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HomeMy WebLinkAboutTrussN 6 �A-1 ROOF - TRUSSES RE: Job 63896 A FLORIDA CORPORATION �s4a a03� 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 Customer Info: JWN CONSTRUCTION INC. Project Name: CLEWS RESIDENCE Lot/Block: Model: CLEWS RESIDENCE Address: LOT 1299 NETTLES ISLAND JENSON BEACHdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 MPH Roof Load: 55.0 psf Floor Load: 0.0 psf This package includes 74 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. , Seal # Truss Name Date No. Seal # Truss Name j Date No. 1 Seal # Truss Name Date 1 A0689098 A01G ; 2/8/16 i 13 A0689110 CO3 1 2/8/16 125 A0689122 I CJ3 1 2/8/16 2 A0689099 i A02G 218/16 14 A 89111 I C04 1 2/8/16 J i126 i A0689123 1 CJ3A j 2/8/16 3 1 A0689100 B01 G 2; Si 16 15 A0689112 I C05 218116 1127 1 A0689124 CA 12/8/16 14 1 A0689101 B02 1218/16 11 16 1 A0689113 j C06 1 2/8116 28 1 A0689125 CAV 2/8116 5 1 A0689102 B03 12/8116 11 17 1 A0689114 C07 218/16 129 1 A0689126 CA 2/8/16 6 1 A0689103 B04 12/8116 18 1 A0689115 I C08 2/8116 130 1 A0689127 D01G 2/8/16 7 A0689104 B05 12/8116 119 A0689116 1 CJ1A 218116 31 IA0689128 D02 2/8/16 8 A0689105 B06 j 2/8116 20 A0689117 CJ 1 B 2/8116 32 IA0689129 D03 218/16 9 A0689106 B07 12/8/16 21 A0689118 CAC 2/8116 33 A0689130 I D04 2/8/16 10 A0689107 B08 12/8116 22 A0689119 CJ2 2/8/16 34 A0689131 D05 2/8/16 11 A0689108 C01GE 1218/16 23 A0689120 CJ2A 2/8/16 35 A0689132 D06G 218/16 12 A0689109 CO2 2/8116 24 A0689121 CJ2V 2/8/16 36 A0689133 HJ2 218/16 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc, under my direct supervision based on the parameters provided by A-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February 28,2017. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents') provided by the Building indicating 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 'Structural 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 Engineer), 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 responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. FILE" COPY-- kilanu-N „Aarttrtez —fYtl Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 - A-1 'ROOF These truss designs rely on lumber values established by others. #=== TRUSSES A FLORIDA CORPORATION RE: Job 63896 No. Seal# Truss Name Date No. Seal # Truss Name Date 37 A0689134 HJ3 2/8/16 38 A0689135 HJ6 2/8/16 39 A0689136 HJA 2/8/16 40 A0689137 HJB 2/8/16 41 A0689138 HJC 2/8116 .42 A0689139 HJD 2/8/16 .43 A0689140 HJE 2/8/16 44 A0689141 HJF 2/8/16 45 A0689142 J2 2/8/16 46 A0689143 J3 2/8/16 47 A0689144 J4 2/8/16 48 ; A0689145 J6 2/8/16 49 ; A0689146 JA 2/8/16 50 A0689147 JB 2/8/16 51 A0689148 Jc 12/8/16 52 ; A0689149 JD 2!8/16 53 1 A0689150 j JE 2/8/16 54 ' A0689151 JF 12/8/16 55 A0689152 JG 12/8/16 56 1 A0689153 JH 12/8/16 ' 57 A0689154 JI 2/8/16 58 A0689155 JK 2/8/16 59 A0689156 JL 2/8/16 60 i A0689157 JM 2/8/16 161 1 A0689158 JN 2/8/16 62 A0689159 JO 2/8/16 I63 A0689160 JP 2/8/16 64 A0689161 JQ 2/8/16 65 A0689162 JR 2/8/16 66 A0689163 JS 2/8/16 67 A0689164 JT 2/8/16 68 A0689165 JV 2/8/16 69 A0689166 V03 2/8/16 70 A0689167 V05 2/8/16 71 A0689168 V07 2/8/16 72 A0689169 V09 2/8/16 73 A0689170 V11 2/8/16 74 A0689171 V13 2/8/16 Page 2 of 2 Job Truss Truss Type Qty Ply A0689098 63896 A01 G Roof Special Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:34 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-pOZAunRgTFaOREZyhbtcAsg4EWmv?yLC26dyYOzn8GN 10-1 6-2-1 12-3-5 17-2-1 21-8-6 10-1 5-3-5 6-1-5 4-10-11 4-6 5 6.00 r 1Ox14 cl 6-2-1 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 NO BCDL 10.0 Code FBC2014/TPI2007 dwR 5x6 = 3x8 = °xO — 2x4 II 3x10 6x8 11 CSI. DEFL. in (loc) I/deft L/d TC 0.82 Vert(LL) 0.18 9-10 >999 360 BC 0.75 Vert(TL) -0.30 9-10 >845 240 WB 0.89 Horz(TL) 0.04 6 n/a n/a (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except' T2: 2x4 SP M 30 WEBS BOT CHORD 2x6 SP No.2 'Except' 1-1 0=-1 579/2817, 3-10=-302/303, B2: 2x6 SP 240OF 2.0E 3-9=-660/410, 4-9=-292/827, WEBS 2x4 SP No.3 'Except' 5-9=-382/502, 5-7=-5621383 W2: 2x4 SP No.2, W1: 2x8 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1389/0-8-0 (min. 0-1-10) 6 = 1792/0-9-8 (min. 0-1-8) Max Horz 11 = -106(LC 9) Max Uplift 11 = -906(LC 8) 6 = -954(LC 9) Max Grav 11 = 1389(LC 1) 6 = 1792(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3163/1853, 2-15=-3190/1858, 15-16=-3134/1864,3-16=-3078/1860, 3-17=-2710/1619,17-18=-2613/1609, 4-18=-2587/1587, 4-19=-2705/1662, 5-19=-2781/1661, 5-6=-2428/1339, 1-11=-1312/828 BOT CHORD 10-23=-1787/3025,23-24=-1787/3025, 9-24=-1787/3025, 9-25=-1155/2159. 8-25=-1155/2159, 7-8=-1155/2159, 6-7=-1155/2159 WEBS 1 -1 0=-1 579/2817, 3-10=-302/303, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed; 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, 10, 3, 9, 5, 7, 6 and 6 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 8 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) , This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=906, 6=954. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. d Defi. = 3/16 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 122 lb FT = 0% 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 lb down and 121 lb up at 0-10-12, 35 lb down and 45 lb up at 2-7-13, 70 lb down and 92 lb up at 5-0-5, 120 lb down and 139 lb up at 7-4-14, 169 lb down and 185 lb up at 9-9-7, and 465 lb down and 609 lb up at 12-3-5, and 85 lb down and 104 lb up at 16-1-15 on top chord, and 75 lb up at 0-10-12, 5 lb down and 41 lb up at 2-7-13, 8 lb down and 3 lb up at 5-0-5, 23 No down at 7-4-14, 42 lb down at 9-9-7, 410 Ill down and 233 lb up at 12-1-15, and 39 lb down at 12-5-8, and 9 lb down and 1 lb up at 16-1-15 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: 1-2=-90, 2-4=-90, 4-6=-90, 6-11=-20 Concentrated Loads (lb) Vert: 2=47(B) 4=-341 (B) 8= 1 (B) 9=-41 O(B) 17=-48(B) 18=-98(B) 20=55(B) 21 =24(B) 22=3(B) 23=-1 1 (B) 24=-26(B) 25=-24(B) lraemr -Pieom thaourhty",iewshe 1.1KDDd IKUSSnrSnIEKl GINIKAI TIMA(ONDITIONS(USTOMEIrrUylllA(KNOPAID6i01-has. poorly desirepmemeloos and uod nuns ao list I IUnit D,swingODD) cod The Hamel Holmes,P.L Odaenm Sheet before use. Unless albetwise shed an list TOD, oofy MANUEL MARTINFI, P.E. Wild mere¢or plates she] be used for lM TDO to he Tabs. is oI s Oesige fogineet C.,sperievolineahthe a"[ an my TOD reprca tees, an aptaare of the professional ingioeering panb5ryfor the dedga of the single Truss depicted no dw lW da only, TPhL The desire aloa sareption, dag(enshrines, witsbildyaad use of this Is- for any ludding is the responsibility of the Owam the Oeaeis a0lerised agent or the building Deugner, is the-looal the INC. the UnE, 11.fossil building rude a ad TPI.I The sop of the TOD end any field um of IT, bass. imioding sond<,g trestle, imtalatiaa and Messing, shag he the #0471R2 rmpmsiMliry of He loiilieg Desigmr and(onuanar.AUneim sat out Tells, TOD oad the pnotims and guiddmes ofthe loildlag(omporeal Safely leareteaap6gpe66shtd by III ad SKAareeelesavndfug,nestlgedanm.TPi-I defines thensponobdihes old roues at the it peurau, cross Design Engineer and 10019 Charlton (ir. LunMoeutanwer,unlear otherwise defined by o (aaaa t oprted spot in>,ritiel by an pastors lamhel the nms Dnige Fngiaeer it NOT the bu8lmg Designer or h,uSyaem Engineer for any heifdie} AO [opilol¢edtnms ae as defined'mlPl-I. Copyright ©2DI S A-T Nwl Trusses- Alanuel Morliner, P.E. bpmdudiat 011th domoenL in any lam, is prohibited with wrinen permission hoer A-1 goof Tresses- Manuel Mafinas, P.E. Orlando, FL 321132 Job Truss Truss Type Qty Ply 63896 A02G Roof Special Girder 1 A0689099 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:36 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-mnhxJTSw?sg5hYiKpOv5GHvQOKSvTuO VVQ63cHzn8GL 1-6-9 4-6-12 8-2 4 11-10-2 15-6-9 18 4-9 21-11-5 1-6-9 3-0-3 3-71 3-7-13-10-0 3-6-12 3.25 12 5x10 MT20HS% 3x4 1 16 29 7x8 I I 2x4 II 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 NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W7: 2x4 SP No.2 4x6 Dead Load Defl. = 114 in 5 5.05 12 3x4 6 3x4 7 4x10 8 8 0 1 9 15 30 1431 13 32 12 33 34 11 35 4x6 11 4x8 11 7x10 MT20HS= 7x8 = 4x6 11 8-2-4 11-10-2 15-6-9 18 4-9 3-7-8 3-7-13 3-8-7 2-10-0 [5:0-3-0,0-1-121, [9:0-0-5,0-4-131 [11:0-4-4 0-2-01 [12:0-4-0,0-4-121, [14:0- CS1. DEFL. in (loc) I/deft Ud TC 0.78 Vert(LL) 0.19 12-14 >999 360 BC 0.65 Vert(TL) -0.4012-14 >656 240 WB 0.75 Horz(TL) 0.10 9 n/a n/a (Matrix-M) SLIDER Left 2x6 SP No.2 1-6-15, Right 2x6 SP No.2 3-0-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-9 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 9327/0-8-0 (min. 0-3-14) 9 = 8872/0-8-8 (min. 0-3-11) Max Horz 1 = 109(LC 34) Max Uplift 1 = -3679(LC 8) 9 = -3646(LC 9) Max Grav 1 = 9327(LC 1) 9 = 8872(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4932/1948, 2-3=-12672/5040, 3-4=-12439/4987,4-5=-10534/4249, 5-6=-11068/4456, 6-7=-13380/5408. 7-8=-12908/5279,8-9=-5427/2250 BOT CHORD 1- 1 6=-3460/8522, 16-29=-3461/8513. 15-29=-3461/8513, 15-30=-4535/11383, 14-30=-4535/11383,14-31=-4726/11966, 13-31=-4726/11966, 13-32=-4726/11966, 12-32=-4726/11966, 12-33=4878/12381, 33-34=-4878/12381, 11-34=-4878/12381, 11-35=-4601/11421, 10-35=4601/11421, 10-36=-4601/11421, 9-36=4601/11421 WEBS 2-16=-219/303,2-15=-1217/2999, WEBS 2-16=-219/303, 2-15=-1217/2999, 3-15=-649/1711, 3-14=-3511738, 4-14=-781/2094,4-12=-2678/1112, 5-12=-2673/6688, 6-12=-2983/1386, 6-11=-974/2293, 7-11=-408/1160, 7-10=-260/385 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 0-7-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc 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) Unbalancecfroof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=3679, 9=3646. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10 36 Iw .I 2x4 11 7x10 = 21-10-13 21-11-5 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 298 lb FT = 0% 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 45 lb up at 19-4-2 on top chord, and 1469 Its down and 569 Its up at 1-2-1, 1435 lb down and 572 Its up at 2-7-9, 1435 lb down and 572 lb up at 4-7-9, 1435 lb down and 572 lb up at 6-7-9, 1435 lb down and 572 lb up at 8-7-9, 1435 lbdown and 572 lb up at 10-7-9, 1435 lb down and 572 Its up at 12-7-9, 1429 lb down and 618 lb up at 14-7-9, 1427 lb down and 620 Its up at 16-7-9, 1425 Its down and 628 Its up at 18-7-9, and 1 lb down and 13 Its up at 19-4-2, and 1423 lb down and 640 Its up at 20-7-9 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, 5-9=-90, 17-23=-20 Concentrated Loads (lb) Vert: 15=-1 435(F) 1 0=-1 425(F) 21 =-1 469(F) 27=-1423(F) 29=-1435(F) 30=-1435(F) 31=-1435(F) 32=-1435(F) 33=-1435(F) 34=-1429(F) 35=-1427(F) pammq-Please tharaughtymsievthe'A.I ROOF I1DSSISrSILIER1 GINIRALI[LMSB[ONOIIIDXS(GSIOMIB('dUT[p'II(IfNOYA[D6FN[Nl'Iorm. Vesitydesigapanmiles, ad uod note, an this It Detifn D-ing (IOD) and the Annual Raises,P.r Releteau SheeOelute use. Unleswlhudu stead ao the T00, only MANUEL MARTINEZ, P.E. XiTet sannoMrplstes shell he asel Ivr IM IDD to h< m5d k a imss Oaige ingineer ru.fperulry InginenLthe testen amy iDD epuenb ue stuptcnu of the p,olasi=al enpmeairq usponfiRirylor thv design of Ma sioga Gue depicted is the I� anty,wle, PGI. the design usmupliom,Ioe&ag modtuos, soitablity and ma of this Trust to, any Ruiideng is rnpmsibility of the Owner, the Dennisoohatiuidag,,l or the 61ding0eugaee,in the unities al the IRC the TH, the mssl building toile aid PH The upp,eealsf the TODaad any bold use if the Lust, iuluding hondGeg. Momge, Walter...4 Wasting, 0.11be the #047182 pmubDry of He Bsildq Desigxrand(ommaor.AD notes set out in the TODaad Ila pm,fiu, aad guideline, of the 4ddieg[ompunnl Solely Infermaae.(R[Sgpvb!ished by IN adS(Ause referemed lot genemlguidanne. PH didnes the respotil,ftes aid dutietol the Truss Banjoes, Less Ouign Engineer tied 18819 (hOfllOn (Ir. Lut,Mesuloraner.aides, otbueaa defieed bya(snout speed span is srifng by sO p rieshrmhadSe Truss Oaign Engineer it NOT the Building Designer no truss System Engineer ter any bidding. ID(apitofued Its., use as Wood inPl-1. I (spyrigbt©1315A-]Rod Times -Manuel Muslim, Pl.IeseedutiosofIN, door-1,inany lmm,ispmhibitedrilhot,iaenpetmimsshomA-I Roof From,- Manuel Muslim,P.L Orlando, FL32832 Job Truss Truss Type Qty Ply A0689100 63896 1301G Hip Girder 1 2 Job Reference (optional) ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:37 2016 Page 1 ID:PZYQisPvl vGypHj72197f5yb7ks-EzEJXpTYmAyyliH W MjQKoVShwkpMCJZek4rc9jzn8GK 5 10-8 10-4-3 1 14-9-15 1 19-0-8 23-3-2 25-8-8 —1-6-8 4140 4-5 11 4-5 11 4-2-10 4-2-10 1 2-5 6 6.00 1.2 4x8 2 1 13 5x8 = 4x4 3x4 = 5x6 = 3.00 12 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 NO BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except* W1,W9: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-14 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (lb/size) 14 = 1818/0-8-0 (min. 0-1-8) 9 = 1783/1-2-13 (min. 0-1-8) 9 = 1783/1-2-13 (min. 0-1-8) Max Horz 14 = -81(LC 25) Max Uplift 14 = -944(LC 8) 9 = -965(LC 5) Max Grav 14 = 1818(LC 1) 9 = 1783(LC 1) 9 = 1783(LC 1) 29 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3610/2000, 3-21=-3263/1889, 21-22=-3263/1889, 4-22=-3263/1889, 4-23=-4504/2783, 23-24=-4504/2783, 5-24=-4504/2783, 5-25=-4607/2821, 25-26=-4637/2832, 6-26=-4687/2833, 6-27=-3913/2332, 27-28=-3973/2322, 7-28=-3983/2319 BOT CHORD 13-14=-546/436,13-29=-2624/4757, 29-30=-2624/4757,12-30=-2624/4757, 12-31=-2624/4757, 31-32=-2624/4757, 11-32=-2624/4757, 11-33=-2165/3804, 33-34=-2168/3794, 10-34=-2169/3792, 10-35=-761/422, 9-35=-772/417 WEBS 2-14=-1778/1052,2-13=-1982/3654, 3-13=-448/1026,4-13=-1678/1034, 3x8 = 3012 1.5x4 II CSI. TC 0.41 BC 0.64 WB 0.86 (Matrix-M) Dead Load Defl. = 1/4 in 4x4 = 3.24 12 5 3x4 66 27 N t.._.._ i 28 I� _._.._ 6 N 32 11 33 34 10 5x8 = 35 I� 4x6 It 9 3x4 -_ 1.62112 8x10 = DEFL, in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.2311-12 >999 360 MT20 244/190 Vert(TL)-0.3911-12 >662 240 Horz(TL) 0.16 9 n/a n/a Weight: 245 lb FT = 0% WEBS 2-14=-1778/1052, 2-13=-1982/3654, 3-13=448/1026, 4-13=-1678/1034, 4-12=0/294, 4-11=-374/65, 5-11=-347/716, 6-11=-488/856, 6-10=-659/478, 7-10=-2569/4531, 7-9=-1777/1033 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 cc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc clinched. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 cc clinched, 2x4 -1 row at 0-9-0 cc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have. been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=944, 9=965. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 253 Ito down and 345 Ib up at 5-10-8, 96 lb down and 152 lb up at 7-11-4, 96 lb down and 152 lb up at 9-11-4, 96 lb down and 152 lb up at 11-11-4, 96 lb down and 152 lb up at 13-11-4, 56 lb down and 63 Ib up at 14-9-15, 114 lb down and 130 lb up at 16-1-13, 69 lb down and 86 lb up at 18-6-6, and 37 lb down and 43 lb up at 20-10-14, and 74 lb down and 52 lb up at 23-3-6 on top chord, and 101 lb down at 6-1-10, 45 lb down at 7-11-4, 45 lb down at 9-11-4, 45 lb down at 11-11-4. 45 lb down at 13-11-4, 141 lb down and 153 lb up at 14-9-0, 23 lb down at 16-1-13, and 10 lb down at 18-6-6, and at 20-10-14 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 (pin Vert: 1-3=-90, 3-5=-90, 5-8=-90, 14-15=-20, 13-14=-20, 11-13=-20, 9-11=-20, 9-18=-20 Concentrated Loads (lb) Vert: 3=-1 83(F) 5=-O(F) 13=-50(F) 11 =-74(F) 21 =-78(F) 22=-78(F) 23=-78(F) 24=-78(F)25=-42(F) 28=-11(F) 29=-23(F) 30=-23(F) 31=-23(F) 32=-23(F) 33=-11(F) Wmmag-ple" W'savyaria 11.'b110OF TRUSSESrMin'1, 601111L TERMS I((ONDI(IONSCUSTOMER r1UTUn A(IIYOWIFDOSYFNr lamyndy de4ge pa—knledasd naa ao ni, lmn 0esys 01a.inp(1D0}and the YawelNaha,PF.lefeea,a SheelheMa me. U¢Ien a0e,eiu smkd o¢tAe iDD, ady �WTel ro¢si,torplafa,ta0kased la to NBrobe road lsa—Osigo(egiaar[ce..Spe.4IsrgbaeaLMe ual an I"IN IF Its ars aneplaaedtePlals,nna3agmariag mspoo 3i4y la Re dnigo of lDr wale be,t dryi<IH oe lhei06 onPy,lnda lP4l. Re desipe axampdaos, laafngsoeditioas, MANUEL MARTINFI, P.f. 'uhbilily cad us¢of EN, Noto, any roildinS is the mpamihiliry afte a..."ON Omei, aaftiodagemar IN ruddicq Copts, is the moral at the lt(. to IK the Was bedding side cad 114. TheopAoraldtifDO and artyfiild u,i al lhelma,in4dioghmdEnp.:torage,intolMSanond bmdsg, shill hete #047182 , ,I, n&tdy ofte kildiag Designer ead(oeaana.to asswl out to IN IDOaad It, pradim, aid gaidah-oflM lmldisg(ampsaal Was id.—IssiS!(SO pBGsbed by SM and SI(A relnemed1.geeesd gadeam rFI.Ideh¢..th—spe-Utia end ddieso(te i,sss 0e iiq¢a, Ism Oaige lagineeresd 10019(IIOrlion tit. '.. Uon Yaadedaa.oden ethamedefieed 6.a(¢ahutayeed apae ie oUngbyoA pa,riesmdn0. lMLas,Dmigafogaeer i, NOS Oe ia�ng OasgnaaOu,s Syssn Fsneee, los any balding ltl (epil¢Sxd semi ar a, defined ie lPSd. (opy,igM©OOIS A•I 100E Lu„ea Manuel Yalieeq P.F. Aeprodwlian ¢I tfus daumesl, is my i¢,m. it prshitiled �ilb niaen pelssixEo¢ hao A•11as1 iwnet •Monuel Matise; P.L Orlando, ft 32832 Job Truss Truss Type Qty Ply A0689101 63896 B02 Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2.015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:65:38 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-iAohk9UAXU4pwssjwRxZLi_kW74rxlXozkbAh9zn8GJ 7-10-8 14-2-14 20 4-6 26-2-0 28 9-15 1 8 6-4-0 6-4-6 6-1-8 5-9-10 2-7-15 46 5x10 MT20HS= 'i 9d119 Dead Load Defl. = 7/16 in 5x6 = 10x10 •- 3x4 = 3x4 = 3.00 12 1.62 12 1-6-8 -10- 8-0-0 14-2-7 20.4-6 26-2-0 27 -113 28-9-15 -10• 6.5-8 6-2-7 6-1-15 5-9-10 1-2-13 1-5-2 080 Plate Offsets (X,Y)— [2:0-2-12,0-2-121, [3:0-3-0,0-2-41, [4:0-6-8,0-2-81, [8:0-6-8,0-3-01,[9:0-2-8,0-3-81, [10:0-3-0,0-2-121, rl2:0-2-0,0-2-81 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 0.93 I Vert(LL) 0.40 9-10 >739 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.78 9-10 >378 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 I Horz(TL) 0.30 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) I Weight: 136 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' W1: 2x6 SP No.2, W2,W7: 2x4 SP No.2 W8: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-11, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 1516/0-8-0 (min.0-1-13) 8 = 1655/1-2-13 (min.0-1-15) 8 = 1655/1-2-13 (min.0-1-15) Max Horz 12 = -109(LC 10) Max Uplift 12 = -546(LC 9) 8 = -859(LC 9) Max Grav 12 = 1516(LC 1) 8 = 1655(LC 1) 8 = 1655(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-328/234, 2-3=-3066/2170, 3-4=-2651/2113, 4-5=-3625/2722, 5-6=-3876/2877 BOT CHORD 1- 1 2=-387/418, 10-11=-2280/3442, 9-10=-2621/3698, 8-9=-540/830 WEBS 2-12=-1525/1660, 2-11 =-1 758/2689, 3-11=-367/758, 4-11 =1 015/645, 4-10=-349/662, 5-10=-300/373, 5-9=-427/524, 6-9=-3418/4189, 6-8=-1632/1589 WEBS 2-12=-1525/1560, 2-11=-1758/2689, 3-11=-367/758, 4-11=-1015/645, 4-10=-349/662, 5-10=-300/373, 5-9=-427/524, 6-9=-3418/4189, 6-8=-1632/1589 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=O.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 3, 4, 7, 12, 8, 2, 11, 5 and 9 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 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=546, 8=859. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wmeiog�Pkoa thauug8p nrie>,Ik'Ad l00r IDL51ES{'NIt19,otNFtdl ntHl6(OlpnI0g1 NSTOMEP rBUTflj AO(OOWItDOFMEXT'loan. YnAg drxge pmommm anduad no+esoe di, Lou oetign OmvinpTlDOgaM lbe Yoeuel narfiam.Pl.tafneam Sheef heMeum. Ualeu aMm>riu vmed oe de l00, oar OiieY coeaaMrplmtab,llk�ud Im IAe IDomkrohd d,oTins0e0ptagiarer(;e..lpaftloq'mettS Ih,,ealaoaor In repnenhanvaptaxe d!pD, hOweeapm,r ortnp„v1i(dpfo,nrdmigoof nrkLImu depictedeeit,Meott,oedn 01.1.ne dt,ipe ats,mptiae,, l,adiag ndtiou. MANUEL MARTINEI, P.L �' tofthilily nd-ol[hitI,-I,,oarliddingi,Ik,BpantiliriryaftAe0..".Ikonei,aflovindagnnforlh,Buildiog0euper,iolhemaw I1h:IPCtheIlLlklotdhoddlnptoil WTPld.ThrapproealdlheNDandanlficNuteoltheLu,,,iudodieghrndGp.gomge,imhlloipnmdhratin¢tdo0kthe #047182 ,etgotib:6ildme luilLag Oe,ip�ena(o.+ed,t. waamwaetm,PrTwe,albe p<ante,aa geia,bne,a(the eo:eeg emp,neatrd,yWo,motioes(ulv�ca,dhr In anaslue,e,detenredfwgeeerdgviaan,d 10019(horltan Gr. Lon ucoulmmrer, oeleu ofiu-dd"d by. (oodou ogreed apoeu aitag h1o0 pertiat aodred Tk Less Dup Tngln...... me iuidding 0augom m boss lrtem Fnginm Tm am boildio¢ 1a (ophogted!e,m, ma at drfined io 1lhl. Uprigbt@201SAd loonruses ManuelYadiaea Pi. leptodedioo of tA„daamem, io aoplomr.i,p,m.SiWled>.ilh nttea pmad,,:oe fromAIgoal Losmt-YaouelYmline,, LE Orlando, EL 32832 Job Truss Truss Type Qty Ply A0689102 63896 B03 Hip 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:38 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-iAohk9UAXU4pwssjwRxZLi_ni76_xmQozkbAh9zn8GJ 1-6 8, 5 8-3 9-10 8 13-7.13 , 20-8-12 28-1-7 1-6-8 4-1-11 4-2-5 3-9-5 7-0-14 7-4-11 4x4 = 5x10 MT20HS-- 3.24112 3x4 = 5x8 = 3.00 F12 1.62 12 Dead Load Defl. = 7/16 in DHS= 1-6-8 -10-8 10-0-0 13-7-6 20-8-12 2ES-1-7 10- 8-5-8 3-7-6 7-1-5 7-4-11 0-M Plate Offsets (X Y)— [2:0-2-8 0-1-01,[3:0-2-12,0-2-41,[4:0-2-4 0-2-01,[5:0-6-8,0-2-81,[7:0-3-8,Edgel,[8:0-0-0,0-2-41,[10:0-3-0,0-3-41 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (hoc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.39 9-10 >808 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.75 9-10 >422 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.34 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 141 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except* 84: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except* W1: 2x6 SP No.2, W9,W8: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-12, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 12 = 1634/0-8-0 (min. 0-1-15) 8 = 1443/Mechanical Max Herz 12 = 138(LC 12) Max Uplift 12 = -577(LC 9) 8 = -620(LC 9) Max Grav 12 = 1634(LC 1) 8 = 1443(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-3222/2559, 4-5=-2847/2425, 5-6=-3508/2837, 6-7=-4302/3461, 7-8=-1417/1243 BOT CHORD 11-12=-2209/2652, 10-11=-2449/3310, 9-10=-3301/4112, 8-9=-453/512 WEBS 2-12=-361/588,3-12=3127/2726, 3-11=-72/444, 4-11=-799/1077, 5-11=-728/526, 5-10=-536/767, 6-10=-869/865, 6-9=-357/494, 7-9=2825/3569 WEBS 2-12=-361/588, 3-12=-3127/2726, 3-11 =-72/444, 4-11 =-799/1 077, 5-11=-728/526, 5-10=-536/767, 6-10=-869/865, 6-9=-357/494, 7-9=-2825/3569 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=577, 8=620. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/V gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard wootm- PYne+hmavgely "ir. 161.11001 CRLS 4,i11f11, CIAILL RW6f0101110A1(USI0Y1PrPUlaj AukawIP0amr fete. wordy de+igv pv—w, oed readratantlisavu Oeaigo 0oriopj100iand the 4ond Abortion. PLWe—' Sheaf bdoo me. net olheniw noldwhe I00,ocly '�Wd—U,pld-bel heoud to the EW 1. he,did At. I Oeuga(ogiea,(se.,SI-4legi-gkthe u.l.vaoy lDD ripanh muapl....fiba P�rintiava a¢Pine<riapmpoeu3iGyla It deiig. or the Oqk hats dtood aoihe IDO on¢,od.VIA. tee deaip aawmprion, 4adapneFrinti. MANUEL MARTINET, P.E. ',oinbirdrand U—f,hi,Pets latovr loilding is the papaoaN4.ftht a..."1MO.nei eaotheti[d aged or theladfin; UNcer, it cooled of the lit the 11C, It heat building We cod TPbl.Theoppmraldthe TDOaoeany 6,14 use of theToa, iededbit hend0rg.t'omge, ustolMion ted htodep,thoo be the #047182 'I reapnvhVDy oflhe lei e9 Deaigeer andCe.o-ntu.Low.. nl eat bath. IDO cad I t prmtua otdpideh—f the I.A&gCempnnl Solely ldmerrtmn(SD p50shed by Mod Silk., refereoadferpe Igvidene.IF1.1 ea6ao th.mp—Wifies oed M-1 the Loss Dmpu. has Oaign Engine. end 10019 Chariton [it. huaaYmdo•.rom.veleu otietme A.he,d4, Cooked ag<eedvpe0nitaghy oA prdamrolred. IM ben Oa+igo Engimuia ROTMr ioiWing Oaaiynermhun5ldemfopinerfuaryhpildiog. A0 (cp'ndted nrmsortosd.fioee i.1141. [apytigM(c]]OIS A•I loollesses YanaelYafinet, P.F. ltprodvdioo of this dearsot, in aor larm, is pohihited.iW ninon puautawe hen AI Ravf Teues-Yanuel Yminn, P.F. Orlando, EL 32832 Job Truss Truss Type Qty ply A0689103 63896 B04 Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:39 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-AMM3yWolnCgYORvU8SotwXx?XROgCUxBOKjDczn8Gl 1 6 8 6 6-13 11-10 8 13-0 1? 20-8 4 28-1-7 1�6.8 i— 6 5-3-12 1-2-5 7-7-7 7-5-4 5x10 MT2OHS-- 4x6 = 3.24112 Dead Load Detl. = 3/8 in 5x6 = 3.00 12 1.62 12 3x4 = T-0-a Q-10-8 6-6-13 12-0-0 i13-Ob 20.8d 28-1-7 ' 1 5-0-5 5-5-3 1-0-6 7-7-14 7-54 0.8.0 Plate Offsets (X,Y)— [5:0-6-8,0-2-81, [6:0-2-0,0-2-81, [7:0-2-12,0-2-4), [13:0-2-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.33 9-10 >952 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.66 9-10 >477 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.29 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 147 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except` T3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 'Except' W1: 2x6 SP No.2 W2,W1009: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-12, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 1632/0-8-0 (min. 0-1-15) 8 = 1445/Mechanical Max Horz 13' = 185(LC 12) Max Uplift 13 = -593(LC 12) 8 = -608(LC 9) Max Grav 13 = 1632(LC 1) 8 = 1445(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3270/2656, 3-4=-3094/2566, 4-5=-2708/2456, 5-6=-3015/2531, 6-7=-3614/2963,7-8=-1401/1244 BOT CHORD 12-13=-310/261, 11-12=-2492/2914, 10-11=-2162/2825, 9-10=-2838/3446, 8-9=-271/289 WEBS 2-13=-1558/1546, 2-12=-2533/3100, 3-12=-373/458, 3-11=327/400, 4-11=-939/1148, 5-11=-599/304, 5-10=-437/671, 6-10=-755/718, WEBS 2-13=-1558/1546, 2-12=-2533/3100, 3-12=-373/458, 3-11=-327/400, 4-11 =-939/1148, 5-11 =-5991304, 5-10=437/671, 6-10=-755/718, 6-9=-455/588, 7-9=-2551 /3139 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=593, 8=608. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/V gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard tlmnwr Pk.ndaougBy mrLrr@e'11 ADDT IpUS1[SI'Slila'1, tdgIAAL ntNf A[DNDITI09S NSIDtleI'gaaj A(AlI0W1[06F!UNr lmm yaiPpdetiigepaamdenand aod.aaoodit Lou Milpo Dmriop1lDDjwdlEe Ydauel Nanuev,PE rehteom Sheel betme me. Udenadnei.wed..de TDD,ady MANUEL MARiINEZ, P.E. Md aaaaada pldn,WO be oud Is, de IN la be vdid 1,. Tian OeGp [gie«r(m.fpcwAr l.ghealthe teal an any to"F unts an gm., dxe p,dasi-1 ori-6.rsap.Ailly la me desig.dNsit* Ttnt daidd an the TOD �aly.ondalPH.Ife daiga nwnpfi.os, pofiareeobdoe; I,uuohiliryond me eIN,Lea la- 6uildmgis the rmpesihilil(dthe (Tow the O—Aa tboiakopeda the bildiq DtKrn., is them,ded al The AL lhdgC. the toed hildingtoda od TPH.The pp,onldthe MO end uy field en al the iwn, immdie7 h.Ag.,mmge,iumllmmn and b—IT, then be the #047182 eesgndbty d7he Iddieg Designs aed(omodat. to eeletu,adie 14 Med Ike pin(., aid gaidennn d The n Jdiag(nety-elSaleyhf mdaet6np pdhded by l% and Si(Lre «famd for goad goider. .Ir6l detnndeietpouUties a el duties of the Tins nauran. huss Desip ferinaer and IQ�ttl (h0(It00 (Ir. Lou tlmdoem,er. wless aderate defined hr o (.nnan ag,eed upae In nRag hy.Apo,fia avdreE. The I.., Ong.Inpaea is not the ;tending Omp" or fee,,Spam Fnpna, To, any b0dieg. ell (cphohted nms me os definedioTPld. (apptight@70I5A.1 rodlru,tes 9-111atinea,P.F. reprodmlianalth�s pesmi—efiom AI R.IT—.s-9.ed Yntiea,P.L Orlando, FL 32832 j Job Truss Truss Type Qty Ply A0689104 63896 B05 Roof Special 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon -Feb 08 17:55:39 2016 Page 1 I D:PZYQisPvl vGypHj72i97f5yb7ks-AMM3yWolnCgYORvU8SotwXvXXPggGgxBOKjDczn8Gl 1-6-8 7-3 2 13 4 10 17-11-14 23-6-12 28 1-7 1 6-8 5 8-10 6-1-8 4-7 4 5-6 14 4-6 12 46 3.24112 12 8 3x4 = 5x6 = 3.00 12 4x6 = 1-6-8 -10-8 7-3-2 13-5-7 17-11-14 28-1-7 -10-8 5-8-10 6-2-5 46-7 10-1-9 Dead Load Defl. = 7116 in Plate Offsets (X,Y)— [4:0-3-8,0-2-01[6:0-2-4,0-1-81,[8:0-2-12,0-2-41,[10:0-3-8,0-2-81,[12:0-2-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.32 8-9 >992 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.88 8-9 >359 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.33 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 148 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* Wi: 2x6 SP No.2, W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-11, 7-8, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. REACTIONS. (lb/size) 12 = 1630/0-8-0 (min. 0-1-15) 8 = 1447/Mechanical Max Horz 12 = 188(LC 16) Max Uplift 12 = -61O(LC 12) 8 = -600(LC 9) Max Grav 12 = 1630(LC 1) 8 = 1447(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-284/165, 2-3=-3406/2846, 3-4=-2944/2541, 4-5=-2688/2466, 5-6=-3088/2654 BOT CHORD 1- 1 2=-261/353, 10-11 =-2822/3032, 9-10=-2515/2950, 8-9=-1649/1756 WEBS 2-12=-1589/1636, 2-11=-2604/3084, 3-11=-291/426, 3-10=-583/670, 4-10=-1268/1490, 5-10=593/468, 5-9=-151/269, 6-9=-917/1275, 6-8=-2270/2144 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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 100 lb uplift at joint(s) except Qt=lb) 12=610, 8=600. 8) 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 Wmoiag-Pkou!6moagtlrudn lhe'bI Igor SS[Sl'SEf[i}G[MH{SIFgxS6(➢NDhI09S(IISIDIIIg rhN[IjA(MMO'HI[DGfN(NrI..Yn;Fydeagopmamm-od readocrer ao rhirhaerCariP Uavinp(IDDI oed SAe Yaeuel Norfinea.tE lekrtan S5eeS 5e!aa ore. Mu An—voldoede fOD,edr MANUEL MARiINEZ, P.E. ACIAaaaeda pialec+ball k oud for lEe fD➢H be nfd {t o feast Onigu Engineer (<a.. SpenaM F�gmeal�a ud w aoT lOO up<unh an ae¢ploxe d fErOroleavandeogineeriagrerpoetibiLy )a 2, dodge of 11. sink fins deoded oo,he IDD only, todu Mr. ibr dnige armmpriooe, laoffaq taodirioes, gild 11, and no af,hi,i,n,Is, ear Wd!npis lhnnpn,ibditf of At on", lie Oeaeis oahonsedogod o, Ma lading Dngan, in At n#d of the IkAtle(,iht foal IsoUng ada oad lPl•I. The oppaal of6„ 1ODaod toy field use of lM Lon, intedioq headtag.s'oroge, Sntullnon and ha6ng,sb.9 help, #047182 mpond.Dty do, follogDopts and(oenodn.Node,n1 ontoAs too oodIte p-lia, aM goid6on or A, Ia- q(anpson"Sdely id—oria.-MS¢po6bM ty 1fl and SI(A ae afe,eeudfor grand p&o .IM tsd—Aea,p Utinand dote, f it. la% Ongn,. Irv, Oniga fg0ae,ead Tia,11-1ashm. adN irns Omits fre-, NOT As W11ing Onipa a, Tins Synen login. fu ny bdlft; so (opno$ed loos a, o, d,faed is 1141. 1 10019 (horlton fir. '',(oppigMC�10IS�,IWalfruues•Nanueloaliaeq,P.f.teprodnliaoaltb,tdnazsnt,i000p!oteisp,obihiled.ilh�sidenpaniu:oalmmA•IRpolUoasat•llonuelonline,P.L Oflondo,fL32832 Jab Truss Truss Type Qty Ply A0689105 63896 B06 Roof Special 1 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:40 2016 Page 1 I D:PZYQisPvl vGypHj72i97f5yb7ks-eYwR9rVR35KXA9052rzl Q744gxpiPi35Q24G12zn8GH 1-6-8 , 8-3-0 14-5-12 14,6-0 21-6-2 28-1-7 1� 8 6 8-8 6-2-12 0-0-4 70-3 6-7-5 6.00 12 4x6 = 3.24112 5x6 = 3.00 12 3x8 = 3x4 6-8 NQ�-10�-Q 8-3-0 14-6-0 — _ 21-6-2 28-1-7 IS 6-8-8 6-2-15 11 3 6-7-5 ' LOADING(psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.94 TCDL 15.0 Lumber DOL 1.25 BC 0.73 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 BCDL 10.0 Code FBC2014ITP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2, W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-11, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 1628/0-8-0 (min.0-1-15) 8 = 1449/Mechanical Max Horz 12 = 232(LC 11) Max Uplift . 12 = -620(LC 12) 8 = -598(LC 9) Max Grav 12 = 1628(LC 1) 8 = 1449(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-516/371, 2-3=-3491/2950, 3-4=-2823/2475, 4-5=-2696/2501, 5-6=-2590/2384, 6-7=-2053/1736, 7-8=-1400/1273 BOT CHORD 1-12=-516/612, 11-12=-506/425, 10-11=-3019/3092. 9-10=-1823/1994 WEBS 2-12=-1641/1771,2-11=-2463/2901, 3-11=-205/359, 3-10=-730/828, 6-10=-422/587, 6-9=-959/1050, 7-9=1719/1972, 5-10=-1112/1293 NOTES - Dead Load Dell. = 5/16 in DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.2810-11 >999 360 MT20 244/190 Vert(TL)-0.4710-11 >673 240 MT20HS 187/143 Horz(TL) 0.28 8 n/a n/a 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; 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 Fight exposed ; end vertical left and right 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 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=620, 8=598. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'd/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Weight: 149 lb FT = 0% 1Vmaq-Fit sit.wIlly mein1h,*14 ROOF ROM%11. lR1.00IFPLL RPNSd[ONOITIOgi(OfiDNRrrNRjItPMOWI[DGENENr lmmVt,4 deLga potametmtood mv: nmewn nit Lau Omipo-bit ODDiaad@eamuel gotluee.LF.Pdneme Sheel5elma ess. MuaOmwnsmleloa tle IDO, oalr 1D plate, 1W be MANUEL MARTINEI, P.E. �11,1d ca- dar omd to, 71a k edd. 1, a Tits, Usip hogiei ter(r., pnahe the seal s aa1100 "Pe'-ft a a leg"mml aneDmme etlhe polesutnai [aginetrmq mspoes3itlr for Iht de,ipa of Me dayk Ttnn deNthd oa the10D Da¢, oadee IPDI. Rt desige assompeam, laadnp tonditioe} wildility and um el this Tim Forme building is the rmpmih10tr of the O.ne, 14 Onts'"Whomdngoal os the Puiding 0tgs,; is themmen ai the 11L the lB(. the lamlhu6goe—aRld. The oppmral 0 the RDand any field ua ollheTmu, imkdaq heading. storage, i[stolimian end hiDong, shell he the #047182 ,,,.itb:my.ftbeguddiag G.spteod(e..,I.. lO nafea mlautiasie l00 aad the p[aliasaed g+ide4nesollM gc.Idi[g[smpsmmSoteyisfaimaLo[2(rijpe6tisl dly lPf and R(l aremlemandfwgnaeipidoate. IM datnthe ietp Wifiin nd doind the lmss Omen, f[un Design Foliate, end 10019 Choglton Cir. Iron Menolenuur.vele,s onm�mdeM1aed h.e(annmiogreed apein nRag 6raP pmesaeelnd It. TansWip Fnfnrer is 901the BuYng Oas'ryam at Luss Srum Eaginn,fm aol hoiltiep. 10(ep aindtmms au at d,fa die III-). (opyrighsG2015A4 Po Nsm-Akeoellf.1k.O.F. Peprodutlion al ddsdwu eo; io onr lora}isp,ohihiledxitM1rtitlen pernisuoohnmA IBanl Tmsses-Yonuelaatfna, P.L Orlando, fL 32832 Job Truss Truss Type Qty Ply A0689106 63896 B07 Scissor 6 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:41 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-61UgMAW3pPSOnJblbZVGzLcIZL9k8A3Efipq l Uzn8GG 1 6 8 8-3-1 14-6-0 20 8-14 , 28-1-7 � 6-8-9 6-2-15 - 6-2-15 7-4-9 6.00 12 4x6 = 5x6 = 3.00 12 -6x10 [I 3x4 =1� -10- 8-3-1 14-6-0 20-8-14 28-1-7 -10-8 6.§ 6-2-15 6-2-15 7�-9 0-8-0 Plate Offsets (X,Y)— [2:0-2-12,0-2-121, [5:0-3-0,0-241, [8:0-5-13,Edgel, [12:0-2-0,0-2-81 LOADING(psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.35 9-10 >913 360 TCDL 15.0 Lumber DOL 1.25 I BC 0.74 Vert(TL) -0.73 9-10 >434 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.45 8 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 'Except* T3: 2x4 SP M 31, T1: 2x4 SP M.30 WEBS BOT CHORD 2x4 SP No.2 `Except* 2-12=-1645/1690. 2-11=-2177/2967, B3: 2x4 SP M 31 3-11=-219/333, 3-10=-696/799, WEBS 2x4 SP No.3 'Except* 5-1 0=-1 346/1844, 6-10=-753/902 W1: 2x6 SP No.2, W2: 2x4 SP No.2 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1455/Mechanical 12 = 1638/0-8-0 (min. 0-1-15) Max Horz 12 = 211(LC 9) Max Uplift 8 = -552(LC 13) 12 = -624(LC 12) Max Grav 8 = 1455(LC 1) 12 = 1638(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-451/340, 2-3=-3488/2698, 3-4=-2860/2190, 4-5=-2734/2215, 5-6=-2817/2203, 6-7=-3559/2848, 7-8=-293/0 BOT CHORD 1-12=485/545, 11-12=-246/263, 10-11=-2248/3090, 9-10=-2356/3151, 8-9=-2338/3121 WEBS 2-12=-164511690,.2-11=-2177/2967, 3-11=-219/333, 3-10=-696/799, 5-10=-1346/1844,6-1O=753/902 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 4, 8, 8, 1, 12, 2, 11, 3, 10, 6 and 9 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 5 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and. any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.100 Ib uplift at joint(s) except (jt=lb) 8=552, 12=624. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Defl. = 3/8 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 137 lb FT = 0% Nmaiug Pkou�haaug8rrerie�th"I.]"Or1IDS4+l'S81aj,6(IFIAIQIkfA(OHDQIOHSNS1OxEIl-IUIajARIOf1ltOGfwHrlei.g«iffdnigepan—wond«admm'onrhi+bwOale«olt—istmmedo ll'IDD,00lg 0 Se aa tAAUUELMARTINEI,P.E. WlN «vnadar piataahaOkoud 1. it, too «be dd, 1+aI..0,dgnFngiaarr,a- hj fpaoaMi-lMe-Iovanp IDO«paavban pla anevae D!otnuanmgia«dvpu+poau3itfr tar Ba de+igad Ms siagk Lm+depsh3 onhe IW onh. wda+IP4i. the datiig+assamPdoa+, laaGag tovd�iroes. wOoalHr and u«al!hishmslor vepl ldiny is lha«apomitili!yalthe Ornec Me Oanei caothoirted ogent or the gutlding O«qan, inlhe mvten allk llC lha IBLIM Io«Ib,ddiag«deadTPld, IAa op7iorcio(!he NOand and fieldmeol lha l«n,in!Wdirg hmdrag.+««qa, ia+tailmun and koonp, NoO he dle # 047182 (as pnsbOryafths lailding Omigaerand (ewadm.Own, .1 gat in&TDO nad it,po,tuas aedpidefia—flhalmldmg(ampaot Safe, IaPoimmfaa(I(SgphK,Nd lg M and SIRue«irnmrd fu g.....1 idmu. iPEl:arm+me rmpmkliva and dvnesofrk alv«Oaugvr.imn Msigv Evginea and 1OO19 (horlroa fir. Unss MnnutaWr«. oelau vuemmdfiaedbpa(ontrml speed apnin oiling by vD prdasarmrad Sk Ga++Da+iga Engnevi+tOl Ma roi8ing Oa+ignm or lruu5ystemfvgin«rfor am baildivg. N(apiiofited!errm au as defined is 1P41. tappighr©1O15 A•I Ioo1T«ties AlanaelYolmet, P.F. teprodotiov al the danmtvl, iv aaylorm, is pnahO�iledailb nittev pervisaostmm Al tool Lune+-Aonvel IlmYna, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689107 63896 B08 Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:41 2016 Page 1 I D:PZYQisPvl vGypHj72i97f5yb7ks-61UgMAW3pPSOnJb IbzvGzLcJvL9d87eEffpglUznBGG 3-8-2 7-11-7 13-1-5 1r 1-10 19-4-2 27-2-15 3-8-2 4-3 6 5-1-14 -0- 5-2-7 7-10-14 5x6 = 4x4 = Dead Load Defl. = 5/16 in 1=4 II 3.00 12 11 12 10 5x8 It I1.5x4 11 3x6 = 4x10 II 3-8-2 7-11-7 13-2-8 1 -1-10 19-4-2 27-2-15 3-8-2 4-3� 5-3-1 11- 5-2-7 7-10-14 Plate Offsets (X,Y)— [1:0-1-10,Edge],[5:0-3-0,0-2-01,[6:0-2-4,0-1-121,[9:0-5-13,Edge],[10:0-2-12,0-1-8],[13:0-2-0,0-2-81 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 0.66 Vert(LL) 0.25 14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.50 13-14 >658 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.29 9 n/a n/a BCDL 10.0 i Code FBC2014/TP12007 (Matrix-S) Weight: 158 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 `Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'Except* B3: 2x4 SP No.3, 132: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP N0.2 1-9-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 11-13 WEBS 1 Row at midpt 10-13, 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1526/0-8-0 (min.0-1-11) 9 = 1489/Mechanical Max Horz 1 = -183(LC 10) Max Uplift 1 = -561(LC 12) 9 = -549(LC 13) Max Grav 1 = 1526(LC 1) 9 = 1489(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3006/2466,3-4=-3576/2840, 4-5=-3677/3194, 5-6=-2697/2251, 6-7=-3080/2370, 7-8=-2306/1871, 8-9=-582/109 BOT CHORD 1-15=-1965/2524, 14-15=-2005/2583, 13-14=-1510/2619, 6-13=-862/1082, 9-10=-1419/1939 WEBS 4-14=-571/739,7-13=-150/728, WEBS 4-14=-571/739, 7-13=-150/728, 7-10=-1066/919, 10-13=-1653/2251, 5-13=-291/792, 5-14=-1 12811001, 3-14=-318/704 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 ncnconcurrent 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) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)1=561, 9=549. 10) 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 17navy�Pkase�moughly teim+Ihe'A1IOOr R65451'Sa1E136a1fILL a1M56[OXOaIOfa NSIaNFprEUSa?A(CYOWI[06yNPNr!aim. YeNr deugepmamtless aedteoi nUn ov 8ie6ns GesiyebarioyllDb;vnd lEe Movael garfivn.PF.te!nneeileN SAweuu. UaHss a>enaiu searel vvaa rDO, oeh M �MiieA etneaar plaits shill k used fa the TOO la vdi As a Tou Win fayia... G ., Sp,.4 SoginnLthe seal an my IDO,ep.-as as vaeti taee rd!hepalesisnal npeeeniog mspovabby In lb, dniga of the wile ymss d pid,4 wh.ID6 ea1f ceder lP4L 0e dasigv assompdws.laadog moliliov; MANUEL ARTINEZ, P.E. ' ro0ohililyandmeofskiscrestla,anyduil7inyiukmpanidlilyallhe0rner.tMO+veisamho,iaeaogemertheBoddiag0esgnn.inlhemnteatolthelp(Ipelht,thelatalhuddhmtoteaadTPld.lArvpprvmlct�eNDandanyfielduuollhehuss,in,ludirghmdtng.sforagn,iuPolMtunandkauap,shaOhrAe #047182 resryesd.6haftk tvildmg Caigaa, aed toma,Mr. Mlaotet sel avt infk lDD oed the prnruesad gaide6na aSlM raMivg Gmpaneat ydnl mla,mouoelTSljpehhskedhyfi and SPCA ne rclna,ed for gn-1 jailors'. 11Pn der-1he,etpe..usin cad Mod Loss Dole. Nat uniyo yngiveer and 10019(horiton(ir. ttunMenuleetour.oeless "Wrte We'd by a Conned agteed apoe in ndag by all parrie"Weed. The Tins Mtge fnenm is 11011 Ae suiS5ng 009nn a, f Svsnm Tngfneer fo, any W&eg. W Uois edmost my as ldind in IN-1. rapinigk© 2015 A-1 goo! Truces -Maeuel111.1n ,FL Aepodmlian of this doeumem, in easy lane, is pAlhiled rith nitlen pnein,00 ham A.1 pool Tmnes•M.-I Mmlim, P.L Orlando, EL 32832 Job Truss Truss Type Qty Ply A0689108 63896 C01 GE GABLE 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:42 2016 . 6.00 F12 2x4 11 3x4 3x4 \\ J3T 3x4 \\ 2 1 T m 0 68 � 37 11 3x4 4x4 11 4x4 = 2x4 II 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 NO BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x6 SP 2400F 2.0E 'Except` T1: 2x4 SP No.2, T4: 2x4 SP M 31 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-12 cc purlins.. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Row at midpt 5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1551/0-8-0 (min. 0-1-8) 7 = 1558/0-8-12 (min. 0-1-8) Max Horz 1 = -168(LC 6) Max Uplift 1 = -595(LC 8) 7 = -615(LC 9) Max Grav 1 = 1551(LC 1) 7 = 1558(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2877/1033, 2-3=-2755/1038, 3-4=-19281701, 4-5=-1896/672, 5-6=-2861/1108, 6-7=-2977/1102 BOT CHORD 1-37=-1013/2523, 11-37=-101212518, 10-11 =-1 015/2520, 9-1 0=-939/2648, 8-9=-939/2648, 8-38=-936/2647, 7-38=-936/2651 WEBS 3-11=-196/521,3-10=-953/496, 4-10=-525/1288,5-10=-1092/559, 5-8=-207/571 5x6 2x4 II 4 2x4 II 2x4 II 2x4 II 2x4 11 10 2x4 11 3x8 = Dead Load Defl. =1/16 in 5.47112 2x4 II 2x4 II ST11 3x4 3 5 7x4 11 2x4 11 4x 6 3x4 5 4 10x10 = 0 S 2 S 3 4 7 Io 8 4x6 = 384x6 = 3x4 5x6 = 4x4 = 2x4 11 2x4 11 CSI. DEFL. in (too) I/deft L/d TC 0.19 Vert(LL) 0.08 8-10 >999 360 BC 0.55 Vert(TL) -0.16 8-10 >999 240 WB 0.92 Horz(TL) 0.04 7 n/a n/a (Matrix-M) WEBS 3-11 =-1 96/521, 3-10=-953/496, 4-10=-525/1288,5-10=-1092/559, 5-8=-207/571 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSIfTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with, any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=595, 7=615. 10) Girder carries hip end with 4-2-0 right side setback , 4-2-0 left side setback, and 3-0-0 end setback. 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) 167 lb down and 65 lb up at 224-13, and 167 lb down and 65 lb up at 4-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. PLATES GRIP MT20 244/190 Weight: 222 lb FT = 0% 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-90, 2-4=-45(17=45), 4-6=45(F=45), 6-7=-90, 1-37=-20, 37-38=-74(F=-54), 7-38=-20 Concentrated Loads (lb) Vert: 37=-115(F) 38=-115(F) waiting- Pirate lharaughlymeievthe 'A.1 ROOF ThOSSESMELIER1 GENERAL nIMS6(DNDInDIK Nf1OM1Ir1UTfR'IA(KHOYA[OCED[X1'Iatne yerilydniS.p-on,maMBen twmsonthn huu Design Drarnp(IDDtaodlhe BowelNvfiaey P.E. Retaenm Shed triune use. Unlnsmhetvlses=,d,rthe(DD,anh M_ANUEL MARTINFZ, P.E.PoT<k mmerrorplsus shill he uml for the 1OD to die rakd A, a Uau Design Engineer lie, Spaiolty Fnginenl,,he sealso oAy fDD mpretats ae euepmme of the list inns! angineairg msponm3ly for the drips at the siug!e Truss diploid on the TOD only, Wei n41. The desire maripfias, funding conditions, J,oitabitly and use of this LucTo, soy Building is the responsibility of the Owner. the Darts outbaitd a gent or the Building Ong,n, in the mmat of the K,the lBL She loml building code and TPi.l.Th. uppuealof the TOD ad any told me of the I,-, imhdinr handling. storage, unildlmion and Moung, shell be the #O471R2 rnpao*Ijty of the 4ildieg Designer ad run, w.Ali nam, at of in the TOD and the pm,fim ad lufdehnes of the laildeg Cdnpanat Salsif Ahtmahae(BCSQ published by TH ad SICA an rermenmd for general guidnom.TPld Was the so posovbdiees ad dolin of No Truss Oesgat. Truss Design Fagioaer and 1OO19 Charlton(ir. 0u,sMaaufodma, udeu athavnidefined by a Conferral upoo is v,bi by all pmnas inralred. The Truss Ong. Engineer is NOT the Building Design,, or Truss Sysmn login aar ter ay andieg. AO Carlolaed tern, are is defined in111.1. Copyright@2O15 A-1 Roof frusta - Manuel Muslim, P.E. Rep,odatia alibis dotmanl, in any fain, if prohibited with smiOen permission (roar A -I loot Trusses -Manuel Mushier, P.I. Orlando, FL 321332 Job Truss Truss Type Qty Ply A0689109 63896 CO2 Roof Special 1 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:42 2016 Page 1 I D: PZYQisPvl vGypHj72197f5yb7ks-ax2CaWXhaiaFPTAU9GOVVY9S91W ItaxNuMZNgxzn8GF 6-6-5 13-1-3 19-5-9 27-5-10 6-6-5 6-6-14 6-4-6 8-0-1 4x6.- Dead Load Defl. = 3/16 in 1 Z wT Im a 0 0 10 9 8 7 1.5x4 II 3x8 = 3x4 = 1.5x4 II 33x41- 3x4 = 48 11 0 8 6-6-5 13-1-3 19-5-9 26-6-7 2 -5- 0 041 6-1-13 6-6-14 6-4-6 7-0-14 -11- Plate Offsets (X,Y)- 11:0-0-9,Edgel, 11:0-0-15,0-0-11, (3:0-3-7,0-2-41, f6:0-3-8,Edgel LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL , 1.25 TC 0.82 Vert(LL) 0.15 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.32 7-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) I Weight: 135 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER 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. (lb/size) 1 = 1461/0-8-0 (min.0-1-12) 6 = 1561/0-8-12 (min.0-1-13) Max Horz 1 = -188(LC 10) Max Uplift 1 = -552(LC 12) 6 = -604(LC 13) Max Grav 1 = 1461(LC 1) 6 = 1561(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2432/1989, 2-3=-1740/1549, 3-4=-1692/1538, 4-5=-2242/1862, 5-6=-317/72 BOT CHORD 1-10=-1573/2081,9-10=-1573/2081, 8-9=-1415/1928, 7-8=-1415/1928, 6-7=-1415/1928 WEBS. 2-9=-766/837, 3-9=-673/777, 4-9=-642/681 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=552, 6=604. 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 Yfotnmg-Plnse Moraupbry mrin lbe'Ad AOOF IIUSS[SrSlllkRyf[NLRAL I[INSA(ONOITIOXS(USIONfRF'lU'IR1 A(NXOWIIOHYlXI'Imm.PorNydnignpmemet eu and motl notesap Ms lmx Oesipn Drarmp000lpnd the Nonuel Nmfmn,P.E. Reletenw Sbeef lefore ow. UolawheMsestatel on Me TDO my MANUEL MAR7INEI, P.E /� /UTeb mnnesmrplmos shill he usel for IM 100 m he rabd. Isa Trms Oesigo Fngineer(u-Speciairy Engines}, the seolo-a amy IW mprneem ae rtttptpme ul Me pnlesdonal engc�eni�ry rvtpausm3ly for Me ledge ali6e single feast depicted patM1e IDD anfy, under IP41. The desipu auumpliaas, IpaMog roedirinnb //_,`\ saAabildyaed neailhis Liufor ony lugd'mgis the mspamibirdy of Me Orner, IM1eOneh oafhmimd egenlulM1eB iding0euges,in lhemnlenol Me lN(, 1M1a IBC,IM Imal6uildmgrodeaed Rld The app,aral efthe TOOaad ony field me d the 1,-, imladmg hn1inT. domge, imhnalive d Indng, 6.11 be Me #047182 Ai"' oftieUdiall Onigm,and(ommmm. AU nousmtou] ie the fOOaod the ptetpus and grddums of the luMig(emonat W.1yef-ohoe(661Jp lekhed by NJndSB(Ame misenmdfs greemf guidenre.IPI-IdeNeesMe,ngms3Qhes aodlagn alshe lmu Oengm,Irms Oeugn Feginmt and 10019 (horlron (ir. Oua MaeulosMn,udes atherise dafieed by o Canhasapreed apoa in Wiling by oR pmdes inrelrad. The Tins Oesiga Engines if NOT [be 110bg Uesigur or hum Sysum Fngineer fn any beii9ag IN (opimriredmms o,e as defined is 1PId. Copyright©RDIS A•I Ranl Luues-Monael Martine; P.F. lepradud'ml ad this dotunenl, io any fain, is prohihihd riM miflen pemisdop hem bl Rad Tresses-Nonoei JA.,e1 mr, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689110 63896 CO3 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:43 2016 .Page 1 ID: PZYQisPv1 vGypHj72197f5yb7ks-37cansYJLOi61 dlgj_Xk2midn8rgc10X60lwMNzn8G E 7-4 13-6-6 , 21-2-5 28-4-8 7-1-5 6-5-0 17-7-15 7-2-3 4x8 _- 5.4 712 3x4 3x4 — 1.5x4 11 3x8 = = 1.Sx4 I 3x4 = 4x8 11 O 4r8 7-1-5 13-6-6 21-2-5 27-5-5 2814.8 0 8 6-8-13 6-5-0 7-7-15 6-3-0 11-3 Plate Offsets (X,Y)— [1:0-0-9,Edgel, [1:0-0-3,0-0-51, [3:0-5-3,0-1-121, [7:0-0-12,0-2-01 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 M 30 'Except* T1: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B2: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP Nc.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1512/0-8-0 (min. 0-1-13) 7 = 1610/0-8-12 (min. 0-1-14) Max Horz 1 = -194(LC 10)' Max Uplift 1 = -571(LC 12) 7 = -622(LC 13) Max Grav 1 = 1512(LC 1) 7 = 161 O(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2496/2039, 2-3=- 1805/1623, 3-4=-1650/1578,4-5=-1787/1554, 5-6=-2381/1995, 6-7=-340/320 BOT CHORD 1-11=-1597/2126, 10-11=-1597/2126, 9-10=-1564/2072,8-9=-1564/2072, 7-8=-1564/2072 WEBS 2-10=-777/837, 3-10=-660/778, 5-10=-705/759 Dead Load Defl. = 1/4 in CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.83 Vert(LL) 0.19 8-10 >999 360 MT20 244/190 BC 0.70 Vert(TL) -0.43 8-10 >801 240 MT20HS 187/143 WB 0.80 Horz(TL) 0.11 7 n/a n/a (Matrix-S) Weight: 140 lb FT = 0% iEel Id*2 1) Unbalanced roof live loads have been considered for this'design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 4, 2, 11. 10, 3, 5, 8, 1, 1, 7, 7 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 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=571, 7=622. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warning - Pleomlhoroughlyr.isvlhe'A-I ROOF TRUSSES I'SELEERI,DENERAITIW& CONDITIONS (DSIONEPrIDYEC(A(I(YOYAWGIAINr-Imm.Wily de,igop—Imand read care, aOur [,asO goDrming([Do)adthiNowelWmMer,P.E.gels¢nnSheellefereuu.gnleuatherriustadasINTOO,only MANUELMARTINEZ,P.E �IDhk onanumr plmmahlf he oral for lh. T00 to h solid. A,. Cross Design Iselin rlLe. Spednlq rogmenh the seal on oorTDDmpr...1,oan¢ptanm dTh,pdviiond'alineering respamAm iliv".ddgoai the sdng!etrus, depined a.tbe TDD only, coder TPphe des l. tire assn"Piom,W&I l.Wwas. admbibly and use of Ibis Gmsfa, any Euildial is the-pensihldy of the Ovary the 0r ,, outhariud apmt or the Ruildiag Owgmr, io the art..! of Me IRC. tba181,lhCarol building rode and CPld. Th. appmraIofIIs TOO and any fidi use of IN, Cross, insloding hundfi.g. slomge, mstollofian and bracing, Ad he The #047182 rnpmsidtdy of me tuUfieg OesigaermdCenuenor.Iffluwaaloulintbe TDOaadthe pmrtirosaed gdd.lum afMe lmlSag Gmpsnnt 9lerylm.man��(R[SllpebUshad Ry REood SRGl are rehreaudror ganerolgoidmn. R4ldd—th.ueporsTrinm a ad ratios ahhe lass Ussim, Tm, Soup fngia.er and 10019 (horllon (ir. bun Maeulonwm,udess alhervise deNced by o Canrtoat agreed upon in rritmg 6y oU po,fies inralred. The hms h,ige o5no r is NOT the Puilding Designer or huts Syron Engineer for coy hoildieg. (U Copilorned terms we at d.Nned ie TPl-I. Copyright ®2015 Ad Roof From, -Unocal Marline,, P.E. Eepradurtia. of this d-saw, in any farm, is prohibited rith.roan pemissloa from A4 Roof Trusts, -Ncoud Mmfioe; P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689111 63896 C04 Roof Special Girder 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:43 2016 Page 1 ID:PZYQisPv1 vGypHj72197f5yb7ks-37cansYJLOi61 dlgLXk2micM8r5cO7X60lwMNzn8GE 7-8-10 13-11-8 , 19-11-3 25-5-4 26-8-128-8-15, r 7-8-10 6-2-15 5-11-11 5-6-1 . -2-1 2 0 14 4x4 Dead Load Defl. = 1/8 in 5.47112 7 m Io 3x4 = 1.5x4 II 3x8 = 3x4 = 3x4 = 7x8 = 3x4 = 4x10 II 4x6 II 27-10-7 26Or 3-114 ,262-0&1 a8-1576-2-18 3 0 4-2 5 51-1-2-6 0.1" Plate Offsets (X,Y)— [1:0-0-9,Edge],[1:0-0-15,0-0-11,[3:0-1-7,0-2-4),[5:0-3-0,0-1-121, [7:0-1-13,Edge],[7:0-2-5,0-3-81, (8:0-4-0,0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.86 Vert(LL) 0.12 12-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.25 11-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 151 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except` Tel: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 1548/0-8-0 (min. 0-1-13) 7 = 1614/0-8-0 (min.0-1-14) Max Horz 1 = -198(LC 4) Max Uplift 1 = -586(LC 8) 7 = -619(LC 9) Max Grav 1 = 1548(LC 1) 7 = 1614(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2550/924, 2-3=-1809/726, 3-4=-1762/716, 4-5=-2317/871, 5-6=-1650/599,6-7=-1658/581 BOT CHORD 1-12=-849/2166,11-12=-849/2166, 10-11=-586/2030,9-10=-586/2030, 9-24=-630/1803, 8-24=-630/1803, 7-8=-292/770 WEBS 2-12=0/266, 2-11=-832/542, 3-11 =-348/934, 4-11 =-713/459, 5-9=-112/281, 5-8=-642/319 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=586, 7=619. 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) 58 lb down and 94 lb up at 25-5-4 on top chord, and 1 lb down and 12 lb up at 25-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert:1-3=-90, 3-5=-90, 5-6=-90, 6-7=-90, 13-18=-20 xarnmg• Please thoroulthlyreriew the -A-1 ROOF MUSSIS(lUs DENUFAL IIld15g(ONOIIIOXSCU510NIR(nUrtt')A(CNOWLIDSINENi'lo,m. Verirydmignponmelers and reed notes on this hen Deugn Dawmg(MD)andlhe Nnwm Marshall, P.E.Relenum$beef Warsaw, Uda, cfriain rtmN ones TDO, onlyA MANUEL MARTINEZ, P.E. 15Iei renveetorstart' edl be oral forIMIDD eberaid. Aw—Designtr,gh, (u, spasielry Engine%), she real on any TODreprceeah ay...jr—tithe prafestuard logineaivg msDan3dilyfF, Ike deugeFlthe sidle fins, desisted on Flat TOD only, We, 711. The desireouurtptioa5 leadoff raedriom, Ilk end use of this truss for any Euild'ng is thnt'prenbiEdy 0 the Near, Oneisaofhmnadagem srlhe RoOding Oengse,, in tM1e ronlanal kekC,kelR[,IM east hudd'ml rode asdlPl•t The oppadoethelODunderyli use d the lass, W®rding hondisg storage, installation and Mating shall be the #0471R2 tea msihituyolkeru0diag MsigoerodCem%rtor. All notes is the West! the Parents end Insistent' Feet IteldivR(Fmpnnest Solery lnksmat:oe(BIIQpn6ishsd by III aid SREA me rele%n%d foe general guidon. TPl4 dafiom the rnpon,11M.,.Idae., of lbe loss Deuioer. Ins, Design regular and [0019 (haElton (ir. Truss Xavulanwer, unle,sakerwi% defined by a (oeastagned upoe in writing by all turns in%I%d. The Tres, Desggs Engineit h NOT the Euilding Designs, or TrussSysten Engineer(a, any betide¢ 0 Copiloruad terms are mdefined inlPl-1. Copyright©20IS Ad Run Trusses-MunueI Naninep P.F. Eeprodmriae of this doivmenl, iv any farm, is prohibited wie w,ilten pemissno Iron A-1 Roof frusta, - Nonni kertitrot, P.E. Orlando, FL 321132 Job Truss Truss Type Oty Ply A0689112 63896 C05 Attic 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:44 2016 Page 1 ID:PZYOisPvlvGypHj72i97f5yb7ks-XK9y?CZx6KgzenKtHh2zazEowYARLZ_gLg2Uupzn8GD 11-7-0 18-6-8 5-5-5 10 2-8 11-6-5 14-4-11 , 17-5-1017 6-8 ,20-0-3 23-5-13 28-8-15 5 5-5 4-9-2 31 2-9-11 3-0-15 0 -14 1-5-11 3 5 10 5— 3-3 6.0012 11 4x4 V%& Dead Load Dell. = 3/16 in 2x4 = 6 1 5x4 11 1.5x4 11 = 302x4 6.92 12 4x6 , 5 7 8 4x6 4 9 3 19 3x4 i 1.5x4 11 4 4x4 2 10 4X4 11 B-0-8 m 1 W1 R9 133 rn dI M 12I-+ 0 18 17 16 15 14 13 3x6 = o 3x6 = 2x4 II 6x8 = 4x6 = 6x8 — 3x4 = 4x8 = 4x8 I I 4x6 = 0-4,8 5-5-5 10-2-8 14-4-11 1816;8 23 4-10 23-5 13 27-10-7 2$-8-15 0-4'-8 5-0-13 4-9-2 4-2-3 4-1-13 4-10-2 0- -3 4-4-11 0-10-8 Plate Offsets (X,Y)— [1:0-1-3 1-0-81,[1:0-4-11 0-1-141,[3:0-3-0,Edgel,[6:0-1-7,0-2-41,[9:0-3-0,0-1-121,[12:0-3-8,0-2-51,[12:0-3-11,0-4-91 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in ([cc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.23 16-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.44 16-18 >790 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Attic -0.16 15-16 639 360 Weight: 184 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 `Except' B2: 2x8 SP No.2, B3: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1706/0-8-0 (min. 0-2-0) 12 = 1777/0-8-0 (min. 0-1-8) Max Horz 1 = 211(LC 11) Max Uplift 1 = -458(LC 12) 12 = -468(LC 13) Max Grav 1 = 1706(LC 1) 12 = 1777(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2753/1766, 2-3=-2501/1427, 3-4=-2383/1433, 4-5=-2113/1402, 5-29=-396/208,6-29=-342/247, 6-30=-258/224, 7-30=-363/186, 7-8=-2092/1401, 8-9=-2443/1545, 9-10=-2400/1692, 10-11=-2326/1422, 11-12=-1083/496 BOT CHORD 1-18=-1427/2511,17-18=-1427/2511, 16-17=-1419/2509, 15-16=-844/2140, 14-15=-939/2153,13-14=-937/2146, 12-13=-1049/2007 BOT CHORD 1-18=-1427/2511, 17-18=-1427/2511, 16-17=-1419/2509, 15-16=-844/2140, 14-15=-939/2153, 13-14=-937/2146, 12-13=-1049/2007 WEBS 2-16=-625/666, 4-16=-140/504, 5-19=-1980/1343, 7-19=-1980/1343, 8-15=-409/702, 9-15=-323/345, 9-13=-424/244, 10-13=433/483 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. if; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 120.01b AC unit load placed on the top chord, 14-4-11 from left end, supported at two points, 5-0-0 apart. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 8-9, 5-19, 7-19; Wall dead load (5.Opsf) on member(s).4-16, 8-15 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=458, 12=468. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and a/0 gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard nelnng - Plan dowughly"A'.Th,'A-I ROOF TRUSSES rSEIIflj,GSNIBAI HEMS IS(ONDISIONS NSi09E8('S140111 AIXN11YRio(morri m. Verity dnign pommd"sand"od Holesonllus lruu0mign Orovmp000Eand Me Nonuel Nmtine;Pf. delemna Sh<el le(oreme. Dnlnwlhnviee stored oo the (OO,anly MANBEL MARTINFZ, P.E.phleA,aennmrplmu sho9 heuwdIrathei001oberohd A,oT,os,MIS, Folio eerC..Spd,hy Eoginen), IF, -Io. ooy MDwpm.Me.nwpleme dthe pmlesswdeogmniog nspemLS,ry to, Coe de sign of the sngh, T depicted oo IG TOOonly, unla TPI.I. The dnigo mwmpliom,loodiop nedfiees, /!\wildility nod -of this Tornio, ony Building is the nps,Wily of the 0.-,the 0—,', Mhotimd gmlor the Building Oengoer, Iothe antedof Me USE, the IRL the I Nddng rode and IFI.I. The eppnmlolShe@Dendenyfelduwal the lwn,imloding Aandieg storage, nsmnofnnmd Gatin�,ha06e 1Ae #047182 nepon+ifiiliry at Ne Building Onignerand(eovodor. AU notes sd outnthe T00eedtha pmniwuad guideline, oltheleinieg[unpooem Saferylnfo,menoe(B[SnpnEG+Aed by lPl nod SBQerenfnamed(or gemnfgeidaew.VI-Idefioe, the u,pm,ibdinasoed roues o0he rwn Oeogoer.ImnOeYgn Eegivmr®d 10019(horlton CIE. TruuM-loa,smdonn ed ned by Connors ogned upoeM nitng by on p fln ioroleed. The Ti Gesigo Enginesri, NOT the 861iing Mign, er Trm, System Engineer I,, ooy boildiog AO(opiloruedterms o,e es defined in HI -I. Copyright©7015 A•I Rool Trusses Manuel Martinet,P.F. Reprodusti.1dthis dowmenf,foony(ram, is prohibited vith w,inso pnmission ham A•) Roof Two,• M...1 Mnfi-, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689113 63896 C06 Attic 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:45 2016 Page 1 I D:PZYQisPvl vGypHj72i97f5yb7ks-?WjKCYZZtdygGxu3gPZC7BnyfyW V4?PgaKn 1 RFzn8GC 11-7-0 17-7-5 20-3-8 5 5-5 10-2-8 11-6-5 14-9-9 17 6-15 18-6 8 24-2-2 2&8-15 5-5-5 4-9-2 -3-1 3-2-9 2-9-7 0 6 1-9-0 3-10-10 4-6-13 0-0-11 4x4 0-11-3 6.00 12 6.92112 Dead Load b6fl- = 3/16 in 3x4 \\-4x6 , 4x4 3x8 MT20HS- 2 297.3x4 5 4 8 5x6 3 W4 18 9 3x4 i:�- 1.5x4 II 17 16 15 3x6 = 2x4 II 6x8 = 4x8 11 4x6 = 14:0-5-12,0-2-0 14 13 12 48 11 3x6 11 4x8 11 6x8 = P45111arl [7:0-0-8,0-1-8],[8:0-1-12,0-1-8],[9:0-2-12,0-2-8],[11:0-4-5,0-0-4], LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC0.81 Vert(LL) -0.21 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.41 15-17 >832 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.07 11 n/a n/a BCDL 10.0 I Code FBC2014/TPI2007 (Matrix-S) Attic -0.13 14-15 755 360 Weight: 183 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 `Except` T4: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 'Except' B2: 2x8 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 1704/0-8-0 (min. 0-2-0) 11 = 1780/0-8-0 (min. 0-2-2) Max Harz 1 = 284(LC 11) Max Uplift 1 = -463(LC 12) 11 = -458(LC 13) Max Grav 1 = 1704(LC 1) 11 = 1780(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2746/1720, 2-3=-2547/1366, 3-4=-2427/1373, 4-5=-2127/1353, 5-28=-332/125, 6-28=-265/166, 6-29=-275/177, 7-29=-332/133, 7-8=-2046/1322, 8-9=-2613/1648, 9-10=-2551/1481, 10-11=-668/0 BOT CHORD 1-17=-1403/2513, 16-17=-1403/2513, 15-16=-1394/2512,14-15=-814/2172, 13-14=-1014/2179,12-13=-1002/2144, BOT CHORD 1-17=-1403/2513, 16-17=-1403/2513, 15-16=-139412512, 14-15=-814/2172, 13-14=-1014/2179, 12-13=-1002/2144, 11-12=-1006/2160 WEBS 2-15=-588/673, 4-15=-1 14/533, 8-14=-715/936, 9-14=-651/573, 9-13=-728/296, 5-18=-2049/1381, 7-18=-2049/1381 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 120.01b AC unit load placed on the top chord, 14-9-9 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 8-9, 5-18, 7-18; Wall dead load (5.0psf) on member(s).4-15, 8-14 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 14-15 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=463, 11=458. 11) 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. 12) Attic room checked for L/360 deflection. LOAD CASE(S) Standard Waiting -Plea¢tharoalblyuMvithe -IHROOF nUSSESrSEtaR1,GENERA( FEW &(ONODIONS(USIONIRfBUTfr)4(NNOMEDREhaNT'Is,..Venlydesign porame,ets.dnodnonloa it, huxDesigaD-ing(IDD) and the A IMatim,P.LRotuma %,,IRotor, .%,.Udeamheriuaimed aathe TOO, only MANUELMARiINEI,P.E NUM connector plain that he mad for The TDO to he rated 4, a Tress Design taginea Eu-Spe,Wa toji-,j, the -I.. any 1DD.p,e.oh an attplot,, of the p,alexi.ol onto ingr.poxih3ry to, the desire of the siegie Lax depicted oothe fODanly, undo RId. the design assunptiomleafing mediriam, mitohilityaadas. ofehiilfwta, any rudding is the ruponbiIny of its O.ner,the O.aeitoothoeired agenl or the Building Omgea,in Ibe room, of the IBC- It, IIt. IM Imol budding ad, and TFI-I The opproeeI ortha TDO and onyfidd use of the bass. !it lodial lnedr,% Uorage, imlollmian and bating, shelihe the #O471 B2 .Ip.Iflo*of the Ranting Oxigmr and (am I". AO nobs set not I.it, TODand the pmaN.s and guidehaes .1 the lulling Gnponnt Safety lnto te,(SCSI)poloidd by 71 ad SB(A.,e,efe-W To, gmeeal gold... TPid dehoe, theietp—biiam aad doll asalthe Nns Denton, Teats Wsig, Eogiomr.d 1OO19 fhorllon (IT. I btarefaMem, notes, .hnuisrdefinedbyoCannon .quad upon in vriiing byaO pmtlKinroleed. The hose Desiretngi-,is NOT the B.Idinp Designer m Lass Slit.. Engineer 6raaybnlloig, fill(opitalitidinns areasdefinedin 111.1, 6pyrighl©2015 Rd Raol haunt-aonael Mmlinea, P.E. Repmdudiae al This da.nmC io any lo,m, is poohihited.im aiaen permission tram A-i Raol Trusses -x.ael 0estinec, P.E. Orlando, FL 321132 Job Truss Truss Type Qty Ply A0689114 63896 C07 Attic 1 1 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:65:45 2016 Page 1 ID:PZYQisPvlvGypHj72i97f5yb7ks-7WjKCYZZtdygGxu3gPZC7BnwuyW14OFqaKn1 RFzn8GC 17-2-10 11-7-0 17-1-15 5-5-5 10-2-8 11-6- 14-6-13 17-1-4 18-6- 23-3-10 28-8-15 5-5-5 4-9-2 3-1 2-11-134x6 �-6-7� 12� 4-9-2 5-5-5 6.00 �-0-11 4} Dead Load Defl. = 1/4 in R 7 7>2f�i-IT20HS� m 12[A 0 3x6 = 2x4 11 6x8 = 4x6 = 6x8 = 2x4 11 4x8 11 4x8 11 3x4 = 4x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.25 16 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.50 15-16 >691 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-S) Attic 0.15 15-16 676 360 LUMBER - TOP CHORD 2x4 SP N0.2 `Except' T3: 2x4 SP M 30 BOT CHORD 2x6 SP Nc.2 'Except* E33: 2x6 SP 240OF 2.OE, B2: 2x8 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1700/0-8-0 (min.0-2-0) 12 = 1766/0-8-0 (min.0-1-8) Max Horz 1 = 239(LC 11) Max Uplift 1 = -464(LC 12) 12 an -471(LC 13) Max Grav 1 at 1700(LC 1) 12 = 1766(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2736/1752, 2-3=-2500/1441, 3-4=-2382/1447, 4-5=-2095/1396, 7-8=-261/144, 8-9=-2086/1408, 9-1 0=-2510/1479, 10-11 =-2404/1548, 11-12=-1274/729 BOT CHORD 1-18=-140612504, 17-18=-1406/2504. 16-17=-1400/2503, 15-16=-849/2145, 14-15=-1189/2108,13-14=-1187/2102, 12-13=-118712102 WEBS 2-16=-617/637, 4-16=-185/538, WEBS 2-16=-617/637, 4-16=-185/538, 5-1 9=-2152/1548, 8-19=-2161/1554, 9-15=-237/584, 10-15=-342/394, 10-13=-494/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 120.01b AC unit load placed on the top chord, 14-6-13 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 8-9, 5-19, 8-19; Wall dead load (5.0psf) on member(s).4-16, 9-15 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=464, 12=471. 11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and Y:" gypsum sheetrock be applied directly to the bottom chord. 12) Attic room checked for U360 deflection. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 182 lb FT = 0% Wmnmg- Plenatharcughly rerier the'A-I NOT TRUSSESMELIER1 GENERAL IEENS&(ONDINONS(USIONER('BUT(B1A(RNOWIIDSIMINT'to at Why d.,ign panaelo,,aod read nme, as No Ires,Design Drminq(IDO)and lbe Manuel Mutual,P.i. Refoente Sheel lefoia cit. Unless athemse stmel on Me TOO, only MANUEL MARTINEZ, P.E. I�AUlel ., Loss am.r Fiat., Re met for the TOO to be eo0d As a D.,Sge Inginee, (ie-Spaiolly Engineer), the seal on any IOD ropa..Is as.,.ptm. of the ptclessianol ecpaenimfs.,pansddi7 lit the design allhe single Seats depided an As TOO only. safer SPI-I. IDe I.,ipa assuaptioa, loodiop andirons, ,iNahibtyand use ollbisLuss any bidding is the r,quo0birs, reer of the Oroer, the Osouihmind a goal n the Building Dolls." in the,ateet of the IRE, IS, Ill(.16In.I building soon and Rld.Thaapptasulilib, T)Dandanyfidd use altha bun, imlidiaq hind0eq sbmge, iaddtafian mid hrmgnq thi0he the #Q4%IE1 tespm!i6iRlrallla BuOfirg for D.,igat and(omnuor. All cut.,selautic the 100 moth, pace., and guid.l—altheladling Cimpontat Safety thimonos(BCSI(pahGshed by as cad SB@at... To, adfargenerollpAinne.iPid defiaestherupms�bdinef mdCueas of the bass Deupeu,leass Design Eaginter and 10019 Churl defined j LussMonulastme4 udenothenise defined by a Canhaaagned upon in nilaq byallptaftfi otrel. the Tau O,,ip Engineer is NOT the Building Oedgm a, I Syst,. Engineer In, any Inkl&g.Ul(apuoU,ed termwre as defined inTPI-I. Copyright 02015 A-1 RoofTiusses- Manuel Mmlinep P.E. Eeproaf�o dthis doa neat, in any lotm, is peohibiled rith ta0f.n permission frons A-1 Read reasons -B®ual Muslim, P.E. Orlando, ft 321132 Job Truss Truss Type Qly Ply A0689115 63896 C08 Attic 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:46 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-TiHjQuaBex4hu4TF064RgOJ5EMgVpSyzo_Xbzizn8GB 11-7-0 17-1-1518-6-8 NA 10-2-8 11-6-5 14-5-5 15 4 8 17-2 10 , 23-3-10 27-10-7 15-5 4-9 2 -3-1 2-10-5 -11- 1-9-8 -3-1 4 9 2 4-6-14 6.00 12 0-11 4x4 .,,6•92j'r9-11 Dead Load DeB. = 1/4 in 6 7 3x4 3x4 \\ 4x6 � 4x6 3x8 MT20HS� 318 3x4 5 4 9 3 tnl4 19 3x4 � 1.5x4 II W4 2 6 8-0-8 m 1 W1 2 0 18 17 16 15 14 3x6 = 2x4 11 6x8 = 46 = 6x8 = 4x8 I I 46 = 0-4,8 5-5-5 10-2-8 18-6-8 23-3-10 3x4 10 4x4 11 cli I'712 0 13 2x4 II 5x8 II 27-10-7 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (hoc) Ildefl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.22 16-18 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.43 15-16 >774 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 (Matrix-S) Attic -0.15 15-16 665 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 'Except' B2: 2x8 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 1666/0-8-0 (min.0-1-15) 1 = 1703/0-8-0 (min.0-2-0) Max Horz 1 = 224(LC 9) Max Uplift 12 = -430(LC 13) 1 = -462(LC 12) Max Grav 12 = 1666(LC 1) 1 = 1703(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2733/1770, 2-3=-2531/1500, 3-4=-2415/1506, 4-5=-2115/1443, 8-9=-2119/1453,9-10=-2522/1508, 10-11=-2443/1601, 11-12=-919/565 BOT CHORD 1-1 8=-1 455/2490, 17-18=-1455/2490, 16-17=-1451/2490, 15A6=-937l2160, 14-15=-1273/2130, 13-14=-1273/2123, 12-13=-1273/2123 WEBS 2-1 6=-259/140, 2-16=-594/593, 4-16=-212/556, 5-19=-2208/1607, WEBS 2-18=-259/140, 2-16=-594/593, 4-16=-212/556, 5-19=-2208/1607, 8-19=-2208/1607,9-15=-193/543, 10-15=-346/397. 10-13=-424/235 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 120.01b AC unit toad placed on the top chord, 14-5-5 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 8-9, 5-19, 8-19; Wall dead load (5.0psf) on member(s).4-16, 9-15 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=430, 1=462. 11) This truss design requires that a minimum of 7/161 structural wood sheathing be applied directly to the top chord and'/2" gypsum sheetrock be applied directly to the bottom chord. 12) Attic room checked for U360 deflection. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 177 lb FT = 0% Using -Pteeethoroughtyreeis. Is. 'A-IROOF INUSSISrSE[IEg1D[NEBS1.IEISISiCONDITIONS aSTONIr1'IUy[r1A[KNOWIEDEEYEN1'Immgerdydnips nmmmend woeones soel,ImnDedgoD�e.log([DDIaadlheNowdYmNnee,P.Eleleren[eSbeelleforeax.Deleemherriusfinedonftmo,on4 MANUELMARTINFZ,P.E IUTeh,onmNr Shout shdl beo,ed for the TOO to he,ofd. Asa fmu Dedga EnginenC.,Spxiolry Fngineml, the sentoe not, IDDrepresents on eempt"a0the prolessienol engineering respap%HD for the dedgo allb, single Truss dapided on The TDD only,wdm TPN. The desigeossunption,loafing madidom, so itabitlyandmeoHbis Truss for any Eudd'ngn TM1e mspemibirdy at the O.nar.IM1eonei suuthwi:edegenl er lM1e budding Oeugoep in lha matetlo(Poe IRCihe B[, the loml6uildmg mdeeed Rl•I. the eppmalolthelODendanyfidd meal fna hms,imkding bundling dorage,inOoNmionondbradngsheUhelhe #047182 ' rupmrihiliryofueWNGnggesigmrandCemro,unlRootassetoulioReNDeeduepmrdwendguiddmesolMeruilliogGmpanealSalerylnhrawnaolAngpehlishedhglPlondSA[fanrefemnsedforgenerolgoidmm.T14.1 nestlenepontibdinasonlea,ieseltMhessDeugaer.huu0edgaEaguearond 10019(horllan(ir. OussMnouladmer, uden e0n.ise defieed ay a Cweanagned apoe in vrilug by eU porNerimalrad The fmu Design Engineer is NOT The roUfing Dedgeer or Lae fymem Engineer fen any boilliog lU [opimhtadterms we as dofioed N Old. (opoght02DIf A -I Root Luues-Nonoel Morliven, P.f. Repmdu,tiae of this demnenh is any form, isprohibited riM w,inen pmmission leom MI Reet irosws-Monuel diptlinm, P.E. Orlando, FL 321132 Job Truss Truss Type Qry Ply A0689116 63896 CJ1A Comer Jack 1 1 Job Reference (optional) Al ROOF 1 KUSSES, I-OKI- P[hKGt, I-L 34945, oeslgn(a)altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Man Feb 08 17:55:46 2016 Page 1 ID: PZYQisPvl vGypHj72197f5yb7ks-TiHjQuaBex4hu4TF064RgOJJUMOBpaHzo_Xbzizn8GB 0-11-11 0-11-11 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) 0.00 6 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 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 0-11-11 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 = 80/Mechanical 3 = 26/Mechanical Max Harz 2 = 91(LC 1) 3 = -91(LC 1) Max Uplift 2 = -37(LC 12) 3 = -19(LC 8) Max Grav 2 = 80(LC 1) 3 = 26(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-3=-91/251 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=S.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 and right 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 Ib uplift at joint(s) 2, 3. 7) Non Standard bearing condition.. Review required. 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: 3 lb FT = 0% eamml- Puss, lAmaulaleM. the 'AI1OOlSAUSS(SISRIE116IN1RAITI19S6(GICIRIONS(DSIOMI1rIOTU1A(KNOWHO61MEN'far. VernyMiftsonmelesoW dausami,1-0,1cDraigPleadThe11--Markets,P.LRelmeneeWelWamose.UnlessotherwisesteedantheTOD,onry µANUELMARTINFZ,P.E �Kllk connecter pIt ha111 used for the TOD to be ra6d.(s a imrs Mfg, Eaglea,Cm. spnlolly Eolinenl,the seal oo soy TODmpmssah anattptamof the p,dessiad enginee,iiymspoes1ifiryfor the dsdga of the single Trost depicted a a the Too only. ado, TP1-I. The dollar m ocaptiod, lading nndidom, uOobillly oad Heal this lsuss for any ruildiag is the r•.spemihility of the Om,,the O.,ei wdhmi:edageat or Me87diag Deugeer, in lhemel,dal Melq[,MeIB[.IM Io<ol budding code asd nl•I Th,epp,r1.It1a TDOandanyfidd me tithe Guss,imlading had6eg.storage, mdaNatian ad braunyshAb, the #047182 respae!ibiUlY of tle&ilGegOnignerad[,mrarhr. All notes set cola the Wood the practices and luidshnes of the la,9igC„epened sdsly lnhdmdme ISESQp,hlshsd by III and Sl(Aam mbiesaced for purd guidam.IPI-I defies, the up-ibimu addaUesaltle Tmd Owl-, Imss Oesign legi-,ad 10019 CholllOn(IT. buss Xooulameer.uoleu a,horise defired by o (anvan ogvad nponn .citing by all porfiuiaralrad. IAe T,m, herigo lagineu is NOT the Building Designer or Truss System laginur for any bnOdiag. 1R Cepimlhed te,ms ue ns defined iaTPI.I. Copyright ©th15 A•I raal rresnu • Munuel9mlinm P.f. repmdurliae al this domnanL in any form, is prohihihd rith r,iaen pernissioa hom A -I Roal Trasses -Raoel Martinu, P.E. Orlando, EL 32832 Job Truss Truss Type Qty Ply A0689117 63896 CAB Comer Jack 1 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print; 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:47 2016 Page 1 ID:PZYQisPvl vGypHj72197f5yb7ks-xvr5dEbgPFCXVE2RypbgCcsPOmLoY1 W71 dG8V8zn8GA -1-6-0 0-11-11 1-6-0 0-11-11 0-11-11 0-11-1 1 Plate Offsets (X,Y)— [2:0-0-7,0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Inc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.00 7 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (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 0-11-11 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 235/Mechanical 4 = 6/Mechanical Max Horz 3 = 452(LC 1) 4 = -452(LC 1) Max Uplift 3 = -118(LC 12) 4 = -8(LC 10) Max Grav 3 = 235(LC 1) 4 = 15(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1005/507 BOT CHORD 2-4=-452/1093 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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) 4 except Qt=lb) 3=118. 7) Non Standard bearing condition. Review required. 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 Irmmg New thowleyy, resin11he1 1 Roof ONSS[SrSRI[11fi[N[AA[III1166(ONDIIIONSCDSION[p('M[OA(KNOMED6[4[Nr'Imm yniFydnignp-ems and send nottsoo ant hers Deign Vaemp(WD and the Manuel Nmtma, BE Refemott fheel Wen air. Unless mher>nse steed as tk[DD, a* Q1 4Teh constant pleas rhea he u i for the TOD fa he rtli As a Tess Design lagh-,Co. Sp,dty Engineer I, the seal an oar TDD,,T..ahaoeaeplaou al the pefe,simd egineuing respaesihi1oyI., the detipa of the sing!, Tess depi,fed as the Too only.and. P1.1. The desipa msamptim, loodnp mn&a..$, MANUEL MARTINEZ, P.F. elfabihly and me of this Ties for any Budding is The respomihihtydlhe Dmery the Oapei wnthmimdagederlhe BaOdinghesgoer,mlh,<antartal the lRC. tie lBC, the laml6uilding rode aed TPhl The app-afolthe TODand any Pell a,, of the huss,inakdinp han9'ieg sfmagb insfallotbe and heating shall b, 6e #047182 rnponfiPhtyolthe Baddiag Duigmrmd(omneor.AD,eessetout in the IDOoed the pmehms onl gaidebnaolMe lailliag6mponen Sderyh[oraAnae(16gpebDshedhy lPl oadfBGee refeanndht genrd g,idmm.Rf•I dfioestbempmsibdihes aed dallu al the less Outim, Tau Design Engineer and 10019 (horllon (ir. Tess MaeufeMn,and- mhuaha defr,d hey, Centel nj dupon is ttitWl by all p Ouhe.lud. The Tmss Wigs Enginet, is NOT Me Building Designer a, Tee System Eng'eeerf„any bedding. N(apil,lhed toms me asdefined in Old. [opyrigh102M A•I RnolTeuet • M„seal Madinae, P.f. Bepmdudi,e ohhis doaumenl, in any loam, is p,ohihiled rifhweinen pernission ham A-1 Raat ieues-Nonuel Mmtinu, P.E. Orland0, FL 321132 Job Truss Truss Type Qty Ply A0689118 63896 CAC Corner Jack 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 12015 Mi I ek Industries, Inc. Mon Feb Ors 1 r:55:4r 20116 I ID:PZYQisPvlvGypHi72i97f5yb7ks-xvr5dEbgPFCXVE2RypbgCcsPOmLoY1 W7ldG8V8; LOADING(psf) SPACING- 2-0-0 CS'_ DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1,25. TC 0.37 Vert(LL) 0.00 7 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-8 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) 3 = 233/Mechanical 4 = 6/Mechanical Max Horz 3 = 452(LC 1) 4 = -452(LC 1) Max Uplift 3 = -117(LC 12) 4 = -8(LC 10) Max Grav 3 = 233(LC 1) 4 = 15(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1004/507 BOT CHORD 2-4=-452/1091 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and Fight 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) 4 except Qt=lb) 3=117. 7) Non Standard bearing condition. Review required. 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: 6 lb FT = 0% Mammg Pieaelharouphtyenvierlbe'4iROOF nUSSISrSnlalB(NfRALI[INSB(ONDIIIONS(BSIOXfgrBN'[11A[KNOWI[06EXEN1'lam. Verity desigopenmetersands,,doumaothislrmDeug.O-hog(FDD).odlheNewelXmfxa,P.E.gelnenuS6ee11eforeuse. Out,,olhertseRuledDothe TDD,only MANUELMARTINEZ P.E.1u1:k nnaertar plate shill H usel (or ba IDD to he ra8d Asa rents Daigo Engineer (se. Sperielry Fogiotar the Teel on coy IDD ,prcseoh e. ermDtonse of the pnlmiunol engut"dq rogmb'dity for the desige o11b. Ogle Tun depicted o.Th. TOO arty, order IP61. n. design onumplim, looting medilieos, mitobillly and use of thi, Uuss lot nor budding iT the mpTembifity al be Orner, the Orne,%nthwind eput a Th. Building Oeugneb is the nnle.l of the IR(,thel8(. the bull budding oede a.dPl. l. the eppr..l ofIhe TODad eq field use of the Imn,imI.6og h-M.g Rouge, ioTMliulmn and bating shell 6, the #047182 tapmuLiliry of Me Building DaigoerandComrama.AOnola sin out io the TOD aed the prmfioe,aod geidelmes Otte Buildrg Cempem Sofeii,iru no.t8CSnpob4,d by In oadSICAa,,ref—W for general guidann. PH deN.athe rnponsbdiea and dutiesoflheIns, oeugaer. inns Design Engineer mid 10019 Charlton(ir. OussXaoulectwey unless oderrise defieed try o Cmrton ognad open in rritiog 6y o0 pmtlu imolrel. The Puts baigo Engineer is NOT the RoRding Onigar or Tins STV., fegtnee, foe any betWteg 10 fnpilafined terms act of de6nediaTll-1, Copyright@2115 A-1 Roof Trusses-Xonuel Marlieee, P.E. ReorodasNo. dihisdowment in am farm, it pmhi6ited rilh rtiryen pernitsionfrom A -I pool Tnaes • Xmtael Xmfine4 P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689119 63896 CJ2 Comer Jack 3 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:47 2016 Page 1 ID:PZYQisPvl vGypHj72197f5yb7ks-xvr5dEbgPFCXVE2RypbgCcsUgmN2Y1 W71 dG8V8zn8GA 1` -10-3 d 3xB II Plate Offsets (X,Y)— [1:0-0-15,Edgel, [1:0-0-3,0-11-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 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 0.04 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: 8 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-3 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) 2 = 11/Mechanical 3 = -2/Mechanical 1 = 193/0-8-0 (min.0-1-8) Max Horz 1 = 64(LC 12) Max Uplift 2 = -27(LC 12) 3 = -12(LC 12) 1 = -52(LC 12) Max Grav 2 = 11(LC 1) 3 = 4(LC 3) 1 = 193(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-se6ond gust) Vasd=128mph; 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 and right 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 1. 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 wommg- Photo Aaroupbly mrin lhe'411001 nUSSESrSU111,1OINEUL TEWACONDIIIDNI(6f1D9(grIUYIIIA(KNOMIDSIRW-Iam Desgn Nervvg(IDDIM11,Nomel Marli-,P.EWarnom Sheol leiom ox. Unless otherwise coned a a the TDD, a* N A!11iTek romeMrplaln shallhe medlar the IDDto he valid Asahoss Dnige lnlineer(a, Spniolty Enginenj, the seal on any TOD repmmeh on weptanm ofthr professional engireningratpanmKih(at the design*11h, single Truss depicted an the TOO anfy, wdn ITT 1. the dnigopesumplioor, loodingmndmoob MAN EL MARTNEZI, P.E. m7hhiNty and neallhisTmnfn any PoOdmghthe retpamibihtyol tha Ovnu,IheOnei SaNhoriredagenl er the BnldingDengon,is the coaenal AelEC,HeIBC,Ilia taml hdlding code nest Rol. The opry.ufof the TOO and onyfield use of the lmss, inloding handling storage, installation and hadag, than he 6n #047182 mpmilhiliry of tie BeVGeg Oetigaermd(emmaar. An rotor sat out in the TOO and the partners ad gvidefnesofthe Bodr ieg(responses Solely laforaafas(ICSgpoh'4,d by nl and 11(Aare ,fnenud for general guidance. TPld defieet Nre regwsihdMee and davat al lAe lmtt Deolnu, lmSS Oedgo (ngineer®d 10019 (horltan (ir. GussMmuloaarer, unless rob-ise defined by o (mood olned upon is writing by on parties involved. The Truss Design ingioeer is NOT IM1e BuilCing Desigmr or hussdynen ingneer (er any boDlug AD (opitoliaedtnnsore ns defined in UP. (opyright® 2015 Ad Baal Trusses-Munael kilinn, P.E. Bepmdinioe of this do —rat, in any form, is prohibited nilh written pernisdan front A-1 goal Trusses - Manuel kmtinm, P.E. Orlando, FL 32832 Job Truss Truss Type Qry Ply A0689120 63896 CJ2A Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:48 2016 Page 1 I D:PZYQisPvl vGypH172197f5yb7ks-P5PTgacSAYK070deWX7vlpPNgi3H UmGGHOh1 azn8G9 1-10-3 1-10-3 2x4 = 0-4-8 3x6 11 r0 4-8 1-10-3 1-5-11 Plate Offsets (X Y)— [1:0-0-15,Edgel, fl:0-0-15,0-9-01 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 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 8 >999 240 I 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) I Weight: 7 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-3 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 47/Mechanical 3 = 28/Mechanical 1 = 127/0-8-0 (min. 0-1-8) Max Horz 1 = 64(LC 12) Max Uplift 2 = 41(LC 12) 3 = -16(LC 12) 1 = -34(LC 12) Max Grav 2 = 47(LC 1) 3 = 28(LC 1) 1 = 127(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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, 3, 1. 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 pammr Time thorourhhpmvievlhe•HROOF nOnISCSIU111G[NIRALIIW&(ONOITIONS(LSIONEPrrN[r)1(PJIOmiDGimi"ioimvnilydetiropenmetnr aid aodnaid, on, IbislruuDesign D-IngUD%aodthe NocadI to F.I.3cfemm$besthit omdid. Undm A-iseSided onthe1OO,only MANUELMARTINEZ,P.E Q'j' k mmemor plot,, shoe be usesfor the TOO to he raGd. As a Lux Desgn Engine[,,.SpM,Ity[ngmecr),theseal ea any TDDmpremals an omepmnm of the pmfessiono)eagirt !OR lesponsLBily fat The desige of the sligla hues dep]ned on the TOD only, codes M.I. The design assumptions, loading madiriom,bility addme of thfsiru, for any funding is The.,pomibifty Oahe O.ner,The O.aeis mlhmidedagoal or tMBondingOesigder,Idthe molemcl Poe IRE, the IBC the I,.]bmlding rode ved(nd. TheapOmeal olthe IDOoodaey field u"ol theLun, imludmg bmdlieg cooioge,mslolloNoa and Haring, sW he he #0471112 msibillry of ne buildieg O,,igmrmdCemmnor. an adds"foul in The TOO aid the pmilims and gadetmes ofthe heilding Cadep-t Witt' Warm ea(16Q pub5shed by 71 and SR(dam Merenmdfor gmemt goidmm. TPld dafioes the raspmsibdinm cad dulim at the Tsus Desynu.imss Design(ngmet and 1O019 (horhon (iT. Alonvlvdmm. unlanoTheni"defined byo Cmnanvgrndupadio incibyap ti imdlmd. The Tim OnigvEngineer is NOT the Ruing OW;aer or hu" System[oginam fit day beldiog. dO(opitoruedlamsmemdefinedlaTP41. (opyright@2OI5A•I Rvuf Tins"s-nanuef Morlinee, Pi. lepradmtga al fhis dammanl, in any form, is prahihifed •iNT sninen pemissioe ham A -I pool immes •Mmuel aarline; P.E. Orlando, FL 321132 Job Truss Truss Type Qty Ply A0689121 63896 CJ2V Corner Jack 1 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:48 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-P5PTgacSAYK070deWX7vipPeV9gnHUmGGHOh1 azn8G9 1-10-3 1-10-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 6 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/FPI2007 (Matrix- LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-3 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. l MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 90/Mechanical 3 = 106/0-8-0 (min. 0-1-8) Max Horz 2 = 158(LC 1) 3 = -158(LC 1) Max Uplift 2 = -37(LC 8) 3 = -69(LC 12) Max Grav 2 = 90(LC 1) 3 = 106(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. "TOP CHORD 1-2=-356/180 BOT CHORD 1-3=-158/440 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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 Ito uplift at joint(s) 2, 3. 7) Non Standard bearing condition. Review required. 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% W.10.1. Please tha ughty teyiev Ihe'A-I ROOF IROfSF4rSnSFRti Gn1dRAl1[IMS 8 (ONDIIIOXS NSIOMIRI'IUY[R'IA(KNOWI[DRWEXr loin V.iy deign ponmetms aed rto! mar as Ods burs Deugn Drarag (fODlood the Manuel Mmliaea, P.F. Reference Sbeet lefom ma Odds aou'd. 11.11h. the TOD, ady �LOTd co -au plotn shall be umd for the TOD to be rdiU a T Oesigo fnyineerCo..Spaidty fnginatthe real mey TOD apareels aeeaptameaf the pminrioal engineniq mrPmHlpfor the desipo of the single Two deodd on the FOOa*.under lPlJ. The design nrumptiom, loedng maddons, MANUEL MARTINEZ, P.E. ',of.0lyandneaflhhTrnsfmmyluddmg0the respnnub,14ydaeOner,tMOneisoath.4doplrehehM.gOugoer,inthe mnona1the l,A,IRC0.!am1b.1diegcod-01-I.Th,gpaddtlaTOO andmyfidd-d1hehoe,Wkinghasdrng.rtorege,inandimend b ing,rhaObethe #047102 rmpmeiGtm/olMe Aeilfieg0esigeer and Gdmdor.AOmorselmt is the TOD ad the pmrfiaraof gold,hes aloe 11"Idi.1u.ponadSafery lefue,eeoell(SQp bld.d by IN and SRQ.erefetenred for p".1gM... IPbldeRaes she wpmsibd2m a ad muss al the I.. Dengoer. ❑ou Dedga feflun and 10019 (horlPon (IF. GuPnknkateer, ud—A-ise Mind by a C®traa egrmd upm in wit6g by d parfies imd, l The Tau Oesiga Engineer is NOT the hildmg Onign, ac Ian System Engineer far ay beildieg.. W (opimtbd terms are e, defined in TP41. Capyrighl©2015 Ad hd frees -Manuel Martina, P.E. fepradudiae of this donnenl, in any farm, is pmhibiad vith tmiOen puetiWm from Ad Roof T-w-Manuel Momm, P.F. Ofl0nd0, FL 32832 Job Truss Truss Type Qty Ply 63896 CJ3 Corner Jack 1 1 A0689122 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:48 2016 Page 1 ID: PZYQisPvl vGypHj72i97f5yb7ks-P5PTgacSAYK070deWX7vlpPam9dUHUmGGHOhl azn8G9 -1-6-0 2-11-11 1-M 2-11-11 0-10-8 2-11-11 0-10-8 2-1-3 Plate Offsets (X,Y)— [2:0-0-15,Edge], [2:0-0-9,Edgel 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 0.37 Vert(LL) 0.03 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.03 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 , Code FBC2014/TP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 22/Mechanical 2 = 497/0-8-0 (min. 0-1-8) 4 = -64/Mechanical Max Harz 2 = 143(LC 12) Max Uplift 3 = -45(LC 12) 2 = -203(LC 12) 4 = -64(LC 1) Max Grav 3 = 26(LC 19) 2 = 497(LC 1) 4 = 36(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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) 3, 4 except Qt=lb) 2=203. 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 feel-Plcorz,horaagntymriev,he'A.1ROOF IROSSnrhnIERIGENERAIFEW q[OX01IIOhSCOSIO.MIP('rUYTY)A(RNOWI[O6FMEN1'lamVerifydnigapanmeI AMrzaAact,, aall, I DesignDrermq(IOD)aedill, Menial ganioa,P.E. life ,attSheellefomoa.oAessolAnnutatelanthefDD,only MAUUELMARTINFI,P.E �W7ekmweatorplots sballheused farthe IOO lobe rabd. Asa Truss 0ayeEngineerrujpe(ialtyEngineer), the smin wy TDD,prmfs as mplame .(the peofeniwal ugil ,iq mspoiaiRlyfoe the design ilthetiegle Truss depined an the TDD inty,wh,TPH. The dnigawareptioe,loidinq m ftai. m0abihly ad ee of this lruufa,nyNld'mgt theeespoesihJay of the One,, O.W,nlRanad egenl or the Balding Deep", is the mntetlaI the nCthe[Xthe Fatal rodeoad TP411be apperuWilts 100 aid aoy field use aItha lww,indodnq hm,u7ng; skmge, iostailatianmdMadigshe0he the #0471R2 respcesiblruy of He Raildiag Designer cod to, All note, set aw is the TOO ad the pmtfias aid goidehea of the Ro INgCompanat SafetylnfaemahogRCSgpeblaNd by 114OadUFAee mfemnwd for pearaiguidwa.I1.1 dehies the tosponsiWas cad dwiesofihe fast Oesigan. lass oesign fogineer ad 10019 Charlton (IF. irns Maeutanwee.unlaa a,bnvi,a deGnadbyo[anrtanagued opus is vritiag by a0 pa,fiumralred. the Net Oniga Fegineer is NOT she gaiknq Onigneror T Synam Eeginear fnaoyboil1mg.N(ap0o1na0lerns areasdefined'mlPld, Copyright@ 2015 Ad R01T,usses Munuel Martinet,P.E. bpiadutlioe if this domnnt, inany lose, is peohibilad rith w,itlen permission Iron Ad Raaf Trios• Mwuel Mo,tm, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689123 63896 CJ3A Comer Jack 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:49 2016 Page 1 ID:PZYQisPvl vGypHj72197f5yb7ks-tHzr2wc,4xsTFIYCg3Ee8H1 xozZOJOxOPVxlFalzn8G8 2-11-11 , 2-11-11 2x4 = 3x6 11 Plate Offsets (X,Y)— [1:0-0-15 Edge), [1:0-0-15,0-9-01 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 0.15 Vert(LL) 0.01 3-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.01 3-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 10 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 92/Mechanical 3 = 45/Mechanical 1 = 184/0-8-0 (min. 0-1-8) Max Horz 1 = 101(LC 12) Max Uplift 2 = -77(LC 12) 3 = -17(LC 12) 1 = -51(LC 12) Max Grav 2 = 92(LC 1) 3 = 48(LC 3) 1 = 184(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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, 3, 1. 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 11-suq-Mesa lbamughly, ie• IT,'A.1 ROOF TRUTHS rS KII'LCINIAAL MATS I CONDITIONSCUSTOMER ('rUYLllAMOV11106EY1WTen. Yeady design ponmeleeaadrise! role, on rses Ism Design Dro•mgQDO)oad the hl-d DmAae,P.F. Was— lefere an.Deles inherit. floral no the TOO, only MANUEL MARTINEZ, P.E.Well touaenurplate&shall he used for Ibe TOD lobe ea6d Asiross Desige Engine"filt,Specialty Cnsiaml,Flu, «�ina any TOD«prcseoh on implies,ofthe professional agineeting tespoe111y, lot the Fillip of the siagie Truss depirtad on Ile TOD anh,undoTP6I. The desipe msumplioss,be&ag msdiicas, seilabillyand meoilhisTnust far any laddng Ssthe respomihlity of nao•nar, IAe O•nei wofAorised agent artha Buildng Deugner, ialhe mntetlal the aC,nenCdha loml huildogmd—FITP61. lse oppueal orthelDO nod aay Deli oseahhe hua,ialodiogbwQieg.smmge, iashUeNanmdhadngshe0he the #047182 Fespmfihiliry altle laitfag Oesignarmd(onuatmr. All notes set out in the TOD aid the Trellises end guidelines of the lnlLegConpoael Safety lnftrmaaas JIESI) published by 71 and SICAate «fetented fat geuml guidance.TF1.1 dafiaes the rnponsihiihes Dal eaOes of1h, hest 0e111ael, Ttax Design Engiaeer and 10019 (horltan (ir. hussYmulanmet.udeea0e•Ne defiredby a Cmhanagreed apse in initing by aU ponce blinked. The het Billie Engineer is NOT the Building Designer a buss Syslen Engineer let asy haislieg W (opitoraadtnms me at h0aed'm1Pld. Capyrighl@ROISA-I lnol irasset-aanuelaarlinse,P.E. Ieproduttiee elthisdoaumenl, in any[arm, is prohibited vith millen petmissioa from A -I Roal Trusses-Ilonaelkili a,P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689124 63896 CA Corner Jack 2 1 _ Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:49 2016 Page 1 ID: PZYQisPvl vGypHj72i97f5yb7ks-tHzr2wc4xsTFIYCg3Ee8H1 xnZZ_2OxOPVxIFal zn8G8 3-10-2 3-10-2 3x8 II 0-10-8 0-10-8 3-10-2 2-11-10 Plate Offsets (X,Y)— f1:0-0-1 5, Edge], [1:0-0-3,0-11-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.01 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.01 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 :n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-2 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 guide. REACTIONS. (lb/size) 2 = 100/Mechanical 3 = 13/Mechanical 1 = 303/0-8-0 (min. 0-1-8) Max Horz 1 = 132(LC 12) Max Uplift 2 = -95(LC 12) 1 = -97(LC 12) Max Grav 2 = 100(LC 1) 3 = 39(LC 3) 1 = 303(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load 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) fof 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, 1. 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 Slmnmg-Please thamugh¢rear the 'AI ROOF IRUSSIS(IIMIRI, GENERA( SI &CONDITIONSCUSSONtR('IUT[R1A(KNOVAIOGIMINPIam Vmirydnignpa,mdnwad rood mnsas MshuOetign Drmiop(NDgasd Ue Nanud YmMe6P.E Releema Sbeel letste su. Unless slh,rin,med a. The TOO, sn¢ MANUEL MARTINEZ, P.E. '�dN7eR wmeehrplsus shill he uul for She IDO to he aaGd. k a iru, O,ige fnglneer (e. Speeislry [ngme,lahe seal on aey ND rcprz,e, se ¢<eptmee slthe prafenimsl etgine,ing respsu3dily for the deilga of the single Lu, depiud so rM SOD ady, ndu IP6I. IDe detipe sseunplisse, Issdsp meddana, sailabilllY sari ma of this Lu, lot snY huOd'mgis lha rmpenihirdydlha O.aer,OeOnei saulM1wiaed sgesl or theU lding Deugee,, is the coolest al the RC, McIR(,IM tsmlh0d6gmdeaed TPhl. the app,aulaItt, TODaad ny fidd ne at the Lu,, iwladol kandfieg sto:age, iostallulisn sndhsdnq theU he Me #0471R2 uspamibirM sf He Oeilding Onignerand(amraua. All nmes,tam in tM1e IDOaedthe prarNus end guideMn slffie RuilSag(snpsneet Sslery,krn,nan(BngpebUshed EK Rlsed SR[Aa,eml,aand for general pdaam.TPldMaeuherupomibiium oad coin al the Teo, Omgneb Wi0sur login", and 10019 [horlton (IF. One, Maculaman,Dole, athvrise defined bysCssnanag,eed apes in,itiaj by all pa,hn Sndsd. The Tm, Mill. 6gin is NOT the ru08ng Dulles, a, Im sSyw, Ingine,fer aeY bsNdiep 10 (apitarued term ma of defined is1Pl-1. (apyrijld@ 20lS A-f R,of Tsu,es-Manuel Mmtiset, P.I. RepmdudisA of this dammenl, in any foam, isprohibited riM millen pemitsisnhem A-1 Rasnrosses-Hansel Mortinn, P.f. OrlOOdo, FL 321132 Job Truss Truss Type . Qty Ply A0689125 63896 CJ4V Corner Jack 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:49 2016 Page 1 ID:PZYQisPv1 vGypHj72i97f5yb7ks-tHzr2wc4xsTFIYCg3Ee8H 1 xnsZ?OOxOPVxlFal zn8G8 1-6 8 3-10-3 1-6-8 2-3-11 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 FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Stndctural wood sheathing directly applied or 3-10-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in ( accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 132(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 4.1 Max Grav All reactions 250 lb or less at joint(s) 2, 4, 3, 1, 1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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. 3x8 11 3x4 3.UUI 11 = 4 0-10-8 . 1-6-8 . 3-10-3 CST. DEFL. in (loc) I/deft Ud TC 0.22 Vert(LL) -0.01 5 >999 360 BC 0.20 Vert(TL) -0.01 5 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 1, 1. 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: 15 lb FT = 0% Kmamg- Please tharougbyfmrtev IT, 'A.1 ROOF f10SS6 r1r.1111.GINI141111166(ONOITIONS COMMIPrlN(11 AMOVAI06INfNT'Inv Verify deign pon—le,s and reed nor no this huts Coup arming 000)aed the 11-1M.kin, P.L gelaeore Sbeel lehre are. Onlm alhadu rimed as the TOO,anly NTonae 6 rno, plains shall is u,nd far the TOO to he mhd A Tu Onige fngineer(.a. Spinally Engines), IS, seal on our, TOO np, Is arapmou af1he pm(essional'agineering raspanibSry(at Than drug. aldi. iegle Tunis depined cur th.Too o*.win, TPH. The design ouonpurrs, Ion ang ma&dont, MANN EL MARTINET, P.E. �solobirdy and use of this Truss fm on, Iadding is thernpunibTay of ma Naar, Ihe Onei, outbrumdagemer the luldirg On gner,inthemmenal Poe IRC,As IBC, The lam] hadcTng rode and Rbl.Th. up;,..I orIT, 100aad any field a,, of His Truss, imludinI bondle0 Wage, mstallafion and Maring shoo be the #047182 responsi6iliry of He landing Onignerond[emnrnr. Ail non, or out in tMTOO and the Train., and guidelmesaIth. Indling(omponeat Soleryleka,noNae(dCSI) published by FIT and SBCA me mfevind for proral goidanm. Rol defines lharnpomibdmesood dulinallie Truss Onignet,hass Design inineproad 10019 Charlton (if. Tmn Antitumor, olhervise defired by a Cannonarned opoo is sifwg by oO p rior imalnd. The Ttvs Onign 1ng,neu is NOT the Building Oesigeer or hams System tnginnr Tar any heildieg IO Copilorved terms ne as definadioRld. ! Capyrighf©2OSSAdTurf fro aes nunuelnnliau,P1.lepradutlioraNhisdonmen6inanyfatm,isprohibifeanMv,itleapemiWonhomblRoalTrosses ponoelkmfiner,P.F. Orlando, FL32832 Job Truss Truss Type Qty Ply A0689126 63896 CA Comer Jack 2 1 Job Reference o Ironer Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 3x10 II Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:50 2016 Page 1 I D:PZYQisPvl vGypHj72i97f5yb7ks-LTXDFFdiiAb6MinOdy9NgEUrazHIIOGZjbVo6Tzn8G7 5-10-1 5-10-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.05 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.04 3-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 21 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 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. (lb/size) 2 = 178/Mechanical 3 = 42/Mechanical 1 = 416/0-8-0 (min.0-1-8) Max Horz 1 ce 201(LC 12) Max Uplift 2 = -158(LC 12) 1 = -136(LC 12) Max Grav 2 = 178(LC 1) 3 = 77(LC 3) 1 = 416(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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) except Qt=1b) 2=158, 1=136. 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 Naming- Please tharauphb, meis. the 'A -I ROOF 11MISrRIVIII GENIRAL INS g(ONOIIIONS(OSIONIRr1111IR1 ACINOWIED61NINrfarm. fairly deign Parameters and read note an Ibis Truss Design Drm,mg(ND)and the Nowd Nmber,P.E. Retmense$beer before me. Orders otherwise stated on the TOO,ady MARUEL MARTINEZ, P.E �Y61eh main«ror plate sholne used for the IDD to ha mafid. Asa Lou Design Ingineer(i.e., Specialty Equities), the -1re,ey TOO represeab as rmeprcme al the prafesnicnot impairing responsibility rat the design of the single Truss depicted as the TOO eels, undo Rid. the design assumptions, loading mndirions, mifability and use of this Triassic, any budding is mspomihifty of the Omar, the Omr',a0bmlmd aged ar the Rolling 11mcq-, in the entries of the IRE, the TIC, the laml building rode and TPI-I the appm.alolthelODood any held ern of rho Luu,imlodin9 handling slomge,mssdlalianand Lvanng, sheO be the #0471R2 repanubNiy of is. bubdieg Oasignerand(onuuto, All cases satcut in the TOO and the Fresh., and gaidelaes of the Setting (map Salary lNarmabon(16gpohlishedhy lPlond58nme reteenudforgenemlgoidanm. Rid deliver the reponsibeirm cad euriesofthe lass Designer. Trov Design(ogiemer and 10019 (horlton Cr. 11-fint—,acten ad -he defined bya(.anme agreed,, pan in miring by all push,, im Wd The TramDeign Engineer is NOT the building Omirm,a, Imre Syeem Ingimmfataeybrildieg ❑I Capitalized team, me as defined In TH-1. (apyrigM©2DI5 A -I Rool Lmus-Nanuel Nadineq P.f. Iepmdu,Nor of this dummm6 in any (a,m, is prohibited.ids w,ioen permission ham A-1 Raal Trusses-Nonoel motfine, P.E. Orlando, FL 321132 Job Truss Truss Type Qry Ply 63896 D01G Attic Girder 1 1 A0689127 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:50 2016 Page 1 ID: PZYQisPv1 vGypHj72i97f5yb7ks-LTXDFFdiiAb6MinOdy9NgEUmaz9FIAPZjbvo6Tzn8G7 11-7-0 17-1-1518-6-8 5-1-5 10-2-8 111-6-Sr 13-0-0,14-4-8i15-8-15 17-p-10 , 23-3-10 , 26 -1 , 30.7-2 , L21-1 5 , 5-5-5 4-&2 1-3-14 1-5-0 1-4-8 1-0-8 1-5-0 1-3-14 4-8-2 3-9 3-10-0 1-11-13 0-0.11 0-0-11 3x4 = 46 3x4 = Dead Load Defl. = 0116 in x8 = 2x4 11 7x8 WB= 4x6 = 4x8 11 5x8 = 2x4 113x10 � 3x8 11 4x8 11 7x10 MT20HS= 6x8 II 32.6-15 Ot4r8 M. 10-2-8 13-0-0 15-8-15 18$-8 23-3-10 26-9-2 30-7-2 31-8-7 5-0-13 4-9-2 2-9-8 2-8-15 2-8-6 4-9-2 3-5-8 3-10-0 0-10-8 Plate Offsets (X,Y)- [1:0-1-7,1-1-0],[1:0-10-7,0-1-61,[3:0-1-12,0-117],14:0-0-5,0-2-0],[5:0-2-0,0-2-8],[7:0-2-0,0-2-8], [8:0-0-5,0-2-0],[9:0-1-12,0-1-71, [12:0-6-0,0-2-8], (13:0-1-11,0-1-81, [13:0-0-11,0-11-81, [15:0-3-8,0-1-81, [17:0-5-12,0-2-01, [19:0-5-8,0-2-01 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 0.99 Vert(LL) 0.45 17-18 >874 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.97 Vert(TL) -0.94 17-18 >415 240 I MT20HS 1871143 BCLL 0.0 Rep Stress ]nor NO I WB 0.95 Horz(TL) 0.10 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Attic -0.21 18-19 479 360 1 Weight: 207 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 'Except* T2,T5: 2x4 SP No.2, T4: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E `Except' B2: 2x8 SP No.1 WEBS 2x4 SP No.3 *Except* W10: 2x4 SP N0.2 OTHERS 2x4 SP No-3 WEDGE Left: 2x4 SP No-3, Right: 2x4 SP No-3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-4 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 8-0-12 cc bracing: 17-18 7-0-4 cc bracing: 15-17. WEBS 1 Row at midpt 10-18 2 Rows at 1 /3 pts 4-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1929/0-8-0 (min. 0-1-10) 13 = 1895/0-8-0 (min. 0-1-9) Max Horz 1 = -181(LC 6) Max Uplift 1 = -491(LC 8) 13 = -681(LC 9) Max Grav 1 = 1929(LC 1) 13 = 1895(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3082/742,2-3=-3167/654, 3-4=-2642/601, 5-30=-73/283, 5-6=-102/375, 6-7=-102/375, TOP CHORD 1-2=-30821742, 2-3=-3167/654, 3-4=-26421601, 5-30=-73/283, 5-6=-102/375, 6-7=-102/375, 7-31=-91 /311, 8-9=-2617/578, 9-10=-3199/612, 10-11=-4847/1284, 11-32=-5833/1649, 12-32=-5833/1649, 12-13=-2117/693 BOT CHORD 1-21=-712/2707, 20-21=-712/2707, 19-20=-706/2719, 18-19=-357/2733, 17-18=-1034/4335, 16-17=-1666/6121, 15-16=-166216106, 15-33=-533/1764, 14-33=-533/1764, 13-14=-552/1807 WEBS 2-21=-511/212, 2-19=-383/416, 3-19=-186/778, 4-22=-3050/787, 8-22=-3050/787, 9-18=-190/895, 10-17=-420/1259, 11-17=-1832/649, 11-15=-1881/571, 12-15=-1083/4214, 12-14=-317/126,10-18=-2034/918 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 120.01b AC unit load placed on the top chord, 144-8 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise . indicated. 6) Plate(s) at joint(s) 5, 7, 11, 12, 2, 21, 19, 3, 4, 8, 9, 18, 10, 17, 15, 14, 1, 1, 16, 13, 13, 22 and 6 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 20 checked for a plus or minus 2 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Ceiling dead load (5.0 psf) on member(s). 3-4, 8-9, 4-22, 8-22; Wall dead load (5.Opsf) on member(s).3-19, 9-18 11) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 18-19 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=491, 13=681. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 lb down and 21 lb up at 28-6-6, and 47 lb down and 106 lb up at 30-7-2 on top chord, and 5 lb down and 15 Ib up at 28-6-6, and 22 lb down and 116 lb up at 30-6-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 16) 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=-100, 4-5=-90, 5-7=-90, 7-8=-90, 8-9=-100, 9-11=-90, 11-12=-90, 12-13=-90, 1-13=-20,4-8=-10 Drag: 3-19=-1 0, 9-18=-1 0 Concentrated Loads (lb) Vert: 14=63(B) 30=-60 31=-60 33=1(B) xmnmg- Please lhanaghf/"Vier the 'A-1 ROOF@13sts ,f,INFFAL films 6(OND1110N1CISTOMIR('DUP(ljAUNOWIED6LYLXr-to, re. Verity design per-fissaid ,ad notes ao Too bass Onign Drmmq(FDD) and the Nomrz1 Ymtiat,P.F.Memo,, Shal Were au. Unless olh-W lalel so the 100' tali, Milo amw plates shell he aid to, the MD to be ralii A,a Tra, Design Fngineer Ca., Sp6dity ingineel), the -I oa any IDD air 1, an aaepaaaa arthe pdasiondaginadag aspot,3ifily lot the bog. of Me sisglerrau dapistedwh,TOD,ely,wderRid. The design onuap!ieu,loodinpmadNans, MANUEL MARIINFZ, P.E i soAohilayanduseoithisfiourorony[uAdingisthempsnubihtyofAeOrner.lheo.aeisaulhmi:adagentulheRuOfingOeugar,in!M1ecaalaatallhelRC,thelB[.IM!mal�uildingcodeoediPl•I ]be appraralefaheTOD ad air field a,, if heTali, WedialhaAug,loragn,ie,lollafianandfaadngshe0hethe #0471R2 �' respm,ibildY of Ne leildirg Oaignerad(amnner. All sale, ,ataal l,lb.T00aedthe pmc6as and luidefaesofMe Lail!ing(oaponen Salerylatalrtanoa p[Sgphil,hedby lPlond SRU me ralaannd lorgenealgsidaam.TPHdefine, the raponsibdiees oil talies of the lass Denlaar. fiat, Gials Engineer and 10019(horlton(ir. Lass xaoulamaer,Monmheafse defiled by.Cannon allied span is.ritaag by an pomos inraInd. Th. T Dmig,Fngioeer is NOrlheRtiling 0esigesuor lmu5ynan Lngineerroraey boOdiag 40 fapiloN[ad rerasan as dofinad in 4l-I. (apyrfghf02)I5A-1 Roof busses-14-al Mualine[. P.I. Repadudan ahhi, doananl in any falm, it prohibited •ith wsiaen permission from A-1 Real Trus,es • Manuel Motline[, P.I. Orlando, FL 321132 Job Truss Truss Type Qty Ply A0689128 63896 D02 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 0 0 4x6 = Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:51 2016 ID: PZYQisPvl vGypHj72i97f5yb7ks-gg5cTbeKTTjz_sMDBfgcMS1 yRNW UUediyFEM( IA-7-n .1A-9-11 91-1-11 9A-0-9 9A-7-9 39-A-15 . 44 = 44 = 5 Dead Load Defl. = 112 In 16 15 14 ' 12 11 1.5x4 11 3x8 = 5x8 = 3x10 = 1.5x4 11 3x8 11 4x4 = 3x4 = 4x8 II A 3x8 MT20HS= 24-9-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.34 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.77 12-14 >508 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 185 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 "Except* T6: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except` B3: 2x4 SP M 31 WEBS 2x4 SP No.3 `Except` W10: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 1843/0-8-0 (min. 0-1-8) 1 = 174110-8-0 (min. 0-2-1) Max Horz 1 = -175(LC 8) Max Uplift 10 = -712(LC 13) 1 = -674(LC 12) Max Grav 10 = 1843(LC 1) 1 = 1741(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3027/2445, 2-3=-2519/2127, 3-4=-2169/2052, 4-5=-2349/2177, 5.6=-2431/2115,6-7=-4866/4012, 7-8=-4155/3366, 8-9=-2350/1946 BOT CHORD 1-16=-2003/2618, 15-16=-2003/2618, 14-15=-1564/2337,13-14=-2263/3005, 12-13=-2263/3005,11-12=-1453/1926, 10-11 =-1 463/1939 BOT CHORD 1-16=-2003/2618, 15-16=-2003/2618, 14-15=-156412337,13-14=-2263/3005, 12-13=-2263/3005, 11-12=-1453/1926, 10-11=-1463/1939 WEBS 2-15=-555/635, 3-15=-440/604, 4-15=400/232, 4-14=-864/842, 5-14=-1460/1679, 6-14=-1154/1181, 6-12=-1474/1895, 7-12=-2448/2099, 8-12=1941 /2558 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=712, 1=674. 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 xmsing- Plmse themaghlp meis. The 'AI ROOF @OSSESEYO1ER16EA(RAI RIMSd(ONOI110NS(0510911rWIN1111nNOW1fV6EMENt-Wan. V.k designpwaremts and moe not"sa mulmm Design Deering ODD) and the Wand Mmlinm,P.CRda,mm Few Islam um. Vdea olM1"adm shed as the f00,anEy MA DEL MARTINEI, P.E. �Meek manemrploles shoo b, used for IM1a tOD to be,and. As a Goss Design Fngineer0.e., Sped,iry Ingineal), The seal on any TOO mpmsanG as e¢epfmu of the pnlumal psi aeaing mspam30ity in, The design at the sine's Goss depiaed wn the TDD only, in, SPI.1, the desire auumptiom, loading maditrona, Webility and use atThi,Gum lw any 1AFing is the r"pamibirdyat The O.aer,the 0•aei, oulhmhed a seal or The Ruitdiag Vessel,, in the mehi of the K. the 181. it. W budding mdeand nTI The appmewlwlThe TOO and any field use al Thermo, imloding hondheg. awns,, satolinim.1 Mating 64 be IF, #047182 raspanhbitiry altle Building D"igwr and 6nhanor. AN sets,mf awl in The NO and the Patfims sad redelmes of the FolksComponml WityletottnanmER[9S published by SPl and UUam re famed(orgmenlgwidonm.IPbl defieeuhe ml—bdinm and dace, at the is Dienjam Itass Design fngimer and 10019 (horllon fir. Pm Maeulanme,, unleu aiburh, defined by a (anhaaagmd apoe in nitmg by all pmdesimalnd, Re Loss Miss Enginau is NOT the 11THEng Designer a, Duu Symn Engineer for a" bulling. All [apimTued terms ose as defined is 111Id. Copyright® 2015 A-1 gaol Trusm-Manuel Ma,flou, P.E. ly dusliwe of this dmunen6 in any farm, is prahibihd rilb ni0en pumai,sion ham A-1 Roof lrussea-IImm1 Mmtin", P.I. Orlando, FL 321132 Job Truss Truss Type Qty Ply A0689129 63896 D03 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:52 2016 Page 1 ID:PZYQisPvlvGypHj72i97f5yb7ks-Ise_gxfyEnrgc?xPINBTvfZ9AnsBD7fsBv vALzn8G5 1 46-12 r 9-0-0 12-7-0 16-2-0 1 21-10-7 22-9,2 26-7-2 , 28-7-7 1 32-6-15 , 46 12 4-5-4 3-7-0 5-8-8 W10- 1 3-10-0 2-0-5 3-11-8 7x10 MT20HS= Dead Load Dell. = 3/8 in 4x6 = 4x4 = 6.00 F12 3 W64 2x4 II 5x10 MT20HS= 4x6 — 1.5x4 <-1 67 3x4 2 g 5x6 m 8 10 3 11 ryoo 1 W1 15 14 67 410 LCA 7x10 = 5x10 = fo 1� 18 17 16 13 12 3x8 = 6x8 = 2x4 11 2x4 11 4x4 = 3x8 11 4x4 � 3x4 = 5x8 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 FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T4,T6: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except' B3,B5: 2x4 SP No.3, B4: 2x4 SP M 30 86: 2x4 SP M 31 WEBS 2x4 SP No.3 'Except* W6: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1845/0-8-0 (min. 0-1-8) 1 = 1739/0-8-0 (min. 0-2-1) Max Horz 1 = -175(LC 10) Max Uplift 11 = -712(LC 13) 1 = -674(LC 12) Max Grav 11 = 1845(LC 1) 1 = 1739(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3022/2502,2-3=-2680/2220, 3-4=-2361 /2126, 4-5=-2418/2169, 5-6=-4881/4199, 6-7=-4788/3920, 7-8=-3346/2751, 8-9=-3588/2875, 9-10=-2227/1840 BOT CHORD 1-18=-2054/2615, 17-18=-1951/2725, 16-17=-234/343, 6-15=-502/696, [11:0-3-8,Edge], [14:0-4-0,0-2-12], CSI. DEFL. in (loc) I/deft L/d TC 0.79 Vert(LL) 0.39 15 >994 360 BC 0.94 Vert(TL) -0.69 15 >567 240 WB 0.71 ! Horz(TL) 0.25 11 n/a n/a (Matrix-S) BOT CHORD 1-18=-2054/2615, 17-18=-1951/2725, 16-17=-234/343, 6-15=-502/696, 14-15=-3744/4964,8-14=-884/1167, 11-12=-1348/1801 WEBS 2-18=-345/492, 3-18=-548/753, 4-18=-607/541, 4-17=-1011/986, 5-17=-535/683, 15-17=-1131/1788, 5-15=-2578/3006, 7-15=-1337/1077, 7-14=-1849/1514, 12-14=-1323/1803, 9-14=-1103/1595,9-12=-10261811 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 3, 4, 11, 11, 11, 16, 6, 15, 8, 13, 18. 2, 17, 5, 12, 14, 9, 1 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 7 checked for a plus or minus 4 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)11=712, 1=674. PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 195 Ib FT = 0% 10) This truss design requires that a minimum of 7116" 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 I TomMg-Piro¢tharoagkly,aie• the '41ROOF IAUSMiSCREA1(UTAALFEW &(ONDIIIDNS(USIDNIgrigy0r)A(KNOWIEDG[ha form. My desito F Men's cmd'ead "its on offil Truss Wife Droning PD) nod lb, Hound Iderfion, P.E. Rein Shwhfunews. Unfasorbetens and on the M, off MANUELMARTINEI,P.E IDTek mrmem, TlWa shell be used for the UDto be old. As oI IDesignEnpioeumpmsonb (U., spakilylogineelA the -I on my TDIon.... ;run,, of the prafeuionol agineeling mspouAiI for the design of the ssegleIn. depicted ell the Too a*,cadet 1111. The design mmmptioas.londog roadilins, mdebllny end use of Ibis Tmn lot any(udderg is the r,sprubirdy of the 0ee.r. the On..... wined agent or the Buddinggeug,er, in the ronletl of MelR4%elRL the lmalh lding rode eed Rl•I the opp—Iofihe TDo nor! ..'s, field use of the Truss, inkrio.gh—M&SE..singe, iosldlofion cad Ending 0.11b, the #047182 mspansibility of the hnIftsi Designer ned(ammonr.III n,msseI enl I. the TEDand the pmctl.., nod guidel.... Ithe luildlag(ompanem Sufety lntnmahon 013IJpobtished by Re and SB(l are W used for gnerol gridan...IPI•I doloe.in. responsibdmes and duti—IOr, Ties% Designer. Truss Design Engineer and 10019 (horllan (ir. fhuss Moausactura. t dm on—ise denser! by u (amass ngued upe. sn nitiog by nOparde, involved. Th.In,, Ong. II...r is NOT the Building Designer or Truss Splas login eerfer any bidding AO (apilo@edenms are as defined fa Rri. (opyrighl®2915b1 Aoal Trusses-Noauel Mortineq P.f. lepradudia.afthis damnenl,inany loth, is prohihiledriM wriplenpemissioahom A•1 Aoof Trvus•Monoel Martine., P.f. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689130 63896 D04 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:52 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-Ise_gxfyEnrgc?xPIN BrvfZ7vnvDD3QsBv_vALzn8G5 7-0-0 10-7-0 16-2-0 20-9-2 21-10 724-7-2 26-4-7 28-4-7 32-6-15 7-0-0 3-7-0 5-7-0 4-7-2 1- 2-8-11 1-9-5 2-0-0 4-2-8 6.00 12 4x8 = 4x6 = 19 18 4x4 = 1.5x4 11 3x4 = 5x8 II 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 FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 `Except' T6: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except' B4,B5: 2x4 SP No.3, B6: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W5: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-17, 5-16, 4-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 10 = 1855/0-8-0 (min. 0-1-9) 1 = 1745/0-8-0 (min. 0-2-1) Max Horz 1 = -175(LC 8) Max Uplift 10 = -706(LC 13) 1 = -671(LC 12) Max Grav 10 = 1855(LC 1) 1 = 1745(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2949/2330,2-3=-3253/2787, 3-4=-2493/2131,4-5=-4495/3836, 5-6=-3806/3161, 6-7=-3679/30,16, 7-8=-3610/2869, 8-9=-2299/1883 BOT CHORD 1-19=-1837/2516, 18-19=-1837/2520, 17-18=-2425/3282, 13-14=-2035/2921, 7-13=-285/308, 10-11=-1394/1880 5x10 MT20HS= 4 q 4x6 zz 46 11 VV5 5 1.5x4 II 7 3x4 5x6 8 9^ W I $ 9O ?U� I"114,I8 — 13 13x4 II 4x8 = W10 17 16 15 12 11 5x10 = 1.5x4 11 2x4 II 4x4 = 1.5x4 II CSI. DEFL. in (loc) I/deft L/d TC 0.93 Vert(LL) 0.35 15 >999 360 BC 0.75 Vert(TL) -0.63 14 >625 240 WB 0.98 Horz(TL) 0.23 10 n/a n/a (Matrix-S) BOT CHORD 1-19=-1837/2516, 18-19=-1837/2520, 17-18=-2425/3282,13-14=-2035/2921 7-13=-285/308,10-11=-1394/1880 WEBS 2-18=-811/1060, 3-18=-696/655, 3-17=-1369/1271, 4-17=-405/549, 14-17=-1272/2012,5-14=-2301/2069, 6-14=-905/1172, 4-14=-2259/2744, 6-13=-532/663,8-11=-1209/926, 8-13=-1091/1619, 11-13=-1400/1953 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 10=706, 1=671. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and a/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 3x8 II 3x4 = Dead Load Defl. = 3/8 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 194 lb FT = 0% xommg- Plmse thororthiverinrhe'A-S ROOF TRUSS[SrS0HR*L MIRA(I[IAS&COXDISIOM(GSSON[PE`iIIrI1j A(KNcwt[06ENfNi term peritydnirnporemNo{trod reed notesoo Orr lmu0eugn Ora.ing(EDD)ondthe NowelYmfinee, P.F.peraeem Meet bet ore ew. Udus othm h. stored on Me TOO, aaty �Nirek mnoerrorplota shill Rained lorlM IDOlo he r.fid. Asohou Oesyo fnginenrrie.,Sp<riolry[ngnmr), the utrtoO troy IDD¢prznpU on ameplonu.flhe pmhnitrnolengneningtetpoostSrry for the deilga al Oe single TlU{{dtplded.nlM1.TOD�nIy. MEN R4I. Mt dt{Iga.{{amplloa{, IOtrdipq laaditltrni, MANUEL MARTINEI, P.E. uN.bibly aadmo ollbgs Gunloroay Euildmgnlhe respamibOiry of the O+nar,tM1e D+aeis.utENhedagenl.rlM1e Budding Oevg.n,ialhe mnteeal Me lR(,Ibe lOUhe:aml6uilding wdeaedRl•1. The oppaaalolthelDO and tray field use trl lM1eL.n,imlading h.ndriogstorage, ntttrllation and Nosing, shell Ur Oe #047182 raponsibitiry at He Railang Omigner and Oma.mar. AN note,set .0 in the TED and the patims and guid.hses of the lodlingComputer Salm Intotmetam(R(SDpnbNOed by TPl ood SR(Amere[emnnd l.,g.umlguidonm. TPbl Meet the rerpeediines tree duties 0 the Trms Oemgnea, Te,, Omigo Engleem rest10019 (horlton (it. hen Arrested—, uelass sth-4. dermed by. tested.Rreed sper it.itng by.O p rini Ind. The Lox Desige Engineer is NOT the Ruddieg Designs at Outs System Engineer lot try bsdlllag NCapimruedmtmt me osdefined 10441. (.pyright®2015AIRoal Cusses•Nom.el lANlines,P.F. Repradu<ti.r dthis damnent,inany dorm, is prohibited+i0 wntlen permission ham A -I goof ire»es Nan.eUdpmine; P.E. Orlando, FL 321132 Job Truss Truss Type Qty Ply A0689131 63896 D05 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:65:53 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-m2CMuHga?5zhD9Wb14i4St6KtAFyyXA?QZjSjozn8G4 t 5-0-0 t 8-7-0 16-2-0 t 17-8-0t8-9-2 22-7-2 26-4-7 t 29-2-13 t 32-6-15 t 3.71 7-7-0 1.&0 1-1-2 3-10-0 3-9-5 2-10.5 3-4-3 5x10 MT20HS= 5x10 MT20HS= 6.00 12 2 I W J m 1 qILi18 4x8 19 3x6 = 5x6 II 48 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 FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' T3,T4,T5: 2x6 SP 240OF 2.0E BOT CHORD 2x4 SP No.2 'Except' B1: 2x6 SP No.2, B2: 2x6 SP 240OF 2.0E B3,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except* W2,W5,W6,W8: 2x4 SP No.2 W7,W9: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-17, 5-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1780/0-8-0 (min. 0-2-2) 9 = 1828/0-8-0 (min. 0-2-3) Max Horz 1 = 176(LC 11) Max Uplift 1 = -680(LC 12) 9 = -696(LC 13) Max Grav 1 = 1780(LC 1) 9 = 1828(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2898/2308, 2-3=-5636/4481, 3-4=-4590/3406, 4-5=-4604/3566, 5-6=-8909/6543, 6-7=-3794/3199, 7-8=-3733/2971, 8-9=-2348/1909 BOT CHORD 1-19=-1859/2505, 18-19=-1866/2536, 17-18=-4544/6072, 16-17=-6234/9228, 6x6 = 10x14 MT201-!S: Dead Load Defl. = 13/16 in 10x14 MT20HS= 4 5 t W6 1.5x4 II W4 9 7 3x4 1 0 W 8 17 14 T20H 2x4 11 12 avn 9 m 15 14 13 6x8 — To 1.5x4 I I 4x6 = 11 10 3.00 12 48 -z: 1.5x4 11 6x8 = 4x6 11 1.5x4 11 3x4 = 16.2-0 17-8-0 8.9- 22-7.2 26-4 29-2-13 31-8-7 3 -6- 5 7-7-0 1-6-0 1-1-2 3-10-0 3-9-5 2-10-5 2-5-11 -10- 2-8], [4:0-3-0,0-3-8], [5:0-7-0,0-5-4], [6:0-11-4,0-3-0], [9:0-1-13,Edge], [9:0-2-1,0-3-8], [10:0-4-0,0-2-4], 7,0-1-81, [19:0-1-8,0-2-81 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.79 Vert(LL) 0.73 15 >533 360 MT20 244/190 BC 0.71 Vert(TL) -1.41 15 >277 240 MT20HS 187/143 WB 0.95 Horz(TL) 0.69 9 n/a n/a (Matrix-S) Weight: 221 lb FT = 0% BOT CHORD 1-19=-1859/2505, 18-19=-1866/2536, 17-18=-4544/6072, 16-17=-6234/9228, 12-13=-1800/2714. 7-12=-290/424, 9-10=-399/504 WEBS 2-19=-569/428, 2-18=-2628/3511. 3-18=-2461/2046, 3-17=-1816/1786, 4-17=-2102/3023,5-16=-1449/2294, 6-16=-4430/6544, 6-13=-1754/1253, 6-12=-894/894, 10-12=-1368/1834, 8-12=-980/1424, 8-1 0=-1 153/922, 5-17=-6093/4286,13-16=-2176/3280 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 2, 3, 6, 20, 15, 7, 11, 19, 18, 17, 14, 16, 13, 10, 12, 8, 1, 1, 9 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 4 checked for a plus or minus 2 degree rotation about its center. 7) Plate(s) at joint(s) 5 checked for a plus or minus 1 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=680, 9=696. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and IV gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard tlamtap- Please thorougMymne. [he -Ad ROOF n13S6 rSE81R1COORAL QIMSB(ONDIIIONS(USIDNIRi'IUTSRIA(NNONSIDS(MENr lmn%ly design p—eteis and mod notes on ibis loss Design timing (HID)nd the Neaud Ymeaee,1`1Idetue Shed before ou. Odns olhndse small co roe too, anFy MANUEL MARTINEI, P.E I�Ihld moaesmr plots shall So used for the MD to be said. A,aT IDnig, inginnt fibs., Spedally, Ingineerl, the licit IIDO representsaeeteeptanmofthe pmfessinal engiueetgng lespanthdily fo, the 1,9go of the single Toss depicted on the TM a*, under 186ry 1. me desip. mmptions,loediag wailans, mifebihry and a,, of this lmmfof any buddmg is theta,panihirdy a the Onu,the O.nei,odhaleed aged or the Rtilding Design, in the -Wt at the K. the 181, the laml bmidg,ad, and OFF-] ID,appmlolth, TDO and onyfidd a,, of the loss, imioding baadfieq storage, iostoiaiiao and bta"n¢shall he the #047182 ,mpmsiGliry al the BuilDeg O,sigar and(omnnm. AO safes rat out is the IDDaad the pmrHms and guidsears of Meloildisg(ompanen Sderylakrmanaafb6gpnbfshedbl Oland SB(dnereleremedfor genertlguidanm.Fit I defln the rnponstdines sell aafies of the imu Denlner. Fists Design ingis-and 10019 (horlton Qr.hmsNnulanme6 udeualb-in defined by o Comm aped apao Sn nifal by op p igs, tastiest. the imu Mile ingineer is HOT the building Design, as imu Sysure ingiour Its any bniNie¢ 18 (apOoBted trams on a, dafinsd tallbl. (opynghl ©2DIS A -I Raof rmues -Mtnu Wadinn, P.F. Repraduc,ian ohhis damnenp, in any form, is pro8ibiped riPo.,iflen permission ham A S R.d Tas n,14tat el liodinee, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689132 63896 D06G Roof Special Girder 1 1 Job Reference optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:54 2016 Page 1 I D: PZYQisPvl vGypHj72i97f5yb7ks-EFmk5dgDmO5YrJ5osoEJ_4fURac1 h?M8eDTOFEzn8G3 3 2:9 6-7-0 11-1-10 15.6-13 17 8 0 , 20-7-2 , 25-9 11 , 32-6 15 3-0-0 3-7-0 4-6-10 45-3 2-1-3 2-11-2 5-2-9 6-9-4 6.00 if 0 5x6 = 1.5x4 11 4x10 = 18 a' 11 �— 14 13 12 11 4x4 = 7x10 MT2OHS= 3.00 12 1Sx4 I I 4x8 = 1.5x4 11 5x6 = 3x8 11 2x4 11 .6x6 = 3x4 = , [1:0-1-7,1-1-0], [1:0-6-3,0-1-6], [2:0-5-1 Dead Load Dell. = 9/16 in 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 0.87 Vert(LL) -0.43 15-16 >901 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.99 15-16 >393 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.42 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 200 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except* T375: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E `Except` B4: 2x4 SP No.3, 83: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W9,W8: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-13 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-2-14 cc bracing. Except: 10-0-0 cc bracing: 13-15 WEBS 1 Row at midpt 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 1824/0-8-0 (min. 0-1-8) 1 = 1761/0-8-0 (min. 0-1-8) Max Horz 1 = 167(LC 31) Max Uplift 10 = -649(LC 9) 1 = -694(LC 8) Max Grav 10 = 1824(LC 1) 1 = 1761(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2643/1043, 2-29=402811532, 29-30=4028/1532, 3-30=4028/1532, 3-4=-5771 /2042, 4-5=-5775/2203, 5-6=-4575/1471, 6-7=-4532/1461, 7-8=-2290/794, 8-9=-2590/889, 9-10=-345/69 TOP CHORD 1-2=-2643/1043, 2-29=-4028/1532, 29-30=-4028/1532, 3-30=4028/1532. 3-4=-5771/2042, 4-5=-5775/2203, 5-6=-4575/1471, 6-7=-4532/1461, 7-8=-2290/794, 8-9=-2590/889, 9-10=-345/69 BOT CHORD 1-18=-1000/2309, 18-31=-990/2285, 31-32=-990/2285, 17-32=-990/2285, 16-17=-2781/7071, 15-16=-115013911, 11-12=-626/2198, 10-11=-626/2198 WEBS 2-18=-268/100, 2-17=-723/2135, 3-17=-4040/1594, 3-16=-1731/893, 4-16=-460/391, 5-16=-954/1868, 5-15=-269/1162, 12-15=-801/3281, 7-15=-1094/3942,7-12=-2398/631, 8-12=-335/318 NOTES- 1)-Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=649, 1=694. 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) 63 lb down and 70 lb up at 3-0-0, and 44 lb down and 60 lb up at 3-11-4, and 44 lb down and 60 lb up at 4-4-12 on top chord, and 10 lb down and 17 lb up at 3-0-0, and 1 lb down and 12 lb up at 3-11-4, and 1 lb down and 12 lb up at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 3-5=-90, 5-7=-90, 7-10=-90, 1-17=-20, 15-17=-20, 13-14=-20, 13-19=-20 Concentrated Loads (lb) Vert: 18=9(F) Matemp-Piece lhorouDNifentwIhe'A-I ROOF nOn6rt!(lER1, OFN6A ALMS I(ONDIIIDES(OSIONIIrSOT(R11(RNOYMED6TMTNr Ica. Ye,flydmippotrannale-nd.,ra our as bi, Iruu Design -Ing(NO)oodiba Manuel Ymlmer,P.E.Rafe,u., Sbeethefom a,,. Odors olheMse ended no Nu ND, only MANUEL MARTINFZ P.E. �I ilik ornery., plates shall he u,el lar the 100 to he rated. hat heign Engmar, (i.e., Spedalty, Fngia,m), the sealon any ND reptetedr an eaeptanu althe professional engineaitry ospootbRiry for bo design olbe tugfe Lan depirted on rbe TOD ardy.ceder IPI-I. the lesipa asmmpliom, lOadng madilam, nbabihlyand.,.Ilhi,loss limey luOding n the responsibilOyal the O.net.be0nei wubwiaedagemorlM10 hildingDu,g-jo lhonted alibi 11C.thei8C,Ihlaralhuddg,ad, red TPld. She apynmlalthe TODandoay field u-11oT—Jealoding M1OnA'ir5. stomge,msugOlionanddadngshenhe the #047182' ro,pmdhdiryalthe Builfing Designer and(omm,nor. AN Pour net outin the 100 and the portions and guidehnes Ohba Juddieg(ompenen Solerylnurmanon(86q pehlithed by Viand SRClate releianiedu,ii—I gridano.SPlddefire, Meugon,ibdine, aid dugm allh lmu Oengeer, Sou DesignEginurand 10019 (horlton (IF. TonMaoul,nweL unlen ot6nvise deFlned byoConnors ogned apoe in rritug Ey oV poniesinralred. The Los, Oetig, Engineer i, NOT the 1104ag Cosigner or LuuSystem(Ogineer for any boitdiaq IR(aphoraed terms ate at definedin 1PId. Copyrigbt02015 A.1 Roal Tsassas-Monuel Mwtim, P.E. Reptadutliae oS Ihit domnen6 in uny la,m, is prohibited rith w,ixen pemisslon Ito. A-1 Ra,FT r,s,, -Maud Matthaei, P.F. Orlando, EL 32832 Job Truss Truss Type Qty Ply A0689133 63896 HJ2 Jack -Open 1 1 Jab Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:54 2016 Page 1 ID:PZYOisPvlvGypHj72i97f5yb7ks-EFmk5dgDmO5YrJ5osoEJ 4ffpajHhCF8eDTOFEzn8G3 2-8-15 3x8 II Plate Offsets (X,Y)— (1:0-1-13,0-0-6),rl:0-0-3,1-4-91 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 0.14 Vert(LL) -0.01 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.02 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 I Code FBC2014/TP12007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiT� ek recommends that Stabilizers and required cross bracing be installed during truss erection, in i accordance with Stabilizer Installation guide. i REACTIONS. (lb/size) 2 = 17/Mechanical 3 = -87/Mechanical 1 = 366/0-11-5 (min. 0-1-8) Max Harz 1 = 66(LC 8) Max Uplift 2 = -33(LC 8) 3 = -87(LC 1) 1 = -135(LC 8) Max Grav 2 = 17(LC 1) 3 = 35(LC 8) 1 = 366(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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, 3 except Qt=lb) 1=135. 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 Vrommp Ptnsa thorouphty ree@+tbe'Ad ROOF TRUS011111ER1®ORAL TERMS ¢(ONOIOOBS[BS(09[lrBUT[t7A(CVOWIIDGILBr1mm.V.4 desirepanmele-rd reel notes oo lNs[rust gesignoramg(IOg)md the Yomsel trustees, PL Releresse, Shee11e3m use. gdeualherrise Heel onlhe Ng, mh MANUEL MARTINEI, P.E.N'Teh nmmorplmn sho-1 Re used TmIle TOO to be said. As a Trust Onige Tegieeer roe- speciallyEagmeerI,the sml oo story TOO "Forrest mmapfmm a111,prohssimd soffit iog wsponm5lyfor the drip dtbe slsg'o Less depictedaarbe TOO only. mdmTPH. he deslga assumpfimq lowing modifisos, ' 1.1do Myaedus, othis Dust for "IAd'mgLns thep-Way ofN0.art, the O—iso4otindagenlrrtArBldiigDeug.er,inshe mosses ofshe 11CA,IBC, 1MiordWld.grude aedh1.1 R.uppreralo(fleTOO .1asyfiddor, ddf g. th.Truss,inthdinphmdomgr,btortariceandb i%shoo beMe #947182 rospmsihihry of HeleUGeg Onigeermd6mraeon Ml ootessetom iofhe IDDasd lbe prorrust and goidden of the Roufiog(onponem Surer/ ofernwnoe JIMprbrid.,, IIN sad SREA a,,"rerersed for gsmml quid®®. TPbt dehn,Oeresp—bdn,nmddagesoltherrsss oemgmr. Truss Oengo Engimes and 10019 (harlfon [ir. Truss Moaufanures,uolem nlbm+irs defused by o [muse oSind epee h writing by on petits iarolnL ThsTtms besigo Fegioeer is NOT the RulMiog hslquer or tmuSVurm Engineer fee ary hsilfie¢ 10 Copifaraed Immt me as deAaed'a Rhl. [opyngM07O15 A•I Raal Lusses • Nawel Modion, P.E. Ieprodusti of rhit document, in ony Form, is prohibited with+unen permission hoe A•T Roof Trusses -Manuel Mmtimr, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689134 63896 HJ3 Diagonal Hip Girder 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:55 2016 Page 1 i ID:PZYQisPvlvGypHj72i97f5yb7ks-iRK6lzhrWiDPTTf QVIYXIBof 3wQfVIttCZngzn8G2 2-3-3 4-2-3 2-3-3 1-11-0 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 NO BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 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) 2 = 93/Mechanical 3 = -2/Mechanical 1 = 374/0-11-5 (min. 0-1-8) Max Horz 1 = 101(LC 4) Max Uplift 2 = -82(LC 4) 3 = -10(LC 18) 1 = -162(LC 4) Max Grav 2 = 93(LC 1) 3 = 27(LC 3) 1 = 374(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.26 Vert(LL) 0.01 4 >999 360 MT20 244/190 BC 0.17 Vert(TL) -0.02 4 >999 240 WB 0.00 Hcrz(TL) -0.01 2 n/a n/a (Matrix-M) Weight: 16 lb FT = 0% 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, 3 except Gt=lb) 1=162. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 34 lb down and 30 lb up at 2-7-6, and 26 lb down and 26 lb up at 2-7-6 on top chord, and 12 lb down and 23 lb up at 2-7-6, and 1 Ib down and 13 lb up at 2-7-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pin Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 9=-12(B) No,vmg POan therougbtywim the 3-1 ROOF RDSRS(IIII1160111AI IEASSSB(ONDIIIONS(OSIOYfrrlORfI ACRNOW1106[HINT'I.,. Verity design ternarie's redman mUs this Iron Design Drarmg(IDO) and the Annual Vmkes,P.E. Reference Shni refire a,. Onlefs otherdsesmel as, the iOD, only MANUEL MARTINFI, P.E. Who raka any TDD repr mnnrrfor Dlalu sho06e vul for the IDD O be eoOd At a has Design Engineer lie, Specialty hginnnj, the eneoh on areplance al the ptdtuional enginterirq mspoesSAlyfor be deupe olMe tiegly Ton depiaed oaths IDD anty, undo Rld. the l,,ipv ossumpsiom, lovdng mad�inns, .0tobih,y and me of this ,un far cry luilding is the n,pomib7dy al Me 0—,.the 0—,s aolbwimd sgml or the hilding 0esigaer, in the ronmetal the IRC, the 111(. the Oral building ads aedfid. The apprueofolthe TOO and any Old aeol the has,imMding hand!iq Aoage, Waflutiun and Mating, 0.11 he the #047182 uspnnnMarc of He 110dirg Designer and OnucOa. All not,, set nul in it, TOO and the Inch., end guidebnes offhe b,ldieg(ompmnl safety 1'fiamobaeir6llpublished by Rl and SICA merefereand far general gaideem.Rl•I defines the saspons3lmes cad duties of Toss Designer, Itvss Design Engineer and 10019 (horltan (ir. ImssAonulanwer. unless cahenin defined by a Carina agreed upon in vritiog by all paroes innind. the Toss Design Engines, is NOT she Ruilrmg Ensign, or truss System ingineer for agbvOdiog ID (opifofaed te,mwn as defined to Rl-1. (opyrighf �R015 A•I Rc aI Trs--Manuel Aadines, P.F. Reprodudiae of this domaen6 is any lc,m, is prohibited vital y,i0ea permission ham Ml Roaf lrvttes-Nonoel Aostina; P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689135 63896 HA Diagonal Hip Girder 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:55 2016 Page 1 ID:PZYQisPvlvGypHj72i97f5yb7ks-iRK6lzhrWiDPTTf_QVIYXIBeJ ZQfbIttCZngzn8G2 1-4-3 2-0-11 8-2-15 1-4-3 0-8-8 6-2-5 Dead Load Defl. = 1/16 in v CV 1 1-2-8 , 2: 1.1 , 1-2-8 0-103 8-2-15 6-2-5 Plate Offsets (X,Y)— [1:0-0-5 0-0-51, [5:0-2-8,0-2-81 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 0.92 Vert(LL) -0.09 4-5 >856 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.18 4-5 >415 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horc(TL) -0.05 3 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Weight: 27 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x8 SP 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) 3 = 226/Mechanical 5 = 703/0-10-3 (min. 0-1-8) 4 = 56/Mechanical Max Horz 5 = 201(LC 4) Max Uplift 3 = -185(LC 8) 5 = -545(LC 4) Max Grav 3 = 232(LC 19) 5 = 706(LC 35) 4 = 112(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-267/40 BOT CHORD 1 - 11 =-39/327, 5-11 =-39/327 WEBS 2-5=-820/562 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joini(s) except Qt=lb) 3=185, 5=545. 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) 175 lb down and 168 lb up at 1-2-7, and 56 lb down and 71 lb up at 5-5-5, and 62 lb down and 83 lb up at 5-5-5 on top chord, and 75 lb down and 47 lb up at 1-2-7, 174 lb down and 31.3 lb up at 2-7-6, 62 lb down and 53 lb up at 2-7-6, and 8 lb down at 5-5-5, and 8 lb down at 5-5-5 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 (pin Vert: 1-3=-90, 5-6=-20, 4-5=-20 Concentrated Loads (lb) Vert: 9=-175(F) 11=28(F) 12=62(F=125, B=-62) Wareing -Prosethcreugbhymyierthe 'A4R00IIROSSESrSRLRLCrNIRAIIEW& CONDITIONS (OSTORIRI'IUY[ClAIXNOYAFO6tYFN1'Imm.Scroll dnigapaemeanandalonot—titre,TrussOedgrDningn[Q)rdthe slower Ymtiaa,P.FRelemrmSheetleloreare. OdesothorimstmelanfheTOD,.4 !A MANUELMARTINFZ,P.E XiI It mnralor plain shall be usarl far the SOD to be void Asa Truss OeOp Euginar C., Specially Engle 1, the sml on any rDD mp,enrts an otmpmme of the pmfeatanrl toginaling rrspanbifity far the stripe of the single Tin deputed oa the TODa*. order SPIA. The design ossampfioas, loading rre Eliam, nikbibly and use of this Ton far any Whorl is mspars1rdy of the C.-,the OraePs rulhaiaed agem ar lM1e Building 0evgrer, is the;orintaS lAe INL Ne INf.IM!oml budding mdeaedlPld The .;D—laftbe TOD and aryfield ass of the Trure,imloding ba+d)%storage, mdallotiao and Mauag, rhd he The #047182 rapanrlGliry of He Buiidiag Oe,iprzrand Cemroatm. All rat.,$atoat To the TODaad the peat., and guidrbnes of the gmldiig[,.proof Salary Ift— .[lCSlpubllu,d by APT and SB[Amemfemnud far pearlgull®m. IPbldefinadempraribimmaodduti—I&Imss Oengar.I usuls blister mid 10019 (horllan (ir. Truss Alaeultioura, unless albarise deflred by o (aaaam ogned epos it rrDing by allpaiHenirealred The Truss Omigr Engineer i, NOT the guilding Dedgrer or Tress Synem Engineer lea any brilllog. W [opilduad Inms ae os defined IoR41. Copyrigh1©2015 A.I RooSTmssas- !Arms ti hhalinee, P.F. leprodudiaa of this domnml, is any form, is pmhibihdrich wiinen pamisuon Trom A -I Roof Trmtm • Nonrel Alerfiner, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63896 HJA Diagonal Hip Girder 1 1 LbA0689136 Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:55 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-iRK6lzhrWiDPTTf_QVIYXIBpC_tQfXlttCZngzn8G2 1-6 13 3-10 6 6-1-0 1-6 13 2-3-9 2-2-10 5.76 F12 12 2x4 11 2 1 Y� 14 ri d 13 e• d• 2x4 = 8 4x6 = 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 NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B2: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x8 SP 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) 4 = 90/Mechanical 8 = -119/0-8-0 (min. 0-1-8) 6 = 94/Mechanical Max Horz 8 = 201(LC 8) Max Uplift 4 = -73(LC 8) 8 = -996(LC 19) 6 = -132(LC 8) Max Grav 4 = 90(LC 1) 8 = 794(LC 31) 6 = 174(LC 32) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-8=-88/281 WEBS 2-8=-340/228, 3-7=-333/159 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and Fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 0 3x4 Io 3 O N dV• 6 p O N O 4x4 2x4 II 2.88 12 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TIC 0.23 Vert(LL) -0.01 7 >999 360 MT20 244/190 BC 0.49 Vert(TL) -0.02 7 >999 240 WB 0.06 Horz(TL) -0.01 4 n/a n/a (Matrix-M) Weight: 30 lb FT = 0% 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 8=996, 6=132. 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) 55 Ib down and 56 lb up at 2-9-1 on top chord, and 779 Ib down and 1569 lb up at 1-11-4, and at 2-9-1 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 (plo Vert: 1-4=-90, 8-9=-20, 5-8=-20 Concentrated Loads (lb) Vert: 13=601(B) tlammg-Plevu lh 11:Fy,eriev0e'41 ROOT flHJMSrSIISTRITLNIRLL IILY511(ONDIIIONS(OSID411('IUII1JA(RROWIIOOIYINr Imo VmCy desire ponme,eu and ind miss an Ois Inn Design Drvteg(NDImd the M-dgmtnes,PE Relneam Shed blareme. Odns plh,rite seined ov Ne lDO,onFy MANUEL MARTINEZ, P.E.AOlei cam«mrpletn sheibe dhrlh IDDtob—id. Asoiron Usipe Fayinem(e. SpmhNy Ingneel(,,hmnvl In ny IDO«pmnettan mepmme el Ibe psolenimelegmeeriag nspauLStyfor We design of the smgleTrmsdepined oa IM IDOoily, uetm IP(1. ibe dmige vsrvmp,ivvs, loedvp mpddam, �' so0abil0ymdmeahhishunlmvgEutldmghlharespeesib3tyolHeO.ner,IMO•eeiswMmioadegenlerMeBudding0eugee,,inthmmonelthelR(,Iba1R41hivmlhmtdNgmdeaedTPI1.Ihevpp,seal.1OnTODand aayfidda,,d1hhun,imhdmgbvaaeg,domgbnsklla0aamd6ratingshe06rAle #047182 respmuhilNy al Oek06eg 0esigaermd[eavewr.1l ws,nl pot is IN TOO and lbe pass., and obbes dfle Roddhg(omponet hhry lnhnnanav(I61(pAlishd by Rl and SICA as. rnfinemed fin gmemlgaid®m.IPI-Iderumdherespeavbft,smddaII..I mimst0eugae,,Tmss Design Fagiveer and 10019 (horllgn (if. Longooulerhem, omen a,6enise detired by v Cvmamvgread epvv a eriing by a0 pvrdnimaheL The Tmn III* Ingineer is NOT the riddling 0esigaer yr hots SSrem hghttrler aeybeOLeg IR fvpilofaed hsms me as defivedio Rld. (vpy,ight®R015 A -I Rvvl Trusset-Nvnnel gmineq P.f. RepmduJioe al Ibis dommnF, in any lalm, it prohibited rilh wunen pemissivn Irvin A-1 Rpat crones-gmpel gariim,, P.E. OflOndO, FL 32832 Job Truss Truss Type Qty Ply A0689137 63896 HJB Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com 1-8-2 Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2U1 b ME I ex 2x4 11 9xq 3x4 = 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 NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 8-5-9 cc bracing: 6-7. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 4 = 202/Mechanical 8 = 747/0-11-5 (min. 0-1-8) 6 = 392/Mechanical Max Horz 8 = 273(LC 4) Max Uplift 4 = -173(LC 4) 8 = -406(LC 4) 6 = -216(LC 8) Max Grav 4 = 202(LC 1) 8 = 747(LC 1) 6 = 392(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-792/336, 12-13=-679/346, 3-13=-666/321 BOT CHORD 7-17=-486/691, 6-17=-486/691 WEBS 2-8=-666/394, 2-7=-312/674, 3-6=-769/541 CSI. DEFL. in (loc) I/deft L/d TC 0.62 Vert(LL) 0.02 6 7 >999 360 BC 0.37 Vert(TL) -0.07 6-7 >999 240 WB 0.43 Horz(TL) -0.01 4 n/a n/a (Matrix-M) NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=173, 8=406, 6=216. 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) 26 lb down and 26 lb up at 2-7-6, 26 lb down and 26 lb up at 2-7-6, 61 lb down and 85 lb up at 5-5-4, 61 Ito down and 85 lb up at 5-5-4, and 104 lb down and 157 lb up at 8-3-3, and 104 lb down and 157lb up at 8-3-3 on top chord, and 3 lb down and 13 lb up at 2-7-6, 3 lb down and 13 lb up at 2-7-6, 5 lb down and 4 lb up at 5-54, 5 lb down and 4 lb up at 5-5-4, and 27 lb down at 8-3-3, and 27 lb down at 8-3-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=-90, 5-9=-20 Inc. Mon Feb 08 1 l:55:56 ZU16 PLATES GRIP MT20 244/190 Weight: 53 lb FT = 0% Standard Concentrated Loads (lb) Vert: 14=-101(F=-51, B=-51) 16=8(F=4, B=4) 17=-27(F=-13, B=-13) warning-PleasetharoriefnrLe. the '1-I ROOF TIOSSESMITl1GENERAL FEW &(ONDINONS(OSTO.WrrN'It111KNOMDMUNT'laim.VndydetirapenmelmsaedrzalnotefoothisIronDeugeDrarmp(IOOloedtheNamdYmrioa,PitdereueSEedlehmott.OdeesathenisermeelonrteT00,otty MANBELMARTINQ,P.E Weiraceertor plain shail he ured for the FOR to be raid. 4snTmss Oesye fnyinee,faa.Spesialy Fngem�bthe rnIac ray TOO ,prnaaIs asauptanu of the pmfeniood"if—flog nspmrb&ly for thedesige al the Angie ion depS"ed oa the 10D day, red" TPH. The design arsuep0on, loodog a Elian, ' milahillgand meofthhhu„ far aryluddmgutbenspriublUdydthe 0wa",If. Do,ei,Doticairedagene"the raildiag0eugrer,Lithorcareer aflheME, the Mr. the toalLrnlding(ode aid TPhi. The appnalofthe TOO dad cry 6,11a,ealthehair, imlofiagberadmg,coale,msmllafianand hradng,0.11bethe #047182 ,,,'flifiy.11hudfrgUngo"aadOmndar.lgrotorsaloatietheTODaidthepothoescal1,doaniftheledfiag(oeponeelSaleryloaimea(SCSNpcbO,hedby71cadSlCAarerd"m,,dfargeneralg6daam.IP4ldefiaerdemrguvblinesredeufie,oftha(nuOesyan.TanO"iOnEergieeerand 10019(horltan(ir. NunYmakehaer, urlersathenise defined byo(cananagned appeC writing by o0 paafiu mrahed. the —Migereyinee(is NOT the Inhaling Onigaeror hun SSsteo(alinear I"aryheilfieg OCapite�edt"ermeisdefy<d'mlPl-I. (apyrighl ©2D15 A -I laof Ttmses -Lla=1 MWroot,P1. lepradmAoe clihis doamenf, in any Imo, is prohibited with wunen pamiuioe hom A-1 loaf Trustes -Nanoel Ne"icoi P.E. Orlando, FL 32832 Job Truss Truss Type Qry Ply A0689138 63896 HJC Jack -Open 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:56 2016 Page 1 ID: PZYQisPvl vGypHj72i97f5yb7ks-AduV WJiTHOLG4dEA—CGn3VkOsOQ2961R6Xy6J7zn8G1 1-10-7 1-10-7 1-8-14 1-8-14 1 107 A - Plate Offsets (X Y)— f1:0-1-3 0-0-71 [1:0-0-1 1-1-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 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 FBC2014lrP12007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-7 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) 2 = -2/Mechanical 3 = -10/Mechanical 1 = 216/0-9-2 (min. 0-1-8) Max Horz 1 = 57(LC 12) Max Uplift 2 = -18(LC 12) 3 = -11(LC 21) 1 = -120(LC 8) Max Grav 1 = 216(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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, 3 except Qt=lb) 1=120. 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 ITmn.1-Pleose tbaroughlymrie.Ibe'A IROOF IDDSSISS'S[l[[g11YN[PAHINISE(DBDIIIOXS(DSTONIgI'SIR[!1A(CtlOWlgD6[dl[NF loins Vndydeu[npo ,less aed rmd netesno Cds lox 0,91, 11 ingQDDSned the A-M Ymlme6P-LhIm.nee Shee[hWense. DdnwOenite stmed ao the iDD,eily NNEL MARTINFZ, P.E. �IhTeitm ,= plate soil he used far@e[DD to he sold IsuTrussDesieEgie.,(u,Sp,dsIq hsitile,l, the seol oa any IDDraprzwoh an —lit a of the prolo'banol ante bg resgaesk5ryfor Medesipal1h, siegie Lossdepicted oothe IDDonly,model REI.The designassunpfm,,I.d.g medfisn,, ' wdahihsyandmeallAis7ms,fmaayEoddmgnthueyonuhdaydme0.ner.IheO..ei.oaMwimdagemerth.gldingDeugen,inthecanteetoftheIRE,thIB(.7M1omlVdmiIW,edTPld.Theappnealol7heiD0oodmyfieldmeah5a4uu,imledinghnndfiegJomg.,m,tullafiunandborinq,b.0h,lh. #047182 respondbihty dA. hilliq Mg.,aed(enuatto,.ADammUs.nlia she TDOM the pmtfims.edI.A.U.satthe reMEag U.Nneot Sa1'sirI re"..(A6npuba,h.d by IN and SI(Ame idetenred for gvxmlgoidmm.TPI.1 defies,them,poesID[Ne, end eat[e,af the lies, Deugem I Oe,ign[ogin.e,®0 10019 (horlton fir. Tma Ma.utarhan,udessothenisa defieed Dg. Cmoeuagreed ry.....i iog by ag Testis, imohLL The Lnss nestle Engineer is NOT she Building Designer m Lms S)V,. [.gaeer is,.ey h ilfug. d (notated lems ore as d,fined 1.114.1. (apyright02015 A.I Pool Trusses • MonueI Mushu, P.E. 1.i et,ducHa. of this d—,a, in uny fore, is prohibited.ith w,ipen permission Irons A -I Poof Tresses. -Manuel14.4.1, It. Orlando, F132832 Job Truss Truss Type Qty Ply A0689139 63896 HJD Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:57 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-egStjfj52JT7inpMXwnOcjHABokOuZ?bKBhgsZzn8GO 3-2-10 3-2-10 3x8 11 0-11-2 0-11-2 3-2-10 2-3-8 Plate Offsets (X Y)— [1:0-0-15 Edge] [1:0-0-3 0-11-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.01 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 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-10 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) 2 = 70/Mechanical 3 = -6/Mechanical 1 = 283/0-8-8 (min.0-1-8) Max Horz 1 = 11O(LC 12) Max Uplift 2 = -74(LC 12) 3 = -6(LC 1) 1 = -88(LC 12) Max Grav 2 = 70(LC 1) 3 = 20(LC 3) 1 = 283(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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, 3, 1. 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 xmmg-Plaau tho,augMy mriev the-A-1 RDOF ousSTirnitill MaRAL JEWA(ONOITIONS(USTOCICBITI11A(A40PdPD61RIrl.. genlydrsigapoumelets ad uoa von, oa tin, Iry Dnigo Drarmg(TDD)ud the hl-d Ymtae;P1Rrle!mandketoreou. Udns othetrisestmedoatht TDD,only MANUEL MARTINEZ, P.F. �AUTeRmmeatar plates sh l6r oulfonheIDOmhe,aL! As0mu Design Sagiaeer('U,Spedalytogiaee!} du s0. aq TOD repuurhan a qip aln,pwk.imd Ugmening,npau3ihry lar the deepol6e sieg!aTmu depided oo tba iDDao¢,inlet1PS1. Ne lesipaonunptiom,loodag,mdirem, 'milabihlymd-dIhi,1—f.agIWimanth,apm,&Tdydth,Om,NOnrAwhmindrgrmnthnBldigDeogoer,nthematwdlheIRLNen(,IT. le,dhWd*gmdrardT?1.1, voppn•oloftleTDDaodoayfieldmrdlhenuu,ialodiaphm�eg:tlumge,mshOd'moandMowg,,haOheRle #041182 uspm!3imY of ne RrilGag Oesigx,md(emmrtm. AU Warn ul autid the lOOudthe pmmm, and guidal.... elaildiog G.panen Solerylabrmanoo(tmSpuh6!hsdhy lPl oad SRUae mremad(mg—elgddmm.IP1.1de-1hen!poos3iinm oodluDes oSlhe rmngeugaet.Tmu Oa,ignroRiasm and j0019 (horllDn Or.Lass Yaoaladarn,odu, at6eniu driiredby afinnan aprmd qu i, v,ithg by oll pmriu imal•eL The non Design Fngiaur h NOT the Rmlliog Ouipu w No Symem loginaer to aey bfiffiq U (apuaSLed tmm, me as defined is RN. (opyrighl 02315 Ad RoofLu-Nuauel6loniaaR,P1 Rep,admtiasr1 thl, dommn6 io any tm%1,p,ahibildriM wrift p—istintic. A-1 Rool T.uu- Manoel kmlinu, P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply - A0689140 63896 HJE Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:57 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-egStjfj52JT7inpMXwnOcjH8YokiuZ7bKBhgszzn8GO 2 4-12 4-6-6 2-4-12 2-1-10 3x8 11 1-0-4 1-5-0 1-0-4 -4-1 4-6-6 3-1-6 Plate Offsets (X,Y)— [1:0-1-5 0-0-61, [1:0-0-1,1-1-141 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate.Grip DOL 1.25 TC 0.30 Vert(LL) -0.01 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.02 4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 aa 115/Mechanical 3 = 10/Mechanical 1 = 459/0-9-8 (min. 0-1-8) Max Horz 1 = 131(LC 8) Max Uplift 2 = -101(LC 8) 1 = -201(LC 8) Max Grav 2 = 117(LC 19) 3 ae 43(LC 3) 1 = 459(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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 100 lb uplift at joint(s) except Qt=lb) 2=101, 1=201. 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)102 lb down and 124 lb up at 1-3-1, and 23 lb down and 23 lb up at 2-2-11 on top chord, and 6 lb down and 22 lb up at 1-3-1, and 12 lb up at 2-2-11 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 (pin Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 5=-94(F) 6=1(F) weomq-N the, agef i.the 'FI ROOF TIUSSIS(9l UI'L OFRRAI FEW RCONDITIONS (bi10411flUttjA(ANOMI06@IN('1o,nt Yen7r design panmeluwadmodraft, ao On boss Beuga Drmmg(()Utoed Me Novoel Reshan,P£hlneo..ben he[ a,,. Onleumhernte Hated as the lOD, onh MANNEL MARTINEI, P.E.fNlek mmemrDlates sbo0 he o,el lm the iOOIpbe iaRA AsaTm,Ornge Ingiaee, e-Spuialry Fags,eatthe uol or aaP IDD mpmeats as aaptaaa of IF, prohumaleagmeuiag respoasdufiryfor@a deupa altbv nag:,La„depined aalM 1DDarlr, ender 741. Thedesigaosmmpliom,leadap meddom, f�soOabiLlpwd use of lhi,Los, In ogloddmgnthe ra,pmi,E7ay of haOmu,IMO.aei, alhuized agular Md guilding0eugaer,mlhe mnlnl at the IRE, the IB(.Ilw loml budding ad, aid TPT-1. #0471R2 m,pms,dlnY of tle ReOrmg Oeugoer and 6nmamen. Ill eau, sat oat ia,te ED aid As prmfises end ON— cfthe RuillielUrapoawt Safely latarawboa p[SQpubMhdby 71 oed HICA efemened Re, geaeratgaid®m. 7nddusthe rnpoovTdmef mdtmies oltlm(nss Oengaer.l,rss Oesigolagioiuond 10019 (hellion (Ir. TmstMoaulaanxu, polar alheniu defirad hrofm,amtogued apaaia.riNoq br all pameimaMd.7rt,au Oe,ga Fngineu is NOT the BuOding Oenguror huuSgtlem Tagineer be aeg biOlia¢ 10(opilo(¢edl me as dohnrd is TPb1. (oprdght02015 A-1 Raaf Tin-, - Manuel Mmliaez, Pi. 0epradmhoa of Ibis damnent, is a,ry Iota( is prohibited ri1h ai0en puniWare been A.I Rael Trout, -Monad Muni-. P.C. Orlando, FL 32332 Job Truss Truss Type Qty Fly A0689141 63896 HJF Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:57 2016 Page 1 I D:PZYQisPvl vGypHj72i97f5yb7ks-egStjfj52JT71npMXwnOcj H6Moi?uZ?bKBhgsZzn8GO 2-10-9 5-5-0 2-10-9 2-6-7 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 NO BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP N0.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 140/Mechanical 3 = 2/Mechanical 1 = 536/0-11-5 (min.0-1-8) Max Horz 1 = 132(LC 4) Max Uplift 2 = -116(LC 4) 3 = -36(LC 19) 1 = -229(LC 4) Max Grav 2 = 140(LC 19) 3 = 36(LC 24) 1 = 536(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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. 3x8 11 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.44 Vert(LL) 0.01 3-7 >999 360 MT20 244/190 BC 0.32 Vert(TL) -0.02 4 >999 240 WB 0.00 Horz(TL) -0.01 2 n/a n/a (Matrix-M) Weight: 20 lb FT = 0% 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=116, 1=229. . 7) "Semi-ngid pltchbreaks 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) 109 lb down and 127 lb up at 1-4-9, 51 lb down and 30 lb up at 1-4-9, and 58 lb down and 69 lb up at 4-2-8, and 123 lb down and 34 lb up at 4-2-8 on top chord, and 19 lb down and 29 lb up at 4-2-8, and 23 lb down and 90 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 5=-109(B) 9=20(F=-19, B=39) Ilmowp-Pleese,Aaoogdy reein the'a-I Roof IRDSSnrSotHIGUERA(IEINSA(ONNIIIOXS[6i10Y1gr10IIt1 A(CgOWIE06(Y(Ni'Ia+m. YerNy dnigo pannelasaadlnd mtn ao this lron0edpn OrormpQWJmd Me N>mdYmNeee,rE 7eretma SUdkelmm. 0+dntabamsesiatelonWiDOMfy MANUEL MARTINFZ, P.E �&let mmeeNrplatu sh 1 fa osel lar Ik ID0 to ha ea6d 40 rms Oesgge Engineer (,.e-Sp ,hhy Eogiaeab the -I ne M TOO r,; smh an Gasp- [be psel w.d enguediog "gemmS+ry tar the design d 6, single Lass depided oethe no ady, nedu PIT. The desige aswnptie.,, Wifel roadidom, ' of bidyandmeofl6nLunmo lor,r&I4hersismitodydhe0—,tMareei,00hmiaeWeg:atertheRwldiagOengaa,ialhemateddheaC,held(,IMbral6oddiogsodeaedlll•I.Theopp—i.1t6aTWandasyfiddm of1h.Loss,i.&IbmAegsroraga,in,tolloknundMamg,hellbe6e #0471R2 ' nspmsihiliry nl oe euOGeg Daugar andOmnnor. AllotwsamintheNOaadliq fires nnl gddahnes.1the Ruilfquinponed Wdy ln—fte(p6gpebrd.d by ITT end SR(Aderdemnmdfu geoerd guldnam.TPldd:Nu th.... pondiinmend 'odes tithe leoss Dasyner.lmu Design Engineer and Outtxaoufnamnde,sAssets, deficed byaCnnaoe ognad apoeo rmia9 hr aA po,Nu imalnl.TheT,om Mige Engineer is NOT he Wilding Design houfyden Eoginrorfxney6nlling(OCopifeaadterrosuea, Waked inTPld. 10019 (horlton (ir. CapyrigbaC1315 A•1 goal Trusses-111-1 Amlinea, P.E. Eepradndiae dthis dommanf, in uy Imn, is prohibited pith enillen p-dision Dom A•) Roof Tsetse, -Aonoel Moines, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689142 63896 J2 Jack -Open 2 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries,. Inc. Mon Feb 08 17:55:58 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-60OFxJjpdb_KwOZ5dlF9wpN3B7ddOFkZrRDO7zn8G? 1-11-13 1-11-13 3x8 11 1-6 8 1-6-8 , 1-11-13 0-5-5 , Plate Offsets (X Y)— 11:0-0-15 Edge], (1:0-0-3 0-11-111 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 0.06 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: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-13 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) 2 = 19/Mechanical 3 = 3/Mechanical 1 = 195/0-8-0 (min. 0-1-8) Max Horz 1 = 69(LC 12) Max Uplift 2 = -32(LC 12) 3 aa -13(LC 12) 1 = -53(LC 12) Max Grav 2 = 19(LC 1) 3 = 9(LC 3) 1 = 195(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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, 3, 1. 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 Usual - Plant llamugUyaeuis. the 'd.IROOF TRUSSES rSnlalCENTRAL TURNS dCONDITIONS (LiIOWPf9111111KDOWIFOG1111N1Team. M4deugopucerveaadmod.91cmless lrvugeGgnUrmrhVffNjmdIMNatural Vatrmv,PLPefemueSAtellefore.1.11dessolAtrrileslated autheTDO,mlp MANNELMARTINQ,P.E �NiTeb mmes2r pions sAod he mel hr IAe IDOIo Ar rand. ds a hats O.iga [nlinem (m. Speriolry Fnginm,l, the...I an any IOU mpurnt, a. —plan. of the prd.siandagmee,hq nsps33g for the deriga of the single Truss depided oa & TOO a*,mdn V1.1. The Mile m,urtpli.m. Fearful modidaas, ' milehlhly and me ai WisTrussfar any Wmg is The mspausib�yd McOn.dbeOnei wothai:edag:el urns Budding Oeegver, io rhemdmdThelR4 tba lRClbs pml6udding ande.dnid. tb,, m.aloftbellsDardmyfiel(use dtMTrass;indual hmdrug storage, mdoilafiaa andhatinq thtnhe the #047182 rupmuGAry of tle/a06eg Defigeer md(ec oral. lO mmssstmtio Re ND.dlAa pmdims oed luiduWes of Me luildieg Gmpunen SolerydMsmanao FR[SnpehlisAed by Rt and Slgam eelerznred F.gemmlgoidmm.V1.1 deftu,the .speasibGhes and tutesollbe Truss Dustless, bass Wsigo Failures and 10019 (horllan Fir. Tram 1laurAmn., unless ad,erriu defined by a (maamagned rym ©.riling by all parN.i.ehu(. The Loss Design ingineer is NOT the 86169 Oeeigmr a, Tutu S ram Fuji,., fer my W:114 IO (apifuf¢ed tnaas ae m Mfinedio441. Copyright©g715AIloal hussef•Nom,el Narlm.,PL. lepradmliae dihisdommen4inonyform,isp,ohihited.ilh eunenpesmiftion hembl Roaf irustes Nmasl Nmfine; P.L Orlando, ft 32332 Job Truss Truss Type Qty Ply A0689143 63896 J3 Jack -Open 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:58 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-60OFxJjpdb_KwOZ5dl F9wpMFB5bdOFkZrRDO?zn8G? 3-0-0 3-0-0 3x8 11 Plate Offsets (X,Y)— [1:0-0-15,Edge], [1:0-0-3,0-11-11] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.01 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: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 65/Mechanical 3 = -6/Mechanical 1 = 265/0-8-0 (min.0-1-8) Max Horz 1 = 102(1_C 12) Max Uplift 2 = -68(LC 12) 3 = -6(LC 1) 1 = -82(LC 12) Max Grav 2 = 65(LC 1) 3 = 18(LC 3) 1 = 265(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8s 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 1. 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 Mmomg- Pkasethorouphtd realer If,31 IOOF TRUffirS81011GENIAL TIM&CONDITIONS (OSIONTRrIPlftl NninflEmmor lmmv.4deaigapenmeters oadrnd mtetaothis inn Dedga Crow®p(SUAlmdtleYmNYmHoee,P.f. rdeuote SEcmle(era ose. Odess ahudsesmel an the i00,o.�Fp MANUEL MARTINQ, P.E. �'61� itmaaertor plaits sh7 he vsel Far the TOO to hr mhd IsaimssOnigo Fngineer rte, SpedallyIngiotaI, 1Naseol m aor N0«pmsaotsat aaplmm vT the prof ionohogloeniogrespvtuDuryfor tle dedpo olthe siog!eLuss depined oaths TW aoly,uolm IPrI. IDa dnipa ouumptirotloodmp moditmos,'blldymdmaofthisTrumfmoorIrifmgittharespom7hndyotNaeowaar,IhaOreeisoothmnadrgeborNudwlding0eupner,iolhe;onderealMelgf,IhalN(,lhemmlhoddNgmdemdRld @Copp,e•olvFHeiOOmdaayfieldosedthaTmn,imloGagNmdag.dorage,ivsm0a0anmdModn}shr0hetht #041182 mukliry olaehilLeg Oasipoermdrommrmr. l0 war satml is lli TOO a ad the pmfitas aal goiddran althe eoilliegramponert Saleryleforrnanmtd6gpnh!ishedhr Rload SlfA murinemed fvrgtmmlgeidmm.Rl-I de6am tla rupmGhfmn eod daGesafthe Tnss Oengoer.lmx Oedgn Eagimat and 10019 (horlton (ir. YatuWmm�,udeu atheniu defiadby aImam agned opva u wrmvgby l poMuimolred TheTtuss Onigr fagineer Is NOT the ruilfimg 00goer or Trutt System fog©odor try brNfig N [opiufued rums me as defioed'm R41. Copyright®T015 A-1 Ravlirvnes-Name161adiae[, Pi. rapradun{ce d1fris domnanl, is myloim, is prohibited with wdlion parmissim Item A -I Roof Tourists - Nunaal aortimt, P.E. Orlando, FL 32837 Job Truss Truss Type Qty Ply A0689144 63896 J4 Jack -Open 10 1 Job Reference (optional) . Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:58 2016 Page 1 _" ID:PZYQisPvlvGypHj72i97f5yb7ks-60OFxJjpdb_KwOZ5dlF9wpHIB34dOFkZrRDO?zn8G? -1-6-0 3-10-8 �+ 3-10-8 3x10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.03 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.03 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-8 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 guide. REACTIONS. (lb/size) 3 = 76/Mechanical 2 = 498/0-8-0 (min.0-1-8) 4 = -20/Mechanical Max Horz 2 = 174(LC 12) Max Uplift 3 = -82(LC 12) 2 = -197(LC 12) 4 = -20(LC 1) Max Grav 3 = 76(LC 1) 2 = 498(LC 1) 4 = 28(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=197. 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 Wennmg-Pleosetho,00phfl-n.lhe'A.I ROOFSgOSS[f('SnlEY7,C2N(plUEW&CONDIIIDNSCOSIOgartUYRjA(KNOWIFD6FNFIIT'So,m. Vesny detignponmeleu and rzod mtn av mis line DesiynOroru,p (NDl mdthe YomtlYmlmn, P.(ge(emote SDetllehre ute. Unless olheeise nine/ oo roe NgonFr MANUEL MARTINFI, P.E.1UInk woe mr plot e,,hoOhe Deedfn,the TO)mbn,ohd. Iw hoe Des"rya fngivenr(.-Spedafq Fvgnee,l: the sIII on.yTOO .p.seemeo esrepmn. of the profinimel enintesingimpossa3tyset We design of the sief, Troee depicted un the TOO only, meet 211. The destg..wmplidos,loodU wdiions, �.OohlFly aide of this Inn, 1. my(dNfmg i, the,V i(IGty of the 0.1.,If. 0nei,.A.ieedegel or the Beilding Denguer, in the t.mn,d the lNCH.II(,the 'amS Wins ode end Tlld.TheoppnroldH, TDO endoryfidd use of the f.,s, holding b.9.9, domge, msmlSnSinnndfxosiag,shetlhe de #041182 uspmD3iDly dltle&BGrg Desigmr.dfegooew. AD tests set net in Ih TOO end she p.ctl.t and gddebees of the WltliogCompencn Safety lemrmendo 061f PehOfhed by ITT and SI(A me Wnemed m, geeetl grid... TPFldehotsthe rnpondfinets endddden dOhe Tress Duties.. Ties, Oesigp(ogineerend 10019(horltiOn(IF. I fionfemne,. net ome.ne defined by o(oneen op dnpoe it rd'mg by oUpmeie,Deeded. FAA Tim Design bile., is NOT the Iuiffng Designer Is fines Synem Ingfneer 1 ooyind.; uCoPunfpedutms.edsdefioed'u41d. (opyrighl©g715 A•I Rod(irocte,-Nonuel Nonineq P E. Iep,oduetige d thin do.ant, iv pmylplm, is peohihited •ill w,inen pemisi on 60. A-1 Roof Trospes - Annul Wiliness, P1 Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689145 63896 J6 Jack -Open 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERGE, FL 34946, eeslgn(alal truss.com rtun: r.64u s uct r eui o rnnt: r.o4u s uct r cu la mi t eK ineusmes, Inc. Mori reu uo i e:au.oa cu so rdye t ID:PZYQisPvl vGypHj72i97f5yb7ks-bCZd8KkLaxjgx4zlfLpU h8MOMbNTMTVuoVAnwSzn8G_ 2 O-_O 1-6-8 5-10-8 2 0-0 1-6-8 4-4-0 4x10 0-10-8 1-6-8 0-10-8 0-8-0 5-10-8 44-0 Plate Offsets (X Y)— [2:0-0-3 0-0-11 [2:0-0-9 Edges [5:0-2-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.66 Vert(LL)- 0.01 6 >933 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.05 4-5 >996 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-S) Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 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 at=length) 3=Mechanical, 4=Mechanical. (lb) - Max Horz 2= 258(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 3=-149(LC 12), 2=-288(LC 8), 5=-108(LC 12) Max Gray. All reactions 250 lb or less at joint(s) 3, 5, 4 except 2=648(LC 1), 2=648(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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 149 lb uplift at joint 3, 288 lb uplift at joint 2, 108 lb uplift at joint 5 and 288 lb uplift at joint 2. 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 Ifosomg NeesetAsrwgbPywrierthe'bIIOOMOSSnrdatl11gN1IALI[INS&CONDITIONSCOSIONIt(-Slfr[f(AC[NOM[06[YLNl*fam.Vnitydnipspmemelvssnd,n:lnentmtmflmu0eupttD,arhp(IODIsodMeNomidYmlma,PEretemueS4edlefaesne.Odntoherdserterelaothollso"Aly MANUELMARTIUFI,P.E AWI r-0,plmnshd hr-0In the Too Io henlid. Isa Trou Talgo left Cm.Sp,ddty ftgis,so,She seal ss enr TDDrepn,e,ts ssandl—of the prdasheeieoghaesin m,poesm3ly its the ledge of the sieg4 Lust depiddrsrbeB.4.cednart. The dnips ouunplion, hodmg moUns, uitaMfilp sod nn Ii ff., huufes toy hildmgis the retireesihOdyd he Or,nr,the 0rees',oelhalsd ages n the ls0d�ag Oeogoe4 is th-ans d the llClh,HIT. the *emibadlogmdeved TPbl. tde apgs,ol sloe 10Dsadlayfidd me tithe huu,iulodmg ba d<ieg. domgyh,loilafanmrd Mating, she0he dre #047182 11,pmshi dyoltb, Iuilii,g0.0w, cod Tom m Its. ADlsle,set .1 is tle l➢DosdIII p,msmwsdgo!dtMesIfthe 11"IceofonponnsSafegtd—teo(star peh,ithdby Tn sed SICA nod-orad for prodquid®u. TPH tells, ,EeretponnDCmes rid dotindIII, Iran Dail bTmss Oedgn Nil—ood 10019(harllon(IT. hussMonuladwe6udats cob—ise defend by a Creftwegnd qn io r,&I by e0portfes isrM,td. the Truss Design Legiseer Is NOT the lulling Desigur or hots Synen togmndet aey htil5np W 1.01olhed terms on or difod inTPld. Cspy,igh1®111IS A-1 pool Tmsses-Mottoes MorMeq P1.hisrodsdiae of this dorvnenS, io my hrm, is prohihsled rich rrillen pesorittioo how A4 Reel T.,-- Nosed Mullnt, P.T. Orlando, Ft 32832 I, Job Truss Truss Type Qty Ply A0689146 63896 JA Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:55:59 2016 Page 1 ID: PZYQisPvl vGypHj72i97f5yb7ks-bCZd8KkLaxjgx4zlfLpUh8MXibTpMTVuoVAnwSzn8G_ 1-11-13 1-11-13 d 3x8 II LOADING(psf) SPACING- 2-0-0 CST. I DEFL. in (loc) I/defl 'Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0,00 4 >999 360 MT20 2441191 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/TPI2007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-13 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) 2 = 12/Mechanical 3 = -1/Mechanical 1 = 206/0-8-12 (min. 0-1-8) Max Horz 1 = 63(LC 12) Max Uplift 2 = -26(LC 12) 3 = -11 (LC 12) 1 = -62(LC 12) Max Grav 2 = 12(LC 1) 3 = 5(LC 3) 1 = 206(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.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 and right 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 2, 11 lb uplift at joint 3 and 62 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. LOAD CASE(S) Standard Wooing- Place thanaghly «riw the-11ROOF IRBSSESrSnMR'g GEOIRAL I[WS B (ONOIIIONS CUSTOMER f lin[R1 A(RROW((OBIMINI' Imes Vesdy desipopn—lns and «ad roses oa IS, Truss Deuln Arcing (Dosed the MamO Mmban, P.F. Befneue Sired Were me. Unless aNnd« mined on roe TDO, only Milo mmenor plola shal he oullor the tOOlo he rogd AwirmsOesige Fr9inedru, Spniolry Falmenl,lM salon aey IDO«preseeh anerse;to a«dthe prdesuond ongmamg tespunb6lyfor the dedgo of the single Truss depicted oa tM TOO only, win INN. the desipe osrvmpsioos,!oa6nq roadilnm, MANUEL MARTINET, P.E. nd.Nity and me ollhisFrom for my ragdmg is the .so omiWy of M.D.on,Me Una', A.4,daRed or the guiding Oapn,in Me .,too of the Ill, An IBUM'ordMBdmgmde mdTP8l. The upprneel fthe TOO rod ray field use of the Truss, imhdmlbm&g domge, nsmOoMo mid irrodag shnnhr me #047182 «rpnnubhry of the kilGeg Oesiguer and(nmeotmr. AN not.,setomin@e SOD aed the funfrss and luidtleMsafth. WIliq Une nen's Soloy lnfmesaaae(86gp4,shad by IN and SBUmereferemed for generd goidmm.IP1•Ide—A.uspaoubimas ced daces oftM loin Oenleer, Truss Oeugn follneer rid 1OO19(horllon(ir. TrussMaeuladmebuden adernise deriaN hY a fannmtegad upon in �ritiog by dl porruiaeaM1ed. The Trun Dmige Agieeer is NOT the Bulling Omignr or Truss Symer frgiren for ony boOBeg 10 [opuorued firms me as deNned lolrl-1. (opy*i86t®2OI5 A-1 Bool Trusen • Nonuat Moniner, P.F. Bepmduniae of this dmunent, in nay Imes, 4 prohibited rith gtiflan pemiuian from A-F Root Truss.,-xm«al Merlinee, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689147 63896 JB Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:00 2016 Page 1 ID:PZYQisPvl vGypHj72197f5yb7ks-3P77MglzLErhZEYxD2KjELvZm7145vk119wKSuzn8Fz LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.00 7 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 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 0-10-3 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) 3 = 293/Mechanical 4 = -21/Mechanical Max Horz 3 = 649(LC 1) 4 = -649(LC 1) Max Uplift 3 = -151(LC 12) 4 = -24(LC 19) Max Grav 3 = 293(LC 1) 4 = 24(LC 16) FORCES. (lb) Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-1431/710 BOT CHORD 2-4=-649/1545 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=S.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 and right 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 151 lb uplift at joint 3 and 24 lb uplift at joint 4. 7) Non Standard bearing condition. Review required. 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: 6 lb FT = 0% tlpromg Pleste lho,00gbhy,eriev the 44 ROOTRDn[SrS[llER1 G[tiEP1(I1(ln6(OKDIIIDRSaSiCkarIN@l1(KROMEDSIMENPIxm. yudy desigopu—Insaad,em notesmdus bstDedgnD,.r,g(IDD)md lbe Noeud Ymtm.,PikkuueShedhefore me. Ddnsolar h.stme( oothe TO0, .,4MANUEL MARTINQ, P.E.WTeA nme,mr plcln shml he oml In the IDDtohe rapt Asa Lou Mitts Engmee, Cie-Spaulty[agi tthe &eamy TOD,eprnaeheaa,eptoue ofthe pnfessbdaogneaing,apaeu53Ty les the dodge slMe siegte Lun depitled oa tNe 1OD salt', wen R[I. She desipa astumplipm,bodmp medltiaa, �' ubabi4lymduseaflbisLmsfaeonyruddmgnthen+pomibi4tydroeDraa.lbaneisoutboriaedag:atulheBeildmgDeugn6iothe;estrpalmel(C6eIR(.IheardbudduyrodendRl•1 Theappma10the TOP andmyfieldmedthe Ima,isdsfmgbnadrmgstumge,mtld r..endhadagsbeObethe #047182 usp-fifty of As Wfeg Deupmr end Css w.Nnsussemdisthe lDD wd The pmnuesmd ga debars ofmelultegCampaneet Sdery lmornwrogKNSpe6,shedhrmoad SlQaerde... ls,gmemlguidmm.SPI•Idebaes thenspemarmn eel duWsaltte lmubeagoe,.Oms Wsigo Eagian, m! 10019(horlton(ir. LussNmaktlma. udenalbermiu defiredbyoCanhatloguedupai7vmingbya11pmtlnimdni ThaLms Oesige Engiaeu is NOT the Rmldiag Onige o I iyuem Eegmn, W aey bailfuy. (D(aplteruadtemt me as d.findie Tfll (opyright01315 A•I Raof Ttussa-Mnnuel Morllna, P.E. (eprada,tiae el this domnant, i"aay le,m, is p,ehibited rich rrtinen pnninioa Irani A•1 Root Irostn • Mwael Madinee, P.E. Orlando, FL 32832 Jab Truss Truss Type Qty Ply A0689148 63896 JC Corner Jack 1 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run:1AM s Oct 7 2015 Print: I.b4u s Oct f zo15 MI 1 eK Inoustnes, inc. noon reD utd 1 rat0;uu Z1.11 a rage 1 ID: PZYQisPvl vGypHj72i97f5yb7ks-3P7?MglzLErhZEYxD2KjELvZm?I?5vkl l 9wKSuzn8Fz -2-0-0 1-10-3 2-0-0 1-10-3 9 n T 0 0 0-10 8 0-10-8 1-6-8 0-8-0 Plate Offsets (X Y)— [2:0-0-10 0-1-151 [2:0-0-9 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft - Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.01 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.01 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) I Weight: 11lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-3 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) 3 = -284/Mechanical 3 = -284/Mechanical 2 = 661/0-8-0 (min. 0-1-8) Max Horz 2 = 119(LC 12) Max Uplift 3 = -284(LC 1) 3 = -284(LC 1) 2 = -303(LC 12) Max Grav 3 = 150(LC 8) 2 = 661(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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 284 lb uplift at joint 3 and 303 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 emoot-Plenelhorauphly envier lhe'Ad tDOF ItDM[S(S[(1Et10thlLll fllNf A(OXDIIIONS(D5109ttr)Na1A(ANDWfTOOINEXPImm YmDy dnige p¢rem<lutoof mad aons on tNs lroa Oasigo Ormmp lfDDlaodthe Namrd Ymlmm,Pi telmeme SS<mldom me. tldeuo@m+in need oo me rOD,edy MANUELiAAR31NQ, P.E �W1e5 nmerror plmn shil 5e v,el for IM IDD to he raid Aso Luu Oetige fagoeer rta.Spmia4y Fogium), r6e,eol oo toy 100 mprneettaa anplm¢ of the preles,imN togoemiag re,poaubsly for the dedpo of M, vallle fruit depned whe IDO eely.tmdn 1P41. the design ¢uvmpliooL loed'op mndiriom, ' uOoSiWymdnr¢!IhisLunlman}OuDdngislhere,pe.Jhihfydtle0+ae[,IheOreeieoothmnedagenhrlhermldingDeugeer,iat5emotemdlhelDLlheIBClhemrdEod�gmdeo.dRld.Th. aFF-100.TODoedany fiddu,edlheTms,im!oGngSoedlieguomge,inshllorimandMougeaoNSoAr #047101 mpmuTility of He W&I Wigmraed541,,o. AN ealn set an is o.TDD..d the pm,Am,ad of the WilriegCampania Solerylntnmoh¢elragpebhthrdby of and Shame of and le, genirel goido.m. IPI-I definer the pontibdRes ead nainatthat fits, Dengnm. lint Design fnggnee,®d 10019(horlton Ur. i Lon Naofam .,Wait whiviu dei hy. Conhoa ope dup a io vffog by all pmfinind,A the Lit,DWI. fagiiau it NOT the robing Wgeer a, lmuSy,tem too., In ny baHiif. to UpDoruad terms ¢u at defined is UP. ropyrighl© EDIS A -I too[ Trom,-Monad 11tabet, P.E. litimbrfioe of INS domnnl, in any fotm, is ptohibiled vifh+tilien pemitean hom A -I Roof fronn- Manuel Nntfnet, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689149 63896 JD Corner Jack 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE,FL34946,design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:00 2016 Page 1 ID:PZYQisPvl vGypHI72197f5yb7ks-3P7?MgIzLErhZEYxD2KjELvZm?j85vk119wKSuzn8Fz cb Lo 0 0-10-8 1-6-8 3-10-3 0-10-8 0-8-0 2-3-11 Plate Offsets (X,Y)— [2:0-0-14,Edgel, [2:0-0-9,Edgel, [5:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.01 6 >833 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.01 6 >877 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Qt=length) 3=Mechanical, 4=Mechanical. (lb) - Max Horz 2= 187(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 3 except 2=-323(LC 8), 5=-223(LC 1) Max Grav All reactions 250 lb or less at joint(s) 3, 5, 4 except 2=711(LC 1), 2=711(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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) 3 except (jt=lb) 2=323, 5=223, 2=323. 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 Reining-Pleasethemogbbynrirrthe lIROOF MOSSES 1MMsal.6(NSRAbHas A(ON0111016C1STOMIRrlUr[Rll(101OW1[OG[MPNrlmmy.nydeugaperemehuaodmOtlnom,anthis1—WgoD-tj(TOO)eadMeN-dMarhnu,P.6ld,—StedWas, me.Oda,aIbesnise,teldanthe TOO, antr MANUELMAR7INFZ,P.E �IGTeh mmeslorplotes shoo he 0sedfor the io0t0be sa8d.A,e Lou Oesigo{ngineerru. Spadalry[ngmmisheual0nany NOreprcmnh an aseptnmdUe prdes,ian01e0gineulry rmpanT3lyfor 0n deGpn althv sSeg?e Loss depitled opIbf00odr, wda iPFI. Thadesigmmamp m,lapdog makdaut, ' uilabileyand asofthis LossImany IddielisThe uspemitiGtyofMeFinial. the Onrtisndariaedagent erthe PoildietDupes, inthe sedntdthe [IT. tie 18L. the lam@u8dingsea. aid FEW .Ihepppnrd0lthe TOO uduyfiddus, dthe Dosslad.mphandling sterage,nstdlalronmldMariagshaObaOe #047182 ' aspm!ibtiry 0ltbe Buillirg Oefipnr 0nd(enso,mr. lOOotntet oat is Re lOCmalha pmiNres out puddmes althe lailSg(omponm Saleryleh,m0hon(86QpelOshed hrfltoad SRUaruelesmnd 1p, ganrd gaidmm. IP4l define, Ne rasyns5fmn enl lades althe lnu Deslm,❑ts,Design[nglaaer end 10019 (horltan (IF. hoes Napolanun,unlam adenne defiwd br 0 Cmmon agreed appn in nDirg br eG pa!na Tindal. the Tian Oes'rye rnginear is NOT the 86111ag Designs- Tras, Systen [ngi nrfor aerbritrmg .W COpOelhed tnm, me as dafimd in IPI-I. Cappight 02015 A-1 Real Trum-genital Martinet, P1. lwodmtian at this dommem, in nor Imes, is p0hihited r11h rtiflee pamissi.0IrOm A-110o1 Treace - MOooel Mo,finn, P.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689150 63896 JE Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, oesign(a)altruss.com /.o4u s uct r zui o mi I eK mausmes, Inc. mon Feb ua i r:oa:zo zu to rage T I D: PZYQisPvl vGypHj72i97f5yb7ks-11 atb6FBgXoTHuIXHJ 10anRmn22aM4kMOCpEgyznBCl -2-0-0 1-6-8 12 2-0-0 1-6-8 0-1 4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.00 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-12 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in i accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 325/Mechanical 4 = 34/0-9-4 (min. 0-1-8) Max Horz 3 = 663(LC 1) 4 = -663(LC 1) Max Uplift 3 = -167(LC 8) 4 = -20(LC 12) Max Grav 3 = 325(LC 1) 4 = 34(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1473/737 BOT CHORD 2-4=-663/1610 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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) 4 except Qt=lb) 3=167. 7) Non Standard bearing condition. Review required. 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 wammg-Not thunghtymirzwthe-41 ROOF rgilSRMMIR161NIRAL d no Us oa this lruu 0esiga D.wngODD) had the M-dM WI, F.E. Relmet, shm e'e ase. Vale's otherwor'daoroe too'..* MANUEL MARTINEZ, P.E. III mnnem pinln shophe 1losthe11tohe 1d, At arrow Design fngineerru. Spidery Fogm¢r},sbe-Ionany TODtepreuels ae erapfaam stile pmissimplenpaeriry toponmiDty IrNed iipatthesiegieGusdepinedooiba IDDody, oedn ID61. the desipe ossoapfiau,!aating roaditnnr, wNobihlymdroofllisL-F.anbidmgu0as eposihird,It%,Items, the oemisoutheitsadagenfo, The Bodies oeugpr,iethe m d deddlRL atheIRLthetotalbuddingcaseaidlRld.TheappuealofIle1DDaedany&Id use alhMed ial roage,wsldefineodbreaogsha11be6e #047182 Q'nspansibiliry altle Raillieg Onigner and(mvadar.AD solos utoulialhe lOO mdlie pm,ems and gvdalm<t of Me leilfiagCaapomn SdeM ldofmaeoe(IagprlDshedhy Rload SR[Aae,efnanmd Lr genemlgmd®m.IRld Miss the uspeasibditel and ME- "'be '-I'0"I"r. Imo Design Felleeer and 10019(horllon(ir. LostM.O.Mrer. Was, A-isa deraed by. (anhadapeed spas in Otng hyafl po,desgmalmA. The It Wigs Fngineu is NOT the WEIR onigur or lmuSl fm fngiant [at uy hoil>iig. AD Upuotind leas o,a as dilned!n IP41. Untright®2o15 Ad Roaf Trusser -Marcel 11,01m, P.F. bpmdmtioe of this domrml, in any late, is prohibited with w,itten puetiuian horn A -I Iml TsesAet- Manuel ne,time, F.I. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689151 63896 JF Jack -Open 1 Job Reference (optional) Al HOOF I Ku55t5, FOR I PItKGt, f-L 34946, aesign(a)altruss.com Kun: 1.(i4u s Oct i 2ldlb I,nnt: t.e4u s Oct t zulb mi i eK Inaustnes, Inc. noon t•eD ve 1 /:56:u1 zuiti rage i ID:PZYQisPvl vGypHj72i97f5yb7ks-XbhOZOmc6YzYBO78mmsymZRtPP8UgM_AFpft_Kzn8Fy 1-6 8 , 2-5-2 1-6 8 0-10-10 2 6.00 F12 Al 3 B2 B1 f7 jN O 2x4 = 4 3x4 = 3,00 1 0-10-8 1-6-8 2-5-2 0-10-8 x8 t1-8-0 0-10-10 Plate Offsets (X,Y)— [1:0-0-3 0-11-111, [1:0-0-15,Edgel, [4:0-2-0,Edgel 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 0.03 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 FBC2014/TP12007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-2 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 guide. REACTIONS. All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Harz 1= 82(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 4,1 Max Grav All reactions 250 lb or less at joint(s) 2, 4, 3, 1, 1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load'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, 1, 1. 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 IVam.9411.1e dmloofhlyadarthe 'Ad RoofDUSSISg'SEIIERIO(NERA(I[INSL(OHDIIIDIn(CS109[R('IUT[R1A(IIMOYND6WEXT'lara V.4desigep.am Mind mod toms SO [bit Iron Dadgn DrovingODD)odthe Almd Y.finer,1`1Rd.am SbeUlemre me. West othariu ndel oothe lo0, oaly MANUEL MARTINFZ, P.E '�Aid maamr a later sboI be ored for Ih, TDD to bt d&Ata Trust Drugs Engiattrrie.Sp,dolty f,gfna.)the salon eny too "Protests oo aapt...ofibs pofetsiaol e,gmaring mspoetmSdyfor Medesipo ofthesiogia Tmmdepicted onthe TDDonly,ued.TPId. The design o,tompliom,toadmgrndirom, Indabiplyad mro!hiA;-lwaey Budding is the ,,p,nsidfiy.1Me0mn•the ones tauhmiredeg:dn the 1.1dinVDng--.the osInIof the IK, tla IX the loml Wilding rode aid Tin. The opprnaol olthe TDD and SIT hold uu d she Na, irdodnR hndr.9 shmge,ia,Mldnnardl, mg, theDbe She #047182 mspmliWliry of me dedOrg Dnigaermd(emnnar. lO mmsset autielha 100aedlhe pmnim, nvd guideheetdhe Roddieg(ompnoemyderylaformonoa(danpo6lithed by lPload9gme rdoemed(or general goidaete.IP1•I defiaet the tespartibdihm ad eaeinofShe Tress Oeugon. bust 01ilp Infiniti and 10019 (horlton Or.Tm,tMaaulaotmn. udasaherrite defaad hpoCanhan agned apoeii nitngby oD palduimatret IhaLon Dnigelayineu it NOTthe1.UingOuig,, o Tmu Spot,. angineu f aaybodf.g. W[apitorued Ierml.easdikedhlrld. [opynght©RDIS bl Raol Gussn Uoauel Marllnn, Pi. Ieprodu0ia al this dommrnl, io any loan, it plohihilad rith widen pernitdoa hom bI Roal imaet • Xaoal Ncdiay P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689152 63896 JG Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT. PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:01 2016 Page 1 I D: PZYQisPvl vGypHj72i97f5yb7ks-XbhOZOmc6YzYBO78mmsymZRnaP1 rgM_AFpft_Kzn8Fy 1-6-8 5-1-7 � 3-6-15 3x4 = 3.00 F12 3x10 11 Plate Offsets (X,Y)— [1:0-0-9,Edge), [1:0-0-8,0-2-111, [4:0-2-0,Edge) 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 0.43 Vert(LL) -0.01 5 >831 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.02 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 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 Hom 1= 176(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2=-131(LC 12), 4=-202(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 4, 3, 1, 1 FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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 Ib uplift at joint(s) 1, 1 except Qt=lb) 2=131, 4=202.. 7) This truss design requires that a minimum of 7116" 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 Tra.ing- Plan lhorauphbymrit.th"k] ROOF IRU5f6rSIllF➢1 HXfRA(SE1lISE(DNOInOXS(GS109Sir1I11ft�A([YOWlED6fYfX1'Imm Vnde deugn p:remelets aaa mod ne¢sao tGs lmu DeGgn OravMg(IDDtaedlEe Nmutl Y®tiov,P.E Pelerente Sheee fefore om. gNasolhetdse stored oolhe TDD,enh µANUEL MARTINFZ, REWTel m.eem, plain she:9 he.sed for lbe IDD to he rofid h. Tras Dmige Fopineet ru-SpeaioOy Fagneal, r6e seal a. eef lOD rtpmstab.e amplcem el the pmfessmnal t�Neerwg,espatsl3ryfor th, dedgo ofib, sfeg4Tmn depicted oe The M,*. wda TPld. The dwige wwwpd m, Iaod'mg medMm, ' wifoblfilyandwealOislmsstaamLRd'ngistherespmsibitlydtaeO.on,IMO.tei,ad16ewpm.e1oltbeMOD.d.qbdduudtheLun,ialadi.ghwAugrromg4msPoDdnnmdMadsgshe0ha44t #0471R2 pm,ibirmy of lie WEIRWsigmr aed 5.1 Im.Wraw sel.1i. IN Too ad IN piodimt ted pideb.a of the W&IGnpened sdelyldaeane,JIMpebbshel by TFI and Sdn ae idetaaed lot geaeral g.idmm. TPbl dehees the iespoevILMs old eaiesofIN Trms Oevp.u. his Wsig.ftWer and IU019 (hOflfOn tlT. tr.', Maeuledwn,.'h" edla.e. def red by a (anaed epuad ape. ie.rifmg by ell parNuinolrel. The isou Oesig. F.gim, is NOT the fuilding Design, a Lon Symm Engineer I., aty a9lieg IA (.pilefutd Inm, ae as debodIDRld. (apyrigM©1DIS A -I Roal Lasses • Non.el Mmtim, P.F. lepradainnl ihit domore,1, i. ony term, ie p,pM1ihited rriM w,inen pe,nisuon hom A -I ied lmue,-x.n.eI Mmfinm, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689153 63896 JH Jack -Open 1 1 Job Reference (optional) Al ROOF 7 KU651=5, FOK I MtKUt, F1-3484b, aeslgn(aaltruss.com Kun: /.b4u S VCt / Zulb rune /.b4u s uct / Zulb MI I eK Inausmes, inc. man reu uo t /:oo:u4 tutu rdye I I D:PZYQisPvl vGypHj72197f5yb7ks-?nFmnMnEts5PoYiKKTNBJm—?cpR52pEKUTPRW mzn8Fx 1 6-8 3-10-0 __ r 1-6-8 2-3-8 3x8 11 3x4 :d.uu1 lZ = 4 Plate Offsets (X Y)— [1:0-0-3 0-11-11] [1:0-4-8,0-0-71.[4:0-2-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATFS GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.01 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 FBC2014/TP12007 (Matrix-M) I Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP N0.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required accordanccross bracing be installed during truss erection, in e with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 131(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 4,11 Max Grav All reactions 250 lb or less at joint(s) 2, 4, 3, 1, 1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.0psf: BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 1, 1. 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 i(mnmg-Pleme thom1blit-m.the'& I ROOF IPOSSISrSn1EP1 GEXIEAL SIINf A(OXDIIIOXS(CS10lUr('INSPI A(KNOWI[D6SMFIII-Imm V.4desigopmetaitts ad twinetes fts It gesige grnieg(SW(aod the MeoudYmtcer, rE lefunm Sheer letereoa. 0idntolherrluttatedoa the roo, wly µAHOEL MARiINFI, P.E. �IOTeh tpmetNr plats shill he mad for the 107 to he raid. At o Lots Orsige fngivar C a. Spmialry Fngieeml,the tevloa say IDO repreuoh as a<eptame el IM1e prvfrnionalengmemwg rmpauaP'ily for ihr dedpv altM tugie Irvm depicted pp Ih1IW only. wdn Rht. the detige omumpliam, lavdivg meddavL 'soAabirlymdmroiINOwmlmpnyruddmgitlhnespeasibTily0Me0warr.IMOneisauthmiedvgeafe,OwhOfmgC.gam,iotiemelydathe lic,A,A[,[be lamlbuddgmdeae01-1.ihevppuealvltheNDandvoyfiddmedthahmt,imlodivghnvdimgdomgr,cdallativvand6radng,IhrPbeAe #047182 uspoetibihryaf rle ruilding Omige<rand bnuadot. IN nolat set put ivlha NOaedthe pmtritel aed gaideWes vl Me bilGugCvmpoonl Sderylekimanae(I[Sll poblithedhS lPl and S9Ll oierelaaamd lorgeaemlgvidovm. rP4l deheesdentpwuDdihaf Dail doom adthe Srondengver, Oan Dtilgn [vgieurend Waftauladwet. velest mherwise dehud by a(anvadaquad tit. inr,&I by pmttmi-WC The Lon Omigv Frilivem is NOT the tmldinq Omigurai It Sydm bonier let ny bdtllep tO(gfteh dI.-me or dehnrdis T11d. 10019 (hotltan (ir. (oppilti02315 A-1 goof Twm, • M-0 Mulivm, P.F. Peprodul ae vi Ihh d-trwnl, in any farm, 4 ptohihited with wtitto p—ittioa Rom A-1 Pool Turret -11-1 Nmlinet, P.E. Otlnnd0, Fl. 32832 Jab Truss Truss Type Qty Ply A0689154 63896 JI Jack -Open 1 1 Job Reference (optional) Al KUUF 1 KUZ5b-t5, t-UK I VItKUt, t-L J4`J4b, eesignLal uuss.com mun: /.o4u s uct d zulo rnnu r.o,du s uct a zU 10 MI I UK Ir1UU5UIC5, uIU. IVIUU FUU uo r I-U-L Lu I rayc I ID:PZYQisPvl vGypH]72i97f5yb7ks-?nFmnMnEts5PoYiKKTNBJm_2?pUdZpEKUTPRWmzn8Fx 1-6-8 2-6-10 1-6-8 1-0-2 3x4 = 4 Plate Offsets (X Y)— [1.0-0-3 0-11-11] r1:0-0-15 Edge] [4:0-2-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.06 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 ]nor YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-10 cc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 87(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 4,1 Max Grav All reactions 250 No or less at joint(s) 2, 4, 3, 1, 1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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, 1, 1. 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 tlunmg-Beantha,vuphhpedn 0t'dd g00E IBOSS[SrgRlfgl MIDLl[111St(Og01IlOXSCGSIOMltrlNf['id(CYOWIE06lW9r lmm YaOy deug"penmetntavd mnd note'on lEidmxOetignOrmmg000imdrhe Nam,d Nmliaet,P.E letaeue Shmletorema gde—lb-ile'toed to themon¢ MANUEL MARIINFI, P.E.Wlek,amedor plelec chap he vsel for the IDD to be sold. to.Toss Migo EnyneerCe-Sp .ialq E p"'j, l6e 1.1e mg TOO rep —h o enepteme of the p,ofmimal emgine..ing,e'panm'dtyfor the detipe etMe'ieg;e ion depicted oe the T00 ody, wde, iPCI. The dnipa m'vnptioobloedap,aeddan6 waabiHy and me ai lhi'Imufw eny luddmgis the mpnvtibdOy of the OeneylM1aOnei tavlhwi,ed egevintM Build'mg Ovugoer, in the rooutd die l7LtlelDClhe tool bu0ding wdeaediPhl M-ppmnlanhe TOO mdary field um d the Ton, iakdinp hmdOeg aomge, mtla0aioe and Medag,'heOhe A,e #0471R2 pn'ib,1gI1e8616e9061-and(enu.ne, lU aa4Uel outivlha lOOaed thepm,nu'end gvidelmnalthe lollieg(ompaaeet Saleryleb,monao(1[SQpahti'h'd by Rl and SKA-Metmadfor gemml gold... SPid define'the rup.01ito net Win,nithe Snn Oeupnu, his 0,9F Engineer 10019(horlton(ir. Luu Yanvloawe,, ualettolbeni'e deh,,d by n (mnoa ngned Ipen In withal by o0 po,riainrelred. She Len Oetge Engineer it HOT the laing Ouip—, lmndOzeem [nginear b, nq begfieg. N (apitolued Ie,mt ue et defiaed'm RI•I. CapyrigM �gDIS A -I gaol Luuet-Manuel Madinat, P.E. leproduelioe d Ihi' damnenl, in any la,m, St prohibited ■ilh eliflen pa,nhuon hom A-1 good frvswt • Nonaai Nnrtiner, P.L Orlando, FL 321132 Job Truss Truss Type Qty Ply _ A0689155 63896 JK Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 S Oct 7 2015 Print: 7.640 S Oct f 2U1b ME I eK maustnes, Inc. Mon reD Ut5 1 r:bb:u2 Zulu rage 1 I D:PZYQisPvt vGypHj72i97f5yb7ks-?nFmnMnEts5PoYiKKTNBJm_2ApTLZpEKUTPRWmzn8Fx 1--4 1-33-4 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) 0.00 6 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 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 1-3-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. iMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in faccordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 109/Mechanical 3 = 29/Mechanical Max Hors 2 = 126(LC 1) 3 = -126(LC 1) Max Uplift 2 = -52(LC 12) 3 = -23(LC 8) Max Grav 2 = 109(LC 1) 3 = 29(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-334/158 BOT CHORD 1-3=-126/348 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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, 3. 7) Non Standard bearing condition. Review required. 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: 4 lb FT = 0% Xoumg-Nee¢tbarouollf nthe'41100(IIN"arS(Uk11 �firNERA Si1Nf8(ONDISSDl"",4E1 r1U(ftjALIWOWI[D6LYnIi'Imm Vn3y dnignp............... nmerm aedmenomtoo 0it irou0eugoDrormg(IWIaed Me Mared Ymlioe6P.t lelateete SEeel letom me. 0deuolEndm+tdedaatk TDo,a�F( MANOEL MARTINFZ, P.E lgkh romector ploln shoo he met for the 1oD to he ra51 At oLms Design Ggineerru-Speridry Engmmi, the tml m eey IDO upu+aeh oe auplm¢ al the pmlesdmol engineering mspanbJoyfor 0e deilpo al the tugaLuu depicted oaths IDD anlp. mde, Rld. the ledps oswmptimtlm3ag medidam, '+oNohi4rymdmeollhiAms+loroepluAd'mgisiEeresponlhillydMe0roer,theaeeei+oolhwiredegelwNlmldmmgOeugser,mthemd drtlMeR1,theHIT.IbelomlboildiogadevdRl.1.Theappumlorthe10cadaryfiel(mealtheiron,ualadaphandEogdomge,msto0diaomdhraw4+rhea+ #047182 m+pm!iSliry of tle BaEfeg Oeugoer and GnuarW.dllnatnwtootialbe ROndtheprem—tal lddsbe--the lailLog(ompannt Sderyldormaboelt(SllpobOthsdhp Ifluad Slam, eelmeodlorg... d goidmm.irlddeft..tbere+10019(horlion CIT. Tm+tNoadomwer. udest othenite defiosd bye (nmaeagutd qn in nirog by ell poise ine h.d. The hit Dnige Eagiaeu it NOT the IaDdieg Ouigoeror Two Symm lagimer ter aey hdddia¢ N (aplolbsd leims an as defieed is Rld. (opyaigh101D15 A -I Raal Tluttet-Manuel Modioet, Pi. leproducliae otihit donmenl, is any Folm, it pmhihihd ritb •Haan pemiuion Lom A-1 loaf Tnttes-Mmael Morfine; P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689156 63896 JL Jack -Open 1 1 Job Reference o clonal Al KUUt• I KUSStS, t-UK I YItKGt, t-L 3494b, aeslgn()altruss.com nun: r.Lwu s uct r zulo ennt: r.o4u s um r Lu is MI I eK inausmeb, Inc. mun reu uo i e:oo.w cu so rage: i ID:PZYQisPvl vGypHj72i97f5yb7ks-T_p8_inse9DGQiH WuBuQs_XCOCoglGUTj78_2Dzn8Fw 2-11-9 2-11-9 3x8 11 Plate Offsets (X Y)— (1:0-0-15,Edge], 11:0-0-3,0-11-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.01 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: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-9 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 63/Mechanical 3 = -7/Mechanical 1 = 264/0-8-0 (min. 0-1-8) Max Horz 1 = 101(LC 12) Max Uplift 2 = -67(LC 12) 3 = -7(LC 1) 1 = -82(LC 12) Max Grav 2 = 63(LC 1) 3 = 17(LC 3) 1 = 264(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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, 3, 1. 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 Eambg-P1 t1hmoughtfud'.Iee'41 RDOf INUSSLS('Mi j, CdNERRL KW& CONDITIONS (OSID91gruninICKNOMatuldior lam.Y.4 dnign ponmde¢edimd nom..M, bmu Onin D=ieg TOD) ad the Maud metOaa, F.E. Rdemue$be,] Ild osa. Odes other.ise dined oo !me TOD,00Ary MANIIEL MARTINFZ, P.?.E.WTek,onasmr pbinshot la ­4 fin the 100 to le rukd ksalino Design fnginen fe-$puioity InSwerlThe,edoaany TDDmpmwds a smpmme of the puleuimdengineningtmpoes3alylor the decpo ofthe will, Tmss ddpidedon the no only,cein, V1.1. the desipa o,mmgion.loo6npmeddou, milebihty ad ne.I thi, I For on, Wdingi, the mpoulTely ofthe 0r,,the 0.mis.0hmitedogem ar the Building Deageer, in the contest of the IR(,the lRCit. 1 1 holdintima ad TP1.1.@e upp-1 of the IDD nod ay ridd ma of the imfuddng hanAiel, dsog6 b,mDmia and Im.,og,,hf h, 0e #047182 poevKilyofthe loilGagTen;-and(to, emd0note,stoutinthe TODend the pmmmtled gaid'headthe11"ldng(.npanedSdetyInto'"..(IESlfpobrnh,dhy4laodSP@amulueomdforpeesa$gaidam.lpl•lddlullau,pontb(AmudduliumNet I Oemgut,ll Mile Engiumend 10019Charlton (iT. has Meaol.cmu,ala,s edb,,.i,edefired byoCanhad.gnedqub.ritbg by oil pmeia had,,d.Th.TmuDuig. Engines it NOT theImlliag De,igary has Sptmm Enggmm to, uybfling. douliadhedt moadefinedto TPId. Copydghf 9gDISA•I Pool huuet Nunuel Modinee,Pi. leprodactioe of thisdomnent, inanyrarm, is pmhihilad.ith rnaenpe,misuoahom A•1 pool Tmsus•Nmoel Noditro,, P.E. Orlando, FL 32932 Job Truss Type QtyPly63896 A0689157 JM FJack-Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:03 2016 Page 1 ID:PZYQisPv1vGypHj72i97f5yb7ks-TADS_inse9DGQiHWuBuQs_XCzCn41GIJ j78_2Dzn8Fw 1-5-5 1-5-5 6.00 12 3x4 = 2 '1 T1 W1 ggg 131 P�] lll Qa 2x4 = 0 Qe 1.5x4 II 3 1-4-7 1 5 5 1-4-7 0- - 4 Plate Offsets (X,Y)— [2:0-1-4,0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.11 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.01 6 n/r 120 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-5-5 oc ourlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. j MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 61/0-6-13 (min. 0-1-8) 2 = 73/Mechanical Max Horz 3 = 53(LC 11) Max Uplift 3 = -39(LC 8) 2 = -38(LC 12) Max Grav 3 = 61(LC 1) 2 = 73(LC 1). FORCES. (Ili) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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) 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. 6) Provide metal plate or equivalent at bearing(s) 2 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard SConmg - Nato lhorougbIl-i.The 'AI ROOF TRUSSES('SFLLIRI DOIIRAL IIMS6(DNDIIIONSCDSTO.WrIDT(t7A(rhOMMSERINT'Fmm VnNy designponmeleu onl read nolnooths huu Deugo Urormg(SDDiaad the BowtlYmlioee,P.F. gelhente SAtel hefem ou. 0deu olheMuumea now ND, only MANNEL MARTINFZ, P.E.AOTeAmeaecmrplua+hol he me( for the MD to he told At o I (Dodge fnlleter(u. Spaioiry Fogleml the+eoI on sey TH,paueh aeateptame.1 the ptofeugoeeleogio Fogmepanihik for the deugedilt, siegmhas depiued oa the It oalu VIA. the ksipe oaunpliam,madag raGlpos, mAohihlyood the of IN, lma fa any bedding it the rnpantlhirdy.1 the oeeer,the Otais oothaind ogenl n the 10ding Deugeer,in the noted of the USE, the IRLThe total buddlag tulle otd TPbl The cppnalof the TOO and agtiell on of Th,buss. immd;nl hondi'ooq uomge, uth0etion end htorug, then be Ate #047182 tupmu"Nlny of the Iufiliq DeSigoer and W, to,. AD mhenefout In the TOO cod the pmdmt nod J.Al nofthe Iddieg Conpaoaf Way lemrnme(REST)pebbshed by IN and SRIAamrofereondfogygeneralpoil®m. TFI-I deheu theageo,fKa. anddulinofthe Inn Deulnu, It Dodgn Egio,,, oel 10019 (horllon (ir. huaRoaumuma, uoln, mhum defined by o (.toe agaed upon is nllial by aD pe,fint--red. Thelma Dnigo fogineer is NOT The Won Oerigoerar Imu Syuen Iegmeer Ihr oty hailfiog An (apitolhed moot ue at defined Io IFId. (opynghI@ 2015 A•1 Rod boss-• Mond Mmlioet, P.F. Rtrptadutioe al this doronenl, in any form, if pnhihifed.6 nflee p—iseon from A-1 Roof Two, • Monoe) Mattiner, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689158 63896 JN Jack -Open 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:03 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-T_OB_inse9DGQiH WuBuQs_X88CI91GUT178_2Dzn8Fw 4-6-12 J 4-6-12 c+ N 3x8 11 Plate Offsets (X Y)-- rl:0-0-6 0-3-31 fl:0-0-3 0-11-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.36 Vert(LL) -0.02 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.02 4 >999 240 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: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 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. (lb/size) 2 = 128/Mechanical 3 aa 25/Mechanical 1 = 342/0-8-0 (min. 0-1-8) Max Horz 1 = 157(LC 12) Max Uplift 2 = -118(LC 12) 1 = -110(LC 12) Max Grav 2 = 128(LC 1) 3 = 54(LC 3) 1 = 342(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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) except Qt=lb) 2=118, 1=110. 7) This truss design. requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %3' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard xommg-Pmesetkmeopbry nriew1he'A-1 ROOF nuSSISMEI(IIILGUIRALW&(ONDIIIONSaSIONE1rmlilAIXIOWIEOIIWNI Iona Irerdydnigaperameteu aodnod nits.. this lrau Deuge Drawag(rDD)oed Iha Nmuel YmNoee,PL gdeteam Steel bet am em. Odusa@emwstatel oathe IDD,oalg MANUEL MARiINEZ, P.E. IA!IOl<i annmhrpines shot he usel l.riM TOO1. be rafid. Asa Tau Oatge Engmeer(.o Snd.Os EnliaemI, the sml oa nay TOO represents ao eittpeme al Ike plolession.l niaeniagraspansmSryfar@e detipn of16e siegetruss depined aarM tOD mdy, wades Rld. Thelesips ossumpioa, bo6ogmedidcos, I n'daEi4lgmdmeaSllillanlaanyladdmgnthernpe,ihildyol@eOvu,IMOnei,oath.indagateetMluildingDrugoer, in theaatut4the11C,tic11(thelamlhuidalmdeandRl-I. TheappnalofthelDDcadanyfield-.1thetau,iAdealhaafingsloage,oshNalpomdMorieysheOMae #047182 '�nsponaixfiryofllel.ilf.gOnigrorand[enuemor.Alism,nousintheTODaadIkepettinsaadgoidnbnes.Ith,110Meg(ompnnntsalarylaninern.pagprhllilndbyillendSICAmuefesenredfergenerelguidoam.IPFldefinetdempoos3dmesondluVnoftMlnuDengnu,IruuMsig.E.gienmmd 10019(hOfltOnGr. teuu Noeulamureb udenoThenise defieedby.(anhamaguad apo.urriing 6y aO p.rfieninrolrel.Theisms Mills Eagineu is NOT the laillirq Wiper of Ilmsynem Eogiasul aaybsildhtg. CopDeTaedlnms are.sdefimdioRid. 6pyrigb1@2015 Ad Ra.l Lassa-Honuel Hotlines, P.f. Repradutfiae 0 this do —Al, its any form, is pr.Aihited with wtinea permission hom A-1 Roof Trusses - biwacl Muslim, P.E. gf landO, Fl. 32832 Job Truss Truss Type Qty Ply A0689159 63896 JO Jack -Open 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 3 4x4 \\ 5x10 II Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:04 2016 Page 1 I D:PZYOisPvl vGypHj72197f5yb7ks-xAN W B2oUPTL72rdSuPfOB3EwcO8ljkdxnuYbfzn8Fv 7-8-3 7-8-3 Dead Load Defl. = 1/8 in 69 da v Plate Offsets (X Y)— [1.0-0-6 0-4-31 [1:0-0-9 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.09 4 >970 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.16 3-7 >555 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-S) Weight: 27 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 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. (lb/size) 2 = 249/Mechanical 3 = 61/1VIechanical 1 = 52710-8-0 (min.0-1-8) Max Horz 1 = 265(LC 12) Max Uplift 2 = -217(LC 12) 1 = -174(LC 12) Max Grav 2 = 249(LC 1) 3 = 109(LC 3) 1 = 527(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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) except Gt=lb) 2=217, 1=174. 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 8ammir-P!eosethawgntymrle.me-41 ROOF TIOS1ES111111R L MORAL II(RS8(OXDIFIOXS[GS109FgrM[r1A(INOWF[D6FYEH1'Fam yttdydnignporeme!nlaodmod aolma Out lmu Deugn DravmgjlDgland lAe moru'lletw"PI Refemere Shedlet om. Odeu a hvrise stated aa!he 1D0,ody MANIIEL MARTINQ, P.E. �rlilek ramerarptstn shall he ad late the FDD m be ,hd. Is a rmn Design Ingineer (U., SpadaPy Engln,a), sle sal w any IOD epemah an vueptwm of that pal !..I eaft,viair mspu6bi iryfm the design s11h, sing!, Testes depicted as rhn TOOants, wales IPI.1. the chip, awnp!ioa,loodiag modiraa, Wabitly nod a,sl this No, fee any IWaal a Aemspeaih7dy or As O.att,th, Ceassoutharimd agent" du Redding Oa goes,in11.came" d the 11C,the B(, the total huddag rode and TPlJ. The eppeeaIafAe 100 aid any field us, al lhItuss,irnladial bondi,g moegL onstanatinuand Noting, shill he she #047182 rsponeibOMaltle Paillieg Deipear and Unuamr. AO nafes tefaul is lRo NOa,d thepmnism and puid,hanolAe l,ildieg Gmpanea Sderylnfsmanas El6�pah0sA,dhy lPl s,d SBU ate rzfeenedfst geaerolgoidanm. IPiddefs,s Lhee.pars0 e, and duties of the less Distress's Deign Perin ur and 10019(hofilon Or. hum Ro,uf."eb ummsaAef.ioo Mead 4 o Ionian speed upon in "dial by all parin inealanl ib, hue Ossig, Fagineu is 901 the Pudding designer at Iroe From login su rat s,y boildi,g N (spiAfurdtams ate as defisrd iaRld. Unrigh182015 Ad Roal lmsees-Nonuel Nominee, Pi. Reprodutlist of INs dsanml, in any fora, is pmhihihd.ith wutlen pemhsiooboat A-1 Roar irms,s-Nanoal rlarfine; P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689160 63896 JP Jack -Open 1 1 Job Reference o tibnal Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 3x6 = 5x10 II Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:04 2016 Page 1 I D:PZYQisPvl vGypHj72i97f5yb7ks-xAN W B2oUPTL72rrjSuPfOB3DScOu ljkdxnuYbfzn8Fv 7-9-15 7-9-15 .2 Dead Load Dell. = 1/8 in Plate Offsets (X Y)— [1.0-7-0 0-0-151 [1:0-0-9 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.10 4 >942 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.18 3-7 >517 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 27 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No-2 WEDGE Lek: 2x6 SP Nc.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. (lb/size) 2 = 255/Mechanical 3 = 63/Mechanical 1 = 536/0-8-0 (min. 0-1-8) Max Horz 1 = 270(LC 12) Max Uplift 2 = -222(LC 12) 1 = -177(LC 12) Max Grav 2 = 255(LC 1) 3 = 111(LC 3) 1 = 536(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp. D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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) except at=lb) 2=222, 1=177. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top - chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wassail -V...tharoodhly"'innhe74ROOF IYUSS(S(Milil1GENERAL 11W&(0No111ORS(UAO!ddPr1U1111A((YOWIEOSIaltI1—V.4devildpenniless Wisest rates . did, [suit Wilitraising (I)Oltied the NamelYmlmeLPiIdereateSbeetlet oeea,,. nalhndmtlatedaatkdg0,anh MANNELMARTINFZ,P.E �Nifel rnmerhrplmes shill be sseifor Ibe t001obe iafid. As.T Mill. folio enf Floridity Engi--the seal as say TOO ,pf Is doiareptomeofib, pnleniaddengweniiq mspaxt�ibty far the dedga of the sisgai Truss depided to the TOD only, andes fl41. The desirewsmpliaw,loadmq weddaas, ..bibtyadd ma sal this Fiat, far I,, Mural is itsmspi.0bility of Me 0..'theOnei r odhwiredegod in the Balding Dmgon,ie the ro-Wtal Poe lR(,the INC, the War bonding aide aidTRid The at; Wife TOO add axis field wed15eTruss, ialading hondheg %wails, inOdiaNda and karuq shdlbr be #0471R7 sesponilhiGry oltle RuUdiegOesigmradd bnuamn. All notes set out inIN TOD aid the pwitlat end rimi!Anefthe taildg(oreponeet SdI wtmmehee(BESl)pab!10edby Fill sod SR(A am oriented far general%did... IT definest5engedt3dinaf andwuesai lEe lnn Oaulnu, fum Design fagimer and 10019 Charlton(Ir. Lumlloadamee, udaewhuane defined by a (mh,a or upon is ending by all pwaeelanleeL The Ties%Onigo Engineer it NOT the 101114 Designer or 1wu Synm far.., In tray b.i1 iq ID (a(ild6ed Ina, are as defined ioT11.1. Copyright 0 1015 A4 Rao[ Ties -Manuel Alddisrt, P.F. Rapwdurtitie of this downsnt, in any Iota, it prohibited •ith visited pereduioa how A-1 Read Twme%- Madeel Mw6nee, P.E. Orlando, FL 32832 Jab Truss Truss Type Qty Ply A0689161 63896 JQ Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 4x10 II Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:04 2016 Page 1 I D: PZ YQisPvl vGyp Hj72197f5yb7ks-xAN W B2oU PTL72rdSuPfOB3B rc2pl jkdxnuYbfzn8Fv 6-6-8 6-6-8 0-10-B, 0-10-8 6-6-8 5-8-0 Plate Offsets (X,Y)— [1:0-1-15,0-0-7j, [1:0-0-9,Edge) 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 0.87 Vert(LL) -0.07 4 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.08 3-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.04 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP Nc.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. (lb/size) 2 = 205/Mechanical 3 = 50/Mechanical 1 = 458/0-8-0 (min; 0-1-8) Max Horz 1 = 226(LC 12) Max Uplift 2 = -180(LC 12) 1 = -151(LC 12) Max Grav 2 = 205(LC 1) 3 = 90(LC 3) 1 = 458(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right 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) except (jt=lb) 2=180, 1=151. 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 Nvmmg-Plevselhe,oughly mra.the'A.1 ROOF I1V3SISrift(1R'h GVQRA(IfUIf AlONOIIIONS(GSIOM(trrNt<1i[IYOP11E06[Y.FHI'fam Vadddesigoporam Ito dmvd votes ov lhic lrvu0esigo D:armp(IOOImdIEe Namel Ymmer,P.E Rdmeue Shed lelom au. Valets othnnustmel m rkl00,ovly MANUEL MARiINQ, P.E.AMmmesmr platen shill h<ual for the t0010 he aand Is v boss Oesige Fniiaeer(aa-Spuiolry Fngineml,the sedov oay lOD mprenvh oe mnptmn a1 tha palessimd mgmeeriog res;uAiRry to. the dedga of 16e sivgie Inns depided mthe IM oily, ade, IPId. The daiia aaumpliuns. laadiag mdhiave, '�' su0vhillrandmealthis I I.,mybili:ngnIt, respufibONyvfftO-r,1b.O—s,mlhmindapdorMeVldtngOrugad,islhendu,ofd,elR(,th81R(. It. laralhudd'mg.d,ndRl•I.theappuaalsflhe109wdaayfidduudth I s,lmhdiaghmdiagdvmge,mddlafiovmdMadng,sheOhethr #0471R2 ,npamiMlM of the RoVlieg Oefigeermd(ewutm. All aoleasetauf inthe100md1he pm,Nnuad guidehnu oSMedeitdiog Wmpanaet Soleryldo,aanaa tdn1lpoNlshedhlR avd Sl[Aare,de,mndror gemrol gmdmm.IP1•I dafivestleuspmsihiinm vad dadesal thelrms0evgve,, Sena Design fagivee,ad IOOI9 (hOrllOn (Ir. hmsMaak,tma,unlessathenin detind bP oCannon ogued apov fi v,itmg hr v0 pamuweahed the Loss Oesye lagiaeer is NOT the laillin Onigns or hmdyaem (egiveerh, my hvildiap W (vgdlaruednm, are as dehmd4111d. 6pyrigh1@2015A•1 Rmfhustm-Mametkmliam,P.(. Repmduniard this domment is any lam,isp,uhibW stilh w,itlen pdminoa hum A -I RnITrusso-Nm INution,P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689162 63896 JR Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:04 2016 Page 1 I D:PZYQisPvl vGypHj72i97f5yb7ks-xANW B2oUPTL72niSuPfOB3GRo461jkdxnuYbfzn8Fv 5 3-1 5-3-1 N 3xa 11 Plate Offsets (X Y)— [1:0-0-3 0-0-51 [1:0-0-3 0-11-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.51 Vert(LL) -0.03 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.03 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 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. (lb/size) 2 = 155/Mechanical 3 = 34/Mechanical 1 = 381/0-8-0 (min. 0-1-8) Max Horz 1 = 181(LC 12) Max Uplift 2 = -140(LC 12) 1 = -124(LC 12) Max Grav 2 = 155(LC 1) 3 = 67(LC 3) 1 = 381(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-- 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; 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 and right 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1a0, 1=124. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and t%" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard emnmg-Pleme hsmaghlymrie•h"It-1 ROOF nUSSISrSnlfR1 G[NEidI I[IMSA(ONOIIIOXSCUSIO.Y[IrSUTIRII(KNOMIDGINSNr-goa+Vmfiy deign par—leu and toad rates 0 tm+Luu oeugeD-irg ODD) and the A-111®1nm,P.Egefwom$beef before use. Crdeuolhu iseverloar.1110,00h MANUEL MARiINEZ, P.E �,filet senators, phOo shad he mad for she END to he raid. dsa Taou Oesigo Fngioto, (u. Sptoislry Fngmetol,t6e sedoa soy 10D mprnenR ad m+eplome of the pmlessionol ngateeimg m+poesbi6q fm I5e detign attM tingle Trv+t depirted a the IOD only. wkt IPid. IDe dtoipe ouumplioet loafing mnduieas, '+sdshihry®dmeaihi+GuntmanlsdrmgnberespomihilOyelheO•in,IheOneiwol6mimdegemerrho lddigDrug-,inthe mmeer.1the IRE, the 18C.the lomlbuddingode aid lPl•I Ihaappmololthr[DOmdoeyNeNmeaT15eLon,imladighndmgsfomge,asta0mionmdMasiag,t6n06e0e #047182 mpoodhillty of the Rolding Oesigmt and Ommrtar. N notes set in he lOOaid the pretNms end guideba"ofthe k1lAgUroponw Snlerytdraahoe tRCSgpoh00ed by Rl oad TIER a'. ofenmedfsrgercmtgoilonm.IPI•I definer the rmpoubb.61 ant dnfiet of he less Onymf, Oassomige fist—,oad 10019 Charlton(ir. LassMmulamuto,adauaherrise defined bya[andmtapuad apse in r,iragM oO pmdninrelul.IhaTo,,Omigs Enginm, h NOT she Raring Oesigner or Truss System Fogineer (or any Wiling W[opUefued lamsaseas defimdloltl•1. (opyri9hI020I5A•I Rsaf. Crews -Manuel Mmfdnee, P.f. Repwdutfian aI M+dosunrnl, is any lo,m; it pmhihihd •iM •ti0en punissioi hem A -I Roal Tta so - Manned Mostinm, P.E. Orlando, F132831 Job Truss Truss Type City Ply A0689163 63896 JS Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015,MiTek Industries, Inc. Mon Feb 08 17:56:05 2016 Page 1 ID:PZYQisPvl vGypHj72i97f5yb7ks-PMxuPOp6AnUf?Qv?bwuxPcVBOSamA_mARd575zn8Fu 3-11-10 3-11-10 3x8 11 Plate Offsets (X Y)— [1:0-4-8 0-0-71 [1:0-0-3 0-11-111 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) -0.01 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.01 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-10 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) 2 = 105/Mechanical 3 = 15/Mechanical 1 = 310/0-8-0 (min.0-1-8) Max Horz 1 = 136(LC 12) Max Uplift 2 = -99(LC 12) 1 = -99(LC 12) Max Grav 2 = 105(LC 1) 3 = 41(LC 3) 1 = 310(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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, 1. 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 IImnmg neesethoroughlycsr¢rthe'1.1do0FR011[SrfnlRj,GEXEBIIRIMSg(ONDIIIONSNSI0.4I1(9UT[d1Af[YOWIfO6IY[Ni'lamyerdydedgepanmelusaadmadmmor this lints Oe6padmmq(IDOIaadMeNwdYmtiaa,PiBeleemeSheelleforeau.Red otA<reiaertaleloalAelDD,anh MANUELMARiINEI,P.E �Atireh mmecmr pleas shad he o,el for Ihv iP7 to he eabd As o imu Ouige fnpineer (e-Specialty Ecgmeal, the ual oa ony T00 repcsteehao mepmme a(Ihe pm(es,imel etgmeeriop raspon351y for L7e ledge dthe,iegb hun depicted 1e11e 1110 ody, mde, 1Pld. IAe desige a,sunptire6 loading media-, ' weehihymdueollhiArus(wnnylu0dmgi,Ihe,espomihiMydthe0.ner.IMO.reisnuthmimdqo.,thikildigNugoer,iethe mmetldl. IRE, the 18(.1kvol huddgradeaedTBld.Ihitect; Mile W.ridour field usedthe hou, including bmd6.g�omge,iesldgrtianmdGaiag,,beDheOt, #041182 IapmfiGlrtyal Ne Bonding Ouipeer and Umemer. AD role, sal out In the TOD ad the plastics, red puiddmel or the BalldieB(ampanot Sdeglntormaeao(B6l)pubhshed by m and SBlA or. id led It, generdguidmu. Rid dehenthem,peoulires ced dude, al Me inn Deugrn, Ian Pedgn Eegiue, and 10019 (horllan [ir. hun Rlanuknure, clan ether.ue defined by a (maod ap sed epee he ailing by a0 pm0e, indeed. The Trum Nige Eeginee, is NOT the Building Designer or tau Spin too eer(ot aeybdli1q. N (apildved term, me al definelio Rid. (opyrigh102715Ad 1W Trusw-Nnauel dlmline6 P.E. (epmdurfioe d this dommed, io any la,m, is pmhihited rith etinan pemiWoo Imm bl Yod Gases-Nmral YadineB, P.E. Orlando, Ft 32832 Job Truss Truss Type Qty Ply A0689164 63896 JT Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:05 2016 Page 1 ID:PZYQisPvlvGypHj72i97f5yb7ks-PMxuPOp6AnU f?Qv?bwuxPcNICUlmA—mARd575zn8Fu 2-8-3 2-8-3 Plate Offsets (X,Y)— [1:0-0-15,Edgel, [1:0-0-3 0-11-11) 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 0.09 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.01 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) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-3 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 50/Mechanical 3 = -17/Mechanical 1 = 255/0-8-0 (min. 0-1-8) Max Horz 1 = 91(LC 12) Max Uplift 2 = -58(LC 12) 3 = -17(LC 1) 1 = -78(LC 12) Max Grav 2 = 50(LC 1) 3 = 8(LC 3) 1 = 255(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf-, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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, 3, 1. 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 Traremgdleau thoroughly"'GrIn, 'A I ROOF IlassisMtR'y6(NIERLIrw&(06111OM(151091PrM[!1WROVaIDGIMBI•I..Verify deignp men'lut and lend notes on oie hots Design OraruyQWload the Nawd Yaetmeq P1 Idereare Shed fill are. DdenaOnviw ttmN ea the fDO,aah MANUEL MARTINQ, P.E.TfleR umerro, plots shoil he mel for the NO h hnald. 4t o Goo Dnipe fegineer0. Specialty fagintmt dm seal as car TOO represau on etupuu .4 the pmfetsiond myoeuing re,Does3fty ler tNe drugs of the togle Guss depicted oo thriDD odp,00du IPI-1, IDe duipe amomptiaor, tondnp mnfdam, �u7tahlLy, and me of Ibis mst lot any ladd'mgis the ,,pamihility nithe 0.—the 0ruitoaMori:edagemulMB ldiry0eogeer, in lhemnhtlal melRGtheIR(.Ih leml boildog rodeaed iPl•LTheapproealolthe 100 andoq firldmedthehou,imloding hmdring Wmge, o,h0atonandGadng,,heobe�r #047182 rupmn3ifrty of tle killieg Odigrerand(omred,,. All role, set on] in it, TOO and the garbler and gaidelmesofthe Dadfng(orn"rut Watir fotmoea (10)puh0,h,d by Rl and Silk me rehtemed for geaerol gddmre. TPFldehoes Aemgeusblitm and eoae,dile. Isis Oesyou. his Design ingineuand 10019(horlion(ir. TroctMaaolarnee,,udeu o,herita deOal hYo [mnanagnad tpoo is rri! gDyaC pottiesinrnlrel. They rom Design inginau i, NOT the ra0fir; Ouignm ar flat, System lagoeerhraeyh,Odieg 10 [apiuratdlnm, ue asdefaed lnRld. fopyrigh1®20IS A-1 Real Timms • Mannet Marlinu, P.E. Reprodmfoe althit domnmt, in nny form, is prohihiled rilh n,illen pernistion slam A -I pool Tlauat • N®ad Nathme, P,[. Orlando, FT 32832 Job Truss Truss Type Qty Ply A0689165 63896 JV Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 7.640 s Oct 7 201b MI I eK Industries, Inc. Mon f-eb Oa Ta:uu:ur 21.1113 rage T I D: PZYQIsPvl vGypHj72i97f5yb7ks-KwZN88kvA7zeiBwQBQGelRdwDZ6tTduOg4Fvd4zn8C6 1-2-8 1-9 4 0-6-12 3x8 II Plate Offsets (X Y)— [1:0-0-15 Edged [1:0-0-3 0-11-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.06 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 FBC2014frP12007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-94 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) 2 = 6/Mechanical 3 = -5/Mechanical 1 = 193/0-8-0 (min. 0-1-8) Max Harz 1 = 61(LC 12) Max Uplift 2 = -24(LC 12) 3 = -12(LC 12) 1 = -52(LC 12) Max Grav 2 = 6(LC 19) 3 = 2(LC 3) 1 = 193(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.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 and right 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, 3, 1. 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 Iymamp-Pieamttmeuphly meiev lbe'Ad ROOF TIUSSES(-f(f(iR1 GERFVAL fELYSE(OROIIIOXS (UAORiRr1Na11((YOYA[D6WHI'Fuss Vmftydesigapenmetmsaad,nda I,, an this hou Oeuga Oraemq glW)aedme Yanud Rm6au,PE rele,eem Steel lehremt. Odess a0nrite stored an ne NO,aat( MANOFL MARTINQ, P.E �1tlik reancchr plates shill it used for the TOO IQ be e,U. As a T,ns Oa -rya Inpiin [ie. Spesiolty Fagmeubthe s.I on any TOO ep,sents an mmpirst. ofthe ptimlced anpineoingnspubiElyTI,lbe deli tithe sieglehuedepiard on the TOO a*. rare, IPI-I. The Mipamsomplion, ton6aq section". I seitabi6lyandMeofthisTrustfog oayRud&gisthe respomihiGlydthe 0+ , the a.."" wi:eregmferFit ga969Delp., in the ea Meet ad the lRC,the OIL the la.1Wdq,ad, adifl•I&app-1.1noTOO aadact field —dlie Was. imladiaghandriagao,age,maallerm d 6-9. seen 6, the #O082 ' rmpenibray of Me Reilaeg WRoa—dUnnernr. Intelesse1 out In the TOO red the pwhos, and gmdekets oftbe Ruild'mp Carepone ISderylehsmohoa(161)paVshed by lM cad SRlA are mlmanmd far postal goidanm.TPI-Idefmnthete,poesibVires cad darn of Ito Treat Oeupnet. Lass Oetign inginterand 10019 (horllon fir. I YnulatMn,udauaiheniss defiled by o (mnaaapnad apoa is nritmg by on poroa, inohad. The La,t Omigc fngineu i NOT the folding Designer or Gust Syaen Inginetr for ay brildleg In (agiteraed totms are m Wood in 111.1. Copyright 021115 A•1 Real Tsussas- Manuel Matrices, P.E. 4p,adar ioa of this derossml, in any Feiss, it proMhited ■ilh x,ittea pernitsion he. A-1 Real Fromm-111-1 Naainn, P.E. Orlando, FL 321132 Job Truss Truss Type Qty Ply A0689166 63896 V03 Valley 1 1 Jab Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:06 2016 Page 1 I D:PZYQisPvl vGypHj72i97f5yb7ks-tYVGckgkx4crH975ZJR7Tc8k_QSKVdDwP5Nefyzn8Ft 1-8-3 2-8-7 1-8-3 1-0-5 0 G 0 2x4 6.00 12 2 3x4 � 5.05112 2x4 = li- LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) 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 2-8-7 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. (lb/size) 1 = 114/2-7-15 (min. 0-1-8) 3 = 11412-7-15 (min. 0-1-8) Max Horz 1 = -16(LC 8) Max Uplift 1 = -43(LC 12) 3 = 43(LC 13) Max Grav 1 = 114(LC 1) 3 = 114(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 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 Wmvmy-pleb-b Illy rtneeIt. '%-Itool eP'SQlI'S((Irrl,6[X[FlrnllLt(OXOIiIONS(USIOSUlryNPajl(C40WIt06lWNr(mm. YnSy de6ge pmamtlnf oad uvd rsht oa lSit Lvu Oeslgv aa>req I100}and lYe 4otuelgmlkn. Pf.Idaeue Shell betweuu. Ov—lb-iwnotel oa tie TOD, odp ttANUEL MARTINEI, P.E. �bildracve0vrphaet+M1a11pmedbthe T07 tb le.vhd. 4atrot Ce+ipleymrer e..SperbM lo9memF Me ubl on ber10D tepeseptsanaaepmae peMe ptoktsianat evjmeeriogretpoouliL;y to IEt detip of Hx tkgk Trottdgirkd oa tM1t IDDanly, nedtt IPrI. fbe detip atemvptaet, kafiog toadtieet. ' canohiw ovd meat Ihit Hots to, 'by luddialitlhe res"Ruldtr el tee O.eer. the Oveai alhmned bgemcr the lddivq Om+gnn, ie the rantsdd[be IIL the IlL tM loml Ouq.mp Bode and lP4l. he opProml eftheNDavdam field vse of lhrLou,imkd"mq Mndtxp. tteroye, ueklbtiov end Mocap,+haY he (be 'e#047182 rmgnbbtdp althe WUdioy Oasryaa avd(emarlas. dll aotn setbm imka too avd the Prmtiratved pidd- tltht lmldirg(emP-1 we"W metieen(Sn pehriad by M bad S14 .—I lw Stead phleera. IPl•I 4.11 th.'ap "tit, led dem.1 the I'm Ot fill". I'm Mile tagiveer tad 10019 (horlton [ir. Ubo Yaevlmtem.wlm enema definedM1. a (annmt ogled vpev iv wdmq M1Y o4 pa:nx xrelre0. The 7— Detip End eu W 01 the lvilllbq Oniynm or lrvu dy+um Evpveer lm aop Gildioq N (ryubSud utrn rat vtdefiaed u RSl. [opytight©7015 di tool Tmum Maarel dlotlinm, P.t, deptoduttka d ten daum<vt, is oay tarot it poin'fuled>rith aitlen permituov tram A•1 tool Gutset-dlovvel llmlinet, r.t. Orlando, EL 32832 Jab Truss Truss Type Qty Ply A0689167 63896 V05 Valley 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:06 2016 Page 1 I D: PZYQisPvl vGypHj72i97f5yb7ks-tYVGckgkx4crH9?5ZJR7Tc8hlQsRVcxwP5NefYzn8Ft 3-1-2 4-8-7 3-1-2 1-7-5 2x4 1.5x4 11 24x4 � 5.05112 LOADING(psf) SPACING- 2 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1% TIC0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 16 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 131/4-7-15 (min. 0-1-8) 4 = 73/4-7-15 (min. 0-1-8) 5 = 229/4-7-15 (min. 0-1-8) Max Horz 1 = 51(LC 9) Max Uplift 1 = -61(LC 12) 4 = 47(LC 13) 5 = -64(LC 12) Max Grav 1 = 131(LC 1) 4 = 73(LC 1) 5 = 229(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-180/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Nevu,g-Plea,sehooagurrerie. It. 'A4[car alldoLeuQailgaAada(IT�jandOeYoeoellla+dur.rF.tefneveSheerleMew.OdnraMnru+raledoerkelDD,aYr �,MANUELMARTINEZ,P.E W(et oaceeor platrt,hall be uod far IAr IDOIo be Wd. 4 a I+ata Oedg, Inginuritia., 1pedaM �gaenf.the ual as aor100 opeuan an meplane tithe poia,iaaY, eogeerrap rnpae,ihS:r fa 0r deilga al IM1e,mth rra, dernte: oc the I00 ao(y, wader IPhI. All dnrya a,samp6aot, Iaadiap roaFtioa: ',citobikiraodo,eei,",Tranlaoayraddististhernpansildit(ofIleOeoer,IheO.aeiaamhmiiedagamcrlAePoddagOnyan,istheontr,lofHeltLthelO(.14lollshaddagradeaadlPI-1.theappwmlclMrlODaadayfieLaxoitheiou,imludugheod(og.storoge,uthlataoandhiarmg,,hab6eAll #0411112 e,paosSGtr cI:Ae luiidag Oadta,eodCeeemlet. Ml anteuaf ama+ke ND aad the podittt aed gaideham al thedo��gGmpaoemSafety,eiematn(e(Al pohli,hedby or aad S((lallreie,eeod Is,g,emet gu4nal. IPbi dehaes the cetpeo6leet cod d6tsof the Lon On4en. Iran Oetign(npaeer ad 10019 Charlton (it. ,.it MenalaNrm, oela, Al—, deN,d by a (anhad agned epmia ttitmg by postarched 1M ha„ Gap Top- ill NOT the Itif iai Oetigna a [.a,,Sryem 1.0., Im aor Wiwi; d0 Capitalizedme, an a, bloodu a14. ('ripighf © 2015 A4 tool Iru seh • glacier Mcifial. P.F. gep,odatka of INS desaraf, in my lam, it patdhised with ninen flood —ham A4 Boar humn• 9000el Wines, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689168 638.96 V07 Valley 1 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:06 2016 Page 1 I D:PZYQisPv1 vGypHj72i97f5yb7ks-tYVGckgkx4crH975ZJR7Tc8bnQrlVr-JwPSNefYznBFt 4-6-2 6-8-7 4-6-2 2-2-6 4x4 5.05 12 2x4 i 1.5x4 It 1.5x4 II 6-8-7 6-8-7 Plate Offsets (X Y)— [2:0-1-12 0-2-8) LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 206/6-7-15 (min. 0-1-8) 4 = 99/6-7-15 (min. 0-1-8) 5 = 347/6-7-15 (min. 0-1-8) Max Horz 1 = 88(LC 9) Max Uplift 1 = -95(LC 12) 4 = -66(LC 13) 5 = -99(LC 12) Max Grav 1 = 206(LC 1) 4 = 99(LC 1) 5 = 347(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-272/410 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=S.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 and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5. 8) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Nmmq.Pkau smaagtlr rtne.Me'1.l rear lrlSIVIE1111,%MERLLV.44dppo—tentedreod mua¢a ditlictr Deaiya DradepSlDOjred the Yomel Narbut.tE hhreare S5etl 5efpema. 0eku¢0neat,aled ¢ttle iDD, eetl mwmprwm, MANUEL MARTINEZ, P.E �I. meieoar pkrn Shdl to omd la Me lee b be raid 4 a Lmt Drug¢ EagiaerrG4Specoth (cgiaeej.l5o ual au mylDa,eprncnao a<rrot¢s<e a"At Drolnvmai eninmieD ee ombilly lar th d6pa o(Mr *It Irate dtp, tt. m eh¢ IDDa FT odder IPl.l. Rri duge laafi¢y.roadili¢es. ' WAimycad—I it7,or+laroerluiliiogirt6arnponai6ilitr¢IMea.oer,McOraeitooMmrted¢gemorMrgr3dieg0eupnn,iaMammeedlklg(,McI6UMbm16utldageoeewdiN•Lt6aapproraldtbeNDand¢myaaNaae¢U6t(rora,urludi¢g6wdtag.tWrc(e,inhamunendM¢nny,tbaY6rAt #047182 enpm,b6ry ache fulling Omrsnm andbmvnn.ME.1,1ul out i¢,6IDD aad It., prmllmlatd pide6ond1b. lrleqCampno,Selelrmlmmmimjd(Spp¢6es6rd ly RE and SICA en mlamed 1.g—d rideme.IPl•IdemnMermpe..wifin end dmul of Me I'd,errignr, Lml Daign[to.,md 10019 (horlton 0r. Lan xmolernn.wleu anerr:m demrd try a C¢nhan agmed npe:n niirg hyo0 Puma brelnd. I6 Lmr hog. Inginerr n NOT Mt laafiag Devyne, m Ton TV. 1¢o-fw any b¢ildleg. 1a (epmi,ad Irma me as drfinedia Sr41. (opyrig6e(f�7015AIloot Uuaet•MmulYatieeq P.E.Iepr¢durhoo of rkt dmume¢t, inmylo,m.i1 potu6ifed richnitlen pamin:¢ohoe A.I Pmlk S-Slmuel a.Iinea, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 63896 V09 Valley I 1 A0689169 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:07 2016 Page 1 ID:PZYQisPv1 vGypHj72i97f5yb7ks-Ml2fg3gMiOkivJaH7OyMOghnkg8kE233el6CB—zn8Fs 5-11-1 8-8-7 5-11-1 2-9-6 Y 0 0 4x4 5.05112 5 4 2x4 1.5x4 II 1.5x4 II 8-8-7 8-8-7 Plate Offsets (X,Y)— [2:0-1-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.57 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 32 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 8-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation qaide. REACTIONS. (lb/size) 1 = 281/8-7-15 (min.0-1-8) 4 = 125/8-7-15 (min.0-1-8) 5 = 46618-7-15 (min.0-1-8) Max Horz 1 = 126(LC 9) Max Uplift 1 = -129(LC 12) 4 = -86(LC 13) 5 = -133(LC 12) Max Grav 1 = 281(LC 1) 4 = 125(LC 1) 5 = 466(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-357/520 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.OpsP 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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4 except Qt=lb) 1=129, 5=133. e) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard rimr®ig-Fle eA,.ngtlrrerie.14'A 11001 TINSUS(VIE1 Q111141 Ian witym,pps—tirtsmd itei nits oedit 6tslrtsign Otnist;P1md the Runt NorNa.li[ehrntekeel6elae ou. Misorb-ite tNleloe 15e 100, oYp �AHUEL MARTINEZ, P.E. �W1eh toepemrr pk(et s0pllkmed la mrfD01oktrrd babust 0esipn fngiom .r. Spaivlhlppmen4 de seal tp nyIM mpraeonn pnep+oe:e d&giolntinns togmeaisginp isadl'ylie2, detigo ofdr.11,Ties, driardwde100 only,pndaWI.I. Ihtksigr...goot,lud,jtorditiws; ' uAt5i0ntodarzalthisfnstlanrlutldingi,them,ppnxtrGlyoldrOvoer,thrO.reisootho�iuCogemwdtBo0dng0e,:pact,imM1e:othdoltkllt.deB(.IkW�tJhvddrq�odeacdilFl.lfieapgmmlddtlDDoodroefir4dmepllhehms,ur4d'agM1nd[mp.,btrge,i»WSavOnondMowq.+hr0t<de #047182 setpmdt0p tldr lvillinq 0eilgnm nnd(omana./Onhtwoul u+It ND and the pmttim atd gvidehoe, al lhr 4ddipq(tmpones,Solay Uloime+iee(/(S0 puh6srea tp!Fl ood Sl[I aerthamedlospunlgvidn<e.irl•I dehnesde rasµrt37idn nd data, of thtnn, 0evgen.Imu Wp[egintrad 10019 (harhan (ir. Irvoxmulchne rdnt n+hemm/�kedbyo(oMpnogttedupon ienikg6ye0pnnesutdrrd.50—ta"gtlepmeer nYOfmr lodding OeugnnmhiesSynem Eepnra fa mp Oo;l6oq Wrcphogted�im, arm dekedirlr4l. (apytigheQ701d A•1 tool Imsses Mmvel Yatli_et,P.[. lepiodudioo of thisdateum,ma"y tarn. St prmtihiled.ilh."aenpermiuroofromAIPool Gassn-11-4hiommn, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0689170 63896 V11 GABLE 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:07 2016 Page 1 ID:PZYQIsPvl vGypHj72i97f5yb7ks-Ml2fg3gMiOkivJaH7OyMOghpdgAgE2U3el6CB_zn8Fs I 74-0 10-8-7 7-4-0 34-7 3x4 Plate Offsets (X,Y)— (3:0-1-8,0-2-4 4x4 -- 5.05 12 M 1.5x4 l i 1.5x4 11 1.5x4 if LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight: 41 Ib FT = 0% LUMBER -- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-8-7. (lb) - Max Horz 1= 163(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6 except 7=-296(LC 12) Max Grav All reactions 250 Ito or less at joint(s) 1, 5 except 6=372(LC 1), 7=463(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-297/181, 4-5=-1 70/265 WEBS 3-6=-290/360, 2-7=-389/645 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6 except Qt=lb) 7=296. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard won.M.Pkas.d—plyrtr4.&11 loot ItOSki{'Saln1,I;DIItdI n1YfA[OMOInORS(USMElrmallcuowllOGIEW Inca y0ydesignpnaaamsand!anusasdie nou Gasignaa,riegRODdand the YuneltlmAeee.Pt.lelneae keel heMeau. Unlen lb.m.suedake TDO,.ahy �tlirel meaemrpWnthtnkpeedfa rDe fDObhe nthd Ata Tleer Oe+ipn FnpinueU.e, SpeeoMlepkae6lhe teal.a anyT00upeuta an.mephaedtAeprolnmma!<agineeringeespaav'6ipyla.IEedeeigs ofUa wngk rote depnm oche T00 anlr. wdn lP4l. the desip ms.mpdog4o5eg n.i�uem. MANUEL MARTINEZ, P.E. 'wuoW1nyand.—IihiTntsIn, ayluf1ocjhlh.nspamA,lure!the0.""11.0-4.atbmiaedopontrlh.I.dGngoesgnn,iathemnhalalthe llLthtiXlherm.1loldingtad, mdTPRTh. optimal efthe Too cod any field meofAtfind, indodieghendlel.Vvg,,imedlownand Weal, %baRbe?he #047182 respenvbfyalthe radd'ug 0etlgaer ana[amanm.Waal-dulm11e TO0 and lhepmtlitte and Vidahtt0d.h.1d.gL•mgeneNSdtly ulmmaioa llfSUpehtithedlglPloedSl(A ae rd add 1.p-alpideete.ITT.)JGnn6erap-&Jiitim and do., of IT. Imu Oaegou, Imo Mtn ragmen and 10019 Wilton (it. Tom, Yanolnunr. We" eth—.S. defined by t reactor opted open a nrtag by no pane. m.ore.d. 16 Tlms Oatiga tagaen is NOT the laddiag Owned a, Tenn Spum top -fa any b0diag. AO (epbolted mms m. a defiaed'uln 1. (appigM(c?0015 A•I PaolTeostm Manaeildal'ee4 P.F. Repetdatioa nleMs dtmmene, it mq ken.is peohkitedeilM1 nines pnmise:oa IronAl RoolT-tu-11-19atioee, I Orlando, ft 32832 A Job Truss Truss Type Oty Ply A0689171 63896 V13 Valley 1 1 Job Reference (options[) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 3x4 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 FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-7-15. (lb) - Max Horz 1= 200(LC 9) Max Uplift All uplift 100 lb or less at.joint(s) 5, 6 except 1=-104(LC 12). 7=-313(LC 12) Max Grav All reactions 250 lb or less at joint(s) 5 except 1=296(LC 1). 6=263(LC 1), 7=587(LC 23) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-180/259,4-5=-174/258 WEBS 3-6=-237/274, 2-7=-439/643 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=S.Opsf; BCDL=S.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 and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. Run: 7.640 s Oct 7 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Mon Feb 08 17:56:07 2016 7 1.5x4 II 3.25 12 4x4 % 5.05112 4 II 3 . 6 1.5x4 II 12-84 5 1.5x4 II CSI- DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.78 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.32 Vert(TL) n/a n/a 999 WB 0.19 Horz(TL) 0.00 5 n/a n/a (Matrix) Weight: 51 lb FT = 0% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except Qt=lb) 1=104, 7=313. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wmnnlg -Pkase �a:ugYf rzrua ibe'A 1 IOaI R4SSLSfSYl1t't 6[NlrLL a1NS t (ONDIaOAf (aS10YEi rSU1U?1(IYOYnIDDFYFIIr nine Yetlj dmige pmammess and lead owsoo �s not Bmigo0lariap I1DOland the dowel Yadkee. rt, relnevrt SAeN belle me. adem o h"iu irdtlo R oe m odp '� lMsameaorpktm,43a used Is, the lDO to be rtbd A,.T u. 10,,ip login (ie..spemm lagm<rrtrh„edan of 10'ew Mcus—pmae ofMep�olmtiana:ea�ararog"Vessubiny 1. Re derigr of it. oingkfrm,derirkd oa the ND adP, aedtr lP41.he&iip mustoom, W&I macdos>. MNNEL MARTINEZ, P.E..' sidobihlfandus,thbi,Tm,la,mrluddmdisthemWomDirdYatto,O.",IMO....%auff h.4M,.t.nhe10ki;0"Inn,itlhesww.1theRClhel6(,6.1omlbnAdiMmi—MM.TheoDAonsld6cWandanrfieHoseofIf,Past,ituNdicgbeedial.iraga,iuNllationondbmoar,sbabsthe #047182 ,esp-61ty of the fudging 06pe,aad(ooamml.AOan1nu1e0m6a tDD and lte pmdim.ed phban d the haddeg(cmp-stSdma+almmmim bfSll p.0,4d by lh and If[&eruef-sudla gneid Pik.."M debu,deiagot3Ldes and dotie.. May,mo Dedgam,rmm 0eugalymeermd 10019(harlton(ir. Imo, Ymulelorrt, wlem edmru defierd M a (onham ayeed open ie nilog MaD Dernx mrdn0. [be hm, Daugi ingmeer a A0r Ihr loddiy Oes;nn er hum SYskm Fopnnr for mp baildieq. 1A [epnotitrd yeim, ma of lefined h1t41. (appigM©7015 AI cool Tmssm - Yanuel Ymtineq P.r. lep,odatiao of this dau.Rot, n onJ!o,m. io po;.ilrited.ilh aitlen pnmim�oa hum AS Aoo(Tmnes-Y000elYonoea, r.(. Orlando, FL 32832