1.5x4 11 3x6-= 4x8 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014frPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) *Except` 132: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1 = 1075/0-2-12 (min.0-1-8) 12 = 1075/0-2-12 (min.0-1-8) Max Grav 1 = 1075(LC 1) 12 = 1075(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1074/0, 2-3=-1071/0, 3-4=-2903/0, 4-5=-2903/0, 5-6=-3745/0, 6-7=-3619/0, 7-8=3619/0, 8-9=-1507/0, 9-10=-1507/0, 10-11=-1507/0, 11-12=-1510/0 BOT CHORD 19-20=0/1663,18-19=0/1663, 17-18=0/3745,16-17=0/3745, 15-16=0/3745, 14-15=0/2801 WEBS 5-18=-1140/0, 4-18=-296/36, 3-18=0/1408, 3-20=-1081/0, 6-15=-584/242, 7-15=-337/0, 8-15=0/928, 8-14=-1468/0, 12-14=0/1777, 1-20=0/1431 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1, 12. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0-1 CST. DEFL. in (loc) I/defl Ud TC 0.56 Vert(LL) -0.3415-16 >700 480 BC 0.69 Vert(TL) -0.5015-16 >464 360 WB 0.85 Horz(TL) -0.07 12 n/a n/a (Matrix) 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. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 104 Ile FT = 0%mF, 0%mE Wowing- Tire's lhoreughlymie.the 'A -I ROOF INUSSIS(-ALLHI,D(NIRMTERMS&(eNOnIDNS(USTOMIR(SURIjA(1NOWIFD6IMINT'form. gaily designpammemrsendsendoutnonthisTrussDesiguD-igODD)endtheManuelMordm;P.6P0crareShathimose.UnlessothtniselistedootheTOD,eely AAb*[.kMANUELMARTINEZ,P.E. murder pigs sbell he rred for the TOD lobe solid. As o Lms Design Engineer Q.e,5pedolty EelgireerI the sell on ery TOD represents ao uaeptame of the pmfeesimal anom ing sesp.mibTtyfar the design of the tingleTruss depleted on Ihe100 only, under TPH. The design assumpToos, loading medilion, suiteMfily red ose of this Truss for ley Budding is The mspcmibigry of the a.." the O—A enthotired ogemm the luddieg Designer, in the lowest of the K, the lK the lend bonding rode and MI. Sir upprm.l of the TOD and our field ose of the Truss, issloding bmdlurg, snurq,, irndlwler and lu.6 ,sholl be the #047182 'etpoosmOiry of Me Buildvg Designer md(ontrodm. Al Data mf not in lheTDO and lle pmtficesond guidefines of Me BoilangCompnnentklery lnfotmotion(1(SQ pubOsied by lPl and SB(Amerwammd lm geeerul guiderm.TPlddelfires the mspoedbiides nod duAes of lie Loss Oedgoer,Luss Design [nginea and 10019 Charlton Cr.Lux MmukrMer, unless otieniu detimd by o (ootrod ograd opor in niNog by ml poba meolred The Luss Dedgr Engineer is NOTtie BuUdiag Designer or iruss5ystem foglnera for any building. All (opBalred tams ae os deMed'm In-1. (opydgh10201SA-11.11 sses-M....IMartinet,Pi.Reprodudion of this downew, in rely form, is prohibited with written permission ham A -I Roof Trusses- Monuel Mortises, P.E. Orlando, Ft 32832 Job Truss Truss Type. Qty Ply 61I998 FL27G FLOOR 1 1 A0556624 ' Job Reference (optional) /Y muur 1 Rut. JCJ, run 1 rlCnl,C, rL J9H9o, aeslgnLa I«uss.corn 0-3-4 I5-0 10-10-1, 2-6-0 , 6x6 = 3x3 11 3x6 = 1 2 3 1i nun: t.ozu s tipr au zu its rnni: t-ozu is ripr ou zuio sm I eK Enausines, Inc. r-n uuf 3i 1 i:14:4J zulb Page ID:BCyQv5firhlSZsXezgN 1 rXytsH?-Rp3oU17zGhPQ3_EporEB7zd_EHTZFI xDEFNudsysV2 i2i 1.5x4 11 3x3 = 3x3 = 4 5 6 1, 2 0� 0F�44 Dead Load Defl- = 3/16 it 3x4 = 1.5x4 11 " 1.5x4 It 3x6 FP= 3x3 = 6x6 = ` 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 4x6 = 3x6 FP-- 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x8 = 6-2-9 1 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.34 15-16 >700 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0.51 15-16 >464 360 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) -0.07 12 n/a n/a BCDL 5.0 Code FBC2014rrPI2007 (Matrix) Weight: 104 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* 5) Recommend 2x6 strongbacks, on edge, spaced at T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) *Except` 10-0-0 oc and fastened teach truss with S 31 B2: 2x4 SP M 31(flat) (0.131' X 3") nails. strongbacks to be attachedhed to WEBS 2x4 No- walls at their outer ends or restrained by other means. BRACING- 6) Gap between inside of top chord bearing and first TOP CHORD diagonal or vertical web shall not exceed 0.500in. Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard REACTIONS. (lb/size) 1 = 1075/0-2-12 (min. 0-1-8) 12 = 1075/0-2-12 (min. 0-1-8) Max Grav 1 = 1075(LC 1) 12 = 1075(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1074/0, 2-3=-1071/0, 3-4=-2903/0, 4-5=-2903/0, 5-6=-3746/0, 6-7=-3620/0, 7-8=-3620/0, 8-9=-1508/0, 9-1 0=-1 508/0, 10-11 =-1 508/0, 11-12=-1512/0 BOT CHORD 19-20=0/1663, 18-19=0/1663, 17-18=0/3746, 16-17=0/3746, 15-16=0/3746, 14-15=0/2802 WEBS 5-18=-1140/0, 4-18=-296/36, 3-18=0/1408, 3-20=-1081/0, 6-15=-584/242, 7-15=-337/0, 8-15=0/928, 8-14=1468/0, 12-14=0/1779, 1-20=0/1432 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s)1, 12. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Nerning•nmse Morwghhylaitr lhe'kI ROOF IRUSSBrSaIERQ,DENIRAITUMSBCONDMONS(IISTOMERCIDRERjA(RNOMIN6LOT'I... Ymily dedgnporomtten oadseod ooM on Ibis Tmss Design OraeingODD)ondthe Yanadhearruez P.I.Reneom Shed befom ose. hiressatherwitestund on the TDD,only MANUEL MARIINEZ, P.E �M1Teh tonnedor plaits skull be used I., the Tool. be solid. As a Tress Design Engineer O.w,Sp, unity Eriirdt, the seal on any UP esp. an m nceptoote of the pr.hisionel engineering respomibilily for Ih, design of the single, Ttas, depzied an the To nly,underTPH. Be dog.msusepriom, Podding mndmons, 'suitabiRpandts.o(thi,11—fartoy60diogistherespmnihihtyoftheOwner,theOwneisoulhousedagoalortheBuildingDmiguer,itO—rtenollow11C,ThelRC,thefoundbm1logsad.andRN.Theappromlofslow[DoandtoyFielda,.oftheTruss,indodingFundiing,storage,iedalimPo.andbmCng,shallbethe #047182 mspous3Udy of the Boildiry Oesigon ond(wrttdar. 10 units id ad in the TOO and the pmcfir.s and geidefines of lb, BuOdnirfe p.—I 5aletylnfnmmiat(8(SQpbOshed by ITT and SECAare.,fe,m,ed In general guidanse.TPI-Idefines The,espontibHesond dofies of the Trms Desigeer.Tross Design Engineer and 10019 (hgrlton (ir. Truss NandatMer, adessatb-4, defined by a (onbodagreed tpon in wrdriag 6y all podia imolsed The Tmss D,%i3n Engineer is NOT the Building Designer or Trustsyden Eogi—fic r any, building. All (oprtotiredte,w me as defined in IP4I. Copyright@ 20 IS A-1 goof Trusses -Manuel Modina,.P.E. Repredodion of Ibis document, in any form, is prohibited with mitten permission hem A-d Roof Tresses • Mmued Nartiner, P.E. Orlando, FL 32832 P A Job Truss Truss Type Qty Ply A0556625 61998 FL28 FLOOR 3 1 Job Reference (optional) Al ROOF -TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 0-3-4 r 6x6 = 3x3 11 3x6 = 11 'utr. r.ULV un rr,vuuu,..ur .. .... . .. ..... ... .... ... . .... ... .- ID:BCyQvSfirhlSZsXezgN1 rXytsH?-v?dAid8b0?XHgBp?LYIQ6AA9_hpo_UBNSv7RAlysV2 2t o-0 1.5x4 11 3x3 = 3x3 = d f. r 03H4 Dead Load Defl. = 3/16 it 3x4 = 1.5x4 II 1.5x4 11 3x6 FP= 3x3 = 6x6 = 7 R 9 10 11 12 21 20 19 18 17 16 15 14 13 46 = 3x6 FP-- 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x8 = 1-8-4 1-5-0 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP No.2(flat) 'Except* B2: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) 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. REACTIONS. (lb/size) 1 = 1075/0-2-12 (min.0-1-8) 12 = 1075/0-2-12 (min.0-1-8) Max Grav 1 = 1075(LC 1) 12 = 1075(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1074/0, 2-3=-1071/0, 3-4=-2903/0, 4-5=-2903/0, 5-6=-3746/0, 6-7=-3620/0, 7-8=-3620/0, 8-9=-1508/0, 9-10=-1508/0, 10-1 1=-1508/0,11-12=-1512/0 BOT CHORD e 19-20=0/1663,18-19=0/1663, 17-18=0/3746,16-17=0/3746, 15-16=0/3746,14-15=0/2802 WEBS 5-18=-1140/0, 4-18=-296/36,3-18=0/1408, 3-20=-1081/0, 6-15=-584/242, 7-15=337/0, 8-15=0/928, 8-14=-1468/0, 12-14=0/1779, 1-20=0/1432 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 12. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i CSI. DEFL. in (loc) I/defl L/d TC 0.56 Vert(LL) -0.3415-16 >700 480 BC 0.69 Vert(TL) -0.5115-16 >464 360 WB 0.85 Horz(TL) -0.07 12 n/a n/a (Matrix) 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. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 104 lb FT = O%F, 0%E rimming- Meese tharoughlyrerierthe'A-TI0OFTBUSSES(inl(1161NfpAITI NSA(DNDMONS(USTONarpN(NjA(ANOWiiUSfP rfarm. Verifydesigeparomnenandrendnet. onthis Ism Design Draring((DD)Ded?be NonuelMartine,P.r.Wes..aSbeelbeta,os,.Unless mhmisestated outhe IDD,any MANUELMARTINEI,P.E. �MuT,k tonoedor plates shell be med For the TOD to be Bold. As o Lass Design [ngineer (u.,Spedelg Tani neerI the seal on ay TOO represents on atteptaue .1 The psntetsin.01 engineering r,,ponsibifityrorthe design of the single Truss depided on theTDD oaty,uod,r1PH. The design ossamptions, boding toedmoes, suituhirlty and me sl this Loss for ey loading is the uponsiMTry of the Ormr, the 0wner'wuthmitdagentm the Odding Dedgner, in the sonleet of the IK the ll4 the Intel boildeg,de ondn14. The Dppm,ol el the TODond ony Dell ose of the Loss, induddog hendhng,,lunp, indollotm H bratmg, shall be the #04T182 imponsbRy of the Buildng Designer and(onhador. An nah,.1 not in the TOD and theputthes and guidelines of the Buildng(ompanenl Sd,ly lnlmmotionp(Sq pubhshed by TM and SB(A ose r,[,,.,,dIn, peeral guidon. TPH defines the sesponsibififies and duties of the Lass Desigoes.Tmst Design (ngineer and 10019(hordton(ir. TruuNonutotMer,unless othennedefined by o (onhad ogned upon in rifling by oB parties brrolred The lruss Desgn fngineer is NOT the Building Design—, Tm, Syd,m Tngiteer low y b 1, &q. AO (aplohsed lmms me of defined in iM 1. Copyright©701! A -I teal Tsasses - Manuel MDdinet, P.E. lepsadadion J this datument, in ony form, is prohibiled rich written puntitsion ham A-1 goof misses -Manuel Martinet, P.I. (Orlando, FL 32832 Job Truss Truss Type Qty Ply 61998 FL29G FLOOp-GIRDER 1 2 A0556626 Job Reference (optional) Al KUUF I KUJSt.S, FUK I rltKLot, Ft. 34a4ti, oesign(cgal truss.com - Run: /.b2u s Apr 3u 2u1b Print: r.ti2u s Apr 3u 2ulb M! I eK Industnes, Inc. Fn Jul 31 11:14:44 201b Page ID:BCyQv5firhlSZsXezgN1 rXytsH?-v?dAid8bO?XHg8p?LYIQ6AA5Zhm_X6NSv7RAlysV, 1-10-4 1-10-4 3-0-3 2-0-0 1-5-15 2-6-0 Dead Load Deff. = 3/16 i! 2x4 11 3x8 = 1:5x4 11 4x4 = 1.50 11 30 = 1.5x4 11 3x4 = 3x6 = 20 11 1 2 3 4 5 6 7 8 9 10 1 9 i 17 16 15 14 13 12 11 4x8 - 7x8 = 7x10 MT20HS= 2x4 11 3x4 = 3x8 = 4x8 9-10-15 4-5-8 7-10-15 , 8-10-15y 4-9- 19-11-13 20r?-2 4-5.8 3-5-7 1-0-0 -5 1 10-0-14 0- -5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.31 14 >751 480 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(TL) -0.49 14 >479 360 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) -0.05 17 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except* W1: 2x8 SP No.2, W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 = 1585/Mechanical 17 = 2963/Mechanical 17 = 2963/Mechanical Max Grav 11 = 1585(LC 1) 17 = 2963(LC 1) 17 = 2963(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-382/0, 2-3=-9250/0, 3-4=-9250/0, 4-5=-9132/0, 5-6=-9132/0, 6-7=-5747/0, 7-8=-5747/0, 8-9=-5747/0, 9-10=-259/0 BOT CHORD 16-17=015173, 15-16=0/9 132, 14-15=019132, 13-14=0/9132, 12-13=0/7999, 11-12=0/3419 WEBS 4-14=-490/0, 5-13=-323/0, 2-17=-5404/0, 2-16=0/4678, 4-16=0/916, 9-11=-3405/0, 9-12=0/2530, 6-12=-2447/0, 6-13=0/1775 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-7-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, Except member 3-16 2x4 - 2 rows staggered at 0-2-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Refer to girder(s) for truss to truss connections. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2404 lb down at 4-5-8 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: 11-17=-10, 1-10=-100 Concentrated Loads (lb) Vert: 16=-2404(F) PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 221 lb FT = 0% " Wroia=Pl asetdcr h icnevtM1e ATlCOr7rL418 Elt[i?GItIE$AI TE$Y18 (oM$IIIOt15 CUSlopt$ BOT ICPNOM11F06rMFtIPfarm Ym des g o-g,h 11 p EA7 h m,,opo,onNntandrtaEarno9lhsLuupssignDroirgQgfljondlheWmueltlort;uvbP.F.pc!erznroSheaheforten.Unlessothn.isettmedanlFeiDD,00h MANUELMAIi11NEi P.E. tlTd rooncrtorykln IDoONuudlot l........ angd.As.... fkdgnfngiceei Pe;Spericy Fegcneerl�theseolc"oinlg0 replete sea et}tphnr�ott3e pro}essioegl engaeerioghrpons�hTry lorfiedef�gn of the sinyre Aess deryned on@efDD only,undn lP6l. Ide de+i;n assumptions, Ioodieg ton&liens, t seitohiNymdou orlFiGostlolorry$ryldiognlA rnpona hl fy o(16e0rner the orueifout6oraedhgMc the Be dmg Deugcet mtbe roelen o}the lr(t6t IB(••,ifieloml mt ldmgs deaodTPhl. Tecppravei of the IDDond ooyfddcu of lteTross,fededing ha�d$og, stetage. iaftorotion ocdhutiog, shoUhe the #r 047182 ' .. .. , ........... .. - ... .... , .. ... ... .. ....... " respees'Ydy.ot lbe$iiildiog Desigou epdfooUa,UOC t!Il to;�sut:miod,l TOgeod�:rprortltos ond�o-delis r galdcgCompontel SotHy lnformolinn(615�publishee by lPl a+G50(l orerel�soud hrgmerolg�danu.lP!•ldelinesthe respoosihilities cad dulieso}�eLuss gei�gnxt, truss gesigo (eginees and Iron Maoorodmer oo ies'f�err u dermed dyo [onhorlo-retd epod ro rry. ➢hyhtl potties tatohe+ ItieTtms oes go [cgmeerp4o11! Bn Idig ges gon or Tuu yitem Fa....... ^oy hu,!fiog. W Cepgol"vd leans we os domed m iPpl. 10019 (horlton CEr. (DpyrigM1t©rglS�i.to011feifet tdc„uelMortleet PF tepiedothon oEthtdorv....Ieeeyfarm nprohihded......oeep...........mA)........ ............. P.E. Orlando, F132832 1� Job Truss Truss Type Qty Ply. A0556627 61998 FL30G FLOOR GIRDER 1 Job Reference (optional) Al KUUI- I KUSStS, t-UK I YltKla, M J4`J40, oeslgnLa I rruss.c:usn run. e.0cu a 1PI ou cu ro ri nu...e,�.. r.pn ,,.. �.. .. ,.,, , �,. „.....,.,,..., ....,,.. ,. • • • . • .• .. -.. •.. • ..a— ID:BCyQv5firhlSZsXezgN 1 rXytsH?-v?dAid8b0?XHg6p?LYIQ6AA79hm8_YPNSv7RAlysV. 2-6-0 2-8-0 2-8-0 3x4 11 3x6 = 1 9 ir2 1 4 3x6 = 1 4 Dead Load Dell. = 1/16 ii 3x4 II 5 W1 W2 W3 Li W3 W2 Li W1 I 8 4x6 7 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.11 7 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.18 7 >758 360 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.05 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except` W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6 = 2458/Mechanical 8 = 2414/Mechanical Max Grav 6 = 2458(LC 1) 8 = 2414(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-400/0, 5-6=-458/0, 2-10=-6116/0, 3-10=-6116/0, 3-11=-6116/0, 4-11=-6116/0 BOT CHORD 7-8=0/4628, 6-7=0/4610 WEBS 4-6=4795/0, 2-8=4832/0, 4-7=0/1640, 2-7=0/1619, 3-7=-1293/0 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-5-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 731 lb down at 1-10-4, 731 lb down at 3-10-4, 731 lb down at 5-10-4, and 731 lb down at 7-10-4, and 731 lb down at 9-10-4 on top 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: 6-8=-10, 1-5=-100 Concentrated Loads (lb) Vert: 3=-731 (B) 9=-731 (B) 10=-731(B) 11=-731(B) 12=-731(B) 6 4x6 = PLATES GRIP MT20 2441190 Weight: 113 Ib FT = 0% •;-- •Wemng•P'ox thpsp-gMpener the Alr00F1YCSi(S 0111M;6[IN 01%IS(OXPIMDUS[USIDkflj6UfEYJF(rUDgltD6SYiM'hrm Yet Fj dnmPmorielcend«odFTgs o; tAsTims Design ororing(IDD)oad the Mengel Orn"'Pireiemm Steel balm use. Unless othereise steed oo the IDD,only .... ANP.E. tl7etnnntrtoi ptole shall brot l6.............. . tDesign rnguees�e Spenc'Ir ttgtnevs......l......i... ....esgn amphnrt ol}k pr ess oralt� etnng ttsponA67itt rot lht decgn ollheilngieltondep;etedonlhelDD orj; uode TPld.>he deivrooswnptiueblooding sandfiges, M UEL MARTINEZ, P. saila68Ay and me afth insshro�PIdi gn1M1 mspom h:fi(joflM1eDrner lhe0 neswthorvedoger1m16e Ba;dmg Dei gvr(n t6eromesl iilhe lR(Aele(,)heloml4old�rode odiPFl. iha c;ptoroiol the lDD and oay lieldest of ttielross,iotl:;dioy hndGng,. stuoge,imlo"otian and bracing, shod be l6e #047182 ' respcnsbirmelthegmldinDes ..... ..... ...... .Ct(zee'6tl......ilShTubrih....l....Amereletensedrorgum.)gcidonte.TPHMin'stherernnsibliftsendMe,ftheWs,Doigoet,TimeDesignrngineetand jO014Chorlton(ir. Loss Nanufoth tr unless lkenna defined byo(ohsta-seed pin i}olhj bysllp rgestgv lrev IGe bass Oesign(gnieyi Rol th't90, tFg DESgm7ttTtsi Systim rag eerfir eny h1ding, AD lephra". harm orz es defined in IF". (o h10101SA1Feil Ttosses b!lewel Mashner PE re mdoemn of ihrtdirymeot ca an ktm'ss roh,5nedrnh srrtDen eaunlon homAlroolTmisesManuil lleltma: P.F. Orlando, F132832 Job Truss Truss Type Qty Ply A055662 8 61998 FL31 FLOOR 5 1 Job Reference (optional) /A/ KUVr I KUOZ1=1, r-UK I rttKl.t, M J4`J40, oesign(a)alTruss.com OF34$ 2-6-0 , , 2-M r 1.5x4 II 4x4 II 1 2 I 0 m3 3x4 = 3x4 = 3 4 Kun: 1.bZU 5 Apr JU zu10 Ynnt: /.bZU S Apr JU zuio Mil eK maustnes, Inc. rn JUI J1 I t:14:4D ZU15 rage ID:BCyQv5firhlSZsXezgN1 rXytsH?-NCBZvz9EnJf85110�CvFGfeOjHY548jO�Q�WhhZs?ikysV2 � Dead Load Defl. = 1/8 it 1.5x4 II 1.5x4 II 3x3 = 4x6 = 5x6 = 5 6 7 8 9 17 16 15 14 13 3x6 it 3x6 II 3x6 II 5x6 = 5x6 = ,LOADING (psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.21 13-14 >848 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.33 13-14 >551 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) -0.03 9 n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) 6) Recommend 2x6 strongbacks, on edge, spaced at WEBS 2x4 SP No.3(flat) 10-0-0 oc and fastened to each truss with 3-1 Od BRACING- (0.131" X 3") nails. Strongbacks to be attached to TOPCHORD walls at their outer ends or restrained by other means. Structural wood sheathing directly applied or 5-11-7 oc 7) Gap between inside of top chord bearing and first puriins, except end verticals. diagonal or vertical web shall not exceed 0.500in. BOT CHORD 8) CAUTION, Do not erect truss backwards. Rigid ceiling directly applied or 1-4-12 oc bracing. REACTIONS. (lb/size) LOAD CASE(S) 17 = 831/Mechanical Standard 9 = 831/0-2-12 (min. 0-1-8) Max Grav 17 = 831(LC 1) 9 = 831(LC 1) FORCES. (lb) Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-604/0, 3-4=-1900/0, 4-5=-2472/0, 5-6=-2472/0, 6-7=-1166/0, 7-8=-1166/0, 8-9=-850/0 BOT CHORD 15-16=0/1900, 14-15=0/1900, 13-14=0/1900, 12-13=0/2065, 11-12=0/847 WEBS 3-15=0/546,4-14=-473/0, 3-16=-1849/0, 1-1 6=0/679, 4-13=01735, 5-13=-302/0, 6-13=0/458, 6-12=-101010, 9-11=0/1109, 8-11=-660/0, 8-12=0/748 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O 12 11 10 5x6 = 4x6 11 3x3 = 3x3 = L/d PLATES GRIP 480 MT20 244/190 360 n/a ight: 107 lb FT = O%F, 0%E Yimmog PlroseAmoaphtyiineNltie k11D0p11UA6('SILIEIII,DTMINTIM&CONm ozCIMCARCann }CI(NONlEOG{xENi'hrm.Yerlydesry¢pm¢mdmibid reilfi;naa)hsTwPes'q¢Dt¢.ry(rDD)¢ndde9P 1At.,:an,P.EPeyme¢aShrlhdoreau.Ualaso*-iadoled¢asheTDD,only ANU LMARIINEZ P.E W1eN maaectoi pVacr shall be rzdl rlhe iPDla Ee ogd li¢I¢nDr><g¢fng'em(re,iprua'JTE g�¢erd the uol ¢¢aaylDD Rpmseohacrupta e¢1 epr¢fessieral t¢g�eet agrespoasit�igpfor the dssignoftdr imgkLumdrpatelo¢INr IDD¢nly,¢¢d:i71.1. TEe&6p assompliaae, badmgron&fn¢L M E wimEUiry¢od Vse of)kt lmsa for ocyBaldmgnth• tspons?/oflEeOmerlhe Ormert¢mhor6ed upenlglhe Ev,Amg Drdgcrr ode<oohir o}de lG(rErIEG tNSlaraliiUdiip iddddadTPTl. lEe eppsnvd¢I the lPD md¢¢y field ase¢tLe Tryst,iml:ii¢ghmdhvg, momge,adnFaUon acd brmi¢g, thaU�lEe # 047182 �resp:nk3ny of t6e!¢ddmg Ors<g¢m ¢ed(d*n IPtatrt uimdmda TDDaedtEe pl dadKm a.d gc�eTmesdlhrbdF�g(acp¢rry S¢fery lat¢iiialm¢(p(S4puhfished dy iPl aadSEfAart¢Imemrdfm genttalgc-0ame. 1p4l defies tEr rppemihifi4es a¢d dutier¢}tEe hots Desigret,Ts¢n Designfagi¢eer aed 10019(horNon fir. TmmMoe¢Tmtmer aolrss ¢fEemse efined Era Gnhad ¢-reedeanmpr�g hpagporpn mi¢hir Ibepms Oeug¢rcvretta NDl d.Dm7fagDrtlgarr or imis5rdem Fngarerror aay ho-+¢9. IP GpiteNaed tams memdrfiard to lrFl. .. .: ., ... .. .. ,..... ..... C¢ s h1O7P15p•Itootlsnsaet>Mr.¢aelMutA¢eh,Pi�ie t¢duN¢¢ofllusdciumem,i¢ (¢tm;is r¢Eihitidiit6vntte¢ mmisslan6amAYto¢fL¢tses ManueYPlcitioet,P.F. Orlando, F1 32832 Job Truss Truss Type Qty PIY A0556629 61998 FL32AG FLOOR GIRDER 2 Job Reference o tional Al KUUF I 1-<U55t5, t UK I YftKCa, M J4y40, Ueslgnwa t truss.wm 'ur r. a. . „N, ...............-.__, ..._. ... - . _- ID:BCyQv5ffrhlSZsXezgN1 rXytsH?-NCBZvz9EnJfallOCvFGfeOjEc5Atjw/WhZs?ikysV2 1-8-8 1-8-8 1-6-0 r 1-6-0� 2-0-0 -2-M 1-2-7 , Dead Load Defl. = 3/16 if 19 18 17 16 15 20 14 13 12 11 4x4 11 3x6 = 3x8 = 5x6 = 3x4 = 2x4 11 3x8 = 4x10 4x4 i I 2-5-8 rdrn3dil LOADING(psf) SPACING- 2-0-11 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.37 13-14 >635 480 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.58 13-14 >403 360 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) -0.05 19 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly. applied or 1-11-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19 = 1854/Mechanical 11 = 2834/Mechanical Max Grav 19 = 1854(LC 1) 11 = 2834(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 9=-1 635/0, 10-11=-2547/0, 1-2=-3140/0, 2-3=-5440/0, 3-4=-5440/0, 4-5=-9905/0, 5-6=-9905/0- 6-21=-9730/0, 7-21=-9730/0, 7-22=-9730/0, 8-22=-9730/0, 8-23=-3727/0, 9-23=-3727/0, 9-24=3727/0, 10-24=-3727/0 BOT CHORD 18-19=0/302, 17-18=0/3140, 16-17=0/7755, 15-16=0/7755, 15-20=0/9905, 14-20=0/990513-14=0/9905, 12-13=017713: 11-12L0/402 WEBS 5-15=327/0, 6-14=-437/0, 6-13=-381/244, 7-13=-717/0, 8-13=0/2191, 8-12=-4332/0, 9-12=-714/0, 10-12=0/4023, 4-15=0/2801, 4-17=2803/0, 2-18=-1475/0, 2-17=0/2639, 1-18=0/3202 NOTES- 1) 2-ply truss to be connected together with 12d (0.131 "x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-7-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oC clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 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. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 370 lb down at 10-9-7, 385 lb down at 12-9-7, 448 lb down at 14-9-7, and 512 lb down at 16-9-7, and 575 lb down at 18-9-7 on top 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: 11-19=-10, 1-10=100 Concentrated Loads (lb) Vert: 7=-305(F) 20=-655 21=-290(F) 22=-368(F) 23=-432(F)24=495(F) PLATES GRIP MT20 2441190 Weight: 225 lb FT = 0% .,.._n W'ag:pf-ese thorn-ghlyf rev0-4,1IG0F11LIM NMIG[NFIAI nRtl16CONDITIONS (USTUARjHYRj A(R1I0WWGBdK7,hrm Vt ly desmpoipnelnsond{eodcres onptnsTross Design D-isg 000) and lh.ftn!AMwz,F.L Feinena Shrf before eu Uolasefher+nestoledeethe M'aal ---YireA pnonermrplafa t6oU be osedhr thelDDhberand AsoL ssiksggfngu of e„iper Rhyme fheuol an ao(100 re meahbaatte once alga rokaioter er ret nribfit for the des: afthe sm; hms de' oolhe NDor.,undo CR4l. the dni•asw oes,looGn rondifimL AN UEL ..F PI p 8 g W / 'Rn Sv P' y 'aP' R P.E. wiNhiklrnram5?t?U Less for orry B;,ddmgnlMrespoesr�3rtr o(Ih Ovnn the Ovnirsoothomedogealcr s6e Rep.dmg Desigar wtle<Dnl aol NreRRC the IRC,Ide lotdbrYdmy mdc csdtP4l. itreapptord of the lDD and oayfeld cse of the lro+s,iml^dng hadrmg. simogtiossa"olianod brariag. sNoll be!het 047IO2 respeavfiihlrolihegmldngDng r dCa7amr AOcn'nutartmsde�D0and7FepratAresodgrdermerdN!aRm18nD,Campane15a41rinformolon2(SIJpuEhshedhrlPlondSRfAasesefneart:hlgcnemlg�dwre.Ir4ldelioesiherespaasrbildieseaddNieso!IhelmsDesgnn,TrossDeJRnEapaeeraod j0019[horllonQr. Loss Naoulostmer notess-t ....*........C......o-raed cpo0 rp pfagby hll par)les mvolre�,The fmss De gntegmrer rsN011R Reif g0esg nor [nos picm (ng tt{Jhr �ay DP.k'mg.lO Copifalrtd lams me os defined is tRFl. ' Copyrigh10I015Atloo�lmsses FlcnuelAlmhoetPl,ReprnduchoNoffhitdarnmemmany.S..... roMbttedMhvrnen asmiiiionliomAlRoolrmsses.MonpelMmtnetP.E. ORInnJ0,ft32832 Job Truss Truss Type Qty Ply 61I998 FL32G FLOOR GIRDER 1 A0556630 Job Reference (optional) run. t.oca s MPr ou zu IO refill.. e.ozu s Wr ju zu io m1 I eK Inaus(nes, Inc. rn uu1 z I -I t:-Iv:vo zul, rage ID:BCyQv5f!rhlSZsXezgN 1 rXytsH?-sOlx6JAsYcn?wSzOTzouBbFRRUQXSPggwDcYEAysV 1-8-8- 1-8-8 1-5-12 , 1-2-13 2-0-0 2-6-0 1-2-7 I Dead Load Dell. = 3/16 it 4x4 = 1 4x8 = 2 1.5x4 11 3x4 = 3x4 = 3x4 = 1.5x4 11 3 4 5 6 7 5x6 = 1.5x4 II 4x6 = 8 9 10 19 18 17 16 15 14 13 12 11 44 11 3x6 = 7x8 = 5x12 = 1.5x4 11 1.5x4 11 3x8 = 3x8 '= 44 i I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.31 15 >752 480 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.49 15 >480 360 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) -0.06 19 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E *Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.2 *Except* W1,W9: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19 = 5318/Mechaniral 11 = 1871/Mechanical Max Grav 19 = 5318(LC 1) 11 = 1871(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-4703/0, 10-11 =1 844/0, 1-2=-8252/0, 2-3=-12515/0, 3-4=-12515/0, 4-5=-13098/0, 5-0=-11157/0, 6-7=-8314/0, 7-8=-8314/0, 8-9=-2469/0, 9-10=-2469/0 BOT CHORD 18-19=0/854, 17-18=0/8252, 16-17=0/1 3061, 15-16=0/1 1169, 14-15=0/11157, 13-14=0/11157, 12-13=0/5738 WEBS 5-15=-1139/0, 6-14=0/680, 6-13=-3533/0, 8-13=0/2832, 8-12=-3594/0, 10-12=0/2948, 3-17=-617/0, 2-18=-3992/0, 2-17=0/4891, 1-18=0/8345, 4-16=-389/97, 5-16=0/2994, 4-17=-670/0 NOTES- 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 3-17 2x4 - 2 rows staggered at 0-4-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced floor live loads have been considered for this design. 5) Plate(s)_atjoint(s) 19, 1, 11, 10, 8, 15, 5, 14, 6, 7, 13, 9, 12, 3, 17, 18, 2 and 4 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 16 checked for a plus or minus 3 degree rotation about its center. 7) Refer to girder(s) for truss to truss connections. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) 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. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2448 lb down at 4-5-8 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: 11-19=10, 1-3=-725(F=-625), 3-10=-100 Concentrated Loads (lb) Vert: 17=2448(13) PLATES GRIP MT20 2441190 Weight: 310 Ib FT = 0% -0 9 ""`""Wcimry'F9 ¢srlhivo-ghlp!arnfM1e A1-gC-0F7gL5SIS L[0.. 6[NFU( TEg11S6CONMTIOBf(OS10YFt 8g1EgjACKNONLEDCdY1M tum. Ye de IsFI p r nx sg¢pot¢aesondrmdnrngrts6isLussDssgnDrmxg(fCBlo¢dthaq¢¢¢elYertm,p,F.[e!aenmShee!6efm¢ese.OnlcssaheniesloedenlM1e[DD,¢ny MANUELMARTINEI P.E. tlTeFrrnnc r ¢nshall be eu�hr lM1elDOh6etohd lsuLon Osu n eel. Etna E nett lM1e ltoi ¢oo 00 ¢ esems onerre nee of a rofess(oral en seep he onsiW., f., drede` 0th,6 rossdc'dedonIh,TDDo W,, I- . es' s i¢e ¢ n fi d¢ ! r pr _ ph tb p g g p t sgn swgkl � r1p, It T ffitd i�¢s wept s,b dwga d om, soih6ilfit ondpse oLtFsrnssfotaar B�ldt gntd resp¢m E'firto!1he0mrr the OeowieulborRedogeAc(the EvdngDctgm in lM1erpnhxlof)heliGlM1e IBt; IM1e lwo!6p'Idmp(od�-adTPFI. Thceppror¢Io!fhe ND and eny cold ase¢Ik?x Tmss,ind¢d'mgtadgng,sro;oge, iostoBaOon ¢rd gmrbp, sAon6e the #047182 ' refp¢nubirdy¢tt)te0wldinyDeugeiedC¢-lrartorAOrYnref-ototheTllDwdf�epmUms¢ndyw-deiie;-heBmldngCorponten¢toKWeWr¢¢(L4iji;6DshedfrytPlo¢d5B(gOrere(wtoadhrgcner¢Igv;dwce.7r41deG¢estheraspomibiffieso¢ddufiesalsluUassDesignw,TrnssDesignEuginew¢nd 10019(horflon.0r. host Ey n Cuolror!ur ad cjodro rrr+y bid pupies.iieclied.;Tde [NiIaeslgo reginetrh Nin @ lie.g Devgne`edkTlosASyllew rag!nurfci tiygo0dmg• 10 C¢pitarded leans m os dead I. MI. (¢Pyrigbr0203AtlonfBossesRee¢e1MartloerP1,gepmdut6ue416itdarumtatr000ylormjisoju5ded il0enpermissiontramAP:boollsessesYmaelllatmerP.E. Orlando, FL32832 Job Job Truss Tross-Type Ply A0556631 Ft33 I-Qty FLOOR 1 1 Job Reference (optional) nn4r IA; -+..,1A— Inn Lri 1,17q g7•ld•dr. 7MS P.— Ai ROOF TRUSSES, CKLE, FL 34946, oesignca i ru55.xm mu l. e.oeu Pr au eMe .wsrp .,v ev ,.. ,•., ..-n ......•+........ .. ....... — .......- -...- .— ID:BCyQv5ftrhlSZsXezgN1 rXytsH?-sOlx6JAsYcn?wSzOTzouBbFX0Ud9SXbgwDcYEAysV 2-6-0 _� , 2-5.4 _ 1-8-3 -� 0-6-14 , r 1.5x4 11 3x3 = 3x3 = 3x4 i 1 3x6 = 2 3_ 4 5 9 8 7 3x3 = 6 3x6 = 3x3 11 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/rP12007 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 385/Mechanical 5 = 385/0-6-6 (min.0-1-8) Max Grav 9 = 385(LC 1) 5 = 385(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-372/0, 1-2=-518/0, 2-3=-518/0, 3-4=-403/0, 4-5=-406/0 BOT CHORD 7-8=0/403 WEBS 1-8=0/582, 2-8=-305/0, 5-7=0/505, 3-7=-268/0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 0.5001n. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard CSI. DEFL. in (loc) I/defl Ud TC 0.40 Vert(LL) -0.01 8 >999 480 BC 0.18 Vert(TL) -0.05 6 >999 360 WB 0.28 Horz(TL) -0.00 5 n/a n/a (Matrix) 0 o C; PLATES GRIP MT20 2441190 Weight: 44 lb FT = 0%F, 0%E '-zW6,dnj. nerfwroo9hlyiePlev lM1e--AT¢DDEIgU$SIf('jllQ¢;D 601FIAE iEiYf 6iDgDRIOUg(USSgQft('UUTkr},IC[gOWIEDDIMlU-lvrm.Yenly dengq D?w e!nsvhdreod eltso dnfLufs DesiggDsmicg ODDdwdMa Henod Nntan,PE leneq[a She:!h:lolaeu. Unles+othari-1.1,he The-,DD,aly W7etsam¢nos plain sha116P, sed fo+thelDDroh ohd is qT ou Des.gnfog�ery.e., Spmehy legweeri.IM1e seolq gnrlODdepleseoh ogruptnnn,f*i!ofes,ocvl rog ee+ gttipo.A14y!mthe d:qn ofbs41?N.depidad n. the TOD oely, code, TPtd. Phedetign gnvmptiogt, bod'gy+on:gs, AN NEI, P.E M UEL MARTI �svitohihryondvse atgFt,Tlgtflve ogrEHb nynfh lnpons Eifij oflM1e Omer lM1e OtettSwthnued ageNPlre¢ek'ng Dnigves lnthe mntegeoj lhplA(tle l¢(,lde ldsolho id vg rode adTPTI. Rya epprvvei vilhe rog and eqy heldne qt lle Tres+,Mdingr.=dhgg:,,ttgge,.gdecqreq nedh+gig.+ngnhgthe #O4]IBZ ! respembDUygltM1e.Euldgg0asgnwod(o-ttgdoYADroessetotmthal00gdthepmduesvnd,gcbefines!he¢m7dng[orpone!Saferyl�otnvloq!¢(17puEGshedhy!PlogtS¢Gmemferm+dfttgenemlgcalaate.7PF)de!innthertspon�irifiew:,ddmu+o!!trtLnsDesi¢ubLvuDnignSegigeelogd 10019(horlton(ir. TmssMgngfqslmerunless ctMn!u defihtd Dyq (oglmdo +eed vpgvlo qP-^9 h! agpotvetrorohe� TM1e tr ss Oevgv [vgmeani g01 th ¢q IC g Oeugnet tJr s;SyiMq(ngreei (61 evY h yd'mg, ul (gpdgMed Isms me as defined io SPI•I. (opyigM©2015 Al rootLvsses Ilrnuel AlmDvey PF Aeplobutlion of s domment in ony lmm,, s,p+ohihdeda,th rrnev pamns!onLem p 1toosLosses Mnuuell�etLne¢ P.E. OTIOodO, FL 32832 Job Truss Truss Type Qty Ply 61998 FL34 -FLOOR 1 1 A0556632 Job Reference (optional) „It Maur r nuaaxa, rum t r-,cmur-, rL J9Zl9U, aeaignLa I (russ.com Kun: t.ozU s Apr JU ZUID t-nni: /.ozu s Apr 3U ZUIb MI I el(InOusmes, Inc. l-n Jul 3l 1 /:14:4f ZU15 Page I D:BCyQv5firhlSZsXezgN 1 rXytsH?-KaJJKfAUJwwsXcXa 1 gJ7jpoo7uzCB2Ep8tL5mdysV, 00$9 343 -11 1-5-0 3x4f OF - -6� 1 3x6 = 2 3 3x6 = 6 5 4 3x3 II 2-6-1 Plate Offsets (X,Y)— [3:Edge,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) -0.00 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 22 lb FT = 0%F, O%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 3-0-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 6 = 131/Mechanical 3 = 131/0-6-6 (min. 0-1-8) Max Grav 6 = 131(LC 1) 3 = 131(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard ; Wemeg• % msthmo-yktylenn the #(IC-0F1111M YE(IE'I GINEW )Flat L(ONDITIDMS Tmss Dtsigo D m;-.gfEDD)ondlh,khmE NuVem P1Ildeenm She -- be —m. Men ether in sEatedeelbe EDD,oeiy WTeA taotMorrlates....le..... lde rDU to 6e ogd. heLon rxspo bgmeet(it tptadl(Eywte�, lAe ud to a�l00 rrpr senh cruyio ottht pranuomleogaee ngsnyonv3Tdy(w the des�n olthe tiw;k Loss dtpaM oaNtIDD aM'r,mide 7Pl1. 16t deli assompfians,badiag todIim, MANUEL MARTINEIt P.E. mitel"andoseortS-Tibii)ti eat pidngnlh tapomrhiilyolthe Oeeer the Oven EnatheiidW'M ii Nie07dmDDeug-a mtferoefett ilihS tic Oil, the lame Mldmgmde W 71-1.the eppsovelol Eke MDand on Wd ns of the I.,,,inleftg hadieg steroge,h*9edoe eA: brmial,04 be the #047182 ' retpeet�6iffiyolf6ePldiepG�srgaeeed(onuemrlJlttttsslcotmi6eTO0,enddiprudtnandgcdtboetdthelmldgCo�ponelto}eryl oe aion(E(Snpu6DsbeAbyEPloodtrfAemsetatemdfargtnemlgcdaact.1P41dermeslbomsrans�ir�etnddulinoflieLnnDesigne,LonDedgoregineaand 10019(horlion(ir. Ymstamofanme%elisi cdrr+iie definedhj;e(baheryv�eed'cjodEessrup hp aD pdtNes mtulied.;T6e Irois Dedgo isjmitrjjN011he BoNf,g DisrgmrdrTrnnSyslt®reg'siirJbi 6addog, AD(epilaCTed tams me ns dermed'm TPFI. ... ..., ...., Orlando, Ft 32832 (opyog6t©IDIS A,l toollrsisiei. kmoeI HaranW, P.E.,lepie I I d i&6teIa giry losni;ispmA�6ited anti vntlm permnstpn lion A l eoohrosus, Muooel koiinbl, P.E. Job Truss Truss Type Qty Ply_ A0556633 61998 FL35G FLOOR GIRDER 1 2 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:47 2015 Page ID:BCyQv5firhlSZsXezgN 1 rXytsH?-KaJJKfAUJwwsXcXa 1 gJ7jpoo2uyjB2npBtL5mdysV2 1-10-10 1 3x6 = g t4= 1 3 2x4 11 7x6 = -0-7-3 3x4 II 3x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) -0.01 4-5 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 *Except` W1,W4: 2x8 SP No.2 OTHERS 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 512/Mechanical 5 = 667/0-3-0 (min.0-1-8) Max Grav 4 = 512(LC 1) 5 = 667(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-7=0/345, 7-8=0/337, 4-8=0/332 WEBS 2-4=-369/0, 2-5=-326/0 NOTES- 1) 2-ply truss to be connected together with 12d (0. 1 31"x3.25") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc clinched, 2x4 -1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 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. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down at 0-10-11, 373 lb down at 0-11-14, and 131 lb down at 3-2-7, and 119 lb down at 3-3-9 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: 4-5=-10, 1-3=-100 Concentrated Loads (lb) Vert: 7=-444(F=-373, B=-71) 8=-250(F=-119, B=131) 0 9 7x8 = PLATES GRIP MT20 244/190 Weight: 74 lb FT = 0% •• Ys'msriny:Fl•csehuo-jddj nmrMe d:II00r110SS[f,M1111 WIgITHM&(OHMONSM1011f1Wreodexre this LessDesipDrniog(lOD)a¢dtheYvn¢e me"r4pildamreshedbefog no,UnInsob-4tsteltdenlh:TDD,oly uTestmnaoi IlnshvObenedhr!hOPhhtrrd le¢TonDe7¢f¢ em e i a [ eer iheuolo an 100earex¢hanvu aneotihe oessoa¢le ees tot oux roet6ed olhesm Im,ftltedoetheTODW,mdalPbl.Thedais ass g v¢s MANUELMARTINEZ P.F. g 7 9' t o GTt � r P P P oP g Da 7 ei�¢ s't q y amplieos,loedia so�s� r mlhhi&,ty and incfftWin lor¢nyg 7dtogssl¢ itiponp3lfir vflhe Ornrr the Drrae(sem rapid df;,4 r the 1646g Deug^er nHe mnhvl o} Ih;%thelPG The W.1 Mj.Wjiddiw7.H.Th. Ppo rl olthe IDD ood oWft1dpevr�e[rass,io[Idmg EasdGog: stomge,ailoWUon ¢e�bsas'vg. shvU 5t the #047182 �respasln'rm of thelm7diog Dety a¢odQ-tvMr lOpas sefvatmiielOD.iad tl�pinsMt3a�gabthoet Iht ge ld g(oryooe ts4y0olna¢on(16 ghlished 6ytPfo¢dSt(Ame rrfaeudhr geemol gefdoese.IFFl delmesthe rnpmihifdinesd florin of 16e7rass Dtsigeer,Tross Otsfgn (ogineer urd 10019 (horlion Cir. Truss Nvvafvrlmei; uvfisiotrenise defined h7d[anfihrio eedcpho for ghry8pi......ohed.....l.........egm.. .... if Nm... Dieg to uiTiuis3Filem Tngceerlhi enj ba'.dmg.AD [opitvrad lams ase vs drfi¢edmIP41. .(opyrighr©2015k1•loolllmses.Ne¢velNmq¢et,Pi Yegoduttiv¢olt6isdavmenr,inuvp;Imm,mgvh�urledaAdrnttenpermisstanLomAigoolfmcus'M¢n¢eIM¢slmelPl. Orlando, F1 32832 Job' Truss Truss Type Qty Ply 61998 FL-36 FLOOR 1 ; A0556634 Job Reference (optional) Al KUUr I MUJJtJ, t-L)K I VItKLa, FL 34U413, aesign(cgyal (russ.com Kun: /.uzu s Apr 3U zUlb 1-nnl: f.bLU 5 Apr 3U ZU1O MI I el( InGus(nes, Inc. Yn JUI 31 l r:14:4/ zU10 Vage ID:BCyQv5firhlSZsXezgN1 rXytsH7-KaJJKfAUJwwsXcXa1 gJ7jpon_L _mB2Mp8tL5mdysV< 3.4 �1 0-11-10 343 1+ 0-11-6 3[{6- 1 2 3 6 3x6 = 5 4 3x3 11 Plate Offsets (X,Y)— [1:Edge,0-2-41 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.01 6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014[TP12007 (Matrix) Weight: 18 lb FT = 0%F, 0%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 2-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 4 = 119/Mechanical 1 = 119/0-6-4 (min. 0-1-8) Max Grav 4 = 119(LC 1) 1 = 119(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard : Mmtiey=naielbmo�MytnnatheAlroorTpt55Tgf7[ll[nman Tim &LOXU[nOUSmalia('UtlltrllfXXOWIEDGEYEY'trm,tlufydes�jifnWnsDnduid",nikhnTrasDnipl)snip(IMandtheYDnoelNm'nz,PI.W.—lheelbdm,ncUDlia a- instatedaDthelUU,only E //�� 14TeYnmmtar pldniloll be udfa ttie lUD u�e o6r' dsDl as<tsRgo [ngwkm Tie,fpeoDSy[gwemElhe uole a 1DD eCeuom aD auptame oti4 Pro!etsxsal eagxm g apeovtgity 4r idc desanahfln smg!tAom depicted ootbe TDDoD,y, wdm lPld. lbe deti�ossomptiovt, boding tondilim, MAN UEL MARTINEIe P. �//�����\ uita6ldrand DiFatihisobsifot anr6"IdiognllntmpanutYe7 o(theOmmlhe..OtrDeisaDdmRted gMnr lha gaPdtagO Igxr(Dlhetordeei.oilht �rGtbe ldf ibe latalFok_grpde adRhl. the rprortd oflhe lDD and eay fnld seal0e rras,iodag kadrmg: slmoge,iatDUolion DDd brarng, shollle the #047182 \retp:Ds irerdtlheg@ifmg Divgam eed(o-twm do tgttMwtmtbe TOU eeddi prahme�gF-0errceieith.Bodd�g(orponeal gafefy 4itolnat oo(BUnWhht6ed by lrl wdS6G aetetereudprgeaerDlgddoort. TP4l dermesthe retpons3irifiet wddofietolthe/ross DesigDer, arum DtAgn Engineer Dad 10019(horhon(ir. Tun YDaolDtMer anlhit pt�mu dehnid bra 4nhDOCYtdedgcu@*iN- bruo pdrinsuiehe'Tbelmn 0eugu(4@rntNOT IM:rDL'j Ueugnm of irusi;jitml bjhae hi�ijbo;,2ia9•N(apiutired hr@r ae asdrbxdm1yFl. (o M©IOISAiQootLostes ticuuelpatPDerPile DdDrtiDDDFthisdmu@entlo dmm,npuhlbkoj#ie46 mmisflonlieaAlYo;fGius MonuelM.ctne:,Pi Orlando, FL31832 PYY9 ..... ....,Pt.. , .. 00Y - ...._ . ,P, .., .... Job Truss Truss Type Qty Ply AOb56635 61998 FL36A FLOOR 1 1 Job Reference (optional) Al KUUr IKU55t5, t-UKI YItKUt, rL 04`J4b, oeslgnkc_val iruss.com Kurt: tmzus HpraUGU I rnns.e.Dcusnps JU4U Iray. ID:BCyQv5ffrhlSZsXezgN1 rXytsH?-omthX?B64D2j916naOgMGOLrDIKbwUQzNX5fJ3ysV 2-4-2 1 3x6 = 2 3x3 11 4 3x3 II 2-10-2 3 3x6 = 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 0.55 Vert(LL) 0.00 4 "" 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 18 lb FT = 0%F, O%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 2-10-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 143/Mechanical 3 = 143/Mechanical Max Grav 4 = 143(LC 1) 3 = 143(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard • • •• Weaag=P! ou thpro�hly m )ev the 41:PCDf 1Il$1[f,lY[Il[q'j, DFNFRII! IEIyS 6 LOXDIiIONT[USlOkFf (BUtFYj {CCNpWIFDOFAFy[ I rm Ycr fy det c pwontfgt and read Ea'tt o, jhuLnn Design DmsiogllCPjand the dtan¢el amtaee, P.E, re:`oenm $heel hdwe ase. U¢less othertise tf¢fedan IheIDC,anly �YDtk c¢nncrtol ptalm sh¢DM-¢sed For thelDDhEerord lsol¢ts Deugo Tngln e+tse ipeoalyFog nc+f,tha s¢I en dnyT00 repmenh pea rtptome pF'Negro}esuoral rag ee+glttpomtLly lm the dci n¢fthn(ngkL¢st depimdwlhe IDDorny, undo lW.1. the des'q+ mtompn¢m, l¢odingmndfiem, MANUEL MARiINEZ, P.E milohil;ry6,1use oflrtL4stfoe onyFoild ng is lhemspons u.fihycf)hg Ornerlhe Oeaeriavlhmked ngiif iii the Da;'dngppt goer intheronleat o}IhcIRC.the lg(; tFel+alEnldinp rode ind 741. the app+oeal of the NDond any field use of run Truss, iodsd"mg M1ondhng, stomge,iastpDotion ord hmcng, sbell he the #047182 ' mspeosbili7oltheguddt¢'Des+gerand(wtmrtofAllpaettet¢hatheT00and7lxpro0mtandgedehnesctM1Bmtdogtarpoaelga}elyDdo(malonh(SppehlshldhylPlondgDGommlemnmd}or general go{danm.lPbldefiner therzsp¢nubiUtietfund Julius of the Truss 00pe+,Truss Design Fagineerand j0019Chariton (ir. Tr¢ssM¢ntd¢uma anhfsdfknnedefinedhyafopimd riled spppmrvgh}ollpomes ovaleeI ifiess Desg¢ Tcgtnei.-fiXol1 Iriiilgr DDugnr ¢rlm54 nytlem Eng nrlhr^cy hu a>iog, ID (apgaraed lemw+e os definedatPN. Coppight©ID15A tgoo(iiatset kennel MpmnerPE. Feprodumon ofthrs damment fa onykrm rsproh bated eih nnttenpermrssion 6omA1goo11rus4s Mpiwel Mc?tna F.F. Orlando, FL 32832 Job Truss Truss Type Qty -- Ply 61998 FL36B FLOOR 1 1 A0556636 Job Reference (optional) n i rtuur 1 rtuaar-a, rvrc 1 rtr-jr-, rL Savo, aeslgnLa-1(russ.com rcun: i.ozu s Hpr au zu13 rnni: i.ozu s Hpr ou zu-its mi l eK inousuies, inc. t-n uul 3i i /:14:46 zui 5 rage ID:BCyQv5frhlSZsXezgN1 rXytsH?-omthX?B64D2j9I6naOgMGOLxPIKFwUQzNX5fJ3ysV 1-24 1 3x6 = 2 3x3 q" _- .. 0 N i 4 3x3 11 t 1-8-4 1-8-4 3 3x6 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) 0.00 4 "•' 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 13 lb FT = 0%F, 0%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 1-8-4 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 79/Mechanical 3 = 79/Mechanical Max Grav 4 = 79(LC 1) 3 = 79(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard -'hYcomy % mthma:gh¢imevl5e MI PCOR110giES('Sltl[gZ f�GEIA! IUr16[f17ID1fI0AS[MOkF1('p0/Tg"(iCKNDnUD6FYENT'tmn Y_nlpdgnga paten+ Ins anlscadares o016n7rossDarigu Dtor:ry�TCD)oadthrMreoal Yoiivn, Pi, [e!nrnaSheel hetma cse. Uakst oMmrbe stnaden IheiDC,¢eN YOrl mancRor Ivlessh¢Il he•md hr the NDl Mv¢Dd.lsolmu Dea een a Pea F en me uolvevo+IDD ea senh or wu note dnna¢vle aei ras oni3ht fen tha de' aafthe sin' L¢nd donthe IDOon„ondn lPT•1. Rye dei ¢is g MANUEL MARfINE1 P.E P 9a toN' f F R '^4! v4v 6 PR Plan Pr aN g P f 5 fle epin gn mapl'¢as,lo¢d;a sondtiaes, r mimbiFgvodvuplfhsTnnlwvarD�ldrogRl4JespenLhgfy�f16e0rroei1de0rnessoulhoraedegaAcivMeDe„d'ngDeg¢et nlhemat�ho#n�eIPL>he16(Ihelomlbi�dngmdeadiP4l.thee;pav�althciDDavdeagl¢IdneoftleTmsf,iosLRdmghxdDeg;statoge,i¢sh;bEonadbrvim4sho115ethe #04718Z �ufpeosiihrydthe Bmidi¢g Oesg¢u evd Gtfiact¢r AD baps tnMmAeTDO avdrfr pr¢chm and gcdrrmes tht Pnling(arponenl T¢fety N}mmPtion(F64RuhrsdeAhy TPl and SPCA are refarnrtdfxgenml gddom.IM dermas the resprns@ihtiesead dofin of Tins Oesigcai, Tress Design Imfinea and 10014 Chariton [ir. iensdan¢fntlmei;eotdss¢fEirriiedermadliro[uvhad agreed rdon i¢rn�+g hycO pomn iol%it�ILc miss 0eugnrr'g'mietjf NOT 1Ii voui Mliiieatvai fjihmrn�ieflur"a%ho^dmg.1D (opilvluedUrmsmevs defi¢edio fPEl. (opyright©1013AI[ooltmsses.fRanuelMar4oei,P1,lepioduttivooftArsdosmoentsouoPloannprohitidedalth■rtltenpermnsionhamAIR Itranes,.AtaesielAiii'oes,Pi Orlando, ft31832 Job Truss Truss Type Qty Ply A0556637 61998 FL37G Floor -Girder 1 } Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:48 2015 Page I D:YSU hxrWvBW CtN AsOXX? MzvysxSJ-omthX? B64D2j 916naOq M GO Luul IwwSgzNX5fJ 3ysV: 2-M i 1 2-2-1 3x4 -Z�- 3x3 = 1.5x4 11 1.5x4 11 3x6 = 10 3x3 = 3x3 = 3x6 11 8 3x6 II 3-1 2-0-1 2 1 9 3-1-9 4-1-9 6-8-1 3-1 1=8 G 0-1-8 1-0-0 1-0-0 2-6-9 Plate Offsets (X Y)— [2:Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.03 10 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.05 10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014[TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7 = 390/Mechanical 1 = 390/0-2-11 (min.0-1-8) Max Grav 7 = 390(LC 1) 1 = 390(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-365/0, 2-3=-481 /0, 34=481 /0, 4-11 =-481/0, 5-11 =-481/0, 5-12=481 /0, 6-12=-481/0 BOT CHORD 8-9=0/481 WEBS 4-9=-291/0, 5-8=-281/0, 2-9=0/590, 6-8=0/550 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 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. 7) CAUTION, Do not erect truss backwards. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down at 1-9-5, and 43 lb down at 3-9-5, and 63 lb down at 5-9-5 on top 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 7-10=-10, 1-6=-100 Concentrated Loads (lb) Vert: 3=-19(B) 11=-43(B) 12=-1(B) 3x6 II PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0%F, 0%E .; Nmdicg•PlmtrfmrgdlFtEnn the-A-1110F 11H$ rsnIii(I URHAI TMIS6100n01S[Dsl0kE1rounIIAG(xpynF06{AlM inm. yndy desen pm elosnadt,bda'n an ibtlmDedga Nowi;q UDO)F1W.—f6rl We.,ca. Uns othe,.ht slated m lheTDD, RoIy ANP.E. "Yiret noneerot plates shaO De Deed tot lAt (DDhEeraDdA LotsDagofng ese,Spenehy ER¢nefLt5e StaE Rn anylDD tEp(nedt age eepNmt OrSSt plettttlpfal ta¢ genpomilfiylot the dRs'gn of die sing!eLon depiuedoathe i00 Defy, vedn TPFl. the desiossomptions,loadsng Eon&i'ms, MAR I NEZ, P. MU en wilohihyand ose aflMn4sslor onP�gnlh tespoasdE3Fyoflhe OeoeelM1e Oraniemhataed ogendry0e!'�d'gDeugdr lndE rontett of lheJRCth(l7(;IM1e lotalhald rig mde sdT4l.:hee;ptordos the rDD atd Rnyfuld ne of H.e Gmf,imloghadDa�ttaogE,iafsoi'a0on and bratia¢shRllhe the #047182 ! tespeRsibiGerolthegmldrDewgonad[oxmrAlla�nseteatmtheiDDanddEpratlunandgedelesYt6�Budd+g[orymnelSofEfyhdm,Rhoo06"fuhhshedhrEPloudsIXAmtetnntt:Mgtaerolgc�atte.IPFldetaustheetspaosibilitineedild—fr4l...00gw,TinsDdsebgineeraad 10019(horNonCir. iron YaodotMer n�iso7Fmhe deOnid Oyo[uhhoA o�eedcpoaia s,M+yb)aa yornEsdrhd. IEe it ss 0nigolEgmeEtu g011M la1Mg0n gory V. rYmmrgnnPo!Ra}ho9im¢10 [apilairtedtvmsmtos defiatd in 1ppl. """' Orlando, FE 32832 .... Copytight©7�ISk1.loofliosset+Rsnael lrart;oee, P.E. leptadomon ortAis durvment, fn uny loan, rt,ptRMhned adh piinen pmm�tlan home I, Poo!Irostes;Mpnoel,4etLnet, P.E. Job Truss Truss Type Qty Ply- A0556638 61998 FL38 FLOOR 1 1 Job Reference (optional) Al KUUt- I KUSJtA, rUK I rltKL t, ru 34U413, oesignrmaltruss.com Kun: i.bZU s Apr ju zulo vnm: f.bZU s Apr ou zulo Mf I eK Inausmes, inc. r-n-JUI 61 l /:14:4U LUl b rage ID:BCyQv5firhlSZsXezgN1 rXytsH7-GzQ31LCkrXAZnvhz85LbpEt3MiboftN6cBgCrVysV. 0-4-3 1 e" , 1-5-0 1-3-4 2-0-0 , 2-2-1 3x6 3x3 11 3x3 = 1 2 3 4 3x4 = 53x3 11 10 93x6 = 8 7 6 1.5x4 II 1.5x4 II 3-3-7 0-4-3 3x6 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.04 8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.38 Vert(TL) -0.05 8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) -0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 40 lb FT = O%F, 0%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 6-M oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 6 = 405/Mechanical 1 = 405/0-3-11 (min. 0-1-8) Max Grav 6 = 405(LC 1) 1 = 405(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-486/0, 2-3=483/0, 34=-686/0 BOT CHORD 8-9=0/686, 7-8=0/686, 6-7=0/686 WEBS 3-9=-330/0, 4-6=-750/0, 1-9=0/580 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard wadhg-Pl=mefimo-ft, rnnme 4trcgnwss(smta:r,Ma lTimt dtWjd ieinipadasrreiaemnvmDei;*010lag(W)ndmenanduvta,mPEtdaenaueelbelemne,Unln+omen+neslaWa the-101.1y n8et rroneaorplotn �haDM sed kr thembroe. eo0d. leaf msDes:gn lag'�n�eiSpeditrlagaeery the seal en onPlDO rep....pi o�rsiplome otde proh+vicealeagace iagsespansd.Lry(o+me deGgnolme s'u,g'spsoss dep'vttdoa the lDD or!p modes 7P41. the sksips ossumpriacs,toadng+and tans, MANUEL MAATINEZ, P.E. saimhmryond psedmnfrossloroar6�7dngnlMsespoas t�o(me 0ener iheUraetsaotharaed ogecl 4 lU ga 40esigu0nni 6We0flh0L ellf ihelasd6ddiag mde rod PH. The c*no!oflhe SOD od M field ne o11be fnnt,iad4elfb=dllvg,storage, imso(atian eH-keOf. shoube the #047187 respeni7Ar olmetudSurg Gevgnere ........... AO nou sel rolmmetODond lFe prattrcn and gc�e6neta�de&n16 g(nrponeU Safely lntornoiiooR(dQ{a60ihel6y fll oodf6fAartsetnemedfu geaesd gcidoue. TNldefinetme responsmibfin ead dofrndfhe loss 0asigxr,Luss On(gafegineer and 10019 (horlton [ir. Loss Moeatotroeer feRd>E mte de6aed hpo Caehost oereed epoo sd srr.mg b'a0pomes iNiVlhi lross0e+ga ragmeerq 001lhed td'ngDedgner oelrnt5ysiem rngaerehi"in}bodiuq.10 (apitafaed h+wsmendrfioed to lPFl. (oppigAl6I015 apt Icohsos:es• 6(enoel gmbae:; Pf. fleprodomhn o116is bafonenl, in uoylmm,gprohi�rted anhianmen petnnnon Gam A,1 toot tmsiis ,.Yonael�?raL?e1, Pi. Orlando, Ft 32832 Job Truss Truss Type Qty Ply A0556639 •&1998 FL39 FLOOR 1 1 _ _ ____ ____.- ... .. ...... Jotr Reference o tional ....... ..�•�uer_,. �_�.._.___ r__ r l..r vA A9.-1 A.Ah.�f/11C o..,.., 1A I KVur I muaocl, run, rrrrc ,rL ID:BCyQvSfirhlSZsXezgN1 rXytsH7-GzQ31LCkrXAZnvhz85LbpEtOfiW Kfsl6cBgCrVysW 0-4-3 1-5-0 _� � 2-5-2 '' 2-0-0 ' � 2-2-0 • 3x6 3x3 11 3x4 = 3x3 11 1 2 3 4 3x4 = 5 10 9 8 7 6 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 TCDL 10.0 Lumber DOL 1.00 BC 0.67 BCLL 0.0 Rep Stress Incr YES WB 0.36 BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 6 = 468/Mechanical 1 = 468/0-3-11 (min. 0-1-8) Max Grav 6 = 468(LC 1) 1 = 468(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-633/0, 2-3=633/0, 3-4=901/0 BOT CHORD 8-9=0/901, 7-8=0/901, 6-7=0/901 WEBS 3-9=-372/0, 1-9=0/759, 4-6=-985/0, 2-9=-275/0 NOTES- 1) Unbalanced floor live loads have been considered for • this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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) CAUTION, Do not erect truss backwards. 1-M DEFL. in (loc) I/deft Ud Vert(LL) -0.11 8-9 >919 480 Vert(TL) -0.15 8-9 >663 360 Horz(TL) -0.02 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 45 lb FT = 0%F, 0%E MmoiugP'a+e tdero-ghF{Iniry iAe krpGorm+ssritssu[c1,s[p�ut runsaeDxmpoDSemlD4nrsorFal arrDmEDesxta; nJn,..{mrydasre pmo"efnso dread iixt on+T+m 9tugo DroglfDOjoed Nc Panel tlntaa.Pileoemesheel helmteu. DaftuoMereise sloltd on lkTDD,orJy AN 1 tldeS mnnerroepialzs shoA 6e ud tar the IDDmbr oGt, lsoT oss Deign r"gi en sie SpcoaR{E gmcert,lhe+nlwan{1DDrapresenls nn c;uptomr of e)ro!essaral deg ar ogrcipemitblyk, the datgolshc;bsie Imn&c ded ontht TDDor„j;.He,TP6l.nhe dtupanomoiocs, loodingtondrwt, M UEL MARTINEZ, P. witahi6fi{oad ins oTdt Gass la chpBdidyiilh=rtspenuh'9t{oflhe0mer iheo erso�homedogeetglhe8 dng Dougcerme ronhvolthe lt(,IIrciB(; 16e lnal hvadrode-dit4l. the egaoral of the lDD and eayfuld asc as the fmss, indcimg i:adfi"g,sfuoge,ta9aDolbn ord brasbg,+hollhe the #047182 mprnaiiGl{.e1Me9udffmg Dtsigva adralmd.......... Darin the.. .......pratiaeso ycvehae.... .... ff: [org_!,k... D,binafioeli(gi)puhGsbefh{In-....Aae rinentd hr gearrol grx�exe. TtN deliutthe rnpoesiEi9fits ead dafin olthe lints Desigan, Tron Desyn rogineer ood Tow,.. uvitii itl mid detingd eroahod oa eedF nso •,'u 6"oA'orrits rok%e.;Tht lidss9e+o[cginieijigDi theBdild� Diu ndrbtlrvlSS mEn ter for airy ha din sD [a'heed tnmsmeas dermedbOFL 10019 fhor1lon elf (o iht©1015A lYool Tiosses l?eouel il6irai0� `,!iieduuio'&N doiument io 6y,t 6i, iiproA6MtleAiOWt tteo iiaiisi dnGomq LioclTiusies .�onuelkcdnea, Pl. Orlando, F132832 PP9...................................t.,....P........ .......... „t.... 8.,.....................,................. Job Truss Truss Type Qty Ply 61998 FL40 FLOOR 1 1 A0556640 Job Reference (optional) At Ruur r Ruaxa, rum f e-ir-m .r=, rt- oyawo, aes,gnicya nruss.com 0-4-3 1-5-0 , 0-11-8 3x6 -Z�. 1.5x4 II 1 23x6= 3 Run: r.ozu s Apr au zu t o rnm: r,ozu s Apr au zu io Mt t etc inous(nes, inc. rn uul Al 1 r:14:4u zui o rage ID: BCyQvSfirhlSZsXezgN 1 rXytsH7-GzQ31LCkrXAZnvhz85LbpEtzZiSrfsO6cBgCrVysV. 6-0 2-0-0 2-2-0 Dead Load Defl. = 1/16 it 3x4 = 3x3 11 4 5 3x4 = 6 0 N I 12 11 10 3x4 = 3x6 = LOADING(psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-M Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.77 BC 0.95 WB 0.36 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 7 = 532/Mechanical 1 = 532/0-3-11 (min.0-1-8) Max Grav 7 = 532(LC 1) 1 = 532(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-638/0, 2-3=-1061/0, 3-4=1061/0, 4-5=-1110/0 BOT CHORD 10-11=0/634, 9-10=0/1110, 8-9=0/1110, 7-8=0/1110 WEBS 4-10=-274/59, 3-10=-328/0, 2-10=0/593, 5-7=-1214/0, 2-11=-416/0, 1-11=01761 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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) CAUTION, Do not erect truss backwards. 9 1.5x4 11 1 8 1.5x4 II 7 3x6 = a DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.17 9-10 >664 480 MT20 244/190 Vert(TL) -0.26 9-10 >450 360 Horz(TL) -0.03 7 n/a n/a Weight: 52 lb FT = 0%F, 0%E •;Nesmhp-Pl•mrlhpfagMy ttmthi 4900F.WoM MWh 9041111AS9(0D0n1019CMOA1.111 UTfrjgC(NOYI{E06FMEXi"hmi Ymhdesrghpmsiaetntmdfeod6*ltilh,sTIMDesign Oaseg. IODjwdth,#-teMesT,'sn,PEhfesmraSteel W r.st.Did- thenistst.IHWheiDo,Wy tl0e0 WlP1•1. The design nsmpins, ootinodscm, MANUFL MARTINEZ, P.f(pjouT ft ,nS.hikiymd meet TOM re(mly 1a1d4iifh•,gpeesit yoflhiwniilthi OirttipudrorRel ngtdlrlf6e grkmg0eug-er In Memnlen o'.t6e 11(the,frGfhe tmolt3dd,ey rode adiPLf. the proed nl lAe lDD aed ezy fold ese al Le(ross,io+Lfmg h:ndfmg, srcroge.inssn0o0onad bsnting. shnDklhe #l)4]j 82 ' respc+sdnTrtyaftlehbOdmyDecpnesend[ocsrntlor ADta'asulMmlheiOUacdlF�pratlnefmdDc.-0e(mesc'iheEuMD(orpomlSdeglydo,,mmn7(SlJpuhi'shedhyTPlnndSt(Aonrefarncedhegenttoigt T&I der." tkempensMes end ddes of the loss, ksipen, T Design Inginetf end! 10019fhorltonfir. �Tnullrnofo,lwer sdePghe,r se defihtdlyo(eh fieeed epon,r nteg by rll pomes esrpleedTfie lass Oeugo [Ftmc. rssgOl lh B Id'ng Dedgoefor iresiiyslem(agceer.(hf tey 6n,dmg, AS (apdalaedHmtmtes defined iq iPFl. (oppighl©1O15A llrohfpues Nenuel FimrtneyP_E.,reprodoa�on offln{daument io onyfwm-spfohlhifed�th rngen petmsssion(sompLroolfrusses .Nonael Meninel, P.E. Orlando, Ft 32832 Job Truss Truss Type Qty Ply A0556641- 61998 FL41 FLOOR 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:50 2015 Page ID:BCyQv5firhlSZsXezgN1 rXytsH?-k9_SyhDMcrIQ03G9ipsgLRQ5G6rVO17FrgamNyysV< 0-4-3 3x6 1 1-5-0 2-1-6 2-6-0 2-0-0 2-2-0 , Dead Load Defl. =118 it 3x6 = 1.5x4 11 3x4 = 31C3 11 2 3 4 _5 3x4 = 6 1 N 12 11 10 9 8 7 3x4 = 3x6 = 1.5x4 II 1.5x4 II 3x6 7-9-1 8-9-1 11-0-9 1-0-0 , 1 2-3-9 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014fTP12007 CSI. TC 0.90 BC 0.73 WB 0.43 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.23 9-10 >556 480 Vert(TL) -0.35 9-10 >370 360 Horz(TL) -0.04 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 57 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7 = 595/Mechanical 1 = 595/0-3-11 (min. 0-1-8) Max Grav 7 = 595(LC 1) 1 = 595(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-763/0, 2-3=-1499/0, 34=-1499/0, 4-5=-1319/0 BOT CHORD 10-11=0/760, 9-10=0/1319, 8-9=0/1319, 7-8=0/1319 WEBS 4-1 0=-1 69/293, 3-10=-331/0, 2-10=0/815, 1-11=0/912, 5-7=-1442/0, 2-11=485/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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) CAUTION, Do not erect truss backwards. IticimeyP a«ihoco-ghiyieciiv the AI_PC-0FJIONS("S IR'l,6111RALTRUSE CONDITIONSCUS10MF1rBOrEY�}CANO'MtD6SY.FNi hlm. /ntyEesy polo eleiennd«odc tt oq+fi+lrv:s Dei gn D,u�i:g(IOOI and Mellenael0:fl;aet,Pi Ae!:+emeShed6elmee«. O�drn ofhar.i«sfoted en kaND,00ly P 9 B w A �r .. .. I" - B , p r g r~ r ay >a r, MANUEL MARTINEI P.E. A!" reN «nncnm loses iMll�o«d hr the iD......... Asaleuss Deu nrn m el s S to E mgcrhlhe Seol a IDO re escnh on r« orcoii4eesuonle .can ,a onAD4Nr (o+Me d:c noFthe sin' Lms de 'aed onMe NOor ;ond:+Rl•I. the dal-mwm roes, bodi�yandiiom,+WWY,E3y onduse of IFsTmsiTptpey8?Odfngnthe rcspens 67pj nElheOmer lhe0ceaseothoaed ogeci •Ihe Nfd'ng Desyur nthe&Wzr.Q,Ihn TR(eh nc the Imes Lro'Idmg code ndTHI. the epptecd oflhe lOD mdeoy lield c+eoSt!eT«a,ial*,di�q Endlug, stuoga aAeAalion ondhaiag, shoNSe the #047162 spms:6ihryofiheBoNdrDesigna?dtocltattorAOevYt«tulmfielODandt}epmhraoedg-0,finest'NreBuld'np(oryonee.Safe......(0019(horiton(ir. hou Mooufash er nen-lhmse defined hyn Conl od n^rcedeponmrrt ghya0 ponies urol« IDe hues Oaiga [rgmeerie 4011P Bdlfig Oidgmr orhopt5ysrem Eng eerh+^ny haydmg.ACCapitolrte+'tarne arc es dcfinedin TPH. (opylighl©101SA1.Hoo(Imuef-keauelAlatlaeyePl,iepmdudipNoftlus....mntln......m,rspr...... nlh.... ..............P......................... Pt. Orlando, FL32832 Job Truss Truss Type Qty Ply 61998 HJA Diagonal Hip Girder 1 1 A0556642 J Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(a3altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:50 2015 Page ID:Y5UhxrWv8WCtNAsOXX7MzvysxSJ-k9_Syh DMcrIQ03G9ipsgLRQFi6_FOOvFrgamNyysV2 1-2-12 1-6-6 2E-10 3-6-6 1-2-12 0-3-10 ` 0-10 4 1-1-12 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 31/0-8-0 (min.0-1-8) 2 = -29/Mechanical 3 = -7/Mechanical Max Horz 1 = 74(LC 4) Max Uplift 1 = -31 (LC 13) 2 = -34(LC 13) 3 = -14(LC 19) Max Grav 1 = 142(LC 19) 2 = 49(LC 19) 3 = 3(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=5.Opsf, 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1, 34 lb uplift at joint 2 and 14 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 lb down and 154 lb up at 2-2-1, and 132 lb down and 154 lb up at 2-2-1 on top chord, and 74 lb up at 2-2-1 , and 74 lb up at 2-2-1 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 (pig Vert: 1-2=-90, 4-5=-20, 3-4=20 Concentrated Loads (lb) Vert: 9=309(F=154, B=154) 10=79(F=40, 13=40) mmobg-nenefteughlyieritsthe'A-I ROOF T80SUSM11il GPM[ TFBYSBCONDRM (WOMEN fBURRjA(BNNnEDSIABrfarm. Verily dn"ryn parometm wduodrohs enthisTroes Oesigo 0rmingjNO)ondihaYmudYoreney P.0 Behrens Shnlbekre ese. Onkssotherrisem,d oe the T00,onh MANUEI MARTINET, P.E. AIW7eA sonnedm pines be wed I. the TOP m be enfid. AS. cross Desige Fogmrm (e.,Spninhy Ogineertthe seal on o y IDD sepreunls an meptomof We profesdoo.1 eagnee.ing respomi6dilylm the despo tithe sbgleLossdeprcted on Ma IDDonly, ueder iPFI. Ae design aesempfions, bemngeoomtioos, A! sailobniq ndmeofWisTrmsf000yBoddf;h11 rnpamib ly.1theGe ,the OeneisuuN�ariredagerlmthe BuOdiogDmigon,ielb—ont.1the IK, the DIL the bmnaibligWeaod1K1.TbroppraroloflbeTO0oodmy6,13we.1the lrosLindadogbandGng,swore,iostollotionondbroriiry,shonbethe #0471B2 p ulity of thr Building 0eslgan nod(onhodor. AD owes ut oelb lb,TOD and the F, w.snod gaidelinesof the 110diag Componenl Solety lnfotmmlon(1(5) pobrabed by FEE oodSB(Amerelnemed1.gmernl goidaou.WIdean,, We usponu'hififin mid& min of We Loss 0nigner.T n, Design 1.0,mnod 10019(horllon tir. TrouYooulnrmrn, ua4x otheniu deFmed br o [patron ogtee& opoo b nmog br oU posies brolred the Tnns D,&p Fngben is NOi the Build'mg Designn er iron Sydem Eegbenfm eay 6oOEag. N Opdafned leans me n debaed b IP41. Copyright©201S A-1 Reoflmsses - Monoel Aladiner, P.E. Beprododion of this doormen, in o� form, is prohibited ■ith mitten permission how A•1 Poaf lmsses-Monrel Modiner, P.[. Orlando, FI. 32832 Job Truss Truss Type Qty I Ply A0556643 61998 HJB Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fn Jul 31 11:14:51 2015 Page ID:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-CLYgA1 D_N8QHODrMGWN3ufyLUVAg7r9P3UJJwOysV< 2-0-12 2-6-13 9-4-13 2-0-12 0-6-1 6-10-0 2.00 12 1oT 11 3x8 1.00 12 12T 1 oHa Load Dell. = 3/16 it A 0-8-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.19 3-8 >596 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.30 3-8 >379 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 36 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SIP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 263/Mechanical 3 = 180/Mechanical 1 = 410/0-8-0 (min.0-1-8) Max Horz 1 = 115(LC 22) Max Uplift 2 = -200(LC 4) 3 = -66(LC 4) 1 = -209(LC 4) Max Grav 2 = 271(LC 19) 3 = 180(LC 1) 1 = 436(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-1=-285/128 BOT CHORD 1-4=-204/312 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 1 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 200 lb uplift at joint 2, 66 lb uplift at joint 3 and 209 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 lb down and 104 lb up at 2-6-9, 88 lb down and 62 lb up at 2-11-3, 84 lb down and 61 lb up at 4-10-4, 97 lb down and 75 lb up at 5-2-14, and 96 lb down and 96 lb up at 7-1-15, and 109 lb down and 110 lb up at 7-6-10 on top chord, and 13 lb down and 43 lb up at 2-11-3, 2 lb down and 37 lb up at 4-10-4, 23 lb down and 40 lb up at 5-2-14, and 9 lb down and 13 lb up at 7-1-15, and 39 lb down and 40 lb up at 7-6-10 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: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 7=104(B) 9=62(F) 1 0=55(B) 11=23(F) 12=6(B) 13=-24(F)14=-13(F) 15=22(B) 16=-23(F) 17=2(B) 18=-39(F) Wmning-Please lhrrougNly,niothe-Ad IDOFTRUSS[S SELL(g�(HNIIA(Tr1456EONDMONS(OSTCUFICBOy(IjA(ANOWI(DSIAOT'for.. Verily dpigo paramelenandrzod Bates an lhisTmssOaigo OrorioghDDj endthe YuooelYuNoe; rL gereteote Neeehe(ore use.Unless othenise slotedonthe TOD, only �NOEL MARTINEZ, P.E. Nifell to atonr plates shall he used foe the TOD lobe valid. Asa Truss Design To&,. (.e,5pedulty Enginaertthe rod on any TOD reprzeems on ettepmam of Th, p,oln,ioaaI eito,isiag responsi6fii y forth, dedgr of the singl,T.,s deposits!deposits!onthe Too oaly,veder TP41. The design ossomplions, loading rouddmas, ' sueo5iriry and rise of theLmsfa any&rdding is the respoanbihry of the Oenep the0meisomho,"ved ognlmlhe Bm7ding Designer,in,he mntea abbe lR(,Ih, nC th,btalhoildiogwde n�IPN.Th,approrel el tA, IOg anduuy riddos, of the Luss friend g6ondOngslmage,ivvdlaiioo oodb,oriugshall be rlu #047182 mspori0diry sl Me Boild�eg Oesgner and(rotranm. AO Dorn tetrm in lhelODard the p,aarimsand gridermes of the Building(omponent Salery lnlo,mofioa ll(54 puhrished hyTPlmdSBGmere(amted la, general gridoott. Rol derirn the responsibilities rd duties ,the Luse Designer, Truss Design [nginand 10019 Chorlion Cir. Par, h onuiertmn, order olh,.i,e defend by o Graten agreed spun m vltmg by an parries ineal,ed. The moss Design Engine„ is NOT the Building Designer or Truss Syskm Engmen Ear any hoOd'mg. AO Troubled War, an es ddmed'mTPN. (apyright@201S A4 Rod T,u,ses - Manuel Moninn, Pd. Reprodanion of this dommual, in any form, is Prohibited *fib millen permission ham A-1 Roof Trusses -Manuel "nor, PL Orlando, FL 32832 Job Truss Truss Type Qty Ply A0556644 61998 HJC Diagonal Hip Girder 1 1 Job Reference (optional) 1 ROOF TRUSSES, FORT PIERCE, -FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:51 2015 Page ID:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-CLYgA1 D_N8QHODrMGWN3ufyLdV167r9P3UJJwOysV2 1-6-6 2-8 6 1-6-6 1-2-0 1 3.47 12 !I IQ 0 8-11 1-6-6 2-M 0-8-11 0-9-11 1-2-0 Plate Offsets (X,Y)— [1:0-4-1,0-0-12], [4-.0-2-0,0-0-51 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.60 Vert(LL) -0.02 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.02 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc puriins. BOT CHORD Rigid ceiling directly applied or 1 O-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 285/0-8-0 (min. 0-1-8) 3 = 11/Mechanical Max Horz 1 = 62(LC 9) Max Uplift 1 = -167(LC 9) Max Grav 1 = 285(LC 1) 3 = 22(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-161/439 BOT CHORD 1-8=-554/213 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf,- h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-M oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wamiag-flesse lAoroeghlyreder lbe'41 tool SN('SHIN-I. GiInUSIFBYg6(ONDInOBS NSTDYFB('BN'FBj d[AXOnIFOBFA1FNl'I—Mifydmigep-radenand rcodmem on this Trans DmignDrmsIODD) and the gruel blardee4 P1 Interests SEM hefine su. Ualest olheniuttoted oethe lOD,oidy h theTDMANUEL MARTINEZ, P.E. Mild tooaestor plates shoo be used for D to e uB4 al Ib Is o Tuss Oesigo Fnginen (ie,Speddry Fspmeerithe roof on oey TOD repreuou an ortepmetIts,prulesslmd eogiaeumg r.poesibrdy Imthe desigo of Ibe fmpleTr.s depirtedan Me 100 only,onder TPhI. the detipn oswmpaions, laod'mg soedmoss, sallabi0q and us, of NO— Wcary Sodding in the mnpsmPrt'firy al the Omer, the Drum—1 eiredogeal as the Building Designer, in the mnlesld the It(, the It(the laid bsrMmg rode andIM. The approedatThe TDD and any field me al the Truss, istlsd'mg hesdling, slaroge, installation aid busing, than be the #047182 mposiiMLrydMe Bdldmg Ongner md(onbedm.At sa[.rot nl is the TOP a ad the ptotlhes rood pidehues of the Buildng(smpmenl Sdety hnimmatian)161) published byTPI and SKI ne,dereated to ge.rd gsidsma IPI-I defiaes Ike tnpmsibiHies ad ddies d theTtmt Designers. Truss Design(agineer and 10019(horhon(iT. Isms Mandad.er, odes alb-im Masd by a(onhart oF,,dup. m writing by an pare. imdre4 IDeTussOdgn Fsginen6NOT the Building Oesigser orhust Sptem Fngineerfm mybdldmg. In(aokedWrear .blimil'm TPH. (opytight©2015 A.I Imlran nses - Marml Martinez, .L Ieprododion d Ibis dotumed, in my form, is prohibited rdth seritlen permission frauA-I goo(Iuues- Maaael Mmtia., Pt Orlando, FL 32832 Job Truss Truss Type Qty Ply A0556645 61998 HJD Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:52 2015 Page ID:Y5U hxrWvBWCtNAsOXX7MzvysxSJ-gY6CN MEdBSY8eNQYpEvlQsVY3vdcsDGY183sSgysV. 3x4 = 10-24 0�-11 2613 6-11-2. 10-1-7 61 a-0 0-8.11 1-10-2 4-4-5 3-2-4 0 0 0-0-3 LOADING (psi) SPACING- 2-M TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014[TP12007 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 4-7-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 162/Mechanical 6 = 334/Mechanical 1 = 466/0-8-0 (min. 0-1-8) Max Horz 1 = 124(LC 22) Max Uplift 4 = -149(LC 13) 6 = -180(LC 4) 1 = -272(LC 4) Max Grav 4 = 162(LC 1) 6 = 378(LC 19) 1 = 513(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-447/257, 1-2=-1272/666, 2-14=-1273/674, 14-15=-1258/684, 15-16=-1247/689, 3-16=-1244/694 BOT CHORD 1-9=-317/438, 1-8=-747/1240, 8-19=-747/1246, 19-20=-749/1245, 20-21=-750/1245, 21-22=-749/1245, 7-22=-749/1245, 7-23=-751/1244, 23-24=-751/1244,6-24=-750/1247 WEBS 3-6=-1260/759 CST. DEFL. in (loc) I/defl Ud TC 0.43 Vert(LL) -0.06 8 >999 360 BC 0.37 Vert(TL) -0.10 7-8 >999 240 WB 0.33 Horz(TL) 0.01 6 n/a n/a (Matrix-M) NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 4, 180 lb uplift at joint 6 and 272 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 87 lb up at 3-3-12, 88 lb down and 69 lb up at 5-2-14, 90 lb down and 75 lb up at 5-7-7, 98 lb down and 101 lb up at 7-6-9, and 99 lb down and 107 lb up at 7-11-3, and 107 lb down and 133 lb up at 10-1-4 on top chord, and 43 lb up at 2-11-2, 46 lb up at 3-3-12, 24 lb up at 5-2-14, 2 lb down and 20 lb up at 5-7-7, 11 lb down and 12 lb up at 7-6-9, and 13 lb down and 11 lb up at 7-11-3, and 23 lb down and 6 lb up at 9-10-4 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 CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-90, 8-9=-20, 5-8=-20 Concentrated Loads (lb) PLATES GRIP MT20 244/190 Weight: 36 lb FT = 0%d Standard Vert: 4=-41 (F) 6=-11(F) 14=87(B) 15=41(F) 16=34(B) 17=-1(F) 18=-7(B) 19=6(F)20=26(B) 21=12(F) 22=10(B) 23=0(F) 24=-2(B) c m T amohig-nursedmanghlyrnin tht'A.l 100f TRUSSOvsullr), MORAL TIM&(ONOntONS(UROMIlrEgfiljA(IXOWlFO6TMENr form, yeidy design paromttemandmadearer ea l6M.%Design @ariog(TOO) and theMmoel Martinet, Pi 10 me Sheol be[.. —Valets alb—ise stated an the TOO, only MANUEL MARTINET, P.E. �ANTei rowed' plates thall be used Ind the TOO to be'old. As n Trots Design Ingioe' C..,Speciairy (mg —1the real oa any TOO represents an wgloate of theprolenioml mgieeeriog mpoesibSdy, for the design of the single Tmss deputed on the TOO only, under TPH. The design msomplions, loading modniom, suitability and ne of thisTrn,(a, any Bolding it it."S"sibibty of the a.."the a.."outhorued agnt or the lagging Designer, in the mnteat of the lRC the 11C the Total tode end TPH. The alpraeol of the TOO and any field a,, of the Truss, indoding handing,smmg,, installation and bating, sboll be the #047182 Inpuamlgdy olthe Boildiry Oesyver mdConnadar. AgnoMsetoatmtbe TODandtheptorfre, and gaide6aes of the luildingramponeoI Sdety InformationllOQp hliahed by and Sl(Aa,,W.nted far genial guidoma TRH degots the,spmvbiffies and dories of the Trans Niger,. Design Engine'aad IODl9 Charlton Cir. Truss Monufama', odes alb —ire defined by n Contract agreed upon in abiq by all Tend,, imralted. P.Inu s Design Engiamr it NOT the Binding Designer orlrua Sydem bgiae' for my budding. AO (opitoited Inms me os dermtd is IPpI. (opydghi@ 7015 A-1 Roof Trusses - Manuel Mortimer, P.E. Repradudion of Ibis doormen, in airy form, is prohibited.1th mitten permission from A-1 Roof Tons- - M.—I Madinat, P.E. Orlando, FL 321132 Job Truss Truss Type Qty Ply A0556645 61998 ACorner Jack 'i- 1 Job Reference (optional) 1 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620-s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:53 2015 Page ID:Y5UhxrWvBWCtNAsOXX?MzvysxSJ-8kgaaiFFvmg?FX?kNxQXz42pAJ1 NbIfFXooQ_HysV2 1-4-0 0 8-11 0-8-11 1-3-3 1,410 0 6-8 0 - 3 Plate Offsets (X,Y)— (1:0-0-14,0-5-141 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 4 Ill FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-0 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) 1 = 135/0-M (min. 0-1-8) 2 = 11/Mechanical Max Horz 1 = 34(LC 8) Max Uplift 1 = -52(LC 8) 2 = -24(LC 8) Max Grav 1 = 135(LC 1) 2 = 11(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 1 and 24 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Worming- Plus. hmooghFyredwir the 'A-1100FTRUSSES (111E11GERBIL TERMS A(OKOM0KS COST HER rAOT1AjA(CNOMFD6ferTom Wily desipFaroaetenandmodDean nthis Tmss0asip Usowing (IOO)andthe Yones elNordee;PIleft —51tembdmeuse. Unlenothenis,"Mdass the TDO,orJy MANUELMARTINEZ,P.E. '�Wei sensed., plain shun be used for the RD to be cord. Aso Truss Dmigs rupees ru,SpedaUy Fs uwl the seat ou Dy TDD,quennb a a ameptaeteat IheprdnsioeDl ngeemiog rnpoosUilify to, the dnlge at the single Trost dephted on the RD ady,uedo, ME]. Thedesignasiamphens,lackowns, 'soilobiGryandneoflbisLnsknyButdingislberespamibifigofN�egoner,IheOnniaDtbodredDgeelorlM1eluildingDesigner,inthemnleuldthelR(,IAeII(,thelomlbeild:ogeodevndlPFhTheapproroldlheIDDandanrfidd"noftheTmsymrVgbaudr,4imp, mstulloN,todbrorm 0.3bethe #047182 rmpon3Sy dthu BDSI6oq Designer and Coortmtor. Al naln ut ohI m Ihu1DD Dud the prMisa and goidernn of the Building (ompaneDl Salary Idormafmn (I(SlJ pib(ished hylB adSBCA ma relmemed for gemral quidonte. IPl-I definer the respns�3iNfiesaed duties of tle imn DmigDer,Tmn Design hginn o�d Loss Neadotarer, ouless othenthe defined by a (omrad agreed opunin wrifin by on podim m-lred The imn Design login... is NOT the Building Designer.Trms Syden Retinues To cy bWiag. A0 epuotiad terms me n defined iu TPSI. 1 UUl9 tII0fNO0 (if. CopyrightO201S A-1 loaf Trusses -Manuel Modiner, P.E. leprodudion o1 this da.somi, in my Twos, is prohibited with mitten permission ham A-1 Roof Trusses-Manael Mmtioer, Pt Orlando, FL 37832 Job Truss Truss Type Qty Ply A0556647 61998 JA2 Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 sApr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:53 2015 Page ID:Y5U hxrWv8WCtNAsOXX?MzvysxSJ-8kgaaiFFvmg?FX?kNxQXz42pgJOablftXooQ_HysV2 1-9-5 1-9-5 Plate Offsets (X,Y)— [1:0-0-15,0-5-131 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-5 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 = 170/0-8-0 (min. 0-1-8) 2 = 18/Mechanical Max Horz 1 = 43(LC 8) Max Uplift 1 = -73(LC 8) 2 = -25(LC 8) Max Grav 1 = 170(LC 1) 2 = 18(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 21 Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 1 and 25 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ff.wng-mote thoroughlrnein the'A.1 IOOF ROSSES(' E11, GUITAR Men A (ONOTTIONS NST011111 11111)A(DAOWIFOGREW form. Vanty designP-romrsond read oaleson this Truss Design D,-iogj[DO).6 the Moral Mortlne, P.E.B Mae- Shim Were use. Outlets obenise rimed no the TOD, only MANUEL MARTINEZ, P.E. �IbTrh rnoectn plaits shell he uudfntheRDm1r fid. Aso Truss DesignEngineer lix,Spedalry trgioent the seol on ny TOD represents on neeptaen of IN p.fessiml ngienring raponsi60'ny(ar The desire of the sinpleTruss dephted on the TOO only,uMRH. Re deign nn.ptions,loadingmeMeet, suitobifity nod use of this truss for ny Iding is the rasponsibifiry of the Ora., the Omer', onlhodnd gal or the BuOdiag Onipn,in therontetl al the lt(,it, li(, the Intel bending.da not 11M. the oppose] el the TDDandny field use of the TmsLindoding handr.1,statute, tntollafinn urd bmain, 4.11 be she #047182 nspusWily of the Boil ding Onignetondfurtren.ANnet. scion in the TOD and the pmstires end goidden of the Boilding(omponem Solar 1.1morafion(161)poblished by lPl end SB(A one reles-ed In gnnnl guidonse. TPbl defines lhernp-ibilitin aid doriesd the Truss Mips% Truss Design fugine. end 10019(horlfon fir. Trust ManalorMer, unless otherwbe defined by a(unhurt agreedup. toerfiog byml pnren intolrrd. The Truss Design Engineer is NOT the Building Desiguer us Lou System ingi ,let any building. AO(op0abred her., or, as del'med in M-1. (opysighT02015 A-1 Roof Trusses - Manuel Martinet, Pi. reproduction of this dotumenl, in only for., is prohibited vith snillen perrefsstan host A•1 tool1.sses • Manuel Moines, P.E. Orlando, Ft 32832 Job Truss Truss Type Qty Ply 61998 JA2A Corner Jack 1 .1 A0556648 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:53 2015 Page ID:Y5U hxrWv8WCtNAsOXX?MzvysxSJ-8kgaaiFFvmg7FX7kNxQXz42prJ 1 gblffXooQ_HysV2 1-9-5 1-9-5 2x4 da 0 I;-_; _N a� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 100/0-8-0 (min. 0-1-8) 2 = 58/Mechanical 3 = 36/Mechanical Max Horz 1 = 43(LC 8) Max Uplift 1 = -39(LC 8) 2 = -42(LC 8) 3 = -14(LC 8) Max Grav 1 = 100(LC 1) 2 = 58(LC 1) 3 = 36(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=5.Opsf; 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 1 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 39 lb uplift at joint 1, 42 lb uplift at joint 2 and 14 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Kmnmg-Phosethmoughlyonivbe'A.) ROOF TUSSISCYMlERlBEN[BAST(RMSA(GNOMONS(USIDHFRtBNERIA(RNOMl[DSIM[Nrlorm. rmilydmign p arn,lers and read oarm on lhisIm U,ign Orowmg000)and theMsunoelMorNeet,Pi Rdnence SAed hefine or*. Ilnlessothm(h. stotedon1be100, oady MANUEL MARTINEZ, P.E. �Welt coom t.,plales shall berated for the NO In hnn6d. As su loss Oesigo Fngim li.s.,5pednlly Enomrl the seat on any l00 reprmeots on wglaese of IN prafmGonol engineering tespmstbLlyfar the d6p of The single Tmssdepeledonthe TODonly,urderTPN.The design auumph-, londiug conditions, suitaSJiryanduwaflhisTrussloragBuddngislhaospoodbiOlyoftheOsneytheOwom'southsurhedsugmortheBuBdgDedgnn,iotheroalnlollhelA(,theft[,lhelaalhoodingodewdiPAl,Thesupluostl.11h,TOO aadany held usesulth, Truss, indeateghoodhil,unag.,installation sued brmiog4.11bethe #0471B2 ' ospsumbOirydMe Boildirg0edgnnovd(sunbadn. M AB mset our in the 100 and the pwims oat Snider —of the Building(omponeal Safety lnfmead..(tnQ944hed byTPI and SB(Aran,I.,.,,d for geoid guidaose. IPAl defiaeNhe respendhiOtlas oast ddies of lheLms Oesigeer.Tme Oedgo Fmpnen end 10019(horllon(ir. Trios Moa Mont, cal othenise detmed by .(drat agreed nine in mitieg 4 atl parties haled. The Tmss Design FngiomrIs NOi nr Bo�ldug Dedgnerm TonSysten Engineer kr arry bsuilufng: AO Cnpitsu6tedkrm mesus defined in TPAI. Copyright @ 2015 A-1 Roof Trusses -Manuel Martine; Pd. Reproduction of this dommenl, fo nor form, is prohibited with writes permission ham A-1 tool Trusses. Manuel Martinet, P.I. OrloOdo, FL 32832 Job Truss Truss -Type Qty Ply A0556649 61998 JA4 Corner Jack 1 i 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:54 2015 Page ID:Y5UhxrWvBWCtNAsOXX?MzvysxSJ-dwEyo2Gtg3ostgawxexmW Ha_wjNcKCvriSYzWjysV 1-4-0 1-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-0 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 = 137/0-8-0 (min. 0-1-8) 2 = 9/Mechanical Max Horz 1 = 33(LC 8) Max Uplift 1 = -56(LC 8) 2 = -15(LC 8) Max Grav 1 = 137(LC 1) 2 = 9(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II;-Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right - exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 1 and 15 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 4 lb FT = 0% Wesniog- Time 1haroughlyreeivthe'A.1 1001 TROSSESr581E11 DF1111A1 TERMSACONDInONS CUSTOtlrtrBUTIAIACANOW1ED61tlENT'Imes. Rosily desire pamnetns and tech asses on this Truss Design Cutting 000l and the Manuel Mertim,P.I.RA,,eau Mass belor, au. West a hemim doled oa the ROD, only MANUEL MARTINEI, P.E. I�Mnr1 tonoettae plot,, shoo be used Its the IDO1, be KAso Tress Design fngineeyjie.,Spedalry Enfinerithe seal on any 1DO represents anovepmaro of the proressiosel enpiamialt responsilStr I., the desire of the single Truss depioed oa the noonly,cedarTPTI.The design ammpfio,s, landing toedNaos, soilabilny ad a,,oftSi, Truss for our Boddeg is the responsibility of the Owner, the Owmisoulho,Ird.goal or the laidieg Designer, in the ..feel of W, the 11C, the local1,0&ng ad, and W. Re oppraeal of the TOO and any field use of the Lust, iododiag hmdrmy sterols, insi bossed bm,4sbe0 be the #047182 respon�bl0y ulshe lailding Designer nod(rebortar.Alo,h, set outin lA,TDD and thep,orfires and geidefinn of lhebuildingComponem5olery lnlornmtionfBCSQpolBshed by lPl ond58CA ate mlerencedM groeal goidante.IPl-1 defnet lbnmponubiNNesatd defin onk Lots Oailner, Irux Design Frryieeer and 10019 Chariton(ir. LuutlaoutnMre6 uolmt otherwise defined by o Control agreed upon io aMog by o0 pa,des imolred The Trt, Design Engiaer, is NOT the lailding Desigoet a, Tmss System Engine,, to, any buNag. AO Capitalised terms on as defined in TPI.1. Copytight@2015 A-1 Raof Trusses - Manuel M dims, P.E. Reproduction of Ibis dowaam, in any rotes, is prohibited with wtillen ptmission from A-1 loot l,usses- Manuel Martinet, P.C. Orlando, FL 32832 Job Truss Truss Type Qty Ply 61998 J6- Jack -Open 1 1 A0556650 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:54 2015 Page ID:Y5U hxrWvBWCtNAsOXX?MzvysxSJ-dwEyo2Gtg3ostgawxexmWHaygjMnKCvdSYzWjysV 1 4 11 3-3-6 1-4-11 1-10-12 3x4 = 4 0-8-11 1-4-11 3-3-6 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TIC 0.16 Vert(LL) -0.00 4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 80(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 4 except 1=-142(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4 except (jt=lb) 1=142, 1=142. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 10 lb FT = 0% Wnnmg•%rose lAorougM1lyrerier lhe'Ad 100FTROSSEg(i111111GENERA( TERMS I(OROMONS(USTOWIrBOW11A(1NORNE0611w form. VmOy desgepommetors nvdnodoola onthis buss Benign Droamp(I00)rmd the YonudWmdne; Pi Refineoa Shembdon.". only MANUEL MARTINET, P.E. �RuleF roene0er pMet shall booted far the IDD to be m6d. As o frost Deiigo EnginertQ.e., Spedohy Lrginnm), the seal on any IDO repretemt an ooreptoere ot7M prolmsioeol eegheeriog respoiVity forlbe design of the singhTros, depiri d oo Iho IOO nfy, oeder TPH. The deugo osteeryNoos, boding rondhhos, ' suimbJi¢ondmeoflhisiiosslororryBoOdingislM1erespoim'6iFryofthe0arror,O�rOsmeisoul6vmedogenlulM1oluld�ngDesigner,inlhasonletlofrbelt(,IheIIClhebeolhnldinpnodeandTPl-I. theoppr 1ofthe100ondnnyWhir oflb,Trots,iarkdiegbood6og,sleroge,wshlimhoondWormg,sbo06ethe #047182 rs ilbRiry ofih Bonding Oes'rynm oodUftm. AReoln tel not in lbe100 oedlh prodigies end poidermes of theBoO&og[omponeot Sdery lnlormmhn it[SlJpohGthed hyRl and SB(A amrelnenred Ingeeerol poidenra 1P41 defines lbuespomibihtia and drain of 6cLoss Oaignn.Truss Design Fogioem and 10019 (horll8n fir. IrmsBewkrMey onlett ofbenite delined hY o (eahml ogreed opm io sailing by WlporNes imolred the inns Resign fngiaeer it N01 the BuOCmg Oesignn or LouSystem Engineer for oiry boNding. AO (opihhred hors ore n deNned in fPFI. (opyrighi o"I5 A -I Roof Losses • Mond Mario; P.F. leryodorlion of this document, in avy form, it prohibited with mi0eo permission boor A -I Roof Imsses • Monuel Merlioen, P.F. Orinndar; FL 32832 Job Truss Truss Type Qty.— Ply A0556651 61998 JB2 Jack -Open 1 -1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 M(I eK Industnes, Inc. ten Jul 31 1 /:14:55 205 Page I D:Y5UhxrWv8W CtNAsOXX?MzvysxSJ-57oL?OHVRNwjVg97VMS?2V7507hp3f9?_6HX39ysV, 14 -11 3-11-6 1-4-11 2-6-11 4.00 12 0 N l T1 3 l 1 I B B2 jo �o 3x4 = 2.00 12 4 3x4 = 0-8-11 I1-4-11 3-11-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-8-0 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 96(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 4 except 1=-134(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4 except (jt=lb)1=134, 1=134. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Nateing-ft hamaghly serin the 'A.) NOT TRUSS(SI'501111 GFN(IIITFRMS&(ONOIr10NS(OSTOMfI[•iMRIA(rNOwl(DGiAiNT'Iorre. vetwesige pe—cfersaad reed eater in lhi0re.Desiga D-ug(FDO)ondlb,11-1Marcaee,PLRolgena Sbeatbdore— UaSen olherrise stated oe IS, ND,00ly MANUEL MARTINEZ, P.E. Nihhs000edor plotesshoo be and tw the IDDto beeafid. Aso Lau nedg. Tagi.en(.e.,Sp d.tryEngiaeert the uol000ny TDDreprasenNon,mepmoro of it. pmlessiml..0-rinlrerp asibUUy for the designd the timgla Tress deputed on the TDD only,uad,, TPbl. The design ossempfions, laite gcam's, �seNbiliry cad areof this Lacs for cry Psddng is the mponsfbihtyol the Danes, the orear'south.ind.gem or The Saki Designer, io The canter of the K, The HIT, the local Wh&rg sad, and TPH. The rppsanl of the TOO oad oey field are of the Trusylndosliq bordIrpinoge, instollolion and bcaeing, sbo0b. the #047182 mspomTRifyof the roMgOngner and(rahoOor. AN at. sd art is The ]DO and The ptNtm and guidtlars of the luddiegComponeol Sulety lnlereratfaa(I(SI)pablahed by SEE nod SKI ere rztemmed for genmol guidoow. RH deGaalhe tespo.ribiGlies oad dslin of ne Trms DedgoenLms Design Engineer nod 10019 (horlton (ir. Trms Nan terrumr, oilers mbesrise Mined by a Wharf rgmed span io rrtli.g by aU perfin i-Wil. The Tress Desiga Isglneer is NOT Ihe RuUdiag Dedgner a Tmrr SYstem Fogireer la oar berldirg. All50-5ted titers are es defined hnlfl 1. (apysight©7015 A-T Rol Trosses-Mengel Martinet,P.E.Reprododion of Ibis dammenl, in any form, is ptohibil,if ithwith. permission firm A-T Roof liso s-M.—I Rossini,PL Orlando, FL 32832 Job Truss Truss Type Qty Ply A0556652 61998 JC Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FOR] MERGE, FL 34945, oeslgn(a)altruss.com Run: /.bZU s Apr 3U ZU10 runt: /ZZU s Apr 3U ZU15 MI I eK Inoustnes, Inc. Fn Jul 31 11:14:bb z(A1b rage ID:Y5U hxrWvBWCtNAsOXX?MzvysxSJ-57oL?OHVRNwjVg97 VMS?2V7537go3f9?_6HX39ysV2 1 4-5-5 1-4-14111 3-0-10 c 1-4-11 0-8-1 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 3-4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 108(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 4 except 1=-124(LC 8), 2=-105(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 1=124, 2=105, 1=124. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/2 gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% Woofing-PlmuR,orooghlyrerinthe'A-1ROOF TRUSSES rSn(SR],S(N(RAUaNSd(ONUISIOBSCUSTOYSRCDMIA(RBgWIN6101"Iorm.Yeeityde4g.pamnchrsondreodeohfon tAisimttgesign@mine(INNJandtheYm,uel blud.4P.E.PotereoaSkabeloreose.Unktsothv.iseslmedoethelpD,only MANUELMARTINET,P.E. �ISird ronooter plots shelf booed fo the TOO to he eo6d. Aso (rocs Omigo Fngmeer (.e.,Speriohy Enp'meerJ,the uol oa ony NDtep,etems o0 omeprome o1,ta ptoleal000I e.ginmrErg rmponibUiry for the design of the single Trots depicted on the TOO only, order VI -I. The design ossuoptioot, hod'mg roedrtioos, soitabilityond use of lMsNssfor toy Building is the tespumiblfity of the Orner, the Owner's orhotized ogo.?or6e Building Designer, in thetomenoltk lr(,the lBC the Intel bailding .do mrd MI. The opproeol of the NDand my held on of Me Tress, indodinghmdBag, pomge,imtolloti000dbraft shollbethe #047182 ' mspomLUity of the Boildiog Oesynm e.d[onnomor, AD Halm set oolm lle100 end lbe pmrti[m and g.idehoes of Nrc Buddi.g(omponeoE Sohry loEormetioo ll(SQ pob(ished by lPS and SBGwnefnrnced lm general goidonrz.RE•I dermeslhnesponsihihties aoddotiamlEehmsOnigon.toss Oesigo Too- end 10019 Chadian Or. lross M.notanMery unlms ath-4, defined byoCutind g,ad opon in.M.9 by ml pmfimineWd.the Ernst De sign Too,,, is NOT [be nodding WE- or TrussSymn bgineee Ira eybailding.AO [opAerioed Immsoemderned Eo In•I. (apytightO1D15 A-1 RoalTrusses-Manuel Mottiner, P.E, Reprod.dionashis domment, in noy Into, is prohibited with w iffen permission hem Ad Rol trusses -Manuel hlartiner, P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply A0556653 61998 JC2 Jack -Open 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:56 2015 Page I D:Y5U hx rWvB W CtNAsOXX? MzvysxSJ-ZJ LjDkH7Ch2a7_kJ23zEbig Ev W? No6O8Dm 14bbysV. 14-11 5-1-4 1-4-11 3-8-9 3x4 = z.uul1z 43x4 = 1-4-11 0-8-0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.01 3-4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.03 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-8-0 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 124(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-103(LC 8), 2=-123(LC 12), 4=-135(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-8=-266/211 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; 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 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 1, 123 lb uplift at joint 2, 135 lb uplift at joint 4 and 103 lb uplift at joint 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1e%" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 16 lb FT = 0% Weaning-Pleasedmaagbryrtriothe'A•1100FIAD5SE5(YRl[b1,6fgfbdllEAAU6(DXOOIONSNSTOMFIrBNTA1A(AXDWI[065MENPfaem.YerilydesipopmamelcrsaedrmdoalesmlhisirvtsDesignDraringjfDD)andthellmwelMmooeLPigehreamkeatbelaeose.thdosothmiuslatedaothenOD,any MANUELMARTINEZ,P.E. ADfeA manedor plates shall he used tea the TDD to he Valid. As a floss Design fnginees(ae.,5p dolry fnginemt the seal on say TOD rein -ass on otapteme of the pralessiml engineering rmpnsihdily for the design of the single Truss depnttd an the TOO only, under Mi. The design assumpgoos, leading roads om, wifid6liry and use of this Isms for any Builddngis the nsponibifityothe Dorm,the Owmi, whamed ogees or the balding Wine,, he the mates of the W, the lBLthe Total building ade and lPbl. The np;roeaI of the TOD aid field me of the Truss, indoding heading, slounp,iwalhlron and luoug, hall be the #047182 /!\Tpl-ld'fi... if, "Vo.sRulilitts and degas al the IVov Designer, Tun. Design [opines a ad 10019(holllon(ir. Truss NanufmMes, wins oth—ise defiaad by a (sanest og,,,d upon in witing by an retains imohed. The Truss Design (opine,, is NOT the Building Designer or Trms System Engine. f e any building. AD Copilsgzed Isms ste osdelined io IPId. Copyright© 7015 A-1 pool Trusses • Manuel Martinez, P.E. beprodudion of this document, in any (oust, is psohibiled with wrillen permission ham A-1 Roof Iwsses- Manuel Routines, P.L Orlando, FL 32832 Job Truss Truss Type Qty- Ply A0556654 61998 JD Jack -Open 1 1 Job Reference (optional) I Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(paltruss.com Run: 7.620 s Apr 30 2015 Print: /.520 s Apr 30 2015 Mi I eK Industries, Inc. Fn Jul 31 1 t:14:5ti ZU15 rage I D:Y5U hxrWv8W CtNAsOXX?MzvysxSJ-ZJ Lj D kH7Ch2a7_kJ23zEbig CN Wz2o6O8Dm 14bbysV. 1 -5-7-3 1-4-114 11 4-2-8 - 4X4 = ----' — LOADING(psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.54 TCDL 15.0 Lumber DOL 1.25 BC 0.40 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014frP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 0-8-0 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 137(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2=-137(LC 12), 4=-170(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-8=-351/273 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.02 3-4 >999 360 MT20 2441190 Vert(TL) -0.04 3-4 >999 240 Horz(TL) -0.00 2 n/a n/a 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 1 except (jt=lb) 2=137, 4=170. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Weight: 17 lb FT = 0% Warning - Please lhmooghly rarlerthe'A-I[OUT TRUSSB('1101, GTNIIA(TIDMSACONDITIONS CUSTOMIRCRY111 A(INOWSmGEME' I.M. Toity de4pe preserve end read notestas be Truss Design Droeing000)and 1411-1AlarNae;P1.lelnentesh"INelure DR. Unless otherose noted on the TDO, only MANUEL MARTINEZ, P.E. Met tonnMm plates shell he used In, the TDD to be said. As o Tress Design Ingineer Cu., Specially Eigineetl the real on try TOP mpreums on Imprinter of the ptofessioael tepuming responsibility for the dedgn of the single Truss deprcted oa the 100 only, order TPI-I. The dosign asrumptism, Wingeondmoes, 1 suihbihryandmed,hisTrussfannyBuildingistheresponobirAyaltheOenar,theOwoeieouthosizedgwIntheliddngDesigner,intheunless0thelRC,the111%theIntelNoddingrdeaadlPTI.TheopposealIN,TEDoadaryfieldosn1IN.Trues,in,ladingbaodrwg,noroge,installationoWbearing,shallboth. #047182 ,nponsibi6ty of0e eeilding Designer aad(coaonm.All noesul oil in lhtTED and the predicts and geidermn of the bT&gCompental Safety lalo,matien(160 published by TPl and SB(A or, WertaiedM general guidance. iP4l defineghe respansihiNNes nod dutindtle T,mt Dnigoer, Luss Design Togmnr and IOOI9 fIlOdl00 fir. TrmsMonufatlmn, oolen otbmise defined by a (onhad og,ted open m miring by drportin imolred The Truss Deeigo Engineer Ss NOT the Wdiag Designer or Trues Spates Engine,, lo, any bo0diag. All Capitalized Issues one or defined is TMI. (appigh1O201 S A -I Raaf Ttusses -Manuel Madmen, P.i Reproduction of lhis doument, in any form, is prohibited with mitten perathsion ham Ad Roof Trusses - Manuel Madieet, P.E. OrkindO, EL 32832 Job Truss Truss Type Qty Ply A0556655 61998 JE12 Jack -Open 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri.Jul 31 17:14:57 2015 Page ID:Y5UhxrWvBWCtNAsOXX?MzvysxSJ-1 Vv5Q411z_ARk81VcnUT7wCLrwHLXZeHSQmd72ysV 1 11 6-3-2 1-4-11 4-10-7 0 8-11 1 4 11 0111 0-8-0 6-3-2 4-10-7 Plate Offsets (X,Y)— [4:0-2-0,0-0-51 LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.01 5 >793 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.08 3-4 >710 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP120O7 (Matrix-S) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 153(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2=-155(LC 12), 4=-224(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 3, 1 except4=309(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-251/311 BOT CHORD 1-8=-475/367 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 1 except Qt=1b) 2=155, 4=224. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Winning-Pleasetbarooghlytedetrthe 'A -I form.Wlydetipaparmoamaad,ad oolesee this imsDesign poringhDO)andthey®aelNortueyPEBeleremeSheetbeloraose.Wessothenisestated oetheEDD,only MANUELMARTINEZ,P.E. �kirei tooaedar plates shoo he used for the NDIa be eahi Asa Loa Design Fng mr(.e., Spedolry Eaginemt the reel on any INrepsmals oa oneptum of the pmtnsi...I eeginnring rupoosibiGq for the design or the single arms depittedsn the100 oely, osdar fP41. the desyn ostomptioas, loading toaditiom, staid ¢end an, el this T—In, any lailding is the rmpeodbility of the ON., the O"omioothorind oge.l as the Balding Desigueyin the mment at the ll(, the ll[ the Total building tode and PH. She appromI Of the TOO and say fidd a,. of the Truss,indodmg bandliag, slmage, installation and bmr4 Ad be the #047182 rapnsality of the Bolding Desynnsnd[onrtmler. AgnolnsetoalialheTDDsa111s,t; tfites and guidelines al the 30bir component Salery byM and SBQ sa—f-med 1m generd geidonte. TPAld,h the rmpoosihiffies wd duties al tleLms Dmynn.TrmsDesign Fngirsem snd 10019(horlion Or. Tres N—facmrer, snlms othenrk, defined by o (anew agreed upon in nilisg by WI parties i nel.ed The 11— Design Engineer is NOT the Bold'mg Designer srbox System Fnginer her any balding. All (apilahsed lams am as defined in iPl-I. [mpydght01DI5 A•1 Pool crosses • 6lanuel Nodina, P.E. leprodadian of this domenenl, in any form, is pmhibh,d s.ith W itten permission hem A -I loaf Imttes • Msnuei Nortioee, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 61998 JE Jack -Open 1 1 A0556656 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30-2015 MiTek Industries, Inc. Fri Jul 31 17:14:57 2015 Page ID:Y5UhxrWvBWCtNAsOXX?MzvysxSJ-1Vv5Q411z ARk81VcnUT7wCMGwIYXZeHSQmd72ysV 1 4 11 5-10.3 1-4-11 4-5-8 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.01 5 >931 360 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.06 3-4 >929 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Gt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1=143(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2=-144(LC 12), 4=-189(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 3, 1 except 4=262(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-210/258 BOT CHORD 1-8=-397/308 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members;.. — 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 1 except Gt=lb) 2=144, 4=189. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0% I4oning-Please lhmooghlyrewier the'Ad ROOF TIOSSES(ialE11D[Nadl nitlf&(ONDMONS(DSTOMItrWTF11A(INOWI[DO[AUrform. Verily desipe pormarhn and mod oohs on this Truss Design Onring(TOD)andthebb-1 ntioey P.E.rdereote Neet before au. Do whereisestoed. the TOO, only MANUEL MARTINET, P.E. �Welt romrenar plots shall he used to the DO lobe word. Asa Truss Design Engineer (is., Speddly Egineer), the Wanner TOD represtats on otreplooce at the prolessioosl esgtsindng msp a,10 ry for the design of the single Truss depicted to IheTDO only, ender TPI-I. She design otsumptio.s,badng to.dit uss, ' suitability and us, .1 ffi, Truss Far any BuldinpisINioponsihilryefthe Nero, the Owners whodndagoal asthe luildiegDesigner, inthe mmen.1the [I(, the nC• the loot bekmpad. and TPFd.IhsoppravoldlheSDOmdoglidduseoSFheLon,udedioghundling,srmage,imtoOotionoodhmrmg,sho0hethe #047182 mspwsmdry of the lolGog Dcsgnerand(oahaam. Al auto ml not io lheIDDaodlhe promos mdguidef etdlhe loldiog[ompeneelSdery lnlormoion (g[SlJpahFished by lPl ond56CA muelnented for geeerd guidonce. fl4F defines the respoaubihfim nod dodesoS neLost Desipner.Imu Deugn[ogimaand 10019(hodton(ir. LmstlacuhMrer, unips othcnhe defined hr a C.ntrnn.greed upon m niNeg hY dl parties mro6ed 5, Truss Dsdg. Engineer is NOT tie luld-mg Designer or T-,Syslem Engi.... far ory building. AD CnpimNredterms me ns dermed'm IM 1. (opydghl ©2015 A-T loaf Tosses - M.nuel Matliner, P.E. leprododion o[ this dammeal, in a ry form, is prohibited with mine. petmission From A-T toot Trusses -Manuel Marriott, P.E. Orlando, FL 37832 Job Truss Truss Type Qty Ply 61958- JF Jack -Open 1 1 A0556657 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:57 2015 Page ID:Y5UhxrWvBWCtNAsOXX?MzvysxSJ-1 Vv5Q411z_ARk81VcnUT7wC19wFOXZeHSQmd72ysV 1�-11 7-0-1 1 4 11 5-7-6 Dead Load Dell. = 1 /16 ii N a0 N A eV V o 3x8 = 3x4 = 2.00112 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.01 5 >618 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.14 3-4 >461 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-S) Weight: 22 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Ot=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1=171(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2=-176(LC 12), 4=-293(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 3, 1 except 4=401(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-332/414 BOT CHORD 1-8=-623/484 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 1 except Ot=lb) 2=176, 4=293. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard NmnNg- Nome Mmooghlyntltr Om 'A.] IOOF ROSSESI'541Fg1. StRUIR TIN &(ONOOTONSQSTOM11(BOT1Aj A(INOrItNSENENf"1".. gorily des'rgeF.—das pndmod notesoe tMslrmtDdsign Diminpl1D01 pndtbe Yenpel MorrineL P.F.lehrzom Sbeetbekrt ou. Poless pthnrise stolid pp tM1e ND, only MANUEL MARTINEI, P.E. /� W7ehonotdm pknt sho06e pud for IheIDO m le tp0d. Aso hots Wp tngineer Q.e., Spetithy Engineed she un1. oey TDO repr..Ws on ndtpmero o11he prolasiooel e.g,eedq mpa ibgiry for the design of the singlelmst dtpgted u IN 100 only,mder Rbi. the deign ussomptions, ktding totdiboos, {/.'\` suimhihry and psepf lbishmsknny Bolding isthe eetponsibiDgJtht O.anr, the Otnei spulAotittd Agent or the Buldeg Desigmr, inikmmetl of the nLlbt llL lhdndlbnldingmda and RFLTh. ppmld the 100 and wry rield use of lh,Ttt,,,im6dmgbo.6q,d-9,, iweblioo and b tft shall be the #047182 hrmptoslddydlkBuOfgDesgnmand[onhadar.AOomessetoulmlheIDDpodthepmdimandgodefesoltheBoOdmg(omponent5derylntormvfionll4Qpubli>AedbylNondS6(AmerelnenudlmgemralguidamaRoldt(ineslherespeosihilifimuoddofinofllehoss0esigoer.TmxDe9goFogineaand I0D19Charlton Cr. ImssAl—fdd—, odtu othmise ddhndd byo(mbod ogmedupon in M.9by M ppdiu intoltdd.ThT—Ouign reginetrhNOT tbdlu'ddiog NOS —a Tmss Sydt. rngioea foroey boildiog. AO God6ud Innis me as ddmed io W. 6pyrightO70IS A -I goof Trusses - Mont Winn, P.L lop thdion of this du—M, in pay fom, it prohibited with mitten Permluion ham A -I Kul busses - Monuel Mation, P1 Orlando, Ft 321132 Job Truss Truss Type Qty Ply 81 A055665.I 61998 JF2 Jack -Open 1 1 I Job Reference (optional) 11 Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:58 2015 Page I D:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-ViTTeQJNji I IM ItiAU?ig7lSFKahGOuRg4W BfiJysV. Dead Load Defl. = 1/8 if 3x8 = 3x4 = 2.00112 0-8-11 , 1-4 11 , 0-8-11 0-8-0 7-2-3 5-9-8 Plate Offsets (X,Y)— [1:0-0-7,0-0-01, [4:0-2-0,0-0-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.01 5 >586 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.16 3-4 >420 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 22 Its FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 176(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-181(LC 12), 4=-310(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 3, 1 except 4=424(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-352/440 BOT CHORD 1-8=-660/513 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any oth'eremembers. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 2 and 310 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wmni,g•Nemelhoroup6iyferia the 'A.] IODFnUSSarSalElj. DEHTBASIFBYSA(OXDDIDNS NSTDYEA(BUf[81d(BADaaf06TNDII'Imm. Verity design pa,omehrsood rzod poles oathisTmu Oesipa Drariag(IDD)oad thtYanuel XorSeet,BE rdt,,ate SAeet before ese. un!"whemisednaeluthe TDD, only MANUEL MARTINET, P.E. �Yileh tanwe plola shell he used Ior the TDD to he raid. Asa Goss Design Fsgiam (ie.,lipeuoily (ugmen), the seal es my Too repeseal, as aatplmm of Ibe p leuiaeel'noa ring respamibility Ior The design of The tingle hass deputed aaTheTDD only, easier TPH. The design astumpliva, loading tooditioes, 'suitabilipaede,,ofthis Lms To, any BoldingisIheusponsibigryofthe On-,the0enes,saborrstdogalatheBuddingDesigns" inthe ualed.1the W, the IACthe Intel bedding msie end TPH.Ihtappromlofthe TODand egfieldas. offtNet, intlod'nghand(mg,storage,imtollafiaaoodboating, d.3bettu #047182 mryoesihSiryolMe Buldiogaesynn aod(onaadar. AD cola set ratio theTDOnod ThepmaRetail goidefine.1 the sousing Comparw klety lef—dinn)B(SI) pubkhed by TPl oadSOCA ae sfermoedM general guidon,,. RN deFneslhe usgasihifiliesoad dofin of the Lust Designee TrassDesign (agineeraad 10019 Chorlim CIT. Gnu Alaofoe.'r, onlet,.1b, M.defined by o(oabad agrzedeposioerilfagbyailp timimofeed. She Len Design[a ,at is NOT the Bedding Designer or Truss Spin. Fngioea Inaanybuilding. An6phratdtaraserrmd'hoedinal. (opyright©20I5 Ad 11.11wsses - Manuel Ma tinee, P.E. Btprododion of this dorasnenl, in nay in., is prohibited ■ith nniftes permission horn A•I roof (russet- Moouel Yortiaea, N.E. Orlando, FE 32832 Job Truss Truss Type Qty Ply A0556659 61998 JG Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:58 2015 Page ID:Y5U hxrWvBWCtNAsOXX?MzvysxSJ-ViTTeQJNjI I IM ItiAU?ig7IXTKXcGOuRg4WBfUysV; 1 4-11 8-1-14 1 4-11 6-9-4 Dead Load Defl. = 3/16 it 0 � rn 3x4 = .z.uuI I 300 = 3-11 ,1-4-11 3-11T 0-8-0 LOADING (psf) SPACING- 2-0-0 CS'. TCLL 30.0 Plate Grip DOL 1.25 TC 0.63 TCDL 15.0 Lumber DOL 1.25 BC 0.91 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014fTP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (Ib) - Max Horz 1=200(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-209(LC 12), 4=-407(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 1 except 2=259(LC 1), 4=555(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-539/673 BOT CHORD 1-8=-896/704 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8-1-14 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.02 5 >459 360 MT20 244/190 Vert(TL) -0.31 3-4 >262 240 Horz(TL) -0.01 2 n/a n/a 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 2 and 407 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/z gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Weight: 25 lb FT = 0% Wmning•Plecu Nmroog6iy crier the 'A-11OOFTBUSSarSHRII, GINIIAI TIMI(ONDMONSCUSTONIgr10rI11A(1NONIIDBFNINrform. Verity desilo parameters cnd mod soles co this Truss OesignD—Is9nDO)ond the LsnuelYcrdee,,P.LBehreore Shed6elors ou. UrNssmb-i—Ititsdoothe TOP, only, MANUEI MABTINEZ, P.E. it motion, plefe, shcD be used forth, TOO to be ,,bit. Asa Goss Design Ingmeer (.e, Spedelry Ingineerl the sealoa any TOD repuunit an areptocro of the ptofessioml engueming respontihniry for the desilo ofthe single Tmss depited on the TDO ody, under Mi. The design msempt,-, looding uedd m,suif,bihty andmeof this Trost(oreny Building is theuspeenibi6ry oftheDenn, the OmeisoA.dood spiel or TheDuOdivg Designer, in the ronten d the IK,IbaI11% the loaf heWng to de cod TPbl, The opin-1dtheNOW mry Geld ne of the I,.., indodiug bendbeg,niters, instollek cod hinting, shin be the #047182 A!"T' resposs@airy of f6e Builfog Designer avd (oohodm. Al..In sin out in lhtIDD cod the psestitm end geiddims of BeMog(omponent Witty lnformmioo llCSI)published by cod SBCA me iefnenndbrgenerd guidonn. IPhl definesthe l,sp-6ihties and dories of the yin Designer. truss Design[ngiseer cod 10019 (horlton Or. free, Nonufadmer, We,, c1b,rseise defined by s cuturn speed upon in,rung byy,U unties bo'ch ed. The frufs Dnsgn front,, it NOT the 11 0dmg Designer or Truss System Ing6um for any bedding. An (cpdndi ed retire ore es definrd bs IMI. Copyright @701S A-1 goof Guses-Mo—I Modica, P1. geprodudisn of this dommeol, in any form, is prohibited rich mitt,.lermissice hem A-1 goof Loses- Manuel Mortim, P.I. Orlando, EL 32832 Job- Truss Truss Type Qty Ply A0556660 61998 JG2 Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERGt, FL 3494b, oeslgn(a_Qaltruss.com stun: f.bLld s Apr ju zuio vnnu t.bzu s Apr su zul o rvii f el( inousines, inc. rn jut ai -it; iv:oa zu to rage I D:Y5Uhxrwv8WCtNAsOXX?MzvysxSJ-zu1 mmKOU(A9_SSukCXxDLlh_ksU?T8avkFkCwysV2 1-4-11 8-3-2 1 4 11 6-10-7 3x10 = 2.00112 4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.02 5 >448 360 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.33 3-4 >250 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1=202(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 2=-211(LC 12), 4=-419(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 1 except 2=263(LC 1), 4=570(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-554/692 BOT CHORD 1-8=-920/724 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the, bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint 2 and 419 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Defl. = 3/16 it q ' to - wo N N PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% Wmnieg-Plrose Mmoagktyrerierthe'A•I IOOr i111SS55("Sn(r!),D(NE7A(iFYYid(ONDI(IDNS(Uf(04(!('rUI(r)A(INDgI[D6(MENI'Iorm. peily design pammelcrs nod read soles on this host Design Draeing(TOD)ondth.11—lYordea,P.T.gderente Sheetbeloreme. Unless othenise slorcd on the lOD,only �ANUEL MARTINEZ, P.E. k kk (seam" plates shell be med for the TOD to be e.51. As o Tnss Oedgn fegineerQ.e., sped.10 hsmrml the seal on my Too reprenms on orrzploom of Me preieesi...I eegieeermg resp ositrili y for the design of the singleTmss depkied an the TOD only, under TPN. Thr drslpn assumptions, loafing meddioes, I soitohilityondmeofthisTrm,fornoygoAdingislheraponsibifilyatIS.Omer, the Ownersm1hoizedogenlorno11.1dingDmigeer,inthe metratol[he ft(,the llCthe I Ibmldmgs,do ondTPH. the eppio>ddshe Too md..y41dmeofthe Trmi,iededingbandli%shape,inshnotiooend lomis,skspbethe #047182 'Imp --Ibis of The lidding Dmignes end Cesnuto. AD nehm set o.t in the IDD end the prortkorend goW,b,s of Me ruObp Urnponmt Solets W— ionpfSQ publlsbed 4TP1 and SUA me,drrentedM greed oisinte. TP1.1 ddires lberespomibihtim ed Miss of the Tim, Designer. Inns oesigoEngine. end 10019(hoillon(ir. Truss HomktMer,..less olb-im ddimd byo(..ftd.greeduponionitiogbyolfpartimi-Wd.Th.Tmss Designfogies...h NOTIMrrOd.g Designer rTmss Spin. fngieees I., any bnifsieg. AO(aphobsed Worm me sis dermed in 161. -(opydght©2015A•I Ron[ Timms -ManuelMDrdnez,Pf.Rep rimtsonofIbisdommem,inrosytom,isprohibitedwithwrittenprmdssioefromA-1RoosTimms-ManuelMoniou,1`1 Orlando, Ft. 32832 Job Truss Truss Type Qty Ply -A0556661 61998 JH Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:14:59 2015 Page ID:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-zu1 mnKOUcQ9_SSukCXxDLIfOkyT?NZavkFkCwysV2 1� 11 7-0-15 7-7-9 9-3-13 1-4-11 5-84 6-1 1-8-4 7x6 = 2.00 12 7 2x4 II 4x4 = 2.00 12 3x4 = Dead Load Defl. = 1/8 it LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.09 6-7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.24 6-7 >395 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) 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, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = -100/0-8-0 (min.0-1-8) 5 = 412/AAechanical 7 = 697/0-8-0 (min.0-1-8) 1 = -100/0-8-0 (min.0-1-8) Max Horz 1 = 159(LC 12) Max Uplift 1 = -146(LC 25) 5 = -165(LC 9) 7 = -592(LC 12) 1 = -100(LC 1) Max Grav 1 = 307(LC 12) 5 = 412(LC 1) 7 = 731(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-281/0, 2-3=-593/452, 34=469/423, 4-5=484/460 BOT CHORD 1-8=479/499, 1-7=-479/499, 6-7=-489/514 WEBS 2-7=-1108/1415, 4-6=-466/532 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=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing. plate capable of withstanding 146 lb uplift at joint 1, 165 lb uplift at joint 5, 592 Not uplift at joint 7 and 146 lb uplift at joint 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 35 lb FT = 0% = Weoiog- P me Iharo-ghhrri:irci @i?A I tGDF1tGSSI((7pl[t), flxEGI littll B CGNDnI0N5 (UnONftj'BDRP) gCIaD'AIfDGENEFr hmi. Yirdy des L paiaeiele f ond feod Doti e-th+LossDesign Ding 000) end the theal N.tio«. Pl. brow« Sheet brio« in. DeF«s atder�se doted an Iha ND, oofp YiLl wan Dot lalm shoN Eeofedfor the rDll to b<ohd lsnl ns Dem Fa «eSena Fnmerl thn+roF ee ao IDDreeids ae a«on«oltle OtlfranartD 9«D us Dsibtie(o+the d—pat the sire➢oss de-ed oolha NDor,,ond«IP61.Thed«i•a+som tiovs,Hodn tendilieos, MANUEL MAflfINEZ, P.E. p ge 9 (. P My 9 y -„ p , PI, T9 D W V 5 +/ >m P 3 soila6i(3y wdsi+a ofikbLariloi dtryBaYdmgsilbatipunsdility,olthe Ooeie; the Odeniaotha$idogiit ii lSiBd-d'mg DesigotCmthe eootiit o!thi Sl4tNe tic the ld[ul baildidgidde oad iPbL The appuildo. lOD ondaayfietd-sllha(ma,imh„dinghandhog; seomge.ta+h9ation oed b«+mg. sholFbe the #04710Z «fpasfiiBry al the BoBd ngGeHga dCOD'tDMr gO ees IaotintbcIDDond$tpfwh[efa agr<deh« the BoDd gCorpoae Jgaferylntanot oo,'DFQ#,shiNy'flleod SB(A ve «law«lhr generalg�dan«.1PN detmesihe «spoodbihfies oad duff«Dube Lau Deugaet, Lou Design Fngineef ond 10019(hor"on (ir. �imnYwofoAo+erunt+-fer nedehmd hro(odr A......pamartg........et..... rfielruss0 garigm«ruB011h-BatE...................................... ..... «. (.......... Orlando, FL 31832 (ngauf (.. yboidttry,A6 (apBoC2ed L•tmwrcas defiood'a IP41. Coppight©IDIS,bYHoof Mosses-.Raeoel Afart;a«,r.E..[ep�odusnoo of Shs doFoinenf, to nf+y lotm,iF,pioh3ifedin�livnnen uifiam M1,tpooftniiies, MunuelkQlineF, P.F. Job Truss Truss Type Qty Ply A0556662 61998 JH2 Roof Special 1 1 Job Reference o tional Al ROOF TRUSSES, FOR f PIERCE, FL 34946, deslgn(daltruss.com Hun: /.b2U s Apr JU zulb runt: 1.bZU s Apr Ju Lul b MI 1 eR Industnes, Inc. t-n JUI Jl T t:-i xuu zuTo rage I D:Y5U hxrWvB WCtNAsOXX7 MzvysxSJ-R4bE26 Ke FvYO bb 14 Hv2AIYgvVBKgktEk807HkNysV: 1� 11 5-4-11 7-5-8 9-5-0 1-4-11 4-0-0 2-0-14 1-11-7 _ 9 2.00 12 3x4 II 7x6 = LOADING (psf) SPACING- 2-M TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 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, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except (jt=length) 6=Mechanical. (lb) - Max Horz 1= 170(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-139(LC 8), 6=-201(LC 8), 9=-186(LC 8) Max Grav All reactions 250 lb or less at joint(s) 9 except 1=428(LC 1), 6=464(LC 1), 1=428(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-960/683, 2-3=-1118/911, 34=-576/520, 4-5=-543/517, 5-6=-549/538 BOT CHORD 1 -1 0=-993/1042, 1-9=993/1042, 8-9=-1007/1060, 7-8=-101411061 WEBS 2-9=-544/680, 5-7=-592/633, 3-7=-559/542 NOTES- 1) Unbalanced roof live loads have been considered for this design. 4x4 = 2.00112 3x4 _ i61 CSI. DEFL. in (loc) I/defl Ud TIC 0.46 Vert(LL) 0.04 8 >999 360 BC 0.41 Vert(TL) -0.07 8-9 >999 240 WB 0.20 Horz(TL) 0.02 6 n/a n/a (Matrix-S) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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 wherea rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 1, 201 lb uplift at joint 6, 186 lb uplift at joint 9 and 139 lb uplift at joint 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard rn o jo to PLATES GRIP MT20 244/190 Weight: 40 lb FT = 0% ��•�';���;-Nt^oing•Flew lM1ei6ghhiiirci lM1e'd-1 100F11DSSESrSFII[tl,6Nnpl 1111316[DDLNiID15 MIDME►rpU1FY'j7[[gDHtFD60194'fdiui: Yinljdssifn poione!nrWiirudiimhrwrha Lo++Derign DiorieglfC@j on4t6rWwel nmraer, P1.g2oenceShtel he!ortcu. UalssoAer.rse stoteden!he lDD,ody MANUEL MARIMIEI P F '' giret nnnatorplbe++hntlbe med lm tht NDto 6r rofid., Itol�oA priyn foginee+(u;Sjeda!ryrnpineetl�IM1e+eol oa enrTDDtepreuoh an atepmon oSlue'pro!es�auelny`nceiiogitspemb3tp!a the devgn of the tinyleLoe+depitted otthe lDDor,!j,imder VI -I. the detFeo m+umplrotLba6ngtondliom, r roimhi6lp and ow oflF fmss lo°nlr 7diog t.lhe retpoa+�hrRjol rhenvner lM1eDme(enNhorRed ngertalhe rakking Dn(pcer lndrtwehaol7help(tht lr(,IM1e lamlbnTding code rod RFl. The opprerelel@e SDDondoerlieldneol Nt TN+t, indefiog ha dhnp; ttaoge,imtopolntod hroting. sheDhe lht# 047102 respasidtlpol the ruildiog Dewgop Lind CzlrettoL All ra'as M,wl k the ND ondfhe pratitrl and gGdirnilr dthe roiling (orpontel Sofery N!unaionR(SQpubhihe2 hy,IPl ond,Src/, merefataed for Retard Same. RN Mitts rh—sp. bifiti ...d Me, .1the lass Declgnet, Trot Mire Pnpi-I and iron Menu!amrnievliii ithitiiudefintdti p(onhotl e'etd �•�iiu i,rr.6 'ntl •' nmiolieLilfit%limepeo ["Yer„MDf tk gdtl �De rorlmii5'tem Fn'7afoi apha�n4 ID (o ittlrtA lem+ae es defined to lP41. 10019 (horlton Gr. n D'n P """""" Orlando, fl 32832 (opgtigh10101g p l9anllmisei� Neridel Mmhaet P.F tepmdomon ohh,t deroment W uoykrm, a proh�ded eTh+vnneopererission hom p 1 Poo! Im:us'.Manuel llettmet, Pi. N Job Truss Truss Type Qty Ply A0556663 61998 JI Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15:00 2015 Page ID:YSUhxrWv8WCtNAsOXX?MzvysxSJ-R4bE26KeFvYObb 14Hv2AIYgsHBJwkgLk80?HkNysV; 1, 4-11 5-11-1 61 12, 10-5-11 1�-14-6-6 0-6-10 3-11-15 5x6 = 2.00112 A n ri-1 7x8 = 2.00 12 7 3x4 11 6-7-8 , 9-8-11 1.4-11 5-11-1 .6-5-12, , 10-5-11 0.8-11 0-&0 4-6-6 0-6-10 3-10.3 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.06 6 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.14 6-7 >774 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) 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, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. All bearings 0-8-0 except (jt=length) 5=Mechanical- (lb) - Max Horz 1= 112(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1 except 7=-327(LC 12), 5=-225(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 1=383(LC 1), 7=353(LC 25), 5=517(LC 1), 1=383(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1037/745, 2-3=-1254/1049, 3-4=-1240/1040, 4-5=-577/555 BOT CHORD 1-8=-969/1119, 1-7=-969/1119, 6-7=-986/1141 WEBS 2-7=-732/919, 4-6=-979/1195 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=S.Opsf; 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 1, 1 except (jt=lb) 7=327, 5=225. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and e% gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Defl. = 1/16 it PLATES GRIP MT20 244/190 Weight: 40 lb FT = 0% •'•• W" • NahsiAdr 1nnv15e dLICOFIYLKSES HR GWIq ngYSb CONDITIOAS MOtla rgilfin ICrDOVIIDG 111it— rKi Yerijd s iii dni W,,od 6:n o'n thR bus, Desig. D, niq ODD)and Th. kmmelYm"'net, PJ. ge—fe she.ndeu cu. U .06-iu fluted a the FDD,o tliih umena, plak+shaobr Deed lot the rO�lo leiuDd., rtsol�on Ru g,MARiINEZ, P.E. 9 fnlneei u,l iic re'en the uolhn anrIDDee aunli oa ceu onn plebe esuoral eogi�ee,innponsibFly lm the desgn afehe single lrmtdepmed oo the NDon!pundn Rl•1. the design enomplions, badep uodDen, MANUEL go f n 5y wilohiGiraad me oflhsT an ia, arty ta7dmgtf lh ucponvh3dyo11heOmrt,lhe O�ceriout6atrted gecl cF Diegoidug Detlg•ri,inde ioeleai o'the lRGrhr Il(, W 1.dFPd1,igude edT?R Sbepproedol N TOD dcayfiddw Olhe TmkiuledNl badGvg, shrage,aAnC'olion and brarmg. shoghe the #04732 mpc eAdny olthegaild,'a3 Getignet a?d[ttToslof.ADtaaseticolmlhe iDOeoddaQ�mMtl and gcdrG?ec cfihegadd;g[orpo?eni So!e71uioimolim,;EfSgiuhGSEid hy,7lrondlg(A,me selereead hr genrml gaaloue. Ir4l defines,he respaas�ildiesaad dofies"lehalwss Deveaty rmu Deugn Ecginett Dad 1OO19 Charlton Qr. �L"sa Naeof cheer nisi ollip se definedbyoC hA aced p....... yll games eolrz Itie lrasi Oesig [egmeein NOl ILg It ig Oe..... o.. ss systemtngreerlo, myboiding,lUCapitaltred lsmwu os defiaedin fP41. (opy,igN©tols A•1loot Isosses•RrnuelMmhner; P,E..Pe rodudmo o(thls doromem,is aeylorm,ie proAl��ted enliih in permisi�on �F,om Tid YoolTmeses„Mgnuel Y.eilioi:, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 61998 J12 Roof Special 1-- 1 A0556664 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE; FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15:01 2016 Page ID:YSUhxrWvBWCtNAsOXX?MzvysxSJ-vH9cGRLGODgsDlcHrdZPImN?gXguTlwtM2krGpysVi 1�-11 6-3-11 10-6-14 1-4-11 4 11-0 4-3-3 , 4x4 II 3x4 = 2.00 12 E.51 5x6 = M01 12 Dead Load Dell. = 1116 ii LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.05 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.13 5-6 >856 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 41 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-8-0 except Qt=length) 4=Mechanical. (lb) - Max Horz 1= 124(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-268(LC 8), 6=-116(LC 26), 4=-230(LC 9) Max Grav All reactions 250 lb or less at joint(s) 6 except 1=655(LC 1), 4=530(LC 1), 1=655(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) -or less except when shown. TOP CHORD 1-2=-1267/1026, 2-3=-1178/1033, 3-4=-592/576 BOT CHORD 1-10=-298/225, 1-7=-971/1123, 1-6=-971/1123, 5-6=-988/1145 WEBS 3-5=-981/1142 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=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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 268 lb uplift at joint 1, 116 lb uplift at joint 6, 230 lb uplift at joint 4 and 268 lb uplift at joint 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard ••"••••• fi" K b rY I N Y K KU " " i "a iomdad on 'hd I ; h161 Tim Drmra D'on eYeo elYm' n r t M1 I Win Uv s nlh "'"""""�•��Weiang=W:uie ihhipgdlyiitier! e,Altf-0f1 USSES('SFL[[.1, 6I1RtAl iF 16(OKD i10A1( 10 E11"BUTtKj C OMLFDrdIlFN[!fam.�.Y«ly des�g pa d« Fotefo fTm 94 gITC 1 dM v ha , i Ameeml r. 6eoeete. M othenne Ymedo efDD, poly NOEL MARTINEZ P.E. �4ilehmnoMa,Pieies shag heated lm lht rDD to heaoGd;lsoAuu Diugn fngigee[(e;Speriv!Iy[Ipiaetrl l6e ttol an unrlGOrtpreunbanaaplvon of tSe pie}tstiera eng+eenop«spanpbUily lm the dedgo ofD�e sing!r Lon depkhd oo the Noonj,wd«1PI•L the detFen oswmplioes,lood'mpeendfiom, r «i1oM'kt Woseolon, rresslmonyg.7dmgrsl6• espans'hdiYyift6e0me1 theonii%-u iiftia 6ji H ii the Kirk' gDhdgverm0e<unleelodthelhG@e1KGthelweihiddoge e-tdTPhl.lheeppiovol ItheIDDandayFeld we.116etim ioddingha hq.sltioge,lasIcWteadGmdq.shellbethe #047182 respees,3i(nY of Megogdmg Desgvu eW[outrcttoc AO poles-uycct iothe tOD?nd the prafices and gGdeGeetdlM1e goild7g(orpoet¢I"STt�ty lntolmulan;6f5fjplthGs6ed by iPl oodSl(A me«(meat:far gtverolgcidome. IPld de(metthe respomibirfiesaddufuso}1M1eLon Ocsigatt, Lan Design Fyiae«ond Tmn eiaededmer;odrii:Uxi lid deGntd6'y,eCo hom agdid ijonmrttiyhi'.P Lioki......bossD....r... ........ ... ga..............i... System[grstu l.. mry hnE ag,A0 (opDnGErd lams meat defined'mfel 1. 10019 (IIDri100 Elr. (o EM©t01S�kllooflioiiii+kelioelMurticei;P.L'Ir•oduitionofthisdoioment;foonylotm;iipiobi4Bediiihreitiiopd®tsionliomA-tYooftioiicsi oelMct'wet,P.F. BIIOIId0,f132831 ,. Job Truss Truss Type Qty Ply A0556665 61998 A Roof Special Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIEKUE, FL 34U4b, aeslgn(daitruss.com Run: 7.62u s npr aU 4u1a rs!I- r.oa a npn " uZza, �. " w ID:Y5U hxrWvBWCtNAsOXX?MzvysxSJ-OTLTnMunXojrvBTPK4egzwAgxtVC170biUOoFysV. 1 4-11 4-9-4 5-3-14 8-4-0 11-7-9 1 4-11 3-4-9 0-6-10 3-0-2 3-3-10 5x6 = 5x8 = 2.00 12 l.Uu 6 LOADING (psf) SPACING- 2-M TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014(fP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* 131: 2x4 SP M 30, 83: 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except (jt=length) 4=Mechanical. (lb) - Max Horz 1= 65(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 1=-556(LC 9), 4=441(LC 5), 6=271(LC 27) Max Grav All reactions 250 lb or less at joint(s) except 1=971(LC 20), 4=805(LC 1), 6=279(LC 13), 1=961(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2526/1420, 2-3=-2671/1509, 3-14=-2941/1647,14-15=-2977/1655, 15-16=-3023/1654,4-16=-3024/1645 BOT CHORD 1 -1 0=-318/180, 1-7=-1357/2455, 1-6=-1357/2455, 6-17=-1371/2479, 5-17=-1379/2505,5-18=-157812948, 18-19=-1578/2943, 4-19=1576/2939 WEBS 2-6=-533/378, 3-5=-433/967 NOTES- 1) Unbalanced roof live loads have been considered for this design. CST. DEFL- in (loc) I/deft Ud TC 0.81 Vert(LL) 0.19 5 >664 360 BC 0.98 Vert(TL) -0.31 5 >391 240 WB 0.37 Horz(TL) 0.10 4 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; 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 3) Plate(s) at joint(s) 1, 4, 4, 6 and 3 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 5 checked for a plus or minus 3 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 lb uplift at joint 1, 441 lb uplift at joint 4, 271 lb uplift at joint 6 and 556 lb uplift at joint 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 236 lb down and 216 lb up at 4-9-4, 134 lb down and 141 lb up at 5-2-12, and 107 lb down and 104 lb up at 7-6-7, and 95 lb down and 68 lb up at 9-10-3 on top chord, and 157 lb down and 89 lb up at 4-9-4, 50 lb down and 38 lb up at 5-3-14, and 36 lb down and 40 lb up at 7-6-7, and 21 lb down and 40 lb up at 9-10-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=90, 3-4=-90, 6-7=-20, 5-6=-20, 5-11=-20 Concentrated Loads (lb) Vert: 5=50(F) 3=-167(F)14=-64(F) 15=16(F) 16=31(F) 17=-157(F) 18=-36(F) 19=-21(F) PLATES MT20 Dead Load Dell. = 3/16 it Ir v �o n S -.-. GRIP 244/190 0 Weight: 43 lb FT = 0% - 'je, ne Mo!viog-Plchw,he+?�6hiiiitr 0ie'd;ItGOF 17L55(f("f((([F'I,G(XFIA(TEPMB(OM61nONS(OSIDNfij'BU(EP'}!([Ngpl((D6F➢f6i';htm.yetihai',is, pmomern;boa;rtea+iOo,M,rwnets�mo.4pcglrnamrurn,tivana,Pi gderevsa yhaFhefarme gakss othenlu sfoleden We rDD, AN M UEL MARTINET P E tlirth wvnceor p�rieish�IlMawdkrlhr lDDhbno6d'IsvLms 6rs'ryn l 0gm (e, dperighr�IpgiveerS lberrol on voeID6reprmenh vv mupMnrr of thtprcdi,'sbral rogivwwp,etponvbgily For she design alshniny!r Lon drry'ded oothe lg0 on:y, undo lPid. the design nwmptivas,lordeg wodJieos, r A!wltehiFsyvnd sot of Rn iwtt lv(mry 6NSmgviheitspensi7lUjpflM1e6mn lh 6 ott's aulhorhed ogeFl crlhe6mdfng 6t goer In th ronletl ol,M1elACIht IB(Ihelo,ol bold yrode cnl7Pb1.(he epprovol of the lUg and eny frtld me of Lse rwss,6J ngk�dfiny staoge,lastoP�lion vud brorgy,EelF Se sbe #047162 re,p:nti:3gayol l)tt &nldiy Detignelend[aaboRu; An totes srd:as iv thel6D andlFe pretgmpndgcdirmnct,br loildng(orppnevl Sndery haoinehvn B(SR publit�ed 6y 111 oodi6U orrrelmrvredhrgemml gcidotst. lPld derinatbe rtsponubgifim evd dosim of OeLrtt desigee,,Tmn 6r03t Fngitem ood 10019 (horlton (Ir. T,.. Nenuteslmrr uaru 7her ne d&id by.(41QK dcpoo iom6g byrtlr p Ne, mvolt �helsms gemgo Fgmtis N616 bi Di 1Fesgner m T.65y bi 6ner h, eny beding, An(apilehhd leansme m defiled io ni. Orlando, FL I 32832 � (opysighs©I615 A,1 goofliosiei+Ncnnel nert;veatPl,Yeprodumon of thiidoiomentinn fiom A-11 Oiuites;Monue�Mcttinet, P.F. Job Truss Truss Type Qty Ply 61998 JJ2 Roof Special Girder 1-. 1 A0556666 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15:03 2015 Page ID:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-sfHMh7NWYgxaS3mf71 btNBSMSLFQxCWAgMDyLhysV, 76x8 = 2.00 12 5x6 = 9 nnl 19 1.00112 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.16 6 >770 360 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.29 6-14 >432 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 *Except* B1: 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc puflins. BOT CHORD Rigid ceiling directly applied or 5-3-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 0-8-0 except Qt=length) 5=Mechanical. (lb) - Max Horz 1= 76(LC 27) Max Uplift All uplift 100 lb or less at joint(s) except 1=-489(LC 9), 5=-380(LC 5), 7=-341(LC 27) Max Grav All reactions 250 lb or less at joint(s) except 1=954(LC 1), 5=744(LC 1), 7=268(LC 13), 1=954(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2373/1206, 2-3=-2520/1304, 3-16=-2402/1282,4-16=-2415/1280, 4-5=-1454/707 BOT CHORD 1 -11 =-294/168, 1-8=1181/2309, 1-7=-1181/2309,6-7=-1196/2338, 6-17=-1209/2379,5-17=-1212/2376 WEBS 2-7=-566/423, 3-0=-418/943 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=5.Opsf, 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 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This.truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 489 Ib uplift at joint 1, 380 lb uplift at joint 5, 341 lb uplift at joint 7 and 489 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 150 lb down and 165 lb up at 5-1-13, and 96 lb down and 93 lb up at 7-1-13, and 87 lb down and 61 lb up at 9-5-9 on top chord, and 355 lb down and 203 lb up at 5-2-11, and 15 lb down and 10 lb up at 7-1-13, and 4 lb down and 16 lb up at 9-5-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 7-8=-20, 6-7=20, 6-12=-20 Concentrated Loads (lb) Vert: 3=-58(F) 6=355(F)13=47(F)14=8(F) 16=7(F) 17=-4(F) Dead toad Deft. = 1/8 it PLATES GRIP MT20 244/190 Weight: 46 lb FT = 0% •; ;Wrininq=Pl me tdteoo*iHer the A4 ROOF IRDS$5t111tR..6(ARAI 111116(ONDITIONS(11nONR r8M,ACINDHUDO111N"hriiYnfydnga pmmnNns andread tree oa Ihis Trms DnignDrmig(1OO)and the Manuel 4mtatL PE WatieShtet beforeeu. Men otbeMTstolid ee the TDD,only Wlelmmeeo11 rpMeh shag he audfol lM1e RD hDt ohd..lst Dose Dnlgn fngreen(e fpnmbY•lagbnf),Ihe uoI oo m/IDDeepfeums aoareplmnoltbe protefsloralcog�emiop ltsporiMly lm the design of the dnglelrms dtpietdto the TOO onFr,undee TN-l. 14deugaassomptioes,load'mgu lion, r ' E. sailabihrymdmrotlMi' iirotenybegdiegiflM1 mpbinibggp'of16eO nerlheOtier'sauthoried gealKOeEeAd6igDesigaee;NM'r'soaletloflheJRGtM1llBf; thebralbuldiepiedeendTP41.TM1etFDrordofIliaRDondcagfieldmeogM_eCmn,indcdingkmdfmp;storoge.(aslaDalionaadbrodap.sloNbethe # 047192 rnpens:DJa(ol lNe Wild'mq Ueupnu aod(oaraaa; AO mt�fseteutmIlia TOO,mddi prartirts and pj(So tylnlo�moAoo(R(57pubOi idbr,Rla'&Ume ulmeattd lm gcntrol gcidmee.I&I dcfmaAe rtspansibiGAes and dufin ottheLnt Deupnm,UastOts'ryofnpotp aad irmt NaaolaRmee;ua!tis:iFtsriie Maid bjd(mhcd iOiid On mmtip War pamnmebhed.;The lidodeaga U0rtr n PDIMe NoaCagNi!y dtlroiisoiairayGetrsienirbu;dmg, AOCopiuNxrJ lamsment dtfimdroIPFI. t�019 thDFItOO Lif. """' Orlando, FL 32832 Copyrybt©�DlgdlloolUmses Rlrnaelaaitiaer<PE!teproduthanolibis dammeM sa ooyipra�, isprahywtteda thnnaea petmsssinn 6omA1..Roo{Irassas ManuelMwtmm P.E. Job Truss Truss Type Qty Ply A0556667 1998 Jn Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, oesign(aDaltruss.com Kun: r.ozu s Hpr au zu t o Print: y.ozu s r+pe au eV 1 o Ives I tln HW1.1 I lUb, a w. err ,ter , r , , . r ,.� r �og= ID:Y5UhxrWv8W CtNAsOXX?MzvysxSJ-sfHMh7NWYgxaS3mfzl btNBSU?LRSxH7AgMDyLhysV: 1 4 11 1 3-6-8 14-11 2-1-13 io I U) 0-8-11 3x4 = 4 1 4 11 9 D -0S 3-6-8 2-1-13 - Plate Offsets (X Y)— [1.0-0-10 0-5-14) [4.0-2-0 0-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00. 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-8-0 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 86(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2, 4 except 1=-140(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; 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 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4 except (jtAb) 1=140, 1=140. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mrtsmg-Neau thoroughlyPerdu the'A.) Vvilydesigopammeren and read oohs ea lhisirvss Design DrariagjfDO)ondibe YenudMartineL pi.Idnmm Ncetbdore rte. Desists othmise stolid on the fDD, only !sMANUEL MARTINEI, P.E. AMrnnaerto, plates shell be used I., the MD to he s64. At a Tress OnigoCngioeer(.e.,Spadalty(aginenl,the uel on say TOD repreteats oa wpm. the proleniseal enginenivg resroosingiryfor the design ad the single Truss depleted an the NO ody, War W. The design assumptions, boding soaditiaob s.bbiblY sad use of this Tross for any BuOdng is lh—spe,ibibq of the Near, the (leasts authcuM a gem as the I.M.g Designes,iothe -anal of the 11C, the 11C the Wal bolldiag code and TPH. The approed of the TOD and our field use of the Truss, imbdieg handling, sserage, W.Doliae sad 1%.&%sbe0 be the #042182 espaas,"of the 110din Designer and Couhodar. AD asset set our in TOD cad The psetthes cad guidelines of the 1.1din(omponml5dery lal"eation IICSQ pobrU,d by ard SB(A o,nelerencedI., Draw.) guidanu. TPN degnn[be resgan4biGtn ad statist at Ike Trust Dcdgoe,, Tmss Usigo Boost, and I0019 tt10lttDll fl(. i Trust lisrobta—, oaitts alb —in defined by a (on4o0 sg,eeA upon m esmng by all parties i-Ind. The Truss Desiys Too... is BOTibe landing Designer o, Buss System (.give,, for any bidding. All (apdo6xed tams srz n defined in 1&1. Capysigh1O101g A-1 loaf Lusms-Monuel4n0io¢, Pi. 1epiedo0ion o1 this dommmt, io mry far., is p,ohib0ed with mitten pmmisdan hsm A -I roof Tsuues • Alonuel Msrtioes, P.E. Orlando, EL 321132. Job Truss Truss Type Qty Ply A0556668 61998 JK2 Corner Jack 1 1 Job Reference (optional) ,A1 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 1-4-11 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15:03 2015 Page ID:Y5UhxrWv8WCtNAsOXX7MzvysxSJ-sfHMh7NWYgxaS3mfz1 btNBSU2LQkxH7AgMDyLhysV: 3-11-2 4.3x4 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 3-4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-8-0 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 95(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 4 except 1=-134(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 4, 3, 1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4 except at=lb) 1=134, 1=134. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% Weromg-phase Xmroughlytnin The'A.1 ROOF BOSSES('5E1(Er}GEX(4UEAWRd—,, Shed hot ... m Onlessatherdsestoted oo the TDD, soft MANUEL MARTINEZ, P.E. '�WTeh mneenor plates shall be ured for Me1D010 AeroBd. Aso huff Design fngineer (I.e.,Spedolry Eogioentthe real on ocy 100 mPI-41 to Dteeptoote of the ptofnsi000l eso'oe ingrespoosihility for the deufo.1 lb, shifts hots depined so the TOO only, nodes TPId. The desga assumpdons,boL A toodOiom, 'smtobihlyardsso.1this1—foranyBsddngisthersposihifiryolthea.."theonerioo1W.1ogoalortheR.EnDasige.,hethe'nlendthen(,[hen(.thehmlbildingoodeoedTPH.ThevppromldtheTDDandnyfielduseoftheTmst,hd.TrghoodGnysluage,isstollara. A lostmg,shollbethe #047182 aspus30iry of tM1e 8s0dmg0es'rynerand(onnans. AO sots ulomio lhe100 mdlhe protlhn sod geMelinet of Drc BuOd'mg(omponeniSdery WormNian(r(SQ pahrnhed by ITT WSB(Ame reler,r,,d I. gm olguidsota FEW defineslhnespoev'hiDEies sad dufin of the moss DesigoecLou Oesigo loginen ssd 10019(horllon(ir. imssNonntostmer,udess stheniu deliixdby o (anfron agreed opn m writing by o0 porfim meolred the Tmm hugs Engines is XOTne Bald'mg Dedgner or imss Synen Fogioeer fir ary bong. AO(a*k,d firms areas defied io T&I. Copyright@ 2015 A-1 rmf Emus -Manuel Martiner, P.E, reprododion of this document, in any form, is prohibited with written permission Tom A -I roof Tmsses- Manuel Mortises, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0556669 61998 JL Corner Jack 1- 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com ' Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15:04 2015 Page I D:Y5 U hxrWvB W CtNAsOXX?MzvysxSJ-Krq kuTO8J83R4DLrW 166wO?halndgkNJ3OzVtBys V 2 2-4-11 0-8-11 2-4-11 co U da 6 LOADING(psf) SPACING- 2-M CST. DEFL. in floc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SIP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-11 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 = 219/0-8-0 (min. 0-1-8) 2 = 49/Mechanical 3 = -12/Mechanical Max Horz 1 = 58(LC 8) Max Uplift 1 = -94(LC 8) 2 = -45(LC 8) 3 = -12(LC 1) Max Grav 1 = 219(LC 1) 2 = 49(LC 1) 3 = 13(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=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 7 lb FT = 0% Wasnuq• Please ftioaghlpeier the'A-f 100F T1USSB(IR11111 GENIRAl TE1WS is(DNDMONSCUST0W11(-IUI'E1j A(INOWEEDGIA017Imm.7,dry design pe,ometen and mad notes oa this Truss Design DritingODD) md the NMIM.rdmt,PiR,fmmte Sheet beles'On. Dole%olb-ise stated m the Too, only MANUEL MARTINEZ, P.E. WTeN mnoMm plates shoN he areal for the IDD to be rood. Asa Truss Design Fngineer(i.e,Spedolry Oginemt the ualon any IDO mpremmme als on mmpof the p dawmol engineering responsihiRry forth, design of the siogleTross deputed on the Too only, under Wl. The design assumptions, load:,§ maditiaos, !' smta5ifiryoadoseollhisTrmslworryBoBdmgislherespondhTryolthe0enr,IheOnoer'somhoritedoge'torch'luddiogDesigaer,inlAetanteatdihele(,IheIBLlhelorolboildingrodeondlPFl.Iheeppromlolthel00ondonyheMosvoltheTruss,:urinal'mghondling,steroge,iaYollotroeoodb,orewys6ollbothe #047182 po WityoftheNoddingD,,gn aad(onhotlm.AOnotessetoatiotheIDDandtheptarfitesandgeiddnesoftheBeAdiog(arupee.1SaferInformation(131)pubfshedbyTPlnodSKIon,,f„,.,d1.generalguidonm.IPiddefoes]ber,,p.asilbiliti.nodduAesofthemussOesigner.TrmsDesigntoo...avd 10019 (horlton Or. Iruss WoeOw—,W oth—i a Wined by a(neraw ogmeduponiorrilingbyalipnrries-Ned.The Truss Design Engineer is NOT fine Buddg Designer 0,-Systeen login eerforaoyboDdag. NCopOoru,d Ismsme ndelindio I&I. (apydght@701S A-1 Roof trusses -Manuel Moctiner, P.E. Reproduction of this domment, in any form, is prohibited with mitten perenissina from A-1 Roof Trusses -Manuel Marriott, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 61998 JL2 Corner Jack 1 1 A0556670 A Job Reference (optional) -'Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15:04 2015 Page I D:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-KrgkuTO8J83R4DLrW166W O?hDlongkNJ3OzVt8ysV2 1-4-11 i 2-9 4 1-4-11 1-4-9 3x4 = 4 0-8-11 1-4-11 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-94 oc _pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 67(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 4 except 1=-143(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4 except Qt=lb) 1=143, 1=143. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Nanning•neasellewsaghlyreiewthe 'AA 100FTRNSSES(-Sa[E11, GERM TEgs69(ONDMCNSCUSTOMIlrBUngjAnNDulFOG[M rfmz. Yerily detigo parmmrcrsood mod eoln oo this imss Desiga Dro.Hop(f0D)ondt6e YmaelNndov,P.F. gelermu Neetbelore use. U*stathe iseiwdeothe FDD,only MANUEL MARTINEZ, P.E. �CA manedor plates shelf be used be, the TODI, he raid. Asa Trans Ong. Engineer 0.e.,Spedelry Engim,L the u 1 on oey1DD repusrals oa w,pmomal the pmlmsi-I eagineesing respoosibility lorthe design of the siaglOrms depitled oa the TDD poly, nudes TPN. The dedgo osWmpiroes, bediug medigons, ' tuitobitirymdmeollhisLmslmaoyrmldmgislhemtpomibiiryollhe0wem,IheOaner'southodndogeolorlhehudd'mgDesignm,iolhemmeatollhen(,IhanUheMmlbmMingtodeaodlP4l.Th. appowalofthe TODand Mfield use ofshe Truss, inddoghandrmg,slosoge,mstaUotioiWlootmgshall beThe #0471B2 ' uspoes3Uiry oTihe BuNdiog Oes'gnm and(oaDenm, Al Dotes ulaot ie lbaTDD and lbe psotlue: end guidelines of drt Auiidvg(ompeoeat Snlery idmmation(1(SQ pahNshed by lPl wdSR(A me mlermmd lm geoesal puidosee.TPI-IdeNaes Oe responsibiiNet Dad dufies nNAeLms Desigoa.Lex hsigo [nginemaid I OOI 9(hoillon(ir. Isms Mowtatsmee, uolms otherwise d6sed by o Commd gmedup. in mifieg by all puma meoired. The Less Desiga Too... is NOT Ike W&9 Designer or Truss Syslen Fegioeer To, any Ina2aag. AO (apila6md Irrmt me es deimed is 1PF1. Copydghf ©R015 A -I Roof rrusses - M.—IMartim, P.E. Repmaladioa of This domment, in soy fasm, is pruhibiled with mines permission from A-1 Hoof Trusses- Manuel Martinet, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0556671 61998 JM Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15:05 2015 Page I D:YSU hxrWv8 W CtNAsOXX? MzvysxSJ-o2O76pOn4SB I iNw24Sd LScYt898B PBdTHgi2PaysV� 1-2-13 1-2-13 v cb 0 v 0 , 0-8 11 1-2-13 0 8-11 0-6-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/T'PI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-2-13 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 = 136/0-8-0 (min. 0-1-8) 2 = -0/Mechanical Max Horz 1 = 30(LC 8) Max Uplift 1 = -55(LC 8) 2 = -11(LC 8) Max Grav 1 = 136(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 4 lb FT = 0% Nmnmg-PI....rh,,oughdy«dewlhe'A-1 loaf TRUSSES(-SRlfg"A fdlagAl ngMSA(oN0010p5(USfONFI(-BU7fIj A(CAOWlE06(MFNP Iatm.v-,ayde4paparometersand mod eoM of lhis lmss 0mign gratingODD)ondth,0a 1Nmdae4P.Egelerena NMbefmnse. Unleu afhn�ise stolid on the lOD, o�dy MANUEI MABTINEZ, P.E. �NireA r.,,an, plats shoo be used lot the IDD Is be valid. As a Lu o aetigo login... (.,., Sped.hy Inginem),the se.l so my Too toprestmt an amp1om.1 the prolessinaal esgioeetEno respoov)ibry lo, the design of the single Trust depi,led on IM1eIDD ally, under TP41. The desige ostunptions,Weding medtivs, suita5ilry and use al this Less for ary ldusiding is the mpo"Ibr3ty of the Omm, she a,neisoutherh'd oReal or to Bolldus Design", in she mntemdif. ME, [be fll, the Wall building (ad. aad W. The approval of the too and any field use of the Truss, including handling, surge, installation and laming, 'bob. she #O471 B2 101poas3liry oftbe BoUdmg Desgon and[oohoatm. Al nor xtoa in lleTDO and the punth["ondgoidelinsol Me loilding[omponml5alerylnlormotion(B(SOpuElish.d bylPl and Si(Amgdneneed l"geonoI guida.m. IPld hoes the msponsibiEksand dofies d Is, Tian Designer, Lux Design legmeea and 1OO19 (hoPlton Cir. To.,, M.auloammy unless ot6enue defined by a Controm agxed open in mmng by dl parfies involved. The Tr,s Design Engines, h NOT the Building Design., as 7— System lugi-, In, any building. AU C.;hked hams me as dermed is IPN. 1opynigbl©1015 A-T goof Trusses-Mnnuel Mnrlinet, F.I. Bepaadmlion of This document, in any form, is piobibiled with mitten permission from A-1 goof Tiosses- Manuel Manioe,, P.I. Orlando, Ft 32832 Job Truss Truss Type Qty Ply A0556671 61998 JM2 Corner Jack Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss:com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15:05 2015 Page I D:Y5 U hxI Wv8W CtNAsOXX?MzvysxSJ-o2O76pO n4SB li Nw24Sd LScYtv98sPBdTHgi2PaysV2 1-7-7 1-7-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 17910-8-0 (min. 0-1-8) 2 = 17/Mechanical 3 = -16/Mechanical Max Horz 1 = 40(LC 8) Max Uplift 1 = -75(LC 8) 2 = -22(LC 8) 3 = -16(LC 1) Max Grav 1 = 179(LC 1) 2 = 17(LC 1) 3 = 11(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=l70mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member -end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% Wmniag-Neese lbmeoghfyr Iwhe'A.t IOUFTBUSSISjMillIGFNSMIlliiSB(ONDMONSCUSTD II(BORBj A(NOWIMEI rIorm. Yerity dctiga poramerers and mod soles onlhisT—Onigro—iogODD) ®dlhe YanoelYorcov,pE Betnen¢Shetl6eraeose. Valesalhenise stofed oe the ND, ody MANUEL MARiINEI, P.E. AMifeh spottier plops shall he Dud Ior the TOO la he nhd. As a Imss Onign FngmeerOx,5pedolty Fngineetl the seal on any f0D reps on atteptatmartbs per. nginaning rnpondbft for dhe design of the smple Erns deputed ao Ihe1DD Daly, ueder RFI. The design aswmpfioos, laed'mg toedniom, mitahirityandneofthisDnsforanySoddingistheuspesibiDtyohhe0—,tbe0metioothadtedogulortheBuildingMdgnoyiolheurtetldlhellC,thelB(,thebmlhoB&ogtoddondTPFI.ThevpprorvlofthelDOaedoayfieldnealtheTruss,indodmghoedkag,sbroge,iosmUofwn�ad6rnymg,shopbethe #047182 urporsibUiily of the Building Desigenond(aahadot.AOeolnuloul be ae IDD and the prodisn nod gaidefn, of the BuOding(omponenl Slop lolm�oo(154 pobkhed by TH and SBQ nnelmmred for genial pAca .W1 deCmes or respusiblGtin and doers of the Goss Dedgner, Inns Oesigo Fagineer and 10019 (horlton (ir. 1misAlonofar-,odes ot-h. ddiedby aConftod ogreed upon it nning by oN podin meoleed.Th.Truss Oesigo Faglneer is NOT III Building MS.,,ar Trost Syslem Fngioeer for nny bung. AUCopNAdIsmsme idefind'm M. Copydght@ 20IS A-1 gwf fsursn. Memel Medinet, P.L hpmdudion dthis domment, in Day foe., is puhibiled pith "ritten pesmisdao hem A-1 goof lmsses=Monuel Madioee, PE Orlando, FL 32832 Job Truss Truss Type Qty Ply A0556673 61998 JN Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15:05 2015 Page I D:Y5U hxrWv8W CtNAsOXX?MzvysxSJ-o2O76pOn4SB IiNw24SdLScYt39BvPBdTHgi2PaysV2 1-5-2 1-5-2 4.00 12 2 N a0 T1 6 B1 3 Qe ttTooY 0 Q^ 2.00 12 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014(TP12007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-5-2 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 78/0-8-0 (min. 0-1-8) 2 = 42/Mechanical 3 = 36/Mechanical Max Horz 1 = 35(LC 8) Max Uplift 1 = -29(LC 8) 2 = -28(LC 8) 3 = -20(LC 8) Max Grav 1 = 78(LC 1) 2 = 42(LC 1) 3 = 36(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.0psf, 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 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Nmomg-Plense l6oroog6lyrnivthe'A-I ROOF TRUSSESI'SFIEER), GfNFRAI IERNSA(OXDaI0N5(USi0NF1 rB0iEIj A[AXOMlE06tNENP Imm. YmOy dniyn pmometen ondmod Doles on ibis hisgesign Notdog ODD) no the TUB, only MANUEL MARTINEI, P.E. MiTek tonaemor dates shoU be used for the TDD to be void. As u imss Design Engineer 0., Spedaltf Enginenhthe seal no my TDD tepresauts on implants of the protetsio,ol e.jiuming mspoosiblity for ib, design of the single Trots depkted on the IDD only, under TPbI. the design assomplioos, laadiag roodlioes, suitobiUly, and use of f6.,Trom in, oey Buldieg is lhegsp—Iffify of the OmeyIt. Boost'sauthorimd ugeal or theRldiog D.0gum, in the mnb.t of the lK, lie ll(,Ibe knit 6N ugmdeend TP1•1 .16e oiopuvol of the TDD and Day held so of the Truss, including handfmp,stomgo, instdlalroo end hosing, 64 be It. #047182 /!\ pmubdiq of the Building Design,, and(onnmter.All We, set out in the TODuud the pro0ites and guidelines onhe guldiog(omponeol Solely hh"untionh(S4 published by RE and SB(A use mfineumd lm Ravel guidonm. IPDI d6oeslhnespoou3iGtiesnnd duties of he bass hsigoer,I— Design 1.0..and 10019 (horlton (ir. LumNonuktMer, odes sthenise deNircd by o (onfrod agreed upon iu eridug 6y dl ponies imelred The boss Deign l.0...i is NOT the luV g Designer it Tram System [ngmeer for mq building. All (opihlised hrms me ut defined in IPN. (apyri9ht@2015 A-f Roal Trines - Ain ... I Nominee, F.E. Reprod.dion of this dosumem, in any loan, is prohibited pith mitten p runission ham A-1 Roof bosses- Manuel Nottim, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 61998 JN2 Corner -Jack 1 1 A0556674 Job Reference (optional), Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15:06 2015 Page ID:Y5UhxrWvBWCtNAsOXX7MzvysxSJ-GEyVJ9PPriJ9JW UEeA9a7p42vYTQBdtcWKScxOysV2 126&A 1 4 11 1-4-11 12 0 -7 Plate Offsets (X,Y)— [1:0-0-14,0-5-141 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.02 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-5-2 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 139/0-8-0 (min. 0-1-8) 2 = 17/Mechanical Max Horz 1 = 35(LC 8) Max Uplift 1 = -57(LC 8) 2 = -19(LC 8) Max Grav 1 = 139(LC 1) 2 = 17(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Worninp•neawlhoroupNyrvier the'A-1 ROOF i¢OSSFS(-S(Ill¢7,GENE¢I(rE¢YS6(ONORIOMSCIIS10tlf¢jBNr[¢jA(INOWlN6FMEl1(' form. fe.*ydeiigaporometars.nd¢adoorosonibis Tms,D,0ogrmmg(1BB).J the lime) Narriaae,P.F.¢rhreott Nrel btltrnu. Ockssolhndseaddoathe111 anly MANUFL MARTINET, P.E. ¢ rooted., plane the be stud la the TOO To he told. As o truss OWIT. Fujinu, C.e, SpIdshy Fngi—I the sad on ony 100 represenh on ou plawof The prdtui.ul mgueuiag responsibility for she WT. dThe single Truss deo dam the TOO ody, weer TPN. IDr design oswmptions, befnp meddio.t,witublfity and use of ibis Les, for any guiding is lb mpamihihty of the Corot, the Oo.n'% onthmiied ageel a the lddiag Designer, in the wntea d The l¢(, the 18(the bwl b.M.9 We end TPbl. The eFpa,d d the Mand Troy field use of the Tw,yWodneg bonding, slnoge,iaaokfia .d br..IT%shun be the #047182 A!" wtpon30igdthr luilding Designs and(onLMm.AD onl,,wt out in lbAOD ad the puti,es end g.idtrmesol 148dding(onponenl Scioto ldncurrion(I(SQ published by hl and Sl(A nerelnene6la g-nol guidonu. TPld d,rmesTheaspouibfifi,s end del,,,.1 the Tms Oesigoer, truss Oesig.(noun. and 10019 (hotllDn (ir. Truss Nonuh,Mee, odm elbmite defined by a (ontrod tinted up. i. nitiog by oN Turks io..Teel The I— Design Foginen is NOT IN, lu0rmg Designer er Trutt Sya,m Engineer Tor ony building. AN (.paobed tam me asdelmed in Mi. (opyaghl@ 7015 A-1 Roof Trusses -Manuel Ma tineu, Pi. Reproduction of this downeal, in any form, is prohibited pith nriffen permission boon A•1 Beef Twsses-Flonuel Mortioee, P.E. Orlandl), FL 32832 998 IJO I Corner Jack I I I i I A0556675 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15:06 2015 Page ID:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-GEyVJ9PPdJ9J W U EeA9a?p41 YYRS8dtcW KScxOysV2 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.01 6 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.01 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purins. BOT CHORD Rigid ceiling directly applied -or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,.in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 140/0-8-0 (min. 0-1-8) 2 = 89/Mechanical 3 = 49/Mechanical Max Horz 1 = 62(LC 8) Max Uplift 1 = -54(LC 8) 2 = -65(LC 8) 3 = -17(LC 8) Max Grav 1 = 140(LC 1) 2 = 89(LC 1) 3 = 49(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; 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 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% IVarning-neauMmcugMyrainthe'Ad ROOF this rmss Design Dmring(IDD)andth,M.-lftooet,P.E.Idnem sh"Ibefwrose. Un4ss olherrise tlalcd oo the T00,only MANUEL MARTINET P.E. AOlek ronoedor plats shall he used for the 10DIo be oand. Asa Tim Design Engineer (i.e., Sp Oelty Ogineerl the us1 ea Dry IDD rep—ls an mtepoote of the prefessioeol eagiotntng resj oa0Tily far the design of the single Nss de fded an the TDO only,undu TPN. fhe daigo ossampions, boding roedmoos, suimbiRnd ya.,ofibis Lathe sfar aoyruDdiegisrespmfbirity of the Dwnm,the O.nci sauthoriad ogeetm the Dmlding Design,,, is the owed the 11C,1ha 11(,the bmi beiMing rode ondlPFl. Thtoppmalol the TDDond oeyfield ose of he6ossjododiag hondhng,d,,ege,immlklrot aad6rorim shall be the #047182 , ... Poositallyd the guildin Designer and ronemhr. AN eotn set ool is the TOD and the prodites and pid'senof 0esad'ngCompe'd5o1ety ldoimafian(161) pobDshed by V1 and SOCA merelnensed l,,geaadgddanse.TPI-Idefineslherapnsibililinad doges of the Truss Onitioer.Trass Design( e,. and 10019 (horllDn (it. Truudoautadm,,, odes o%enne defined by o [ooharl oyeed upon in nilivg by oD poma imoBed IAe Imss Design (4a- is NOT Ibe Naild'ag Designs or Ton Sptem Toots hr mry building. AO CopeoNed Isms ore as defined In R41. Copyright©7015 A-1 Fool Trusses -Manuel Martinet, Pi. Repeodedian of This dotumeot, io any form, is prohibited with mitten permission From A-1 Rool Trusses-Maaael Moniaee, P.E. Orlando, F132832 Job Truss Truss Type Qty Ply A0556676 61998 J02 Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.620 s Apr 30 2U15 Pnnt: 7.62U s Apr 30 2U15 ME I eK Industnes, Inc. rn Jul 31 11:15:ut Zu15 rage ID:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-kQWtW VQ1 c3ROxg3QCtgpX1 dgypat47ml_B9UTysV2 1 4 11 2-7-0 1 4 11 1-2-5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TIC 0.08 TCDL 15.0 Lumber DOL 1.25 BC 0.02 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-8-0 except Gt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 62(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 4 except 1=-143(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2,4 except (jt=lb) 1=143, 1=143. c 0 3x4 = 4 Io to DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.00 5 >999 360 MT20 244/190 Vert(TL) -0.00 5 >999 240 Horz(TL) -0.00 2 n/a n/a Weight: 8 lb FT = 0% 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning- Please llmroughlyretiesthe 'A.1 ADDS TRUSSES (-SHIE11GAME TERNS&(ONDITIONS(USTONnrOUW21A(NNOWIIDGE01"Iorm. May dmigepmommersaaditedcotesors this rrussDesignMvielODD) tied theNanudNardat;PEMateo Shmtbelmsme.Unrissothtniststoredoethe IDD,ody MANUELMARTINET,P.E. ANirehmmedmpldes shsO be ned for t6eIDDto be ragd. Atari ms Dedgo Fngimnfw, Spilthy, Feentil She seal on air TOD repreunts ae mptot ao}Ihepralmsionl engineering respoesibFi for the design althesingle Tins- depicteden Ihe1DDonly,usder IPN. The design oswnrytrons, boding rosdifions, ,61.wity and me 0 this ➢ins forooy wdinp is the rmpomibUdy of the a.." the UneriouMadoed ogael or the luildng 1169ev, it the oehq if the nCthe llCtbtio(al handing side and 17H. Theoppmml el he TDD and any field use of IhOrms, indodingWWII, stmogg iostallotioe and brosi&shel)be the #04I182 respoes2011y of the Wwmg Oesign,,ond(.bodm. AD notesNlom in the 100 and the prodiinand guidetines of the 1a0ding(ompeemSa1ery 1.1—tifion ll(SQ pobfdd by SEE and SICA see W ited let gnerm goidani. WE delinn th—spon4hiliin and dufies of the Tim nesignaAwsDesgn Faginer and 10019 fhorllon(ir. Ituutlteoh ftu, adess nth -is, delved by a letbon agreed epos be miry 4 a0 podia anted. The Iia Design Fogioeer is NOT the hW.g Designee as Truss System FeSis-car airy b0diog. All Copitorud trims as, m der ed hTMI. (opydghtO201S A-1Rol rinses- Manuel Mortinm, P.E. tepradudion of Ihis dai teat, Its aay Iorm, is PTANted Midi irsinn permission hem AI gaol Trusses -Manuel Minim, P.E. Orlando, FL 32832 Job Truss Truss Type . Qty Ply A0556677 61998 JP Corner Jack 1 1 Job Reference optional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Md 1 ex Industries, Inc. rn Jul 31 17:15:07 2015 rage ID:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-kQWtW VQ1 c3ROxg3QCtgpX1 d9Uyklt47ml_B9UTysV2 3-8-14 3-8-14 LOADING (psf) SPACING- 2-0 0 CS'. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.03 3-6 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.03 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) t LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 204/0-8-0 (min. 0-1-8) 2 = 135/Mechanical 3 = 65/Mechanical Max Horz 1 = 91(LC 8) Max Uplift 1 = -82(LC 8) 2 = -100(LC 8) 3 = -16(LC 8) Max Grav 1 = 204(LC 1) 2 = 135(LC 1) 3 = 69(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-301 /301 BOT CHORD 1-3=-406/323 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3 except (jt=lb) 2=100. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% Weniq-Pleose tharanghly,nin the 'A -Hoof TRUSSIS(11I1111611111At 1111oS6(ONDITIONS(UST0911('91MI1A(K46Ittm6IAWform. Verily design pmameters dad mad saleshis Truss Design Omeimg(IOU)end 6,11 u1Momnes, Psi lerrente Sheetbelace use. Unless mberene stated an the 100,only MANUEL MARTINEZ, P.E. NitUB tomeme plot,, shag he used fatthe MD to he ra0d. As o Truss Design Engines,(,a, Sprdolry Eagi....Lthe seal on dry TV represent as...Von'. al the prolessiee I eogmemlog rispms�'Gry for the design o11Be smple crust deputed an the IDO only, ueda TRpl. The design mstusldj ns, boding mndi ions, tability and use .1 ibis Loss for soy Balding is The misma6ility of the feats, the Oenetiomlrvritedagoal a,Oe Bolding Design, in the mated of the llC,theIK. the land building ad. dad Tfl•L the opproral of the Hilland say field use of the hose, Indding handbag, ststoge, inslalltica and br.dn,fall be the #047182 poosiLSdy at the Balding Designer aadUaft.dor. AU doles.. out in the TDO and Me pettiest a ad guidelines of the BuUdingCampananl Solely lnformmlonlBtSq published by Wt and SBCA use derenaed Fm general guidance. TPld deli... the respoesibilOies and duties of the l,o,s De,ig.e,.Tn- Design Foghrcm and 10019 fhorlton(ir. Truss Man.ladatr, anlets othmfse defined by o (ontrod agreed open in wim.gby all pansies woleed. The lees, Design Eaginerr is NOT the Binding Designer or TrussSydem (ngime, lar any balding. An (.0.1ited tman an, as defined is Wt. Cupysight02015 A-d final Tiusses-Manuel Martinet, F.E. lepradodion of Ibis dotonent, in any loran, is prabi3iled rith written petenission ham A -Hoof Losses- Manuel Muslim, Pi Orlando, FL 32832 Job Truss Truss Type Qty Ply 61998 JP2 Comer Jack 1 A0556678 Job Reference (optional) Al KUUI- I RUSStS, I.OR I MERGE:, I-L 34946, design(a7a1 truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15:08 2015 Page ID:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-Cd4FkrRfNNZtZgedlbB24EAKHMBGcXNvzexjOvysV2 1- 11 3-8-13 1 4-11 2-4-2 3x4 = 4 i 01 11 t 1-4-11 3-8-13 11 0 8-0 2-4-2 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 3-4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD Rigid (veiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 91(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 4 except 1=-137(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed: end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4 except Ot=lb) 1=137, 1=137. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% 1Ymnivg-Reese thmooghly mint tlte'Ad IOOFTAUSSFS rSSlldl).OENEAAI RAYS A CONDITIONS CUSTOMER ('11117(g)ACANOIIIFOSENEN "Form. on thisLuss Design Droning (ND)and the Yenuel YoNaey P.E Pderenm Neetbefur DR. Unless olh.eise staled ee (he TOD, only �N%trowu stores shell be osed for the TOD to he mhd. Asa Tmss Desip[nginen(e, Spetialty frgh-11htsed.—y TDD,,presenlsoaoneptome oflhe prolessioerl engineering rmponu'hilly for The design olfbt tingle Tmss depinedon the IDO only, Trader KPH. The design assumptions, boding toedners, MAN UELMARTINELP.E. ' suitability and or, aphis 1—for eny podding is the wpoesibiit, of the genet, the Cents sm6 irdogee) or the Wdiag Desipu, in the toelen of the W, the lAC the loml holding .do o EN. The opproto1 of the TDO and "field ose of the Trost, ir6diog bondfiq, a So, iodollofion nod bmdog, shelf be the #047182 mspwsmLty of Ne Building O.ignn aed(oeaador. AO not. W not it The 100 end Thep.aft—nd pid,hu of the IddmgCompanem Sd,tj Wurodio(A(SOPobhsbed byTPl and SECA merdnemed for groemlpidnntt. IPTl defines MemsprnsiEihlies nod dutinol lEeLms gesigner.Imu Oetip(eginen and IUUI 9 EIIOFUOn(IL ImstYemdompu, oole.elb-im defined by o Contend agreed upon in erifiog by all ponies meoleed. Th,Tnm Desgo Frgwe. is NOT the 110ifog Designer or Tms,Synem Eogmeer for nor Wilding. AO Cupneiredfmms me. deleted in RN. Copyright07015 A•I Aoof Tmues • Manuel Morfinez, Pi Aeproduttion of Ibis dommeof, in arty, form, is prohLifed rith nirm pannissiao from A•I Aoof losses-Yonuel Monioer, P.L Orlando, EL 32832 Job Truss Truss Type Oty Ply A0556679 61998 JQ Corner Jack 1 1 �J.bReference(optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MI I eK Industries, Inc. r,I .rut o I 1 r. 1o:vu Faye ID:Y5UhxrWvBW CtNAsOXX?MzvysxSJ-Cd4FkrRfNNZtZgedlbB24EAHshk2rntXNvzexjOvysV2 4-6-1 1 2x4 t\ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC0.44 Vert(LL) 0.06 3-6 >872 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.07 3-6 >793 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 1 = 247/0-8-0 (min. 0-1-8) 2 = 168/Mechanical 3 = 73/Mechanical Max Horz 1 = 109(LC 8) Max Uplift 1 = -100CLC 8) 2 = -125(LC 8) 3 = -15(LC 8) Max Grav 1 = 247(LC 1) 2 = 168(LC 1) 3 = 83(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-435/445 BOT CHORD 1-3=-590/477 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 81 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3 except Qt=lb) 2=125. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard yyorlring-nerve therooghlyie,fee the 'Ad 100T1BasSn(SdIFDj.6[NFIAl TI1USB(OND9I09S(USTC)ltl'BUYEDIA(AN0(YIEDGENSNrfmm. yeriffreuignpmometersond mod notes in this Trots Design 0—ing(Ng) and the aimed Martinet P.L Minim, Sheer W.I. ose. Unless otherdse stied no the TOD, only MANUEL MARTINEZ, P.E. PUM roonwu plotes shall be odd forth. TOD to be mFd. Asa frost Omigo Engineer ('u.,5pedolry FnginemI The seal on nor TOD mpreserAs on omepbme of the professional engineming tMonsibiliry for the design of the single host depftted on the lM only, undo ll'Id. The design—ro0om, boding meditiom, mUobSNry and use of this iris for toy Bonding is the rupomibdty el The Dena, the Oermioulhmu,d ogenl or the Buddug Desigom, in the torten of The ll(,the llC the foil building side and lPld; The opp—I of the TOD end net field ue of the Tmn, Winding handfinplmoge, imtollotion end Ininin 6o11 be the #047182 /!\llsp—ibirily of the Buildeg Desgne,and(onhonm. All Doles set net in [be TODand the p enthu end gnidelines of the BuildingComponml Solery lolmroeon(ICSQ pebbsbed by ITT end SB(Aon, ldt,n,,d for g—ol Boido— W defines the respomiliNNes and duliet of Ike isms Designer.limt Design Eoginen and 10019 Chollton(ir. Tmss fdorubrMer, Doles, o b-h' defimd by o (.oboe oV,,d upon in.,iNog by all pities imol,A The Tmss Design Engineer is NOT the Bolting Designer ar yin System Engio-In, any bending. In (opEnY¢ed terms ore on, d,rmed'mTP41. Capy,igh1O1015 A-1 goatTmsses-Yonuel Mariner, P.E. Deprodoeion of this dusimeal, in any form, is plohihited with written permission hem A-1 roof Issues- Manuel Morlioer, PIOrlando, FL 32832 Job Truss Truss Type Qty Ply A0556680 61998 JQ2 Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@al truss.com Run: 7.62U s Apr 3U 2U1b Print /.62U s Apr 3U 2U7 b MI I eK Industries, Inc. Fn Jul 31 1 /:Ib:u1JZulb rage I D:Y5UhxrWvBWCtNAsOXX?MzvysxSJ-Cd4FkrRfNNZtZged1bB24EAH VM5kcXNvzexjOvysV2 1-11 4-10-11 1.4-11 3-6-0 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- -.TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-8-0 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 119(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 1=-111(LC 8), 2=-117(LC 12), 4=-120(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 4, 3, 1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=5.Opsf; 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 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 3x4 = 3x4 = 4 4-10-11 3-6-0 CSI. DEFL. in (loc) I/defl Ud TC 0.40 Vert(LL) -0.01 3-4 >999 360 BC 0.28 Vert(TL) -0.02 3-4 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-S) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 1, 117 lb uplift at joint 2, 120 lb uplift at joint 4 and 111 lb uplift at joint 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and%" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 15 lb FT = 0% Wemmg-Please Mowooghly-ie.the'A-1100rTIPISESPS011111 GINIRAITIM&(ONRIONS IUSIOYFt(-WW11A(ANOP0N6iMENPlsrm. Ycrily daigo pmomekn and reed eotm on this Imes OmigeD—mg P00) endth'11-19m6e4P.F.Rdnmre Neethelom use. 0ahneth—ise s=d mthe TOO, only MANUEL MARTINEZ, P.T. �1PT,k smae0ar plain shag hemad In the TOO to heeaGd. Ase Lms Onigo inginearfx,Speddhy(yg-,J1he moloe a ay UP reprnams on weplone0 the p insiml eaonvieg nspoesihilily far the dedgn of the swgb Los depicted on IAeTOO ody, mdei TPI4.The dodge ns.Aons, loodiog rooditiom, ' su0ohili ad-d1hisTrossk,.,yWildiegislhermpomibiliryolthe 0eem,the 0eeniomharuedapma, the luMnggesigoer,i.the -tea elthe lK,th IKthe lomlheKgode®dTMI. The vppealollheTODceda"roldwelthe Tmss,wdadinghandlinv-p,ied.Vetrooeadhrorin0.11bethe #047182 mspns3ddy ollAtluOd�eg Ongna o�Cootrosta. A9oote-1,u1io1h,UOaad1hepmtetead goidelinesol the hildmgCompeneolSdery lnfe,motioenCSQ pubrithed by lPTanASRdmeseImaud fot gesernt guidanrt. IP4l defian the respons3i6Anood dutiesoldeLms Onigoer.Tmx Oevgn Engineer ood 10019[hOT110110L irmstlooufomney ualns otherwise deAeed 6y o (ontrod ogrzed ryao m aitiog by dlpoNet meohed The T— Oedge Lg-r it NOT 6, 90Em9 Oedgner ar T.. Syeem Engfaeertm aey 1,616.9. AO GpBofved hms me n definrd io 1P1.1. (opyrighi@ HIS A-1 Rool Trusses -Manuel Mofin L P.E. Reptodortion of this dommeMJi aay f—, is prohibited with wri0en permission hem A -I Roof Imsses-Manuel Mortioer, P1 Orlando, FL 32832 Job Truss Truss Type Qty Ply A0556681 61998 JR Corner Jack 1 1 Job Reference o tional - Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15:09 2015 Page ID:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-gpedxBRH8ghkA_DpJ I iHdSiV5mRJL_c2CIgGYLysV21 3-4-3 r 3-4-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 3-6 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.02 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SIP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 182/0-8-0 (min. 0-1-8) 2 = 120/Mechanical 3 = 59/Mechanical Max Horz 1 = 81(LC 8) Max Uplift 1 = -72(LC 8) 2 = -88(LC 8) 3 = -17(LC 8) Max Grav 1 = 182(LC 1) 2 = 120(LC 1) 3 = 62(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-3=-324/255 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=5.0psf; 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 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) e This truss has been designed for a live load of 20.Opsf on the bottom chord in 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 atjoint(s) 1 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 72 lb uplift at joint 1, 88 lb uplift at joint 2 and 17 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 10 Ib • FT = O% Waaiag-Pleasethomughlymirz• the 1.1[DOE TRUSSES rSn(E!).6(NIMTERMS6(ONOMONS(US10YE1(-BU111jA(KNOW1106(NDFImm. May de4ppommetersoodcod oohssothisrrussNip Drnmg([00).6the YmuelNorriae;PER,fereateNaetbe[.,ese.Unlessehe,.ntRolcdntheTOD,only MANUELMARTINEZ,P.E. '�Nifeh tonne,., plot, shoo be oted Im the TOO to be eofid. As o Tans Desips [of.... ru, Sp,Wry [ogia„h the sett e, sty IUD repmatts so a mptonre of the prolessi000( etoneeting respoesihdity for the design of 16e single Tress dtp'uhd to The IDD Daly, We, IPH. The design—ropfmn, Wd'mg medilion, ' mlto6*aedoseafthis i,snit, oyIouingislk po'li01y.1the 0•mr, the D•oniodhmuedogeelo, the MdioyNsignm,mthe motnt.1the n(, the nC, the Wed Wd'mgod,codPET. the opprom]olthe TODoodset, 6,14mothe Trmt,indodmghoodbq,slge,iostas6c.6bmseg,shen bedo. #047182 aspoos�Ldiry of Mr Bonding D,gom ond[oohmim. AOoohsmisdielh,TDDandlhepr..i.sand pidthon of the Mein Component Sdety lnfmmation(I(Sq published byTH and SBCA me mlaemed Is, 1e 1goidna.iP(-1 ddines l6e respoosi6i61ies sod ddiesd lheLms Oesigoer.lrms 0esigo Fngine, and 10019 Chariton [ir. Tr ms MorufarM,, nds oMenim defimd by o [onheR ogmed upon h •,mog 6y on pnrti, involved. 5,Tmss Design Engineer is NOT the Iundiog 06gner orTrou System Engine, for any building. AO6pnofsed hrms om os defined inIP61. (opyri9h107DI5 A -I Root Trusses - MUnuel Nartin,, P.E. [eprodsdisn ollhis dotumenl, in o,ry loan, fs pts6i6iled rilh v+ritten pe,mistion Irom A-1 [ool )tosses-Nonuel Madinee, Pd. Orlando, FL 32832 Job Truss Truss Type -Qry Ply 61998 JR2 Comer Jack 1 1 A055668� Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Fri Jul 31 17:15,09 2015 Page I D:Y5UhxrWv8WCtNAsOXXlMzvysxSJ-gpedxBRH8ghkA_DpJliHdSiWomU9LyD2CIgGYLysV21 1 4-11 4-1-6 1 4 11 2-8-11 1-4-11 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014frPI2007 Wmoing•%ease thoroughly reeiv1he'A•1 ROOF TRUSSES ('SEA¢R),9111111HR14ACONDMONS(gSTOMIlrBDt(I)A(BBOeyt(DGENDIPfarm. Verily 6e111. per omaem end send notes on thsrmss Design Drosiog(FDO) wd the Mound 11m6ec; Pi Ildvem Sheetbelore use. Onkss other�sesMed oe the Ng,edy MANUEL MARTINEI, P.E. �MileA saoeectm plotn shoo be used for the lOD to heeaOd. Aso Truss Design Engineer rujpesiohy, Fngin Ithe soot onoey ED rtlesstuts on orropmese of the prolessioeela0ineerin0respoosibilitylor The design of the single Truss deputed Who ED only. We, MI. the desgo msomplias, boding m.dnioes, - ' toitatiJirynoduseoflhisLmsfarany¢u0dingisibsespomihifirydtheOrrar,theOreer'taulhoriaedagenlorlhe¢uOdiagDeJgner,inthemmentdthele(,thelBWhsMmlhoiMingmdeondlPld.hsoppsenuldtheTDDondoayfielduseolfieLuss,indodisghandling,pmage,imtolbfionnod6rwiog,sho06elM1e #047182 rnpoos3daya17Ne Building Des'ryo<r ond(onuonm. AO Hates set not in TbeTDD and the promuso�geidehnesol the BuR4iep(omptnen15dery lnlormmiw(IfS�poblisAed bylPl and SB(bmeseMmsed for general guidonu. RBl delines the respomibifdia oad duties of the rrms Oesigoer.lrust Desgn Eogivea and 10019(horldon(ir. hmsBanufarMer, onleu otbenise delined 6y s (ontronegretd upon io aifisg by a4 patlies imobed The Truss Design Engineer h NOTthe Building Designer or Truss System fngieeer lay any bddd q. AO (erpitarued lems me os defined in MI. Copyright 01015 A•1 Roof Trusses -Monuel Monist., P.E. Reproduction of this dosuma 1, in q form, Is prohibited rith Irei4eo permission hum A -I Rod Trusses -Memel Mmtim, PL Orlando, F131831 Job Truss Truss Type Qty Ply A0556683 61998 JS Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 302015 Print: 7.62U s Apr 3U 2015 Mf I eK industries, Inc. Fn .Buf 3> 1 :i5:iu 20i5 rage I D:Y5U hxrWv8W CtNAsOXX? MzvysxSJ-9?CO9 W Svv_pb o 8 o?t? D W 9fFi9Ag54 RsCRyQp5nysV Z 2-2-5 2-2-5 2x4 = LOADING(psf) SPACING- 2-M CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.00 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-5 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 = 118/0-8-0 (min. 0-1-8) 2 = 73/Mechanical 3 = 44/Mechanical Max Horz 1 = 52(LC 8) Max Uplift 1 = -45(LC 8) 2 = -52(LC 8) 3 = -17(LC 8) Max Grav 1 = 118(LC 1) 2 = 73(LC 1) 3 = 44(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 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 100 lb uplift at joint(s) 1, 2, 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Warning-phuselhisughtyretwis 11.1 OriPOSSE51'Sal(!-J,G(N(RAIIFYYSA(ONOIr10NS(USiOBIftrB0llljA[ABOenm6[NENrlarm.v,,*,4designporo.,lersaod«odouM,nihi,1.,,0esilnD,o.ingODD) ®dthe6lonnelXordoet,PEpeitreneegheel6eloreose.Onlessotheni—turedosib,TOD,only MANUEL MARTINEZ, P.E. Wleh.nmrmr plot,; shnD he used for the TOO Io he .dud. As a Torn Design Tnginen(ee.,5pednit/ Enginent the seal on oey TOD represer4, on naeptooro of the prolessi000l e,gmemiog.spoov'bil0y for the deugnol Iht ample Truss depirled an me IDD only, ueder IPDI. IDe design ossumpfions, belling epadmops, �suitehiGry and me of this Tins for soy Budding is lhe.sponsibOdy of the Or., the Ounes, mrhmind ogees or O,Bdding Dersignar,in thamsure? of the 11C, the TIC the loml bchug rode end IN. The opiererol of the 100 end oryfold.,, al the Truss, insloding handhog,shmge, fnstellalion end boring, shoo be the #047182 iesponsi60ity of the Building Oesignn red(onnatlor. AD nele,.1.1 in the 100 and the pmrfi., end gaid,frr, of the Budding(omponenl S,fery lnform,lionlOnQ pubbhed by TPl oASB4mnelereo.d fin geomof guidoma UP bfin, the rmpomiWities end duties of the reins Oesigner.Truss Design(ngin-end 10019 (horlton (ir. Trust noouketwer, unless othenise defined h' o Unnov egrted upon it erping 6y all puvies inroleed The Truss Design l egineer is NOT the Budding Designer or T,unSyMen Engineer In, eny building. All (epeol'med Isms me n defined iu iP41. Copyrigh)©2015 A-1 roof Trusses • Monn1 Mmfinet, P.f. reprodorfion of this do.menl, in airy form, Ss prohPoiled with millea permitsi,n from A•I Dooi l.ssers • Monuel Morlint, U Orlando, FL 32832 Job Truss Truss Type Qty Ply 61998 JS2 Jack -Open 1 1 A05566�4! Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, -Inc. Fri Jul 31 17:15:10 2015 Page ID:Y5UhxrWv8WCtNAsOXX?MzvysxSJ-9?C09WSvv_pbo8o?t? DW9fFjSAr24QmCRyQp5nysV2' 1� 11 2-11-8 1-4-11 1-6-13 0-8-11 , 1 4 11 0�T 0 8 0 , 2-11-8 1-6-13 Plate Offsets (X,Y)— [1:0-0-14,0-5-14],[2:0-4-4,0-1-4] ZX4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc pur ins. 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 ouide. REACTIONS. All bearings 0-8-0 except Qt=length) 3=Mechanical, 4=Mechanical. (Ib) - Max Horz 1= 72(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 3 except 5=-104(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4, 5, 1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8a MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3, 1 except (jt=lb) 5=104. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wominp-Deng lAwoog6ly tale+the'A-I IDOFTIUSSES(-S((IEFIGIN[tuT(P11S8(ONDMOASCUSTouarmilA("OW11D6EMENT'fmm. Veritydesigopmametereand mad notes ea thisirussgesign OmaingODD) andtheYmnd NoNoez,P1.PelnenteSheet heftause. Unessothenisestaledoc the1DD,enq �ANUEL MARTINEZ, P.E. ALTeY cannMas plafet shop he ated los the IDD m he rand. As o Goss besgo Fnginmr jie.,5pedolry Engineutthe gal on coy TOO represems an otteptome of lM1e prafessis.0 eagioeeriog mpomn7styfnr the design of the single Tmss depided oa the TOD oel y,u thir TPTT. the design ossamptlost, bodmgmedsioos, I soilobirdy ondme dlhisLms kr ooy dodding is lM1a sespomiAilry of the Ossm,theOmnY aoMoshed ogealm the rmldiag Designeh in the mmm� of lhslr(,then(.IM1ekml bogdlag rode andlPFl. the oppiorol al the TDDand nay field ose of McUms, indodmph®d6og,gmage,imtollotioo noel hrodog, sbeO be l6e #0471 B2 mspoat3iliry altheloild�eg Dedgnes and(onnassm. Al Doter set w in the IUD and the puflos and godeDaesof thegAding(omponeal Safety ldmmfion(ICSQpubrshed by V1 and Sl(A me mtaeoced ter postal guidame. MI der nn the msponsibirdits"datinof 6e Tsms Designer.Im, Design Engfam and 10019(hoillon(ir. Trutt YaoukrMer, adnsotbenise defined 6yo(aatron agreedopoom somag by a0 pordesmaofred The lms Design Engiaar is NOT the raildmg Designer orhussSygemEnSiatu tar nay boUding. AD Capdofiredla , assa,d,r.,d in InT. Copyright@ 2Ol5 A -I Doof lmsres. Manuel Madiner, P.E. lepsadadion of this document, in any form, is pmhijbiled with Written permission ham Ad cool Imsses- Nonuel Massless, P.E. Orlando, F132832 A-1 ROOF TRUSSES A FLORIDA CORPORATION Important Notes / Please Review Priorfo Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards- ANSI/TIP 1-2007; WTCA 1-1995 —"Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of -Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. I I) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com Name: U a P Address: STRUCTURAL CONNECTORS' Customer., AVITiTcompairy C(Ihta&. Number. Hangers 6� 4- IT 1,11 17 of �,ii d.Ki� r.�Z LOrk: 8 1 0 •JM, "A T1 JUS24 1883, 655 750 820 510 4-10d (Header) F1.821.39, 2 - lod (Joist) 11- 0510.01, RR 25779 LUS24 670 765 825 490 4 - 10d (Hooder) I 1 1 2. 10d (Joist) T2 JUS26 1883, 850 975 1060 1115 4- 10d (Header) FI.821.4Z 4-10d (Joist) 11- 0510.01, RR 25779 LUS26 865 990 1070 2I65 4 -10d (Header) 4 -10d (Jolst) T3 MSH422 183:1, - 22 - 10d (Face - Face Max Mailing) FI.822.36, 6 -10d (Face - Top Max Nailing) 08- 6 - 10d (Joist - Face Max Nailing) 0303.06, 6- lod (Joist -Top Max Nailing) RR 25836, 4. 10d (Top -Top Max Nailing) 13116-R 7RA422 2245 2245 2245 6 - 16d (Carried Member - face Mount) 6 - lod (Carried Member - Top Flange) 22 - 16d (Face - Face Mount) 2 - 16d (Face - Top Flange) 4 - 16d (rap - rap Flange) THA1422 1835 1835 1835 2 -10d x 1-112 or2 -10d r 1-112 (Carried Member) 20 - lod or2 - lod (face) .4 -10d (rap) USP Structural Connectors I T4 TH D26 178:4 2485 2855 3060 2170 18 -16d (Face) FL13285.35 12-10d x 1-1/2 (Joist) , 06- o9z1.o5, RR 25843 HTU26 2940 3340 3600 1555 11 - lad x 1-112 (Carried Member) 20 - lad x 1-112 (Carried Member - Max Nailing) 20 -16d (Carrying Member) 20 -16d (Carrying Member- Max Nailing) T5 TH D26-2 1781, 2540 2920 3175 2285 - 3.8 - 16d (Face) FL13285.35 12-10d (Joist) , 06- 0921.05, RR 25843, 13116-R . HHUS26-2 2785 3155 3405 1550 14 -16d (Face) 6-16d (Joist) !•t7'U26-2 2940 3340 3600 2175 20 - lod (Carried Member- Max Nailing) 20 -16d (Carrying Member- Max Nailing) T6 THD28 1781. 3865 3965 3965 2330 28.16d (Face) FL13285.35 16 - 2.0d x 1-1/2 (Joist) , 06- 0921.05, RR 25843 HTU28 3820 4340 4680 2140 26 - lad x 1-112 (Carried Member - Max Nailing) 26- l6d (Carrying Member- hiax Nailing) T7 THD28-2 17814 3950 4540 4935 2595 - - 28 - 16d (Face) FL13285.35 16 -10d (Joist) 1 06- 0921.05, RR 25843, .13116-R HHUS28 2 4210 4770 5140 2000 - 22 -16d (Face) 8 -16d (Joist) Hr•U28-2 3820 4340 4680 3485 - 26 -10d (Carried Member - Max Nailing) 26 - l6d (Carrying Member- Max Nailing) T8 THD46 1781, 2540 2920 3175 2285 - - (Face) 18 ( 16d - FL13285.35 12 -10d (Joist) . 06- 0921.05, RR 25843, 13116-R USP Structural Connectors I ` HHU546 2790 3410 14 -16d (Face) 13160 11550 6 -16d (Ja Ut) T9 THD48 1781, 3950 4540 4935 2595 28 - 16d (Face) FL19285.35 16 - 10d (Joist) , 06- 092L05, RR 25843, 13116-R HHUS48 4210 4770 5I40 2000 - 22 -16d (Face) B -16d (Joist) T10 THDH26-2 1883, 3915 4505 4795 2235 - 20 -16d (Face) FL021.75, 8 -16d (Joist) 06- 092L05, RR 25779, 13116-R HGUS26-1 4355 4875 5230 2155 - 210 -16d (Face) 8 -16d (Jolst) T11 TH DH26-3 18814 3915 4505 4795 2235 20 -16d (Face) FL821.75, 8 -16d (Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 2155 20 -16d (Face) 8.16d (Joist) T12 THDH28-2 188:4 6535 7515 8025 2665 - 36-16d(Face) FL82L77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 - 36-16d(Face) FL821.77, 12 - 16d (Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 36.16d (Face) 11-16d (Jo(st) USP Structural Connectors Im Name: P Address: STRUCTURAL CONNECTORS' Customer. A MTek-ComFq__ Contact: Number. Fastener Comparison Table ni`•_a� r''' r=:rx':{cvr_�a.t-a..,--�, -"�".r_7 ��iY:l:•.%-'•S`�-.�.�C-`� �. y.. 'v"'-�,f'�if?-y�.•r,>4�4-"-mac«-xy rr::;q?:. _c—+i- ^+:'- �G � • y'v_:•� �,;. �rY�= s.��.*�- ��F--�.�{',f�.iy•'_'.Y'.,: tli r-_•Scheduiey=�•..--.-.,.�= Y.._"4�.-'-3-+' _ ..ems ._e ' -�-• '4=-:. K-`s _..-v- :. VXv�u.vT� :�� ��-_�._:;'�i ...�'Y.:atinS+�•.2L'����J v.�..f4J+- ,1. - t:. � ••��.. :r . tc -'X- :_i Groun�• �' Vra•� ..�• �, Lace c ...L....a3 •- - [ISP•Stock s >_•>, .iv� �.>.: - _•s' ��5. v'hi j" lti+et►� N— RegcnredFasteners - '�� ?"2'�_ � eren :N `� :Re utrad:FaSteh rs =' r _ �+Re - T1 JUS24 4-10d (Header) LUS24 4-10d (HeadeO 2 -10d (Joist) 2-10d (Joist) - TIO THDH26-2 20 -16d (Face) HGUS26-2 20 -16d (Face) 8 -16d (Joist) 8-16d (Joist) - T11 THDH26-3 20-16d(Face) UGUS26.3 20-I6d(Face) 8 -16d (Joist) 8-16d (Joist) - T12 THDH28-2 36 -16d (Face) UGUS28 2 36-16d (Face) 10 -16d (Joist) - 12 -16d (Joist) - T13 THDH28-3 36-16d (Face) UGUS28--3 36-16d(Face) 12 -16d (Joist) 12 -16d (Joist) T2 JUS26 4 -10d (Header) LUS26 4-10d (Header) 4 -10d (Joist) 4 -10d (Joist) - T3 MSH422 22 -10d (Face - Face Max Nailing) THA422 6 -16d (Carved Member - Face Mound 6 -10d (Face - Top Max Nailing) 6-10d (Carried Member - Top Flange) 6 -1od (Joist - Face Max Nailing) 22 -16d (Face - Face Mount) 6 -10d (Joist -Top Max Nailing) 2 -16d (Face - Top Flange) 4 -10d (clop - Top Max Nailing) 4-16d (rop - Top Flange) - T4 THD26 1S -16d (Face) HTU26 11-10d x 1-12 (Carried Member) 12 -10d x 1-1J2 (Joist) 20 -10d x 1-12 (Carried Member - Max Nailing) 20 -16d (Carrying Member) 20 -16d (Carrying Member - Max Nailing) - Tb THD26-2 18 -16d (Face) UHUS26-2 14 -16d (Face) 32-10d (Jalst) 6-16d (Joist) - T6 THD28 28-16d(Face) HTU29 26-10dx1-112(Carried Member- 16 -10d x 1-If 2 (Joist) Max Nailing) 26 -16d (Carrying Member - Max Nailing) T7 TH028-2 28 -16d (Face) HHUS29 2 22-16d (Face) 16-10d (Joist) 9-16d (Joist) - T8 THD46 18 -16d (Face) HHUS46 14-16d (Face) 12 -SOd (Joist) 6-16d (Joist) - T9 THD48 28 -16d (Face) HHUS49 22 -16d (Face) 16 -10d (Joist) I 8 -16d (Joist) USP Structural Connectors ] PAdmdress MEA STRUCTURAL customer. IVCONNECTORS' A MWek7 Company Contact: Number. THDH26-2'• t IN ICI NOTHDH2 �/ • 1 , • • t�flange P. f •THD 1)26-2 f _ -Left.'� . flangeflange t \' lot all pyk., it THD28-2• USP Structural Connectors , / Address: STRUCTURAL Customer_ CONNECTORS` AMTeWCompany Contact Number. flan e sue. - '�`w�; n Rlght flange THD48 (Qry �) USP Structural Connectors %uss TYPICAL HIPJACK CONNECTION TSTBK MAX 55 PSF MAX ROOF LOAD 170 MPH EX C H=2& MAX 4 24 C-: 2, 12 t ILM 3fS NAILED 12 2 3 HAUD HAIM ---Eh an comarjadc •-,ah 2-16d toe imils 1 MC: t - 2-1lid- - toe nab Scaler 12 HALM ML1) 13 0 n f-1 LJ I t ld AI 76 / S P1iflID FtAll� 7SF: n NAIL _ 3st — 3zd — NAILED NA!!M NAILED 24- siimp 64 BEIv 1 S' each end LOADING (pl) SPACING 2-0•D CSl DEFT In (loc) lide0 Ltd PLATES GWP TCLL 310 Plates Increase 1.25 TC 0.71 Vert(LQ -0.03 6-7 >999 350 MM 21-1119D TCDL 15.0 Lumber Increase 1.25 BC 0.49 Ved" -0.09 6-7 >999 240 BCLL 0.0 ' Rep Stress Inc NO wB 0.50 Hoafm 0.01 6 nia nia COL 10.0 Coda FRC201(1rTP12M7 (Matrix-M) Weight 44lb FT - D o wWBER BRACING OP CHORD 20 SYP PA 38 TOP CHORD Stnrturzl good sh ealliing direeUy2pp6ed or 6.0.0 oc purlins. BOT CHORD 2K4 SP Nu.2 BOT CHORD Stnrcturdl vmod sheathing directly applied or B-94 oc brzcina WEBS 2r:4 SP Na3 Mi Tek recommends that Stablizem and required cos bracing be installed during lass erection, in amordince with Stabilizer Installation Guide. REACTIONS phrsze) 4-1&VAechan1cal,2-6M0-10-15 (min.0-1-8),6-360Mechankal Max Horz2-30E(LC 4) Marc Upfift4--156(LC 4). &-382(LC 4), 5-159(LC 8) Max Gra0-219(LC 2k 2-734(LC 4 S-412(LC 2) FORCES (b) - Max. Cnmp!W-- Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 211--o33i645, i 1-12- 856+307, 312- 845i303 BOTCHORD 214--6EtlM I4-15--4391W-8,7-15-- 39184%7-16--439184%6-16--53_1B49 WEBS 3-6--916475 NOrI`ES 1) wind:ASCE 7-10;170mph (3-second gust) Vasd-132mph; TCDL-5.0pst; BCDL-S.Dpsf; h-Mft; CaL 11; Exp C; End., GCpl-0.18; MWFRS (envelope); canglever left and right exposeif ; Lumber DOL-1.33 plate grip DOL-1.33 2) Ttds truss is not designed to support a celling and is not Intended for use vdtere aesthetics area c onsideration- 3) Plates ched&Pd fora plus or rniws 0 drgreernladon abwt its center. 4) TMstruss has been designed fora 10.0 psf bottom chord five load nonconcurrent with any other live loads. 5) 'This truss has been designed for a five load of 20.0psi on the bottom chord In all areas where a rectangle 3-6-0 tan by 2-1}0 wide vdfi fit between the bonom chord and any other members. 0s S. C -Ile EN vtr N 34869 LU STATE OF 401110- 1atvA� S 11111i1111X�; 1109 COASTAL BAY BOYNTON HC,FL 33435 1012DI12 TYPICAL ALTERNATE BRACING DETAIL FOR EXTERIOR FLAT GIRDER TRUSS iz 412dPITCH[,,-, TRUSS -24' o.c, UPLJFT CONNECTION SEE ROOF TRQ SS EXTERIOR FLAT GIRDER 0 4 12d MAX 30'0 (2' — fir" ``%%111 11111,,�, X�7 '2 SP .� �s • s.k BOTH FACES `*`���'\.%GENSF����'�, ., . :_ Ll�llltiv� Y SIMPSON H,:J' '��' STATE OF s1 �NAL`%\`��ti 1109 COASTAL BAY BOYNTON BC,FL 33435 10/29/22 STANDARD PIGGYBACK TRUSS I FEBRUARY 14, 2D12 I CONNECTION DETAIL (PERPENDICULAR)ST=PIGGY-PERP- I calf o a MiTek Industries, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRED. PIGGY-BACKTRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for ad&Lkmal piggyback truss information. NEAR SIDE Wi-ek kidustries. Chesterfield, MO Page 1 of 1 MAX MEAN ROOF HEIGHT=30 FEET BUILDING CATEGORY-11 WIND EXPOSURE BorC WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 i00 MPH (MWFRS) WIND DESIGN PER ASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS:1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LEIS MAXIMUM AT EACH COi+INECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACKTRUSS TO BASE TRUSS WITH (2) -16d (0.131" X3S") NAILS TOENAILED. FAR SIDE FLATTOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to acWal truss design drawing for additional base truss information. NOTES FOR TOE -NAIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. NOTES FOR TRUSS- 1. ?HIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY. 2 THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER: 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS: 4. THE PIGGYBACKTRUSSES SHOULD BE PERPENDICULARTO BASE TRUSSES. S. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. `tt11111f11//// ocF�vsF _ * ' N 34869 LU ��. STATEOF XIN 1109 COASTAL BAY BOYNTON BC,FL 33435 '10/19/12 SHEET 2 ' FEBRUARY 14, 2012 1 Standard Gable End Detail 00 ® MTTek industries, Cheaerfieid. MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses C& 24" ox. HORIZONTALGRACE 2xb DIAGONALBRACE SPACED ae- O.C. (SEE SECTION A A) ATTACHED TD VERTILALWITH (4) -16d MI i ek Industries, Inc. Roof Sheathing--i TO BLOT WIRE WITH P) ND ATTACHED i TO BLQCI;lNG Wffli (5) - tOd COMMONS. Max. ITIS THE RESPONSIBII TY OF THE BLDG DESIGN ER OR NAIL DIAGONAL BRACETO THE PRQIECTENGINEERIARCHTECTTODESIGNTHE AIL DIAGONAL NAILS COLB�G DIAPHRAGM AND iT5 ATTACHMENTTO THE USSESTO RESITTALL ALL OUT OF PLANE LARDS THAT \ tulAYRESULTFROMTHE BRACING OFTHE GABLE ENDS \ 2x 4 PURLCI FASTENED TO FOUR TRUSSES WITH TWO M NAILS EACH. FASTEN PURUN \ TO BLOCIaNG W/TWD 15d NAILS (MIN) Diag. Brace \ \ PROVIDE2x4BLOCh'INGBETWEENTHETRUSSES a1113points �� \ SUPPORTINGIDEEAS BRACE AND ii needed \ TO TRUSSES WITH (2) -10d NAILS AT EACH END. \ ATTACH DIAGONAL BRACE TO BLOCIaNG WITH M -10d COMMON WIRE NAILS. End Wall = CEILING SHEAT14ING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURALGABLETRUSSE MAYBE BRACED AS NOTED: STRUCTURAL NEt-HDD 1 : ATACH A t.ATCHING GAM ETRUSS TOTHE WSIDE GABLE TRUSS EN FACE OFTHE STRUCTURAL GABLE AND FASTPERTHE FOLLOWING NAILING SCHEDULE. ET MHDD2:ATTACH2X SCABSTOTHEFACE OFEACHVEFTTICAL CA MEMBER ON -THE STRUCTURAL GABLE PER THE FOLLOWING S-SCABAL�IG 1CAL NAILING SCHEDULE. SCABS ARETO BE OF THE SAME SUE. GRADE AND SPECIES ASTHETRUSS VERi ICALS NAILING SCHEDULE: - FORWIND SPEEDS 120 hip" (ASCE7--9B, 02, 05).150 MPH (ASCE7--10) OR LESS, NAILALL MEMBERS WITH ONE ROW OF 10d (131- X3') NAILS SPACED 6- D.C. - FOR W IND SPEEDS GREATER 120 MPH (ASCE 7.98, 02, M 150 MPH (ASCE 7-10) NAIL ALL MENiSEIi,S WITH TWO ROWS OF 10d (.131- X 3-) NAILS SPACED 6- O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VAUDANDARETOBEFASTENED TOTHESCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OFTHE STRUCTURE. 1 AN ADEQUATE DIAPHRAGM OR OTHER METROC� gFj F�AACING MUST GABLE RUCRUS BE PRESI?JTTO PROVIDE FULL LATERAL k1R)THr gF OTTOM C,ABLETRUSS / CHORD TORESISTALLOUTCFPLANE 'dA S�EIN�Si�OWN IN THIS DETAIL IS FOR THE VERTICAlxSx.• fit' : •-'. NOTE: THIS DETAIL IS TO BE USED ONLY FOR N 34869 _ : STRUCTURAL GABLES WITH INLAYED _ .0 - STUDS. TRUSSES W ITHOUT W LAYED SiilDa'ARENDTADDRESSED HERE I �3 LL)_ o _ STATE OF STANDARD GABLETRUSS r 'SJ0 AL �` ��• ! �r1jJIlII11�1� 1109 COASTAL BAY BOYNTON 3C,FL 33435 FEBRUARY14I STANDARD PIGGYBACK TRUSS ONNECTIONDETAIL I ST-PIGGY PLATE I =LJL.__.1 O ono a Mt i ek Industries, Inc. This detan is applicable for the following wind conditions: ASCE 7-98, ASCE 7-CM ASCE 7-05, ASCE 7-10 wend Standards under all enclosure and exposure conditions as tong as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for up Ill. !VOTE: This Detail is valid for one ply trusses spaced 24' o c. or less. PIGGYEACKTRUSS flefer to aural truss design drawing for additional piggyback truss information. . \\14, . /-/ I SPACE PURL MS ACCORDING TO THE MAMMUM SPACIWm ONTHE TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED Zr O.C.} A PUBLINTO, BE LOCATED AT EACH BASE TRUSS JOINT. Mirek Industries, chasterrreld, Ma Paoe 1 of 1 Attach piggyback truss to the base truss with S'xe' TEE -LOCK Mut i-Use connection plates spaced Or o.c. Plates shalt be pressed into th e piggyback truss at Or o.c. staggered from each face and nailed to the base truss with four (4)- 6d (i _Tx0.099') rians in each plate to achieve a maximum uplift capacity of 3777 lbs. at each 3"xa- 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. ``llllllrllrlf��' ov sF �fifi Lu u , �a • STATE OF S'�� CO 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 • FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL I ST VALLEY SYP co a M7ek Industries, Inc. VALLEY Ti FUSS7YPICAL SECURE VALLEY TRUSS W/ONE ROW OF16d NAILS S" O.G.- . GABLE END. CO,NWON TRUSS OR GIRDER7RLISS M7'ek Industries, Chesterfield. MO Page I di 1 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3.5' X 0.131" =16d 2. INSTALL VALLEY-FRUSSES (24" O.C. MAXIMJ+Utni , AND SECURE PER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHAM. BE DESIGNED WITH A PURUN SPACING EOUIL IVANTTO THE RAKE DIMENSION OFTHE VALLEYTRUSS SPACING. S. NAILING DONE PER NDS - 01 B. VALLEY STUD SPACING NOT TO EXCEED 437 O.C. 7. ALL LUMBER SPECIES TO BE SYP. BASETRUSSES VALLEY TRUSS TYPICAL GABLE ENO. COMMON TRUSS rtv nvnev rrn.cs WIND DESIGN PER ASCE 7-95. ASCE 7-D2. ASCE 7-US 12n MPH / WIND DESIGN PER ASCE7-1D LSD MPH MAX MEAN ROOF HEIGHT a 30 FEET ATTACH 2x t CONTINUOUS NO-2 SYP ROOF PITCH - MINIMUM 132 MAXIMUM 10112 TO THE ROOF W/TWO 16d (0.131' X 3.5') NAILS CATEGORY It BUILDING INTO EACH BASE TRUSS. EXPOSURE C OR B WIND DURATION OF LOAD INCREASE : tIgOJ i J ► / MAXTCPCHORD TOTAL LOAD -6p,1p§i` MAX SPACING - 24 O-C. (134Sl F4Q�1h,$E£j'• MINIMUM REDUCEDDEAD �O�D F-• •.: ��� ON THE TRUSSES ` �'�\GENSF'•;�� N 348G9 LLI . U 0 lU 19/12 STATE OF i :FCOitlil • • �j+� (MAXIMUM V SHEATHING) /SjQNAX- /1JlJtlltl�\ M.T.S. 1109 COASTAL BAY BOYNTON BC,FL 33435 y OCTOBER 'I, 2006 1 LATERAL TOE -NAIL DETAIL i ST TOENAIL SP MTek Industries, Inc. HF SPF SPF-S MTeklndustries, chesterfield,Mo �9e 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END A� SHOWN. 2_THE END aSTANCtEDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE'IWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. PER NOS 2001 (lb/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW OCTOBER 'I, 2006 1 LATERAL TOE -NAIL DETAIL i ST TOENAIL SP MTek Industries, Inc. HF SPF SPF-S MTeklndustries, chesterfield,Mo �9e 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END A� SHOWN. 2_THE END aSTANCtEDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE'IWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. PER NOS 2001 (lb/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW TOE -NAIL SINGLE SHEAR VALUES DIAM. SYP DF � VALUES SHOWN ACAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -1o'd NAILS (.167 dram.x 3.SI WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (Ibfnail) X 1.15 (DOL) = 291.5 lb Manknum Capedty ANGLE MAY VARYFROM 30' TO 60' ANGLE MAY VARY FROM 45.00' \ 30° TO 60 MEM SHOWNARE FOR ILLLISTRA710N PURPOSES ONLY SIDE VIEW (2d.' 4) 2 NMLS NEAP. SIDE NE4R SIDE 45,00° SIDE VIEW (2z) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY I I VARY FROM 1 jj 30' TO 60" 45.00° N m86s `,�1*,1111IIlIff'r ' ' `0'• 10/19/12 �� STATE OF •,���5,N(AL1 / O�� 1109 COASTAL BAY BOYNTON BC,FL 33435 Al. � j OCTOBER 1, 2006 0 00 a ©o a MTek Industries, Inc. SIDE VIEW NEAR FAR. SIDE UPLIFT TOE -NAIL DETAIL ST TOEM1IAIL UPLIFT ralrek trndLSGieS, Ch--SMrfiEld, MO ' Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MBv1BER END AS SHOWN. 2. THE END CISTANCE, EDGE DISTAT4CE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THELESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOT OF SIDE VIBAS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (lb/nail) DIAM. SYP DF HF I SPF SPF S O .131 58.5 46.1 313 29.0 20.3 .135 I 60.3 47.5 I 323 30.7 20.9 ;n .162 72.3 57.0 39.1 35.9 25.1 9 128 53.1 41.B 28.7 27.0 iBA O _131 543 428 293 27.7 182 N 148 61 A 48 3 333 31.3 21.3 m '120 459 '74 R I 23A r 159 O .128 49.0 38.6 26.5 25.0 17.0 o .131 50.1 39.5 27.1 25.6 17A .143 55.5 4411 30.6 1 283 12.6 VALUES SHOWi4 ARE CAPACf Y PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPIJED. EXAMPLE: (3) -16d NAILS (.162' diem. x 3.5") WITH SPF SPECES TOP PLATE For Wnd DOL of 1.33: 3 (nails)X 36.8 (Ib/na8)X 1.33 (DOL forwind) = 146.81b Maximum Allowable Uplift Reaction Due To Wind For 414nd DOL of 1.60: 3 (nails) X 36.8 (lb/nail)X 1.60 (DOL for wind)=176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the T niss Design Drawing is more than 146.8 lbs (176.6lbs) another mechanical uplift connection must be used. s' USE (3) TOENAILS 014 2.4 BEARING WAU USE (4) TOENAILS ON 2x6 BEARING WALL END VIEW 3-0/19/12 _ N 34869 -U _� Q' _ STATE OF 1109 COASTAL BAY BOYNTON BC,FL 33435