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583 COASTAL OAKS LN - TRUSS _i t Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek i A......A.si copy RE: 150367 - L 88 Atlantic Beach CC MiTek USA, Inc. Site Information: 6904 Parke East Blvd. i ea,FL 33610-4115 Customer Info: Southern Lifestyle Project Name: L 88 Atlantic Beach CC Model: 2t:: Lot/Block: 88 Subdivision: Atlantic Beach Country Club Address: City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 35 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rule,. ii.1 z No. Seal# Truss Name Date No. Seal# Truss Name 1 Date I 5 5 1 17224938 A01 7/7/015 18 T7224955 A19 17/7/015 + �s » w- I' 2 1T7224939 A03 7/7/015 19 T7224956 B01 7/7/015 I d - 3 117224940 A04 7/7/015 20 17224957 B02 7/7/015 4 1T7224941 A05 7/7/015 21 T7224958 CO1 7/7/015 1 •ii 8 pA 5 j 17224942 A06 7/7/015 22 T7224959 CO2 7/7/015 'I II 1 S z W ca z 6 T7224943 A07 7/7/015 23 17224960 J00 7/7/015 .�l wi w d 7 17224944 A08 7/7/015 24 T7224961 J02 7/7/015 ills W H c°a 3 8 T7224945 A09 _ 7/7/015 25 17224962 J03 7/7/015 0 ❑ ❑ 9 17224946 Al0 7/7/015 26 T7224963 J04 7/7/015 10 T7224947 Al 1 7/7/015 27 T7224964 JO4A 7/7/015 II p i El 11 17224948 Al2 7/7/015 28 17224965 J07 7/7/015 'i; r 4 Z g 12 17224949 A13 7/7/015 29 17224966 J07A 7/7/015 W 13 17224950 A14 7/7/015 30 T7224967 JO7B 7/7/015 c o 141T7224951 A15 L7/7/015 31_._117224968 JC04 7/7/015 1 > 15 17224952 A16 17/7/015 32 117224969 JC09 7/7/015 16 T7224953 A17 17/7/015 33 177224970 JC09C 7/7/015 i s 17 17224954 A18 1 7/7/015 34 117224971 PB15 7/7/015 ithJ ❑ ❑ The truss drawing(s)referenced above have been prepared by MiTek �.�`��p,S A. q��ti, Industries, Inc. under my direct supervision based on the parameters ��`O�•�G E�/V'�6),e,,t provided by TrussMart Bldg Compts, LLC. ,t`Z.••�\' F�•' ��s Truss Design Engineer's Name: Albani, Thomas :* �� .tdo 3938• • . ' My license renewal date for the state of Florida is February 28,2017. S�%/• IMPORTANT NOTE:Truss Engineer's responsibility is solely for ---STATE- •�- 4u design of individual trusses based upon design parameters shown :0,\'••� P•- �; on referenced truss drawings. Parameters have not been verified �°.,F '• O R t.�••'cl•%.` as appropriate for any use. Any location identification specified is �,�S, ON A1- tO- for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the , responsibility of the building designer. not the Truss Engineer. FL Cert. 6634 per ANSI/TPI-1, Chapter 2. July 7,2015 Albani,Thomas 1 of 2 RE: 150367- L 88 Atlantic Beach CC Site Information: Customer Info: Southern Lifestyle Project Name: L 88 Atlantic Beach CC Model: 2786 Lot/Block: 88 Subdivision: Atlantic Beach Country Club Address: City: Atlantic Beach State: FL No. Seal# Truss Name Date 35 IT7224972 PB15A 7/7/015 2 of 2 Job i f Truss Truss Type Qty Ply L 88 Anarnc Beach CC T7224938 150367 A01 Piggnbeck Base 1 1 Job Reference(motional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.630 s Jun 23 2015 MiTek Industries,Inc.Tue Jul 07 1 4:07:45 2015 Page 1 ID:UkpgkBdsbJPyVgdiYY2XKe y8hYl-FIPkTT3dsuBgv0T1vbt 4VnU5U3ut8KG3i11183z_S2C 6-7.11 tai 24 19-0-0. 26-6.0 ( 7ao0 6-2.2 46-4-5 i ai� Scale=1:94.2 &u8= 4x4= 6i8 = 7.00 12 5 e - _25 g• 26 a 7 Xi r5 4X4 i 4X4 4x6 i g 24 27 4x6 3 \/\/\/N 2x4 Il 2x4 tl R 7 \2 10 0 1 11 ° 4x6= 22 29 30 21 • 20 31 19 18 32 17 33 fyv i�ivvvv�iv�v t2 13 4x6 = 16 15 14 34 35 I 7-415 1 1444 1 1800 1 2257 1 3008 1 337-8 Q0 3B7-12 3 0 4500 771 X3300 i 7.4-15 0-114 a7-12 35.7 6.1.3 3-415 0-48 a7-12 OE-b 6•foo o •'I 7.415 Plate Offsets(X,Y)- 11:0-0-0,0-0-41,111:0-0.0,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lot) Men Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.29 Vert(LL) -0.14 17-19 >999 240 MT20 244/190 TCDL 70 Lunber DOL 125 BC 011 Vert(TL) -0,15 11-12 >640 183 BCLL 0.0 • Rep Stress Incr YES WB 0.74 Horz(TL) 0.02 11 nta nla BCDL 100 Code FRC2014/TPI2007 (Matrix) Weight:381 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins,eccept BOT CHORD 2x4 SP No.2 2-0-0 oc puffins(6-0-0 max.):5-7. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at mictpt 5-21,6-19,6-17,7-14 MiTek recommends that Stabilizers arld requred cross bracing be installed during buss erection,in accordance with Stabilizer Installation Quide. REACTIONS. All bearings 0-3-8 eccept(jt=length)1=0-4-0,14=11-8-0,11=0-4-0. (lb)- Max Hors 1=-325(LC 8) Max Uplift All uplift 100 lb or less at jctrt(s)13 except 1=-145(LC 10),21=-562(LC 10),14=-509(LC 10),11=-124(LC 10) Max Gray All reactions 250 lb or less at joint(s)16 except 1=421(LC 19),21=1861(LC 15),14=1494(LC 16),11=378(LC 20),13=250(LC 16) FORCES. (lb)-Max.Ccrnp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-23=-48W173,2-23=-370/189,2-3=-496/294,3-24=-470/312,4-24=-457/317, 4-5=-73/350,5-25=-403/417,6-25=-402/417,6.26=390/422,7-26=391/422, 7-8=-79/259,8-27=-357/271,9-27=370/265,9.10=396/247,10-28=259/141, �1111111/1JI 11-28=-382/124 X01, S A. fit' BOT CHORD 1-22=-105/470,20-21=160/274,20-31=-160/274,19-31=1601274,18-19=-33/482, �� _AP A4 ,, 18.32=-331482,17-32=-33/482,17-33=-152/266,16-33=-152/266,15-16=-152/266, 4� 0 e �• 14-15=-152/266,11-12=-22/279 .:,/.,,�•••�,\G�N`SF••97�,if WEBS 2-22=4261312,4-22--323/697,4-21=-715/456,521=-1020/347,5-19=-151x535, i. 6-17=-263/191,7-17=-141/464,7-14=-841/328,8-14=-635/417,8-12=-238/520, ▪ ••�- o 39381,_-!- -�'. 1012 433!316 * ��` - NOTES- 1)Unbalanced rod live loads have been considered for this design. 7 -O a- -,. - - - f :(CE Z.' 2)Wind ASCE 7-10;VUt=130mph(3-second gust)Vasd=101mph;TCDL=4.2p5t BCDL=3.0psf;h=251;B=45ft,L=53ft;eare=61t,Cat.II; • ti-'- ATE •I- - : LL/� Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-0 to 5-5-10,Irterior(1)5-5-10 to 11-6-1,Exterior(2)11-6-1 to . ,,N.„ A% . . ,• '• 41-5-15,Interior(1)41-5-15 to 47-6-6 zone;cantilever left and right exposed.end vertical left exposed;C-C for members and forces& '. < •• - 0 R‘�.•• \ ,'• 4)All vide sadequa6 M win unless o-eeveerw�'on date grip DOL=1.60 ,��ss��N Al�' `` •5)This truss has been designed for a 100 psf bottom chord live load rlonconcu'rent with any other live loads 6)*This truss has been designed for a live load d 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL= 10.0psf. FL Cert. 6634 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)13 except pt=lb) 1=145,21=562,14=509,11=124. July 7,2015 8)"Semi-rigid ptchts-eaks including heels'Member end fixity model was used in the analysis and design of this truss 4 . WARNING•Verify design parameters and READ NOTES ON IRIS ANDINCLUDS)MITEK REFER ANCEPAGEMII.7473 0211612015BEFOREOSE • Deegn valid for use only will MTek connectors.ltls design is based only upon parameters shown.and it for on rsz*Md6ti bsAdng component. Applicability of design barometers and proper ncorporafon of component is responsibility of buldng designer-not trues designer.6racrg shown is 10f lateral support of indvidxi web members orIy.Addliond temporary bracng to insure stability d.ring construction is the respoosbilty of the Mire k' erector.Addtiond permanent bracing of the overall stuctu'e c the responsbiity of the building designer.For general gvsdcnce regcrdng tdrication quality control.storage.delivery,erection cndbradrg,cor8M ANSI/1Ml orally Giaia,066-$9 and SCSI Nsidng Component 6904 Parke East Blvd. Safely Information waddle torn Truss Rate hitule,781 N.Lee Steel kite 312,Alexoldia,VA 22314. Tampa,FL 33610 Job r Truss Truss Type Qty Ply L 88 Atltadic Beech CC T7224938 150367 A01 Piggyback Base 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, MdAey,GA,31320 7.630 s Jun 23 2015 MiTek Industries,Inc.Tue Jul 0714:07:45 2015 Page 2 ID:UkpgkBdsbJPyVgdlYY2XKeyehYl-FIPkTT3dsuagvOT1rbtA4VnU5U3ut8KG3ilU83z S2C • NOTES- 9)Graphical purlin representation does not depict the size or the oriertation of the purlin along the top and/or bottom chord. • A WARNING•Verify design parameters sad READ NOTES ON THIS AND INCLUDED ANTEX REFER ANCE PAGEMI1.7473 rev.02Ff612016 BEFOREUSE. Design wild for use only wits MTek correctors.114$desys is based oriy upon paaneters shown and is for ail idJdud bas idrg component. • AppicciAty of designs pwaneters aid proper tscorporoton of component is resporsibilty of buldng designer-not truss designer.bracing shown MB' is for laterd support of i,dnid d web members orgy.Addtiond temporay bracing to insure stdbity dAng construction is the responsbify of the Mire k' erector.Addtiond permanent bracing of the Guard!stuctsre is the responsitiNy of the buld an ng designer.For gererrd guidance regardng fabrication guaffy Control,sbrage,deft ery,erection and bracing,consort ANSI/AI Quietly Crtaia,0514/and SCSI taddMq Commonest 6904 Parke E e9 Blnd. Safety Information awiatle tom Truss Rate Institute.781 N.Lee Street,Stile 312,Alexasdq.VA 22314. Tampa,FL 33610 Job r i Truss Truss Type Oty Ply L 88 Atlantic Beech CC 57224939 150367 A03 Piggsbeck Base 5 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.630 s do 23 2015 MiTek Industries,Inc.Tue Jul 0714:07:46 2015 Page 1 ID Ukpgk8dsbJPyVgdIYY2XKey6hYl-jVz7hp4FdCJXY92ES10PdiJestOCcYkPIM11 gWz_S2B I 6-7-11 1 12-9-14 1 19-0-0 I 26-6-0 1 34-0-0 I 40-2-2 46-4-5 53.0.0 I 1 1 6-7-11 6-2-2 6-2-2 7-6-0 7-6-0 62-2 6-2-2 6-7-11 Scale=1:94.2 6x8= 4x4 = an3= 7.00 12 5 ® m m23 i 24. ® ® 7 r1 Ss 4x4 i 4x4 dx6� 8 4 25 4x6 22 9 ,m /3 2x4 11 r 2(4 1/ 2 10 21 26 0 1 ' 11 ° 3 4x6 = 20 27 28 19 18 29 17 16 30 15 31 14 13 32 33 12 4x6 = 5x6= I 7-4-15 I 14-4-4 1 22.67 I 30-69 I 38-7-12 I 45-7-1 I 53.0-0 I 7-4-15 6-11-5 8-1-3 8-1-3 8-1-3 6-11-5 7-4-15 Plate Offsets(X,Y)- I1:0-0-0,0-0-41,111:0-0-0,0-0-41,119:0-3-00-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRP TCLL 20.0 Plate Gnp DOL 1.25 TC 029 Vert(LL) -0.17 13-15 >999 240 MT20 244/190 TCDL 7.0 Limber DOL 1.25 BC 0.77 Vert(TL) -0.37 13-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES W8 0.92 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix) Weight 381 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-4-15 oc pirins,except BOT CHORD 2x4 SP No.2 2-0-0 oc puffins(6-0-0 max.):5-7. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at micpt 5-17,6-17,7-15,7-13 2 Rows at 1/3 pts 5-19 MiTek recommends that Stabilizers and regLsred cross bracing be installed airing truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ibrsize) 1=245/0-4-0,19=2334/0-3-8,11=1319/0-4-0 Max Hors 1=-325(LC 8) Max Uplift 1=85(LC 10),19=-844(LC 10),11=-473(LC 10) Max Gray 1=313(LC 19),19=2667(LC 15),11=1491(LC 16) FORCES. (Ib)-Max.Comp/Mai.Ten -All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-266/153,4-5=-8/667,5-23=-688524,6-23=-687/525,6.24=-1225/737, 7-24=-1226/736,7-8=-1974/1007,8-25=-2321/1109,9-25=-2363/1098,9-10=-2444/1085, 10-26=-2360/988,11-26=-2480572 607 CHORD 1-20=-224/268,20-27=475/316,27-28=-475/316,19-28=-475(316,18-19=118/325, 11{1111111111 18-29=-118/325,17-29=-118/325,16-17=173/962,16-30=-173/962,15-30=-173/962, 01 '/f 15-31=-261/1169,14-31=-261/1169,13-14=-261/1169,13.32=511/1656, %S 0PS A. q4 #/ 32-33=-511/1656,12-33=511/1656.11-12=-740/2048 .s..x0 e �� WEBS 2-20=-433(316,420=-327/704,4-19=-721/459,5-19=-1878/738,5-17=-450/1312, `�`r•••\,�CENS�••.9�i • 6-17=-993/511,6 15=-116/597,7-15=-298/164,7-13=-018(952,8-13=-687/442, r. 8-12=-294/640,10-12=-380/288 H1) 3938 �-- NOTES- --- •`. 1)Unbalanced roof live loads have been considered for this design. : ,-.. '',r 2)Wind ASCE 7-10;VUt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=251k B=45fk L=53ft eave=6ft;Cat.II, , AT • Exp C;Encl.,GCpi=0.18;MWFRS(xirectional)and C-C Exterior(2)0-2-0 to 5-5-10,lrterior(1)5-5-10 to 11-6-1,Extenorl2)11-6-1 to —0:,t-i,,‹;•..,<, •41-5-15,Interior(1)41-5-15 to 47-6-6 zone;cantilever left and rigrt exposed;end vertical left exposed;C-C for members and forces& � Q P .._ `; MWFRS for reactions shown;Limber DOL=1 60 plate grip DOL=1.60 0� <'• • 0 A 1 • f-.. `%. 3)Provide adequate drainage to prevent water pondirlg. • \ M 4)All plates are 3x6 MT20 unless otherwise indicated. 11i j/0 N AI-�,�%` 5)This truss has been designed for a 10.0 psf bottom chord live load rtonconctrrent with arty other live loads. II 1111j1� 6)•This truss has been designed for a live toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical correction(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1 except(jt=lb) FL Cert. 6634 19=844,11=473. 8)•Semi-rigd p tchb-eaks including heels'Member end fixity model was used in the analysis and design of this truss July 72015 9)Graphical purlin representation does not depict the size or the orientation of the punin along the top and/or bottom chord 4 _ - i AWARNING•Verify dearpn psram•Nra sad READ NO7ES ON IRIS AND INCLUDED MiTEK REFER ANCE PAGEMN•7473 rev.0211612015 BEFOREUSE. • Design void for use only vnth MTek correctors.Zhu design is based only upon paaneters shown and is for an indnictuct b0idrg component. Appicatity of desi,¢r Parameters and propel tnCOlporaf On of con -onenn115 fespornsibity of bOldng designer-not Ines designer.GOCitq*own is for laferd support of indnidxl web members only.Addtiond tearporary bracig to insure stcbety dung construction is the responsibility of the MiTek' erector.Addtiond permanent bracing of the*vac!stvctvre is the responsibility of the biting designer.For gen erd g.AdanCe regordng fabrication.away contra,storage,deisery,erection axnbracing,coma ANSI/VII Quality Gloria,IMS-111 and KM guiding Component 6904 Porte E ad Mat. Safety Ydomeatlon available torn Truss Rate ktsitute.781 N.Lee Steet SLite 312.Alexandra,VA 22314. Tampa,FL 33610 Job a 1 Truss Truss Type Oty Ply L 50 Atlantic Beech CC 17224939 150367 A03 Piggybedc Base 5 1 Job Reference(optional) TRUSSMART BULDINO COMPONENTS, Midway,GA,31320 7.630 s Jun 23 2015 MiTek InW9ries,Inc Tue Jul 0714:07:46 2015 Page 2 ID:Ukpgk6dsbJPyVgdlYY2XI<e}8hYI-jVz7hp4FdCJXY92ESIOPiJestOCcYkPlM11gWz S2B • • • • • • 4 ► A WARNING•Verify design pwarnefere and READ NOTES ON THIS AND RICLUDW MIT 81 REFERANCE PA GE M11•7473 rev.02/161208 8SFOREUSE Design ecsid for use only with MTek convectors.leis design is lamed only vpon perm eters shown and is form ixirUwd bvidrg component. • • Applicability of design parameters and proper incorporation of component it respor1t3ty of buidng designer-not teas designer eraci g shown, o for lateral support of indn idld web members only.Addtiond ten oray bracYg to insure std>ity during construction is the responsb5y of the Mire k erector.Addtlond permanent bracing Of the on erd shackre u the responsitiily of the bang design.For generd guidance regadny fabrication,qualify control,storage,delNery,erection and braarg,conxM AP61/W l Wally Warn,OSS-IP and 6tSI uidwsg Cannoned 6904 Parke E a9 ECM. Sagely Inionafnn available from Truss Rate I sitvte,781 N.Lee Street,Suite 312,Alexmdia,VA 22314. Tempe,FL 33610 • Job• 150367 1 Truss A04 Truss Type Piggyback Base Oty Ply 7 1 L 88 Atlantic c Beach cc Job Reference(optional) un Man TRUSSMART BUILDING COMPONENTS, Mideey,OA,31320 7.630 s J 23 2015 M lrsduffiries,Inc.Tue Jul 07 14:07:48 2015 Page 77224940 t ID:Ukpq kBdsbJPyVgdlY Y2X K81 8hY1-ft5t5\6W9pZEnTBcaj2ti7P Nh4X4Y0i1gVI810z_S29 I 6.5-11 I 12.5.14 I 18-6-0 19}}0{0 26-6-0 I 34-0-0 I 40-2-2 I 46-4-5 1 53-13-0- I 65.11 6.0.2 6-0-2 0.6-'0 7-6-0 7-6-0 62.2 6-2-2 6-7-11 Sc ale:1 r8'=1' 6x8= 4x4 = 5x6 11 7.00 12 3x1 II 5 6 27 7 28 8 i1 4x4 4x6 i �4 9 29 4x6/0410000.3 1 8 10 4x4% Vrd 11 � 30 1 20 18 12 P 0 e o :;/. t 32 19 33 5x8=re • fit 4x6 = 24 23 22 21 3x6= 16 15 14 13 4x6= 346 = 548= 3(4 II 17 3x6 2xd II 2x4 II 5<8 = 3x4 II 3x10= I 65-11 I 14-4-4 I 18-60 1 26-6-0 I 33-10-0 I 40-2-2 1 464.5 1 53-0-0 I 6-5-11 7-1 0-9 4-1-12 8-0-0 7-4-0 64-2 6-2-2 6-7-11 Plate Offsets(X,Y)-- 11:0-0-0,0-0-41,120-1-12,0-2-01,18:0-3-2,0.2-51.19:0.1-12.0-2-01,111:0-1-12,0-2-01,112:0-0-0,0-0-41,118:0-2-4,0-2-01.120:0-2-0,0-3.01.122:0-4-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) Velefl L/d PLATES GRP TCLL 20.0 Plate Grip DOL 1.25 TC 029 Vert(LL) -0.14 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 072 Vet(TL) -0.33 18-19 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 052 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix) Weight:404 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-8-7 oc purlins,except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins(6-0-0 max.):6-8. WEBS 2x4 SP No.2 801 CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except 1 Row atmidpt 5-20 10-0-0 ix bracing 16-18 WEBS 1 Row at m iopt 2-22,4-22,6-20,6-19,7-19 MiTek recommends that Stabilizers and requred cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=118/0-4-0,22=2511/0-3-8,12=1274/0.4-0 Max Hcrz 1=-325(LC 8) Max Uplift 1=-100(LC 20),22=-864(LC 10),12=-466(LC 10) Max Gray 1=207(LC 19),22=2587(LC 15),12=1317(LC 16) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shorn. TOP CHORD 1-25=99/339,2-25=-42/370,2-3=-162/743,3-26=-141/814,426=-139/862, 5.6=291/383,6-27=-1024/697,7-27=-1023/697,7-28=-1310/816,8-28=1311/816, 8-9=-1575/863,9-29=-1627888,10.29=1670877,10-11=-1750864,11-30—2039/964, Wil ifff f1 12-30=2159/947 �r,%� Si,, BOT CHORD 1-24=323/173,23-24=-323/173,22-23=-323/173,5-20=-440/290,20.31=-254/211, `•�� PS A. ;q< �/,i 31-32=254/211,19-32=-2541211,19-33=173/962,18-33=-173/962,8-18=160/448, ' Q .•CAE N e °e- 14-15=-719/1775,13-14=-719/1775,12-13=-719/1775 :•,<C,,-•` •\,\ `s6••.9/1..J WEBS 2-24=0/313,2-22=665/321,4-22=-1766/751,20-22=-1135/661,420=-484/1485, .. �: 6-20=980/362,6-19=-597/1366,7-19=-820/517,7-16=-187/510,15-18=-50811452, `* fvo 3938Q^ -• 9-18=-463/265,11-15=-541276,11-13=0/269 . 'f r� NOTES- '� 1)Unbalanced roof live loads have been considered for this design. + '' ` 2)Wind ASCE 7-10;Vut=130rnph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psY h=25ft;B=45ft;L=5311;eare=6lt;Cat.II; - ``• -ATE 1- : Exp C.Encl.,GCp1=0.18,MWFRS(rirectional)and C-C Exterior(2)0-2-0 to 5-5-10,Interior(1)5-5-10 to 11-6-1,Extenor(2)11-6-1 to 0_,<\•.•T . . , 41-5-15,Interlor(1)41-5.15 to 47-6-6 zone;cantilever left and nght exposed;end vertical left exposed;C-C for members and forces& •,, ( Q R>a N..•`• \ ,e 3)mcttl sadequate a a drainage designed eo prevent vent psf bottom pooh hard true load nonconcurrent with any other live Toads. ,,,ISS+0 N Al,�,,�`, 5)•This truss has been designed for a live load et 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Provide mechanical comeclion(by ethers)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=100, FL Cart. 6634 22=864,12=466. 7)"Semi-rigd pitchtxeaks including heels"Member end fixity model was used in the analysis and design of this truss. July 7,2015 8)Graphical purlin representation does act depict the size or the orientation of the purlin along the top ancYor bottom chord. 4 -- - r A WARNING•Verify design parameters Rad READ NOTES ON 7N1S AND INCLUDED ANTES(REFERANCE PAGE Ari1.7473 rev.02116.12015 BEFOREUSE Design valid for use onty vAh MTek connectors.TVs design is based pay Upon parameters shown and u for an irxividuA buidrg component. Appbcotility of design parameters axl proper ncorporaionof component is resporaibity of to ildnq designer-not toss designer.tracing shove'. is for tatted support of rid iWd web members orly.Addtiond temporary bracing to insure slctri ty axing construction is the responsibility of the MiTek- erector.Addfiond permanent bracing of the overca skvctsre is the responsibility of the bding designer.For generd g.Adasce regadrg fadtcotrort ck.alty control,storage,delivery,erection a'mdbraarg,conaAt ANSI/W11 Otsoey CWWino,068-19 and RCM Inkling Congener* 6904 Parke E eG Bhd. Safely kMosreobn available tom Truss Rote nsDkrte,781 N.Lee Street Sure 312.Alexrndia.VA 22314. Tampa,FL 33610 Job• t Truss Truss Type Oty Ply L88 Atlantic Beach CC 77224940 150367 A04 Pigm back Base 7 1 Job Reference footionall TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.630 s Jun 23 2015 MiTek Industries,Inc.Tue Jul 0714:07:48 2015 Page 2 ID:UkpgkBdsbJPyVgdIYY2XKeyBhYl-ff5t5\ \%9pZEnTBcaf2ti7P_Nh4X4YOiIgW3IOz_S29 • AWARNING•Verify des*"psr antes and READ NOTES ON THIS AND INCLUDED NITS(REFER ANCE PAGEANT-7473 rev.02116170158EFOREUSE. • Design v7id for use only With With l t iTek connectors. is design is based oily Upon peraneters shove,aril is for cn incbidual b ddrg component. Applicatity o1 deaicn paanefars aW props ncorporafon of component is respordtity of bWldng designer-ant truss designer.Mactg shown MIT" is for lateral support of inchicud web members oNy.Addtiond temporay bracing to issvre stcbaty d/mq construction is the responsibility of the Mire k' erector.Addtlond permanent bract g of the overtl structure is the responsbiNy of the b.Adng designer.For general g.dance regvdng fabrication,quality control,storage,delivery,erection audbrccirg,cormAt ANSI/111 dually Glens,0611-SF and SCSI Budding Coaponert 6904 Parke EaR Blvd. Satiety kdearation awiatie tom Truss Hate hitivte,781 N.Lee Skeet,Suite 312,Alexasdia,VA 22314. Tempe,FL 33610 Job. r Truss Truss Type Oty Ply L 88 Atlantic Beam CC 17224941 150367 #05 Pigptbeck Base 1 1 Job Reference(gotiona0 TRUSSMART BUILDING COMPONENTS, Midwey,GA,31320 7.630 s Jun 23 2015MiTek IntlW6ies,lnc.Tee J40714:07:49 2015 Page 1 ID UkpgkBdsbJPyVgdIYY2XKe)8hYk83fFJ168w7h5Pdrra80)6FLx9M5S?pyLr_KGhHrz_S28 I 6.7.11 I 12.9-14 I 19-0-0 I 25-11-6 I 34.40 I 442.2 I 46-4-5 I 53-40 I 6-7-11 62-2 6-2-2 6-11-6 40.10 6-2-2 6-2-2 6-7-11 Scala 1/6 1' 304 II 4x6 = 4x8 = 3c4 II Eixg= 7.00 12 56 ® ® m 77 ® ® 9 :4 0/x8 2x0/ II 4x61 4 10 29 4x6 3 11 2x4 II 4x4 2 12 25 13 o 1 .... 11111;, 5x8 �3 19 18 I_ G,d 6 4x6= 24 23 31 32 22 21 204 II 5x8= 17 16 15 14 4x6= G 346 = 546 = 3x4 II 304 II 3x6 = 2x4 II 316= 6x12= I 6-7-11 I 14-4-4 I 13 8-6 I 25-11-6 I 32-2-6 I 40-2-2 I 46-4-5 I 53-0-0 67-11 7-8-9 5-4-2 6-3-0 6-3-0 7-11-12 62.2 6-7-11 Plate Offsets(X,Y)— 11:0-40,0-0.4115:0-3-0,0-3-121.112:0-1-12,0-2-01.113:0.0-0,40-41.118:0-2-0,0-2 01.120:0-2-0,0-2-01,122:430,0.3.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) Men Lid PLATES GRP TCLL 20.0 Plate Grip DOL 1.25 TC 027 Vert(LL) -0.12 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.35 16-17 >999 180 BCLL 0.0* Rep Stress Irtcr YES WB 073 Horz(TL) 0.09 13 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix) Weight:416 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-9-0 oc purllns,except 807 CHORD 2x4 SP No.2 2-0-0 oc purlins(6-0-0 max.):5-9. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except 1 Row at midpt 6-20,8-18 WEBS 1 Row at mictit 7-20,9-16,4-22 MiTek recommends that Stabilizers and required cross bracing be installed dtlnng truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=97/0-4-0,22=2536/438,13=1264/44-0 Max Harz 1=325(LC 9) Max Uplit1=-155(LC 20),22=-870(LC 10),13=-465(LC 10) Max Gray 1=190(LC 19),22=2652(LC 15),13=1292(LC 16) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-25=-65/456,2-25=42/486,2-3=-191/430,3-26=-157/460,426=-152/469, 4-5=-284/313,5-6=-282/343,6-27=-2831343,7-27=-2831343,7-28=12131797, 8-28=1213/797,8-9=-1211/796,9-10=-1734/1061,10-29=1571876,11-29=-1615/866, 11-12=1695/853,12-30=-19901960,13-3I>-2110/944 {{{11fffl BOT CHORD 6-20=263/123,20-33=-1139888,19-33=6139/888,19-34=739/888,18-34=-139888, ��``,PS A, q,'III 15.16=717/1734,1415=-717/1734,1314=-717/1734 .`,0'. ••.1 .. •••• CB . WEBS 2-24=474/350,7-19=01385,7-20=-13111563,7-18=-235/561,12-14=01260, �` .� ' .\C E N S*.'.li 12-16=-548/283,10-16=-4 24/332,9-16=-410/780,9-18=-96/313,16-18=-28511120, ." . - `:0, 4-22=-2117/976,4-24=-394/813,2422=1118826,4-20=-520/1483 •• * :: t+,11-6-39381:1_,-.4 --7 NOTES- 1)Unbalanced roof live loads have been considered for this design. ° _ �, 2)Wind ASCE 7-10;Vu¢=13Qnph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25R;B=4511;L=53ft ea er65,C .II; - Exp C;Encl.,GCpi=0.18;MWFRS(cirecllonal)and C-C Exterior(2)0-2-0 to 5-5-10,Irteriorr(1)5.5.10 to 11-6-1,Exterlor(2)11-6-1 to •• ,.1t ATE t- • i ••41-5-15,Interior(1)41-5-15 to47-6-6 zone;cantilever left and right exposed,end vertical left exposed;C C for members and forces& ..<� R C)..*P:\�,`••MWFRS for reactions shown;Lumber DOL=1.60 pate grip DOL=1.60 �i . 0 3)Provide adequate drainage to preventwater pondirg. III SS '....... ��%` 5)nTiesrtruss has been designed for a live load Of 20.0psf on the brit mnchord in ll s where a rectangle 3-6-0 tall by 2-0-0 wide will �'�f;�N Ai \`� fit between the bottom chord and any other members,with BCDL= 10.0psf. 6)Provide mechanical correction(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jib--lb) 1=155, 22==870,13=465. FL Cert, 6634 7)"Semi-ngd pitchtxeaks including heels'Member end fixity model was used in the analysis and design of this truss. 8)Graphical purlin representation does net depict the size or the orientation of the purlin along the top anchor bottom chord. July 7.2015 1 t A WARNING•Verify design parameters acrd READ NOTES ON 71415 AND INCLUDE)MITER REFERANCE PA GEMIi.7473 rev.0217612075 BEFORE USE. Design valid to use only vAh Wet connectors this design Is based oily upon parameters show`),and u for as indssd ix71 b ldrg component. . Appticdbifty of design parameters aid proper rscorporolon of component e responsibility of baking designer-not truss designer.trocw shown III is for lateral support of nd),id d web members oily.Addflond ten' .orcry bradrg to insure stabity citing construction is the responsbiity of the MiTek' erector.Addtiond permanent bracing of the overd stuchte is the responsibility of the baking designer.For generd gsAda'sce regarcig falxicalio4 quaity control stordme,dehery,erection a W bracing,consult At61/111 Dually Crlata,DS1•111 and SCSI Mulcting Comported 6904 Parke E ad BIM. Safely kdomalba available torn Tres Plate'astute.781 N.Lee Steet Suite 312,Alexasdia,VA 22314 Terve,FL 33610 Job, , Truss Truss Type Qty Ply L 88 Marta Bees,CC 17224942 150367 n06 Piggyback Base 4 1 Job Reference(ootionall TRUSSMPRT BLILDING COMPONENTS. Midway,OA,31320 7930 s Jun 23 2015 MiTek Industries.Inc.Tue Jul 07 14:07:52 2015 Page 1 ID:UkpgkBdsbJPyVgdIYY2XKe}BhYl-YeKOxt90D23gG4VNpZVpszZepISF019HglULu9z 525 1 67.11 I 12.614 1 19.0-0 1918¢ 25.11-0 1 32.2.0 3440[ 462-0 1 50-6-0 1T-.7--O0 1 67.11 62.2 62-2 o--b 63-0 630 1610 11.2-0 5-60 5x6 = Scale=1:111.7 4x6= 5x6= 70012 204 II 618= 5 6 736 37 8 9 • n 3x4 II 4x8 i 1 5x6 �x6 4 1 4 1011�dx6� 35 2z! II 3 1 t2 �! o 13 5x6 34 2 [ 39 3x4 II 14154x6.� 1 27'~�,;_ o b1 5x8= 42 435x8 = g _ _D•' 17 - d 4x6 = 33 32 40 41 31 30 3x10= 26 25 23 218 4x6 = d 3x6= 5x6 3x4 II 3x4 II 3x4 II 3x4 II 3x6= 8x8= 5x8= 3x4 II 4x6= 58x8= 9x8= 53ao 1 67.11 1 14-44 1 1668 1 21x114 I 32-26 1 39-80 -6q 4.60 5r-C, 1 67.11 7.69 642 630 630 7-5-10 0 600 2-40 Plate Offsets(X,Y)-- [1:0-0.0,0-0-41,[5:0-3-0,0-3-12],[16:0-2-4,0-2-0],[17:0-0-0,0-0-4),[19:0.2-12,0-2-8),[21:0-2-0,Edge),[22:0.2-120.2-121,[24:0.2-12,0-2-4[27:0-5-8,0.2-8[, 128:0.3-8,0-1-81.129:0-5-8,0-2-81,131:0-3-0,0-3-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Lid PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 039 Vert(LL) -0.27 21-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 073 Vert(TL) -0.76 21-22 >606 180 BCLL 00 • Rep Stress Incr YES WB 073 Horz(TL) 0.17 17 n/a ri/a BCDL 10.0 Code FRC2014/TPI2007 (Matra) Weight:445 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc puffins,except SOT CHORD 2x4 SP No.2*Except* 2-0-0 oc puffins(6-0-0 max.):5-9. 21-22 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-10-4 Oc bracing. Except WEBS 2x4 SP No.2 1 Row at midpt 6-29,1024 WEBS 1 Row at midpt 7-28,6-28,8-28,9-24,4-31 MiTek recommends that Stabilizers and requred cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 1=1010-4.0,1 7=122304-0,31=2685/0-3-8 Max Hort 1=325(LC 9) Max Uplift 1=-263(LC 20),17=-449(LC 10),31=-930(LC 10) Max Gray 1=138(LC 19),17=1251(LC 16),31=2758(LC 15) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)cr less except when shown. TOP CHORD 1-34=162/660,2-34=139/690,2-3=0/631,3-35=01661,4-35=01671,5-6=129/273. 6-36=756/603,7-36=-756/603,7-37=-756603,8-37=-7561603,8-9=1127/755, 9-10=-1709/1050.10-11=1642/904,11-38=-1772/929,12-38=1784/923, 00MM/it 12-13=-1858/912,13.39=-3609/1675,14-39=-3658/1661,14-15=-3570/1593, •>% 1/1 15-16=-2498/1140,16-17=-1685/777 �,�� 0PS, A q4 ',,� BOT CHORD 1-33=-561f228,32-33=-879/472,32-40=-879/472,40-41=-879/472,31-41=-879/472, �� Q ••C E N. ••6 ''= 6-29=-1359/639,29-42=-329/251,28 42=3291251,28-4 -23111047,27-4 -231/1047, ,�" ` • ,C 1•8-27=-52/391,10-24=-1306/647,21-22-82412004,19 20 -241/371,18-19=-155/367, NV 3938 15-19=1031W25,17-18=-508/1131 � •/ -r y WEBS 2-33=-487/358,4-33=-406/833.7-28=-370/301.6-28=-579'1286,8.28=-658/270. * ••/ '•r.* .:_ 13-22=-697/391,13-21=-618/1456,9-27=145/169,9-24=-4661876,24-27=-247/1036, ,.-ri- 15.21=-259/668,19-21=-874/2203,22-24=-355/1449,10-22=-315/900,29-31=-1285/712, — - - r • _ I) 4-31=-2175/1013,4-29=-543/1531,16-19=-689/1579,16-18=-634/294 = f�:,1"f "5`TAT E ' O • �v. NOTES-balanced roof live loads have been considered for this design. ��, <'•'C' 0 A 1'0 P'• '= 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0pst h=251t B=45ft L=53ft ease=6R;Cat.II; •, 1S ' '.`% • 41-5-15,Encl., nterior(11)41-5-15 tMWFRS-6-6 zone;cantilever left and right exposed end vertical Interior(1) eft exposed;C-C or members and fortes ,''el,. N A`' ‘‘...7,,-....-0:` MWFRS for reactions shown;Lumber DOL=1.60 pate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nlonconctrrent with any other live loads. FL Cert. 6634 5)•This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will _ fit between the bottom chord and any other members,with BCDL=10.0psf. July 7,2015 4 - _ - I A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDE)NITS(REFERANCE PAGEMR-7473 rev.0246/2055 BEFOREUSE. • Design valid for use only v4t1 MTek connectors,this design is based orgy upon parameters shown.and is for an nchkav 4 bJidrg componer4. Amicability of design parameters and proper incorporafon of component is responsit lily of baking designer-not 1suss designer.bracing shovel III is for heed support of ind'id./d web members only.Addtiond temporary bractg to insure stctity dery construction is the responsibility of the MiTek' erector.Addtiond permanent bracing o f the overall strvctcre is the responstiity of the building designer.For general guidance regadng sdxlcdioh quality control,storage,del ery.erection andbrodrg,consult ANSI/W11 aunty Cebei6,DSO-Stand SCSI Bolding Caaponed 6904 Parke E al Blvd Safety Inkamatlmn oxalate fe tom Tess Plate nsilute.781 N.Lee Steel.Sute 312,Alexaidia,VA 22314. Tampa.FL 33610 Job. 1 Truss Truss Type Oty Ply L 88 Mantic Bead,CC 17224942 150367 406 'iggsback Base 4 1 Job Reference(optional) TRUSSM ART BUILDING COMPONENTS. Midway,GA,31320 7.630 s An 23 2015 MiTek InduMri s,Inc.Tue Jul 07 14:07:52 2015 Page 2 ID:UkpgkBdsbJPyVgdlYMKe dhYl-YeKO1d90D23gG4'rNpZVps7ZepISF019HglULu9z S25 NOTES- 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb)1=263.17=449.31=930. 7)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this buss. 8)Graphical purlin representation does not depict the size or the onertatifxt of the purin along the top an6Yor bottom chord. • 1 � AWARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PA GENII-7473 rev.0211612015 BEFOREUSE. Design void for use only win NTTek connectors.1his design is boxed only upon parameters shown and a for an indvidv txlidrg component. • Appfcabity of design parameters and proper i,corporofon of component is responsibility of bs icing designer-not tees designer.bracing shown is for laterd support of indvidxl web members only.Addtiond temporary bracig to insure stobity dnhg constrXalion is the responsibility of the MiTek' erector.Addtiond permanent bronzing of the overdl stvctue a the responsbifty of the biAldng designer.For generd gsAdcnce regadng fabrication(patty control,storage,defvay,erection and bracing,consult ANSI/1n1 amity Criteria 091 49 and ICS Balding Component 6904 Parke East Blvd. Safety Irdomiation avafd4e torn Truss Plate Ins 1 lute,781 N.Lee Street,Suite 312,Alexandra,VA 22314, Tempe.FL 33610 Job. • Truss Truss Type City Ply L 88 Atlantic Bean,CC T7224943 150367 A07 Piggyback Base 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7630 3 Jun 23 2015 MITI*Indutries,Inc.Tue,U 07 14:07:55 2015 Page 1 ID:UkpgkB dsbJPyVgdlYY2XKe)BhYl-yDOWLuBvVzSF7YEyUh3WUtB93WfyDfuM 4Jz S22 1 6-7.11 1 a2-2 1 62 2 101801 011-b 6a0 1 32-243 1 16.-2..00 [ 5"-°543-0 f 40 1 5x6= Scale=1:111.7 X46= 5x6= 7 12 2x4 I I 648= 56 736 37 8 9 • • :t 344 II 4x6 i 4x8 i ] 1011 15c6 i 4 x6 35 t 2X4 II 3 1 1 12 4x4∎ o 13 5x6 iM 34 2 39 3x4 is 14 15�6 1 `;:- 16 '� 29 27 �` c .. 5x8= 42 28 43518 = = '=' a 4x6 = 33 32 40 41 31 30 3410= 26 2318 4x6 = d 346= 546 344 II 344 II 344 II 344 II 3x6= 5c8 = 548= 344 II 4x6 = 5x8= 8c8= 53-00 1 67.11 I 1444 [ 10-86 I 25-11.3 1 32-2.6 1 3380 @-$Q 40.80 5Q 1 67.11 7.89 542 630 63.0 7.510 11pd 400 0�2-40 Plate Offsets(X,Y)-- [1:0-0-0,0-0-4],15.0-3-0,0-3-12],[16.0-2-4,0-2-01,117:0-0-0,0-0-41,[19:0-2-12,0-2-8],[21:0-2-0,Edgej,122:0.2-12,0.2-12],124:0-2-12,0-2-4],127:0-5-8,0-2-81, [28:0-3-8,0-1-81,[29:0-5.8,0.2-81.131:0-3-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Lid PLATES GRP TOLL 20.0 Plate Grip DOL 125 TC 039 Vert(LL) -0.27 21-22 >999 240 MT20 244/190 TCDL 7.0 Limber DOL 125 BC 0.73 Vert(TL) -0.76 21-22 >606 180 BOLL 0.0 ' Rep Stress Irtcr YES WB 0.73 Horz(TL) 0.17 17 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix) Weight:445 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purtins,except BOT CHORD 2x4 SP No.2*Except 2-0-0 oc purtins(6-0-0 max.):5-9. 21-22 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-104 oc bracing. Except WEBS 2x4 SP No.2 1 Row at midpt 6-29,10-24 WEBS 1 Row at m idpt 7-28,6-28,8-28,9-24,4-31 Mi Tek recommends that Stabilizers and required cross bracing be installed dunrg truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=-10/0-4-0,17=122310-4-0,31=2685/0-3-8 Max Horz 1=325(LC 9) Max Uplift 1=-263(LC 20),17=-449(LC 10),31=-930(LC 10) Max Gray 1=138(LC 19),17=1251(LC 16),31=2758(LC 15) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shorts. TOP CHORD 1-34=162/660,2-34=139/690,2-3=0/631,3-35=0/661,4-35=0/671,5-6=-129+273, 6-36=756(603,7-36=756/603,7-37=756/603,8-37=-756/603,8-9=-1127/755, 9-10=-1709/1050,10-11=1642/904,11-38=-17721929,12-3 -17841923, ',�11111f111/ 12-13=1858-912,13-39=3609/1675,14-39=3658/1661,14-15=-3570/1593, �� III 15-16=2498/1140,16-17=-1685/777 % PS A, 4 �'• �1` ,..... ., BOT CHORD 1-33=-561/228,32-33=879/472,32-40=-879/472,40-41=-879/472,31-41=-879/472, ♦ Q S, •e,4 ', 6-29=1359/639,29-42=-329/251,28-42=-329/251,28.43=-231/1047,27-43=-231/1047, :♦ �`,•'V EN•• .•. i • 8-27=52/391,10-24=-1306/647,21-22=-824/2004,19-2 -241/371,18-19=-155/367, •r� ... 15-19=-1031/425,17-18=-508/1131 ■* : NO 3938 s ---. - WEBS 2-33=-487/358,433=-4061833,7-28=370/301,6-28=-579/1286,8 28=-658/270, '_■ 13-22=-697/391,13-21=-618/1456,9-27=-145269,9-24=-4661876,24-27=-247/10 , N .- - 15-21=-259/668,19-21=-874/2203,22-24=-355/1449,10-22=-315+900,29-31=-1285r712, = _ 4-31=2175/1013,4-29=543/1531.16-19=-68W1579,16-18=-634/294 •i.a•..�+r ATE !r 41 Z. NOTES- i O '�� 1)Unbalanced rod/live loads have been considered for this design. '�i�<••.! 0 R I 0 .'\ , 2)Wind:ASCE 7-10;Vut=130mph(3-second gust)Vasd=101mph;TCOL=4.2psf;BCDL=3.0psf;h=251t;6=4511;L=53fl eave=6R,C .II; 1, 61 .... • ♦♦ Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extertor(2)0-2-0 to 5-5-10,Irterior(1)5-5-10 to 11-6-1,Exterior(2)11-6-1 to ',/,‘)AO N AL-C" S` • 41-5-15,Interior(1)41-5-15 to 47-6-6 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces& 1/1111111 I1��, MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to preventwater pondirg. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FL Cert. 6634 5).This truss has been designed for a live load ot 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. July 7,2015 a i , .. AWARNING.Veriy design parameters am!READ NOTES ON THIS AND INCLUDED MiTEr4 REFER ANCEPAGEMii.7473 rev.02/1612015 BEFOREUSE. Design valid for use only wAlh MTek connectors.lhis design is based orly upon paaneters shown and is for on individ rx7l bvi4irg component Appicdciity of design barometers and proper incorporation of component is responsibility of bvldig designer-not truss designer.kooky;st»ww, is for taterd svppod of inddWd web members orly.Addtiond ten oraybroci g to inure stability dung construction is the responsibility of the erector.Addtiond permanent bracing of the overdl sfrvcRre is the responstiity of the building designer.For general guidance regackg MiTek fabrication,qua ty control,storage,delivery.erection aid brocsrg,consult Afbl/fIl amity Casio,DSLfY and 1CS1 rAsiding Commoner, 6904 Parke E tat Elva Safely AMaanafon available tom Truss Rote Irsitute,781 N.Lee Steer.SUte 312.Atexandia,VA 22314. Tampa,FL 33610 Job. . Truss Truss Type City Ply L 88 Manic Beast CC 17224943 150367 A07 Piggyback Base 1 1 • Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.630 s Jun 23 2015 MiTek Industries,Inc.Tue Jul 07 14:07:55 2015 Page 2 ID:UkpgkBdsbJPyVodIYY2XKey3hYl-yDOWLuByVzSF7YEyUh3WUcEt93WfyDfukMGjOVUz S22 NOTES- 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(Jt=1b)1=263,17=449,31=930. 7)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 8)Graphical purlin representation does not depict the size cr the orientation of the purlin along the top and/or bottom chord. • A WARNING•Verily des.ga parameters sat READ NOTES ON THIS AND INCLUDED M?TEK REFERANCEPAGEM11•7473 rev.02/16/20158EFOREU SE Design valid for vse only vAfn MTek connectors.This design is bided only upon paaneters shown aid's for cn isinidual bcidrg component. • Appica ity of design parcrneters axlproper ncorporaton of component is responsibility ofbsidng designer-not truss designer.bracing shown is fa laterd support of indnidxt web members oily.Addfiond temporay bracing to route stability cluing construction is the responsibility of the erector.Addtiond peo n:neat bracing of the ovad stuctcre is the responsibiity of the busking designer.For generd gcadcnce regcrcing MiTe k' fabdcdion crudity control,storage,delivery,erection and bracing,consult At1S1/1P1t Wally Crisis.0511-t0 and SCSI Bolding Component 6904 Parke E e9 131W Salley Information a tiatre tom huts Plate Institute,781 N.Lee Steel,Scite 312,Alexandio,VA 22314. Tampa,FL 33610 Job. • Truss Truss Type Oty Ply L 88 Sanaa Beam CC 77224944 150367 A08 Hip 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midwsy,GA,31320 7.630 s,Mn 232015 MiTek Indutries,Inc.Tire.k40714:07:562015 Pagel ID:UkpgkSdsbJPyVgdlYY2X1<81 6hY1-OOavnECXGHa6kio92OallpkMXvoUy7htbwSZtxz S21 I 5.11.11 I 11.514 1 17.40 I 23-8-0 I 36.40 I 41-6-2 1 47-45 I 53.40 1 5-11.11 5-6-2 5.6-2 6-8-0 12-4-0 5.6-2 5.6.2 511-11 Scale:1/8'=1' 6-8 = = 4x6= 3x4 II 7.00 12 7x10= 5 6 77n 8 _ 9 10 5 8„ \ ,. 2 14 0 0 6 4x6 = 25 24 32 23 n 21 33 18 17 34 16 15 4x6= d a 3x6=3x6= 3:6= 4x6= 344 II 3x4 113x6 = 36= 6x8= 6x8 = 3c10= 1 7-4-15 1 14-4-a 1 17-40 1 23-8-0 I 31-40 133-6-01 41-6-2 I 53-0-0 I 7-4-15 6.11-5 2-7-12 6-8-0 7-8-0 2-2-0 8-0-2 11.514 Plate Offsets(X,Y)-- f1:0-0.0,0-0.41,15:0-5-4.0-3-01.110:0.6-12D-3-81.114:0-0-0,0-0-41.[19:0-2-0,0-3-01.12a0-6-4,0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (lox) /deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 028 Vert(LL) -0.36 14-15 >646 240 MT20 244/190 TCDL 7.0 Lumber DOl- 125 BC 078 Vert(TL) -0.92 14-15 >253 180 BCLL 0.0 • Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix) Weight 413 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x4 SP No.2*Except* 2-0-0 oc puflins(6-0-0 max.):5-9. 14-16 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6.0.0 do bracing. Except WEBS 2x4 SP No.2 1 Row at middpt • 6-20,8-19 WEBS 1 Row at m iddl3t 5-23,6-19,10-15,9-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-4-0 except(jt=length)23=0-3-8. (lb)- Max Harz 1=292(LC 8) Max Uplift All uplift 100 lb or less atjdrt(s)except 1=-126(LC 10),23=-500(LC 10), 17=-570(LC 10),14=-205(LC 10) Max Gray All reactions 250 lb or less atjfont(s)accept 1=358(LC 19),23=1598(LC 15),17=1701(LC 16),14=590(LC 16) FORCES. (lb)-Max.Comp/Mac.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-26=-377/157,2-26=280/159,2-27=332201.3-27=3061214,3.4=-296/222, 4-5=-13/531,5-6=-181/301,9-10=0/460,10-11=6221434,11-12=-425/252, ,%0111111.111 BOT CHORD 1-25=-124/352,22-23'340/260.8 9,355(261.117-18=-31810,17-34=-285256, ,%00p.,S� A , ',�' 1634=285/256,15-16=285(256,14-15=2261505 `�•,0„-••G N e �� WEBS 2-25=-368(277,425 -243/581,4-23=636,395,5-23=-914/319,5-20=-146/425, ` ` \ `S 9 i 20-22=287/255,6-19=390/186,13.15=-431/308,11-15=-400/321,10-15=-466/955, • '• - �••�'.' i 9-17=-1406/672,17-9=-442/478,9-19=-280/664 0 39380 t' * . ..�="• NOTES- J/ 1)Unbalanced roof live loads have been considered for this design. -' y •rte 2)Wind ASCE 7-10;Vu t=13pnph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25lt B=451t L=53fl eave=6ft Cat.II; - ;r' Exp C;Encl.,GCpi=0.18;MWFRS(drectional)and C-C Exterior(2)0-2-0 to 5-5-10,Irteritr(1)5-5-10 to 9-6-1,Exterfor(2)9-61 to +W=-''STAT E t " .••W 17-0.0,Intenor(1)245-15 to 28-6-1,Exterior(2)36-0-0 to 52-10-0 zone;cantllever left and right exposed;end vertical left exposed;C-C for members and faces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 i''��• .( Q R 1 Q ' ' • 3)Provide adequate drainage to preventwater ponding. ',,�616i••......._ 5)-This his truss has been designed for a live psf ad of 20.0psi on the ottomncohord all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �'��g N A;, ��` fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Provide mechanical connection(by Others)of truss to bearing plate capable of withstanding 126 lb uplift at joint 1,500 lb uplift at joint 23 ,5701b uplift at joint 17 and 205 lb uplift at joint 14. FL Cert. 6634 7)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 8)Graphical purlin representation does not depict the size cr the criertation of the purlin along the top and/or bottom chord. July 7.2015 i _ AWARNING-ve.-iryaexQrr per weer. READ NOTES ON TINSAND INCLUDED MIT E(REFER ANCEPAGEAN1.7473rvv.02n612015BEFOREUSE. Design wad for use only wts MTek connectors.this design is based only upon parameters shown and is for an ncivdxl buidrg component. • Appkcaitity of design parameters aid proper noorp0rot00 of component is resporablty of bilking designer-not truss designer.bracing shown is for lateral support of iridwd.ial web members only.Addtiond temporary bracing to insure stdoity awing construction is the responsibility of the erector.Addtiond permanent braining of the overd stuchre Is the responsibility of the butdng designer.For generd guidance renaming MiTek' tatricdion quality control,storage,deiwy,erection aidtxacirg,consult AKO/RIt Gay Crania,061137 and SCSI Wading Cor•poned 6904 Parke E est 81id. Seedy Nroimatbn available tom Trues Rate isktute,781 N.Lee Steet-SUte 312,AleoaMia,VA 22314. Tampa,FL 33610 Job• • Truss Truss Type Oty Ply L 8e Atlantic Beach CC T7224945 150367 409 HIP 1 1 Job Reference(optional) TRUSSMPRT BULDINO COMPONENTS, Midway,OA,31320 7.6305 An 23 2015 MiTek Industries,Inc.Tue Ai 0714:07:59 2015 Page 1 10:Ukpgk8dsbJPyVgdlYY2XKe)BhYl-r7 F1PGEPZCygb9XJXX7SfSMry7rt9RGJHuhDeFz S2_ Q 5380 6-11.11 11-5.14 17.40 2340 29-80 3680 39E-0 434 96.2.0 �-&0 -&Q I 511.11 I 56.2 I 662 I 640 1 640 I 640 1 Sao Od 460 I 440 400 2.40 I 4x8 = Scare=1:105.7 7.00 12 &8 2x4 I I 4x6= 0x8= 5 6 35 36 737 8 9 3x4 II i 4x6 i 1011 46 4 12 4x4 3 38 N4 \\ 34 13 6 \/ :‘ I 5x6 �.• 3 2 I 3x4 II 33 14154x6 3 _ --�4!rr. r 17 P. 8 / 4x6= 32 40 41 31 30 42 43 29 28 27 44 26 25 23 2 18 4x6= 3x6 = 3x6= 3x10=3(6= 244 II 4x8 = 3(4 II 3x4 II 5x6 = 048 = 5x8= 3x411 4x6 = 0x8 = e 8 Q 5380 7.415 6--u 23.40 29-60 3680 3 40 8- �-&0 5p89 I 7-415 1 911 5 I 817 12 I 640 I 640 I 380 Od 900 1100'2.40 I Plate Offsets(X,Y)-- 11:0-0-0,0-0-41.116:0-2-4,0-2-01,1178-0-0,0-0-41.1190-2-12,0-2-81.121:0-2-0,E 0:m1,122:0-2-8.0-3-01.124.0-2-12,0-2-81,129:0-4-12,0-1-81.131:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 C8I. ',EFL in (lox) Vdef1 Lid PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 039 Vert(LL) -0.27 21-22 >999 240 MT20 244/190 TCDL 7.0 Lunber DOL 125 BC 0.73 Vert(TL) -0.76 21-22 >608 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.15 17 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix) Weight 430 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins,except BOT CHORD 2x4 SP No.2'Except• 2-0-0 oc purlins(6-0-0 max.):5-9. 21-22:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. Except WEBS 2x4 SP No.2 1 Row at midpt 10-24 WEBS 1 Row at midpt 5-29,6-29,8-29,9-26 2 Rows at 1!3 pts 5-31 MiTek recommends that Stabilizers am required cross bracing be installed during buss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 1=-21/0-4-0,17=1222/0.4-0,31=2697/0-3-8 Max Harz 1=-292(LC 8) Max Uplift 1=-253(LC 20),17=-443(LC 10),31=-955(LC 10) Max Gray 1=124(LC 19),17=1283(LC 16),31=2884(LC 15) FORCES. (Ib)-Max.Comp/Mar.Ten.-All forces 250(Ib)Cl'less except when shorn. TOP CHORD 1.33=-163(672,2-33=-140/675,2-34=100/664,3-34=81/691,34=78/700, 4-5=-249/1114.5-6=-5341466,6-35=534/467,35-36=-534/467,7-36=-534/467, 7-37=-534/467,8-37=-534/467,8-9=1156/739,9-10=1706/993,10-11=-1756/960, 11{I t t t 11, 11-12=1850/928,12-31=-1870/920,13.38=1927i911,13-39=-3704/1671, ,t�{� t�I� 14-39=-3754/1657,14-15=3667/1593,15-16=-2565/1141,16-17=1729/778 `t� p,S A 4 ��i BOT CHORD 1-32=-564/211,32-40=-832/451,40.41=-832/451,31-41=-832/451,31-42=-584/365, ,%% 0'.•••••E N••iz4.4?...9 iee 30-42=-584/365,30-43=-584/365,29-43=-584/365,26-29=-204/960,27-28=-204/960, ��`,••\,\C S ?� !. 27-44=-204/960,26-44=-204/960,10 24=1271!561,21-22=-8292971,19-20=-240/384, _ 18-19=-155/376,15-19=-1059/426,17-18=508/1160 `15 39381. •-- "' WEBS 2-32=388(286,4-32=-258/585,4-31=-639/403,5-31=-2121/954,5-29=-665/1589, * 7 6-29=-361!271,O-29=-9231404,8-27=0/329,&26=-112/363,9-26=-279/165, /'j- 24-26=-258/1000,9-24=-4791891,22-24=-333/1439,10-22=-418/1059,13-22=-693/405, tar; r. 13-21=610/1477,19-21=876/2260,15.21=256/687,16-19=-690(1622,16-18=-650/294 + ' 1p �'�' •• -- ATE ♦ CL/: O.. :,..IL/ 1)NOTES-balanced roof live loads have been considered for this design. l'42;k:••;• O A>r 0 P:\�∎ 2)Wind:ASCE 7-10;Veit=130rnph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft L=53ft;eare=6ft;C .II; ii s G%� 17--0-0,nterior(1)24-5-15 to 28-6-1-Exterior(2)36-0-0 52-10 0 zone;Dcartilever left and rilght exposed;end vertical rleft exposed,C-C r°'�Sl0 N Ai� �� for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 pate grip DOL=1.60 3)Provide adequate ctainage to preyentwater pondirg. 4)This truss has been designed for a 100 psf bottom chord live load rlonconcurrent with any other live loads. FL Cert. 6634 5)'This truss has been designed for a live load d 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. July 7,2015 4 _ r A WARNING•Verify deasn parameters and READ NOTES ON TINS AND INCLUDED AI/TEK REFERANCE PAGE Ar11R7473 rev.02/16/7015 BEFOREUSE. • Design wid for use only with NITek connectors.'his design is based only upon paameters shovr and is for cn rid dud butdrg component. AGpicabilty 01 design parameters and proper Fncorporaf on of component is responibity of bolding designer-not trvs 1 designer.irocig shown is for laterd support of inchicbd web members only.Addtiond terrporcrybroarg to insure stcbity dying construction is the responsbaty of the erector.Addtiond permanent brodrg of the ouerd structure is the responsbiily of the bolding designer.For generd guidrnce regadng MiTek' fabrication,quality control,storage,defven.erection cndbracirg.connM ANSI/All Ovally Csiaio,DSB-119 End ICSI guiding Component 6904 Parke E ast Blvd. Solely irfosmotbn a.dabie from Truss Rate In:flute,781 N.Lee Street Sslte 312.Alexandia,VA 22314. Tempe,FL 33610 Job. r Truss Truss Type Qty Ply L88Aflertic Beech CC 17224945 150367 AD9 HIP 1 1 Job Reference(optional] TRUSSMART BULDINO COMPONENTS, Midney,OA,31320 7.630 s Jrm 23 2015 MiTek Industries,Inc.Tue Jul 0714:07:59 2015 Page 2 ID:Ukpq kBdsbJPyVgdlYY2X KeyOhYl-r7F1 PGEPZCygb9Xj}X 7Sf SMry7rt9RGJHuhDeFz_S2_ NOTES- 6)Provide mechanical comedian(by others)of truss to bearing plate capable of withstanding 253 lb uplift at joint 1,443 lb uplift at joint 17 and 955 lb I.plift atjoirt 31. 7)'Semi-rigid pitchbreaks including heels'Member end fray model was used in the analysis and design of this buss. 8)Graphical purlin representation does not depict the size or the onertation of the puffin along the top and/or bottom chord 0 i WARNING.Verily design pxsmet•rs'wed READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PA GEMIF7473 rev.02/16/2015 BEFORE USE • Design wid for use only vAh N1Tek correctors.leis design is based only upon percmeters shovel and is for on indridud bvddrg conponerd AGpic±Mty of design parcrneters and proper incorporafon of component is responsibiity of butdng designer-not truss designer.troche shove's is for toterd support of indhidJd web members only.Addtiond temporay brockg to huge stdDiity airing construction is the responsbity Of the MAO( erector.Addtiond perrrrarsent brodrg of the overci stvctue is the response lity of the biding designer.For generd gvidcnce regadng fabtcation,gwlity control,stooge,deirery,erection asdbrodrg,corrutt ANSI/Wit Oualty Criaia,0611-89 and RCS1 Building Component 6904 Perke E e4 BM. Safely Infoneolon ceciable torn Truss Plate hsi Wte,781 N.Lee Skeet.Sute 312,Alexcndta,VA 22314. Tempe,FL 33610 Job. r Truss Truss Type City Ply L 88 Atlantic Beach CC 17224946 150367 MO lip 1 1 Job Reference(optional) TRUSSMART B1JLDINO COMPONENTS, Midway,GA,31320 7.630 s Jun 232015 MiTek lndustries,lnc.Tue,M10714:08.002015 Page I ID UkpgkBdsbJPyVgdIYY2XKey 8hYI-JBpPdcF1KV4XDJ6vMEehBvOWX8TuxYTW l i9iz S1z 7-8-13 1 15-0.0 I 22-8-0 I 30.4.0 I 38.0.0 I 45-3-3 I 53.0.0 I 7-8-13 7-3-3 7-8-0 7-8-0 7-8-0 7-3-3 7-8-13 Scale=1:92.5 44 = 6x8= 4x4= 4x6= 08= 3 i X19 _ 20 5 g e e 7 7.00 12 r � � � a 2x4\\ 2x4// 2 8 18 1 9 0 0 j d 1x6 = 17 22 16 23 15 24 1425 13 26 27 12 28 11 29 10 4x6_ 3x6= 3x6= 51(6= 3x6 = 3x6 = 3x6= 3x6= 3x6= I 9-7-13 I 18-10-0 I 26-6-0 I 34-2-0 I 43-4-3 I 53.00 I 9.7-13 9-2-3 7-8-0 7-8-0 9-2-3 9-7-13 Plate Offsets(X,Y)-- (1:0-0-0,0-0-4L 19:Edge,0-0-4I,115:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lox) I/deft Ud PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 040 Vert(LL) -0.28 10-12 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 125 BC 0.90 Vert(TL) -048 9-10 >852 180 BCLL 0.0 * Rep Stress Irtcr YES WB 070 Horz(TL) 0.04 9 n/a n/a BCOL 10.0 Code FRC2014/TPI2007 (Matrix) Weight:342 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-2 oc puffins,except BOT CHORD 2x4 SP No.2 2-0-0 oc puffins(6-0-0 max.):3-7. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at mix it 3-15,4-15,6-13,7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lblsize) 1.330/0-4-0.9.1053/0-8-14,12501/0-4-0 Max Hon 1=-258(LC 8) Max Uplift 1=-134(LC 10),9=-387(LC 10),15=-875(LC 10) Max Gray 1=391(LC 19),9=1159(LC 16),15=2739(LC 15) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)IX less except when shown. TOP CHORD 1-18=-360'164,2-1 -259/202,2-3=-322/242,3-4=115/822,4-19=-385/356, 19-20=385/356,5-20=-385/356,5-6=-385/356,6-7=-958/586,7-8=-1697/89, 8-21=-1663/787,9-21=-1800(768 BOT CHORD 1-17=207/323,17-22=-476/331,16-22=-476/331,16-23=-476(331,15-23=-476/331, 2165--2247==--317151//26388,-1142--2247==-3156293 88-,12-28=226/9277,11-28=272619277,11 29=226(927, ```{{{{{I1lIf/i'II, 10-29=-226/927,9-10=-558/1461 %‘0V,*PS, A• c, ...„_• WEBS 2-17=533(412,317=-3721811,315=1103(538,415 -15911773,4-13=d17J1185, .% O . ' ENS;•• 9�� „6-13=-914/466,612=-119/537,7-12=2601173,7-10=3451758,8-11 -485/385 :,/,.. V\ C` •,•• / .• NOTES- .• ,NO 39380. -; Job• t Truss Truss Type Qty Ply L 88 Atlantic Beam CC 77224947 150367 All Hp 1 1 Job Reference(ootiona0 TRUSSMART BUILDING COMPONENTS, Midway,GA.31320 7.630 s dal 23 2015 MiTd Industries,Inc.Tue Jul 07 14:06:03 2015 Page 1 ID:Ukpgk8dsbJPyVgdlYY2XKe)HhYl-jmVYFdHwdQS64nrVyNCOpIWVE1685GxwCV1Rm1 z_S1w '280 I 12-2-0 [2.1 0.0 I 843-0-0 i�d 5 o 31-41 04 0.8.0 ] 7-3-3 i 8� Scale 1!8"=1' 5x6 = 7.0012 7x10= 5x6= 4x6 =5x6= Eke= 5 ® ® ® 33 6 7.34 m 35 8 m 10 m m 11 12 4x6 i 4 2x4 // ° 3 13., \11100p. 31 36 5x6 i 2 1 r_�_;, 14 a 4x6 = 30 27 26 25_ 23 37 26518 17 38 16 39 15 4x6_ d 3x10 = 6412=548= 6x8= 5c8 = 346 = 316= 346= 5(8 = 548 = 240 1 1220 f7441�„ 23460 1. d 30.40 3p-4Q 33-00 41.63 53.00 2.40 0100 2-2.4 635 O 560 30d 2-2.0 I 663 o 11.13 0-07 Plate Offsets(X,Y)-- [1:0-0.0,0-0.4],[20-2-12,0-2-8j,15:0-5-0,0-3-121[11:0.4-4,0-2-121,114:0-0.0,0-0-4],[19.0-2-0,0-2-0],121:0-2-4,0-2-41,1220-5-8,0-4-4124:0-2-12,0-2-81, 126:0-4-0,0-2-121,1280-6-0.0-2-81,129:0-5-0,0-1.41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 0.50 Vert(LL) -0.32 28-29 >532 240 MT20 244/190 TCDL 70 Lumber DOL 125 BC 0.90 Vert(TL) -0.82 28-29 >207 180 BCLL 00 • Rep Stress lncr YES WB 0.79 Horz(TL) 0.05 14 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix) Weight:442 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x4 SP No.2 2-0-0 oc puffins(6-0-0 max.):5-11. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except 10-0-0 oc bracing 29.30,28.29,24-25,14-15. 1 Row at midpt 6-24,9-21,1019 WEBS 1 Row at midpt 2-28,5-26,24-26,7-21,11-17 MITek recommends that StaDlltzers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 04-0 except(jt=length)26=0-3-8. (lb)- Max Horz 1=-258(LC 8) Max Uplift All uplift 100lbor less atjoirlt(s)1 except 14=-196(LC 10),26=-649(LC 10),17=-521(LC 10) Max Gray All reactions 250 lb or less atjdnt(s)1 except 14=558(LC 16),26=1784(LC 15),17=1660(LC 16) FORCES. (lb)-Mac Comp/Max.Ten.-All forces 250(lb)cr less except when shorn. �>>1611/l................... TOP CHORD 1-2=-295/171,2-31=259/685,31-32=237/719,3-32=-236/730,34=233/837, ��Z 4-5=-45/652,7-34=0/358,34-35=0/358,8-35=0/358,8-9=0/358,9-10=0/362, ♦♦♦♦ �PS, A' 10-11=0/391,11-12=6424,12-13=-5671376,1336=5351319,14-36=-6721299 BOT CHORD 1-30=-164/295,2-29=0/256,28-29=-314/681,4-28=600/458,26-27=-482/0, :_).,.• \G E Ns••. 9?� , 6-24=-341/122,22-37=-455290,21-37=-455/290,10-19=-587/161,14-15=-164611 .- I. WEBS 2-28=-1261/728,26-28=-597/634,5-28=-366/621,5-26=-1422/719,24-26=-659i 52, •• O 39380 5-24=318/672,22-24=331275,7-21=334/114,19-21=-494/389,10-21=-301309, *;r _"/. 17-19=-632/526,11-19=-250/624,11-17=1372/671,12-15=-339/781,13-15=-527/405 - .- --e • y-. NOTES- ▪ :▪ : ' ATE.A. t ,"- 1)Unbalarxed roof live loads have been considered for this design. 2)Wind ASCE 7-10;Volt=130mph(3-second gust)Vasd=tOtmph,TCDL 4.2psf;BCDL=3.Opsf,h 25ft 6=45ft;L=53ft taut=65 CAA: ��,�.1<'-'"I. Q, . . '. Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-0 to 5-5-10,Interior(!)5-5-10 to 7-6-1,Exterior(2)7-6-1 to �� Q R \0,.� \ ♦• 3)for members bens argil forces 22-5-15 MWFRS FRS for wa�parading Lumber DOL=1.60 platcantilever rip DOL=1 right 0 exposed;end vertical left exposec#C-C e.##,71''OA- N A'�`,`�♦♦ 4)All plates are 3x4 M 72 unless otherwise incfcated. 5)This truss has been designed for a 10.0 psf bottom chord we load nonconcurrent with any other live loads. 6)•Tris truss has been designed for a live load cr 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall M 2-0-0 wide will FL Celt. 6634 fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical comedian(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) July 7,2015 14=196,26=649,17=521 AWARN1NG-Verity des+gnparameters artd READ NOTES ON 7141$AND 1NCLUDW NITER REFER ANCEPAGEM11-7473 rev.024612015BEFORE USE. ■ Design void for use only wit,MTek connectors Trs design is bated only upon paran eta s shown crd is for an r ..d d bvidrg component. AppicdolifY of deagn peraneters andproper rtcorporaton of component is responsibility of buldrg deag er-not tries desiger.tracing shown is for laterd support or indhi Wd web members only.Addtiond temporay bracig to insure stcbity d.ning construction is the responsbiity of the Mire k' erector.Addtiond permanent bracing of the overall stnrctue is the responsbiity of the busking designer.For generd gsndance regardng fabrication.crudity control-storage.delivery,erection and bracing,consult AHSi/!f 1 Wally triad,D51-SF and SCSI[aiding Comported 6904 Parke E ant Bln1. Safely Inlolwalbn oiala lte from Tess Rate Institute 781 N.Lee Street Ssite 312,Atexandia,VA 22314. Tampa,Fl.33610 Job. e Truss Truss Type Oty -Ply L 88/Mantic Beech CC 17224947 150367 All H4 1 1 Job Reference(optional) TRIJSSM/RT BULDING COMPONENTS, Midway,GA,31320 7.630 s Jun 23 2015 Millis Industries,Inc.Tue Jul 07 14:0803 2015 Page 2 ID:Ukpq Id3dsbJPyVgdl YY2X 14 eAthYl-jmVYFdHwdOS64nrVyNCOpMNEl 85GxvCVIRm1 z_St w NOTES- 8)"Semi-rigid pitchb'eaks including heels'Member end fixity model was used in the analysis and design of this truss. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top andfor bottom chord. • 1 � A If ARMONO•Verify design parameters and READ NOTES ON DOS AND INCLUDED MEEK REFER ANCE PAGE 1011.7473 rev.0 18 612 0 15 BEFOREUSE. Design did for vse only with MTek connectors.this design is based or1 y upon parcmeters shown a d is for as ncivdwl b eci g component. • Applicability of design parameters ad proper incorporation of component is responsibility of bsBdng designer-not tees designer eraag shown is for lateed support of ind'Wd web members orgy.Addtiond temporcrybraan to inure amity axing construction is the respOnibety of the Mire k' erector.Addtiond permanent bracing of the overd sfuctue is the responsbtfy of the Wiling designer.For genera guidcnce regardng fabrication quality control,storage,delivery.erection and bracing.core/ AHSI/RII Wally Gaeta,06809 and SC51 gui0ing Competent 6904 Parke E est Blvd. solely INomtalion a cIc 4e from Tnes Nate hsilvte,781 N.Lee Steet,SUM 312,Alexcndia,VA 22314. Tempe,FL 33610 Job. . Truss Truss Type Oty -Ply L 88 Atlantic Beach CC 77224948 150367 Al2 lip 1 1 Job Reference((ptional) TRISSMART BUILDING COMPONENTS, Midway,OA,31320 7.630s3.m232015MiTek Industries,Inc.TueA40714:06:042015 Pagel ID:Ukpgk8dsbJPyVgdlYY2Xl 6hYl-By3wSzlY0kav OhW4jdM✓3jU8cDgio3R90_Rz_S1y 6613 1 13.40 I 18-10-0 1 2660 34-2-0 40-0-0 l 465 3 53-0-0 6-6-13 6-5-3 5-740 7-8-0 7-8-0 6140 6-5-3 6-6-13 Scale=1:92.5 6x8= 4x4 = 2x4 II 06= 4x4= 848 = 3 m 4. ® ®23 ® 2 •a ® ® ® 8 7.00 12 m m 4x4* 444 2 9 e 1 >111111114141.' 0 o - i�Cn�nnn C CA�c�C Co a a a 4x6 = 21 20 19 18 26 17 76 27 75 14 13 12 4x6= 2x4 11 3x6 = 346 5x6 = 3x6 3410= 3x6 = 346 3x6= D<4 11 11 66-13 13-0-0 ) 18-10-0 I 26-60 34-2-0 1 39-8-8 40,9-0 45-3-0 46-5q 50-9-8 153-0-01 6-6-13 6-5-3 5.140 7-8-0 7-8-0 5-6-8 43'•8 5-3-0 12.3 4-4-5 2-2-8 Plate Offsets(X,Y)- )1:0-0.0.0-0-41,120-1-12,0-2-01,13:0-5-0.0-3-01.18:0-5-0,0-3-0),19:0-1-12,0-2-01,I10:Edge,0-0-41,118:0-3.0,0.2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lox) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 028 Vert(LL) -0.07 15-16 >999 240 MT20 244/190 TCDL 7.0 LimberDOL 125 BC 046 Vert(TL) -0.1715-16 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.88 Horz(TL) 002 18 n/a n/a BCOL 10.0 Code FRC2014/TPI2007 (Matrix) Weight:359 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins,except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins(6-0-0 max.):3-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at mif$tt 3-18,4-18,7-16 MiTek recommends that Stabilizers and requred cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All beanngs 0-4-0 except(jt=length)13=11-1-0,13=11-1-0,12=11-1-0,11=0.3-8. (lb)- Max Herz 1=224(LC 8) Max Uplift All uplift 100 lb or less atjoInt(s)10,11 except 1=-193(LC 10), 18=-626(LC 10),13=-337(LC 10),12=163(LC 10) Max Gray All reactions 250 lb or less atjdnt(s)10,11 except 1=522(LC 19), 18=1879(LC 15),13=1094(LC 16),13=1014(LC 1),12=403(LC 16) FORCES. (lb)-Max.Camp/Max.Ten.-All faces 250(lb)or less except when shown. TOP CHORD 1-2=-689/342,2-3=-258210,3-4=28/427,4-22=-322/306,22-23—3221306, 5-23=-322/306,5-24=-322/306,6-24=322/306,6-25=-322/306,7-25=-322/306. 7-8=-349/340 {{{{I1!!IlII BOT CHORD 1-21=-197/646,20-21-197/546,18-26=-461/343,17-26=-461/343,16-17=-461/343, �r,�{ 4II 16-27=-51/317,15-27=51/317 �.�, �PS• •A' q� F,,, WEBS 2-21=0/287,2-20=-647/383,3-20=161/461,3-18=856/358,4-18=10001571, `�� Q . - N S,••4S e', 4-16=-380/861,5-16=-421/285,7-15=-391/261,8-15=-276/684,8-13=-847/390, , `�•• \, �''•• 9-12=-311/253 ✓. • vo 39380 - NOTES- * . 'Ir—�•�� 1)Unbalanced roof live loads have been considered for This design. _ .; 2)Wind ASCE 7-10;Vut=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=2511;B�5ft;L=53R eave=6ft;C .II, — r �'�;�..• Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extenor(2)0-2-0 to 20-5-15,Interior(1)20-5-15 to 32-6-1,Exterior(2)32-6-1 to -.- .._. 4.---- ATE r _e.:• •40-0-0 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown •O -- Lienber DOL=1.60 pate grip DOL=1.60 •� .n'•.A` O R 10 P: �,� 3)Provide adequate drainage to preventwater pondirg. i� .. .-A0..... _` 4)This truss has been designed for a 10.0 psf bottom chord live load rlonconctrrent with any other live loads. 0, s '........' \ ,,• 5)f•Tbryesst between thehas botb3 chord and araiylive load membe0p with BCDL�omO cchpad in all areas where a rectangle 3-6-0 tall by 2 0 0 wide will #i,;.'O N Al oo 6)Provide mechanical comection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10,11 except(jt=lb) 1=193,18=626,13=337,12=163. 7)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. FL CQ1t, 6634 8)Graphical purlin representation does not depict the size or the ortertatim of the purlin along the top and/or bottom chord. July 7,2015 • • AWARNING-VoNty design parameters Dad READ NOTES ON THIS AND INCLUDED MPS<REFER ANCE PAGEMII.7473 rev.021,6/20/6 BEFORE USE. Design did for use only'Mtn MTe6 correctors.11/5 design is based only upon parameters shown.and is for al n3vd7d bv4drg component. - AGpiccbiry of design parameters and proper i.corporaf on of component is responsibility of bolding designer-not huts designer.Macro stwwhn 1 M III 11 is for Weed support of ind icbd web members only.Addliond ternporvy bracng to insure stcbefy doting construction is the responsbity of the MiTek- erector.Addtiond pemhanent bracing of the overall stuchre is the responsbfity of the bunting designer.Forgenerd gsAdmce regarding fabncdhon quality control,storage,delivery,erection and bradro,consue Af61/Hi Wally Ctiesto,DSII-if ad SCSI Bolding Component 6904 Parke E aG Blvd. Safety Inkmooion awdatie torn Tees Plate Institute,781 N.Lee Steel,Suite 312,Alexasdla,VA 22314. Tampa,FL 33610 Job. . -Truss Truss Type Qty Ply L 88 Atlantic Beech CC T7224949 150367 A13 Hip 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Mickey,GA,31320 7.630334n 232015 MiTek Inctetrie3,Inc.Tue Al 0714:08072015 Pagel ID:UIpgl6dsbJPyVgdlYY2XKey8hYl-cX1c ?KQgfyYZC8GBCGKzBhDxlXW13CW7devoz Sts 40{� Yj 13340 Q 3�1 Q I 240 60/ 7'760 7-Od I 5400 I 540 Od 580 I-6d 440 I 4400 } 63.3 I 63-0 3 I 6160 Scale=1:90.1 3x4 11 5x6= 9466%8 4x4 = 5x6 = 5x6 = 4x4 = 6x8 = 3x4 115 6 7_ 8 938 _ 39 10 11 12 41 13 14 7.00 12 4 e e 0 a r: a r. m e :i 2x4 // 5x6% 15 448 i 0 2 3.� t _ 16,fir—!,- -L=.‘. '12.-L!f, -it-..-,‘.4 ) - 25 d 3?29 28 41 42 27 43 2'20 19 44 18 45 17 a 3x4 II 3x4 11 3x4 II 3(4 II 3x6 = 3x6= 346= 3x4= 648= 5(8= 5x8= 4x8= 12 7-0O 7100 i1-0.0 z2-4 I 9-3-12 Z¢40 5--0 1-0O 2-0 I 0.63 i 9-11-13 i Plate Offsets(X.Y)- 11:0-0.0,0-0-41,14:0-2-0,0-0-121,116:0-0.0,0-0-41.1230-5-8,0-4-41,124:0.2-4,0.2.41.1280-3-0,0-2-81,132:0-2-8.0-3-01,1330-3-0.0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Lid PLATES GRP TCLL 20.0 Plate Grip DOL 1.25 TC 033 Vert(LL) -0.27 17-19 >854 240 MT20 244/190 TCDL 70 Lumber DOL 125 BC 0.87 Vert(TL) -0.53 16-17 >437 180 BCLL 0.0 * Rep Stress Incr YES WB 0.84 Ho2(TL) 0.03 16 n/a rva BCDL 10.0 Code FRC2014/TPI2007 (Matrix) Weight:441 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x4 SP No.2 2-0-0 oc pudins(6-0-0 max.):6-14. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-32,7-28,14-19 MiTek recommends that Stabilizers and rewired cross bracing be installed during truss erection,in accordance with Stabilizer Installation Jlae REACTIONS. All bearings 0-4-0 except(jt=length)28=038. (Ib)- Max Harz 1=224(LC 9) Max Upl IR All uplift 100 lb or less at jdrt(s)1 except 16=-242(LC 10),28=-604(LC 10),19=-468(LC 10) Max Gray All reactions 250 lb or less atjdnt(s)1 except 16=619(LC 16),28=1815(LC 15),19=1579(LC 16) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shorn. TOP CHORD 1-2=-276/136,2-3=-512/280,34=148S654,5=0/424,5-6=-60/665,6-7=-90/685, 12-40=52/260,13-404-52/260,13-14=14/326,14-15=678/440,15-16=820/473 BOT CHORD 3-33=0/277,32-33=-305/510,4-32=-634/511,30-31=265A3,29-30=-494292, 0111111//iii. 28.29=-546/364,28-41=-418/239,41-42=418239,27-42=-4181239,26-27=-298/168, II Ill 24-43=-250/187,23-03=-250187,11-23=500243,20-21=-516/132,12-21=-396/44, `�%,...-_ p`S A. :q<e'e 19-20=-330/226.16-17=-307/645 WEBS 2-33=-150/393,3-32=-1046/510,30-32=-406/394,5-32=-264/511,6-29=-275/380, ;A, ..•�,�C'•�N`s�••• .. �iif 6-28=785/434,7-28=-7721438,7-27=-169/468,11-24=131/353,12-23=-65/452, i 13-19=-791/391,14-19=-776/327,14-17=-231/530,15-17=-454/367,13-20=-133445 ` •* ; �-r4- 39380_-4 NOTES- 1) _rt` Unbalanced roof live loads have been considered for this design. •T.•• .- P ,rte 2)Wind ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psY h=251t;B�5ft;L=53ft eare=61;Cat.II; "' Exp C;Encl.,GCpi=0.18;MWFRS(cirectional)and C-C Exterior(2)0-2-0 to 20-5-15,Interior(1)20-5-15 to 32-6.1,Exterior(2)32-6-1 to ATE I- _ ." tU• 40-0-0 zone;cantilever left and right Exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown; l'�O,f;•.., Q P�.•\ ,,� Lumber DOL=1.60 plate grip DOL=1.60 ,��s O R 1• .w`�,`� 3)Provide adequate drainage to preventwater ponding. ♦ • 4)All plates are 4x6 MT20 unless otherwise indcated. .e,S/O N AL 1�` 5)This truss has teen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I'U1'111101 1 6)•This truss has been designed far a live load of 20.0pst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) FL Cert. 6634 16=242,28=604,19==468. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. July 7,2015 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4 . A WARNING-Vevi6,design paramefera and READ NOTES ON TN1S AND INCLUDE)MITE/4 REFER ANCE PA GE*01.7473 rev.02116/2075 BEFOREUSE. • Design uard for vse only with Weir connectors.his design is based only upon paaneters shovel,and is for an ric:dud tvtdng component. Appica:ity of design pcacmeters and proper ncorporaf on of component is resporetity of bW dng designer-not truss designer.Bracing shove- is for Iaterd svpporl of ndvd./d web members only.Addtiond temporary bracig to iuvre stcbity dung construction is the responsibility of the MiTek' erector.Addliond permanent braarg of the oeerdl stuctue is the responstaity of the busdng designer.For generic!gudance regadng fabrication gvaity control,storage,denery,erection and beta g.come Al51/1r1I godly Criteria,DSRiy and DCSI Building Component 6904 Parke E ed Bhd. Safely Intonation awia:re tom Tres Rate Irsitute,781 N.Lee Street Sate 312.Alexandra.VA 22314. Tampa,FL 33610 Job. Truss Truss Type Qty Ply L 88 Atlantic Beal,CC 77224949 150367 A13 Hp 1 1 _Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.630 s,An 23 2015 MiTek IndySries,Inc.Tue Jul 0714:0807 2015 Page 2 ID:UIglgk8dsbJPyVgdlYY2XKeyehYl-cXk35?KQgfyYZCBGBCGKaBhDxLXW13CV 77devoz Sts • AWARP/MG•Ve•7y design parameters and READ NOTES ON TINS AND INCLUDED M17EK REFER ANCE PAGEMR.7473 me.02116/2015 BEFOREUSE • Design void for vse only wsh tATek connectors.this design is bed only upon paometers shown and is for an ksdi idv l builcing component. Applicability of design pQaneters and proper ncorporakon of component is responsibility of bulking designer-not truss designer.Bracing shown is for lateral support of nd id./d web members only.Addtiond temporay bracing to nnne stability ding construction is the responsbity of the Mire k erector.Addlsond pem�,ent brocirg of the overc l s8vctue is the responsibility of the building designer.For generd guidance regadrg fabrication.gv3ty control,storage,delivery.erection asd bracing,coma ANSI/VII dually Gieio,06 S-fn and SCSI Balding Component 6904 Parke E ad Bhd. Solely kdowralon oydctie from Tess Rate Irdltvte,781 N.Lee Street Sate 312.Alexasdia,VA 22314. Tampa,FL 33610 Job. • Truss Truss Type Oty Ply L 88 Atlantic Beach CC 77224950 150367 A14 yip I 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA 31320 7.630 s Jun 23 2015 MiTek Industries,Inc.Tue,ki 07 14:08:08 2015 Page 1 ID:Ukpgkt3dsbJPyVgdlYY2XKey6hYl-4jlRILl2Rz4PBY jSIwoZWLENvIxDmaReMnMCREz S1r 5-6-13 I 11-0-0 I 18-10-0 I 26-6-0 I 34-2-0 42-0-0 47-5-3 I 53.40 5-6-13 5-5-3 7-10-0 7-8-0 7-8-0 7-10-0 5-5-3 5-6-13 Scale=1:92.5 at II 6x8= 4x4 = 4x6 = 4x4= 7.00 fir � 22 5 6 23. 86x8= ® ® ® ® m m m m m ldi --: 4x4 : NN / .1. >cO FFo d fo 456 = 20 19 24 18 17 25 16 15 14 13 27 12 11 446= d 244 11 3x6= 3x6 = 5x6= 3x6 =3x10 = 3(6 = 3x6= 3x6 = 2(4 II I 5-6-13 I 11-0-0 I 18-10-0 I 26-60 I 34-2-0 I 42-0-0 I 47-5-3 1 53-40 1 5-6-13 5-5-3 7-10-0 7-8-0 7-8-0 7-10-0 5-5-3 5-6-13 Plate Offsets(X Y)-- 11:0-0-0,0-0-4L 120-1-12.0-2-01,13:0-5-4,0-3-0I,18:0-5-4,0-3-01,19:0-1-12,0-2-01,f 10:Edge,0-0.41,115:0-3-12,0-1-81,117:0-3-0,0.3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (hoc) Udell Lid PLATES GRP TCLL 20.0 Plate Grip DOL 1.25 TC 044 Vert(LL) -0.10 12-14 >999 240 MT20 244/190 TCDL 70 Lumber DCL 125 BC 0.59 Vert(TL) -0 27 12-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 006 10 ilia n/a BCDL 10.0 Code FRC20 14/TPI2007 (Matrix) Weight:343lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc puffins,except BOT CHORD 2x4 SP No.2 2-0-0 oc purtins(6-0-0 max.):3-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row atmIc)t 3-17,4-17,4-15,7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stablizer Installation guide. REACTIONS. (IWsize) 1=369/0-4-0,10=1081/0-4-0,17=2447/0-4-0 Max Horz 1=190(LC 9) Max Uplift1=-137(LC 10),10=-391(LC 10),17=-872(LC 10) Max Gray 1=402(LC 19),10=1130(LC 16),17=2480(LC 15) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=498230,3-21=210/854,4-21=210/854,4-22=-538/370,5-22=-538'370, 5-6=-538/370,6-7=-538/370,7-23=1267/713,8-23=-1268/713,8.9=1496/749, 9-10=-1837/841 BOT CHORD 1-20=-114/463,19-20=-114/463,17-25=-844/534,16-25=-844/534,15-16=-844/534, 15-26=389/1212,1426=389/1212,13.14=389/1188,13.27=-389/1188, 1111111 f i tZ 12-27=-389/1188,11-12=630/1506,10-11=-630/1506 �� I1_ WEBS 2-19=-530`315,3.19=-121/444,3-17=1135'498,4-17=-1599/851,4-15=-765/1729, `��• �PS• A' �� jl 5-15=-384/251,7-15=-962/453,7-14=0/316,8-12=108/417,9-12=-481/285 ♦ O e e • NOTES- 1)Unbalanced roof live loads have been considered for this design. V: N - 39381--.-••� w 2)Wind ASCE 7-10;Vut=130mph(3 second gust)Vasd=101 mph;TCDL=4.2pst,BCDL=3.0pst h=2511 8 458 L=5311 eare=61C Cat.II; * ,- Exp C;Encl.,GCpi=0.18;MWFRS(cirectonal)and C-C Exterior(2)0-2-0 to 18-5-15,Interior(1)18-5-15 to 34-6-1,Exterior(2)34-6-1 to �• -' • s -' 42-0-0 zone:cartilever left and right exposed;end vertical left exposed;GC for members and forces&MWFRS for reactions shown; :-,4 _ , �r� Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. /....-53,2-- _ ATE S ��• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wllh ary other live loads. i ,n'. T ' �` 5)'This truss has been designed for a live load et 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ".� •14‘i. •/- 0 R 1 Q • \ 4C fit between the bottom chord and any other members,with BCDL=10.0pst "j,lss •'••••• \�?•� 6)Provide d mechanical comeclion(by/others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)except(jt=lb)1=137, �I'-''O N A\.- 7)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 8)Graphical purlin representation does not depict the size or the Orientation of the purlin along the top and/or bottom chord. FL Cert. 6634 July 7,2015 ■ ■ AWARNAVG•Vuriry design parameters led READ NOTES ON THIS AND INCLUDED MI7Et<REFERANCE PA GEM?-7473 rev.02,7612015 BEFOREU SE. Design valid for use only v4h MTek convectors.this design is based only upon parameters shovAt and is for an inaivatal buildrg component. AppfcGtfty of design parameters and proper ncorpanfon of component is resporwbity of bkidng Glenne,-not alias designer.kracig show^ is for lateral support of ndnidx4 web members only.Addtiond temporarybracng to nsve std6ity drring constriction 4 the responsbity of the MiTek' erector.Addfiond permanent bracing of the overall stvotue u the responsbifty of the baking designer.For general guidance redacting fabsloation quality control,storage,delivery,erection and bracing,consult AN51/*11 Wally Cdoia,1155-S9 and SCSI Nuking Component 6504 Parke E ad BM. Safety Miriam olkin available torn Tnns Plate Institute,781 N.Lee Steel-Sate 312,Abxandia,VA 22314. Tampa.FL 33610 Job. . Truss Truss Type Qty Ply L 88 AflwMtc Beast CC • T7224951 150367 A15 Hip 1 1 Job Reference(ootional) TRUSSMART BULDING COMPONENTS, Midway,OA,31320 7.630 s Jut 23 2015MiTek Industries,Inc.Tue Ji.0714:08:12 2015 Page 1 QQ Q 'Q ID:Ukpgk8dsbJPyVgdlYY2XKey8hYl-yVY6iOZVBbg1910 msVgB04ldv1HpiOZEGPKPa7z_S1n 1 22--44g 0-d 17-8-0 11.2.7 150.0 { 2-o-o In 30.40 1.o.d 5'40 I 540 1 47"" 1 5-81 ] d �o.d Scale=1:94.2 5x6 = 5x6 = 5x6= 4x8 = 5x6= 4x6= 5x6 = 40 = 5x6= 7.00 rir 4 56 m - 7 3 e e 8 938 1039 11 12 40 13 14 ® r, A. .i. r i 2x/ 8x6 15 4x8 3 / 2 ,i 16 rr'' d - 34 315 28 - 25 41 42 a 4x6 = 36 29 27 20 19 17 4x6= 4x6= 5x8=5'8= 6(8= 5x8= 1,6 = 3x6=3x10 = 4x8= 048= 5x8= 5x8= �t 1� Q 14-44 Q -c4.0?33.60 I 2.40 00' 7160 1i 04 2.2.4 I 43872 60' 580 2-2-0 1 8.60 11180 f Plate Offsets(x,Y)- 11:0-0-0,0-0-4),14:0-3-12,034],[14:0-3-0,0-2-14[16:0-0-0,110-41,[21:0-2-0,0-2-0],[23:0-2-4,0-2-41,[24:0-5-8,0-4-41,1280-2-12,0-2-81,[27:0-2-0,0-0-0), 130:0-2.4,0-2-01,132:0.2-8.0.3-01,f3a0-3-0.0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udef1 lid PLATES GRP TCLL 20.0 Plate Grip IDOL 1.25 TC 032 Vert(LL) -0.31 16-17 >751 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.74 Vert(TL) -0.78 16-17 >296 180 BCLL 0.0 ' Rep Stress Incr YES WB 044 Horz(TL) 0.06 16 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix) Weight:426 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x4 SP No.2'Excepr 2-0-0 oc puffins(6-0-0 max.):4-14. 16-18 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 3-32,7-28,26-28,1319 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-4-0 except(jt=length)28=0-3-8. (Ib)- Max Hoa 1=191(LC 9) Max Uplift All uplift 100 lb or less atjdrlt(s)1 except 16=-208(LC 10),28=-575(LC 10),19=-534(LC 10) Max Gray All reactions 250 lb or less at joint(s)1 except 16=584(LC 16),28=1649(LC 19),19=1573(LC 20) FORCES. (Ib)-Mac.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-268/130,2-3-518/282,3-4=-133/560,4-5=36/387,5-6=38/401,6-7=-60/512, 9-38=0/264,10-38=0/264,10-39=0/264,11-39=0"264,11-12=0/270,1240=0/318, ,hilt/I/// 13-40=0/318,13-14=-430/311,14-15=-477/292,15-16=-763/430 `��\ /!�� SOT CHORD 34-35=-67/275,3-33=0/272,32-33=322/709,5-32=-5801320,6-30=-636/237, ,∎� p,S A, •1 I',, 23-24=-262/190,12-21=-552/140,16-17=-283/608 • WEBS 2-33=160/467,3-32=-1097/647,30-32=-490/438,6-32=-170/596,28-30=-891/644, :�`�O��,��' `SF 89//,�i 7-30=-393x748,7-28 13501726,26-21 -440/177,7-26=-124/433,9-23=-394/154, • - i 21-23=-347!339,12-23=-67/394,19-21-669/454,13-21=-231/650,13-19=-1413/665, .1415 39380 •— -.— • 1317=-213/594,15-17=-440/342 ` * * ..NOTES- _ • 1)Unbalanced roof live loads have been considered for this design. • — . •:'Cr 2)Wind ASCE 7-10;Vut=130mph(3-second gust)Vasd=101mph;TCDL=4.2pst BCDL=3.0psf;rt=251t B=45ft L=53ft eare=61t Cat.II; .�y ATE I Z Exp C;Encl.,GCpi=0.18;MWFRS(chrectlonal)and C-C Exterior(2)0-2-0 to 18-5-15,Interior(1)18-5-15 to 34-6-1,Exterior(2)34-6-1 to •d,;• T . .�. 42-0-0 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown; �� A O \ �� 3)Provide aadequate ctainage o r eLventwater pending. ,''etSS/O N A'- - , 4)All plates are 3x4 MT20 unless otherwise incicated. '1°1/11111111� 5)This truss has been designed for a 10.0 psf bottom chord live load rlonconcLrrent with any other live loads. 6)'This truss has been designed for a Na I load et 20.0psf on the bcttom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. FL Cert. 6634 7)Provide mechanical correction(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 16=208,28=575,19=534. July 7,2015 8)'Semi-nyd pitchtreaks including heels'Member end fixity model was used in the analysis and design of this truss. 1 , _ A WARNING-Verily desipa parameters and READ NOTES ON MIS AND INCLUDED MITER REFER ANCE PA GENII-7413 rev.024612015 BEFOREUSE Design void for use only vAh MTek connectors.lhfs design is bated only upon paaneters shown,aM is for an-d'diAJ buidng component. Applcdcity of deslgfl paraneters ondproper irCorporalon of component is respor itify Otbuldng designer-rot ttvss designer.6race-g shown is for laterd wort of indsAd id web members only.Addtiond temporay bracing to insure stdoity dying constnlction is the responsibility of the Mire k' erector.Addtiond pemtaaent bradrg of the overd s hvchre is the responstiity of the buldng designer.For generd gvidance regardny tdxicaxon.quaity control.storage,deive y,erection and bracirg,consult Aini/RIl Wally Crtaia,D51.4?mM SCSI Building Component 6904 Parke E ast Blvd. Sdey kdoxxatbn avaiotle from Tnss Rate Institute,781 N.Lee Street,Suite 312,Alexa'K11a,VA 22314. Tempe,FL 33610 Job• • Truss Truss Type Qty Ply L 88 Atlantic Beech CC 17224951 150367 A15 Hip 1 1 Job Reference footionaU TRUSSMART BLJLDING COMPONENTS, Midaey,GA,31320 7.630 s Jun 23 2015 MiTek Irxt r*ies,Inc.Tue Ai 07 1 4:08:12 2015 Page 2 ID:UkpgkO dsbJPyVgdIYY2XKay8hY{-yVY}8iOZVBbg191D msVgB04kMHpiQZEGPKPa?z_S1n NOTES- 9)Graphical purlin representation does not depict the size or the criertaticn of the purlin along the top and/or bottom chard. • 1 � AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT EN REFER ANCE PAGEMII•7473 rev.02/1612015 BEFOREUSE. Desgn void for vse only vAh MTek correctors That design is bcced only upon paaneters shown.and is for an txi'.idual',Acing component. • Appicctity of design paaneters and proper incorporation of component is responsibility of brAdng designer-rat teas designer.bracing shown I 01 0 1111" is for laterd support of ndnidjd web members oriy.Addtiond temporay bracing to inure stcbity ci rng construction is the responsibility of the erector.Addtiond penny ent bracing of the overall structure Is the responsibitfy of the building designer.For generd guidance regadng MiTe k' 1d7icdio4 quality control,storage,dehery.erection and bracing,corxWt ANft/U t Queity Gloria,0SB49 and SCSI guiding Cowponeit 6904 Parke E aM End. Safely YMorwalion aatade torn Truss Plate r ttvle.781 N.Lee Street,kite 312,Asexandia,VA 22314. Tempe,FL 33610 Job r r Truss Truss Type Qty Ply L 86 Atlantic Beech CC 17224952 150367 A16 Hp 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7630s Jun 232015MITek Industries,Inc.Tie JI071408:132015 Page ID:Ukpq kBdsbJPyVgdlYY2X Key8hY 1-R h514-2PBGV hHJcOYTNkDOxEimaTRoCN V34z6Rz_S1 m 4-8-13 9-0-0 16-0-0 23-0-0 30-0-0 I 37-0-0 44-0-0 I 48-33 53-0-0 I 4-8-13 4-33 7-0-0 7-0-0 7-0-0 7-0-0 7-0-0 4-33 4-8-13 Scale=1:92.5 516= 7.00 12 tot = 4x4 =4x6 = 4x4= 4x6=4x4= 5x6= 3 4 1 m � m 7m 9 m m m 10 m m m m 2x4 2x4 *' V\/\./ • :1 11 2 d 4x6 = 20 24 19 25 18 17 16 15 14 26 27 13 ax6= 3x10= 3x6 = 9x6= 3x6 = 3x6 = 3x6= 3x6= 3x10= I 80-0 I 18-10-0 I 26-6-0 I 34-2-0 I 44-0-0 I 5300 I 9-0-0 9.100 7.8.0 7-8-0 9-10-0 9-0-0 Plate Offsets(X,Y)-- (1:0-0-0,0-0-41,130-3-0,0-2-121,110:0.3-0,0-2-12L 112.Edcie,0-0-41.118:0-30,0-3.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lot) Vdeft Lid PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 0.44 Vert(LL) -0,19 1315 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0,46 13-15 >881 180 BCLL 0.0 . Rep Stress Incr YES WB 0.74 Horz(TL) 0.05 12 rVa n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix) Weight 320 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc pulins,except BOT CHORD 2x4 SP No.2 2-0-0 oc punins(6-0-0 max.):3-10. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-18,9-13 MiTek recommends that Stabilizers and requred cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lbfsize) 1=323/0.40,12=1056/0-4-0,18=2518/0-4-0 Max Horz 1=-157(LC 8) Max 411111=-124(LC 10),12=-384(LC 10),18=-093(LC 10) Max Gray 1=348(LC 19),12=1065(LC 20),18 2518(LC 1) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shorn. TOP CHORD 1-2=-401/241,4-21=-427/1249,5-21=-427/1249,5-6=-434/298,6-22=-434/298, 7-22=-434/298,7-8=-1294/702,8-23=-12941702,9-2 -1294/702,9-10=-1262/715, 10-11=1507/758,11-12=-1704/847 BOT CHORD 1-20=136/384,20-24=-722/404,19.24=722/404,19-25=722/404,18-25=-722/404, 17-18=297/213,16-17=297/213,15-16=-303/957,15-26=553/1431,1426=553/1431, ,y1i11lff/�� 14-27=-553/1431,1327=-553/1431,12-13=-644/1405 ��%� �I� WEBS 2-20=354/271,3-20=252!162,4-20=-386/953,4-18=1138/628,5-18=-1676/791, `�� PS.....A. , 5-16=-450/1140,7-16=-975801,7-15=-2181590,315 -3071254,9-13=-303/169, ` � Q G E .,.4445...,_,•• ,9/�� 10-13=142/466,11-13=292/232 d`•••�,\ F•••./ NOTES- N0 39380 �• --- ., 1)Unbalanced roof live loads have been considered for this design. *;// 2)Wind AKE 7-10;Vut=130mph(3-second gust)Vasd=101mph;TCDL=4.2pst,BCDL=3.0psf;l' 251t;8=45ft;L=53ft toot=6ft;Cat.II; f -•-- - - Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-0 to 16-5-15,Intenor(1)16-5-15 to 36-6-1,Exterior(2)36-6-1 to '„.-.(7......1 .-, �,� 440-0 zone;cartilever left and right exposed;end vertical left exposed;C-C far members and forces&MWFRS for reactions shown!; '� . - Lunber DOL=1.60 pate grip DOL=1.60 :`- ATE •1- •��•lJ 3)Preside adequate drainage to preeentwater pending. ,�'.•.t` P•: .� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 4� ••( O R 19•�`��`�� 5)•This truss has been desigled 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 III ss•........ ■•••••••• 6)Provide�mechanl�orlriecto(by others)of truss to bearing plate capable of withstanding 100 lb Upint at joint(s)except(jt=lb)1=124, '��II'it N Ai E�`�`` 12=384,18=893. 7)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the anaysis and design of this truss. r� 8)Graphical purlin representation does not depict the size or the oriertation of the puffin along the top anCYor bottom chord. FL Cert.rt. 6634 July 7,2015 • • A MANWHO•Verify design parameters and READ NOTES ON THIS AND INCLUDED MNTESC REFERANCE AAGEMR-7473 rev.0211612015 BEFOREU SE. • Design wind to vse only wh effek correctors.This desgn Is based ody wan parameters shown,ands for on irxiWd d buidrg corrponent. Applodclity of design parameters ono'proper ncorporalon of component is respormbity of bukkg designer-not Kis designer.tracag shown la is for lotted support of rid d d web members only.Addtfond terrporay bearing to nsvre stdoIty Wring construction's the responsbarty of the MiTek' erector.Addtfond pesmoient broarg of the overd stvCkie is the respansiicifty of the bs,d*s designer.For genera guidance reyardrg fotricdion gsxity control,storage,delivery,erection cndbraarg,coreAt Af61/nI Ouolly Crierio,£6141 and ICS■siding Commoner/ 6904 Parke E a4 BIW. Safely Isdrfenation a.ailade from Tries Plate Petiole,781 N.Lee Skeet,lute 312,Alexcncfa,VA 22314. Tempe,FL 33610 Job. Truss Truss Type Qty -Ply L 88 Atlantic Beady cc T7224953 150367 Al? N4 1 1 Job Reference(eptional) TRUSSMPRT BUILDING COMPONENTS, Midway,GA,31320 7.630 s'km 23 2015 MiTek Industries,Inc.Toe Jul 0714:08:15 2015 Page 1 ID:Ukpgk8dsbJPyVgdlYY2XKa)ShYI-N4D4rrkOR06zPWdlofu0Clp0a?aH3ve9gzNZ3BKz_S1 k 0 1 z o 1 10-8.0 1 1:11 1 z7-11-8 I n s I 30.0-8 l 7.11.8-0 ! X413 I 48-�o o I Scale=1:94.2 4x8= 6x8 = 3x4 II 7.00 tot= a6 = 4xa= 4x6= 4x4= 5x6 = 4 ® 6 m m 7. m pea m m m 10 m 1� m m 12 c e - � 3x4 II \` 2x4 5x6 i 13 • 3 2 1 :4�/ 14 EP •d .28 2gb23 a 4x6 — 22 21 33 20 34 19 18 3` 36 17 37 16 38 15 4x6= 0.x6 = 3x4 II 4x6 _ 3x6= 3x6= 3(6= 3(6= 3x6= 3x10= 4x6= 3x4 II 3x4 3x4 II 5.8 = 1420 1 240 11.2.0 b { nA0 I 21-08 I 2578 1 33-0.0 I 4400 I 33-00 1 2.40 7.10.0 2-00 374 338 47.0 7-168 10-60 660 Plate Offsets(X,Y)-- 11:0-0.0,0-0.41.14:0-4-0.0-2-121.112.0-3.0,0-2-1 21.114:0-0-0,0-0-41,127:0-2-4,0-3-41 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lox) Vdefl Lid PLATES GRIP TCLL 20.0 • Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.18 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(LL) -0.44 15-17 >522 180 OGLE 0.0 Rep Stress IrEr YES WB 0.97 HOrZ(TL) 0.05 14 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix) - Weight 341 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,except GOT CHORD 2x4 SP No.2 2-0-0 oc puffins(6-0-0 max.):4-12. WEBS 2x4 SP No.2 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 cquide. REACTIONS. All bearings 0-4-0 except Qt=length)21=7-2-0,22=03-8,20=0-3-8. (lb)- Max Horz 1=157(LC 9) Max Uplift All uplift 100 lb or less atjdrt(s)22 except 1=-169(LC 10),14=-220(LC 10),21=-540(LC 10), 17=-481(LC 10) Max Gray All reactions 250 lb or less atjdnt(s)22,20 except 1=396(LC 19),14=602(LC 20),21=1440(LC 19), 17=1348(LC 20) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)ix less except when shorn. TOP CHORD 1-2=571/324,23=-960/553,3-4=-1183/742,6-31=166/804,7-31=-166/804, 9-10=-51/392,10-11=51/392,11-32=-539/372,12-32=539/372,12-13=636/368, 13-14=-854/465 GOT CHORD 1-30=-215/470,2-29=-319/131,3-27=-322289,21-33=-492/268,20-33=-492/268, �l i l l i f s,, 20-34=-492/268,19-34=-492/268,14-15=323/692 0%�� /I WEBS 2-27=-139/286,27-29=-206/635,4-27=561/1054,4-26=432/208,7-21=-792/412, `�>,��PS A q� II/� 6-21=-947/493,13-15=-326/251,11-15=-238/610,11-17=-902/538,9-17=-481/237, �� .• e Ii 7-19=-97/412,6-25=11/273 •:#1.,.,`,•'\,.\ NS(.: •--(��.• i NOTES- • !Solo 3938 1)Unbalanced roof live loads have been considered for this design. • * : 2)Wind ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf,h=258;6=458;L=53ft;ea✓e=6R;Cat II, l -� Exp C;Encl.,GCpi=0.18;MWFRS(tirectional)and C-C Extenor(2)0-2-0 to 16-5-15,Interior(1)16-5-15 to 36-6-1,Exterior(2)36-6-1 to : i _ ,— Y" ,r 44-0-0 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and faces&MWFRS for reactions shown . Lumber DOL=1.60 pate grip DOL=1.60 7:.10---- ATE b • •�� 3)Provide adequate otainage to prevent water ponding. ,t, 4)This truss has been designed fcr a 10.0 psf bottom chard live load rlxnconcfrrent with any other live loads. �. (' •.C O R1 9 P \_ � 5)*TI-is truss has been designed far 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 II 1S �� rtt 6)Provideemechanical omection(by biers)of truss to bearing plate capb le of withstanding 100 lb uplift atjoint(s)22 except(jt=lb) ,II/it+O Al ,`,`, 1=169,14=220,21=540,17=481. 7)-Semi-rigid pitchbreaks including heels'Member end fixity model was used In the anaysis and design of this truss. 8)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. FL Cert. 6634 July 7,2015 A WARNING•V.rily design parameters and READ NOTES ON TN1S AND INCLUDED AMEX REFER ANCE PAGE AWR-7473 rev.02116120,5 BEFOREUSE . Design valid for use only wit,Wet connectors.This design is based orly upon parameters shown and is for en inchidvd sA bdrg component. Applicability of design parameters and proper incorporation of component is resporxitity of buldng designer-not truss designer.tracing shown is foe laterd support of ndw W0.web members only.Addtiond tenrporay bracing to inure stability citing construction is the responsibility of the erector.Addtiond permanent bracing of the oeerd s tuctcre is the respond:dity of the briefing designer.For general guidance regactng MiTek fabrication quality control,storage,delivery,erection ant bracing,corns it ANSI/1111 Wally Giant,061-19 and K61 Lui0Y1g Component 6904 Parke 6 est BI d. Salelr Nafmalion avaidde tom Truss Rate institute,781 N.Lee Steel Suite 312,Afexaidia,VA 22314. Tempa,RL 33610 Job• Truss Truss Type Qty Fly L 88 Atlantic Beach CC 77224954 150367 A18 4ip Dreier 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS. MidNey,GA 31320 7.630 s,Arm 23 2015 MiTek Industries,Inc.Tue Jul 2015 Page 1 ID:UkpgkBdsbJPyVgdIYY2XKe t8hYl-nfvD0mTK51L N4UNI43zvwSe1EnJp62E6fLnkofz S1h I 7-0-0 I 12-11-0 I 18-10-0 I 26-6.0 i 34-2-0 40-1-0 I 46.0-0 53-0-0 I 7-0-0 5-11-0 5-11-0 7-8-0 7-8-0 5-11-0 5-11-0 7-0-0 Scale=1:92.5 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4x6 = NAILED 7.00 12 �6 NAILED 4x6 NAILED 4x12 = 4x6= 2x4 II NAILED 4x4 NAILED 4x4= NAILED Special 2 m r4 riP m .5 .27 m 2q., 21. 3g. ® 3 9 i 10 0 IIIII. 1 11 a B .11.... ..."L C o a • a 4x6 = 34 35 20 3619 37 18 38 39 17 40 16 41 42 43 15 44 14 45 13 46 47 12 4x6= 314 I I 16= 3x6= 5i6 = 3x6 =10x14 = NAILED 3x6= 3x6= 2x4 I I TJC37 NAILED NAILED NAILED NAILED NAILED 5x12MT2CHS= NAILED NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED TJC37 I 7-0-0 I 12-11-0 I 18-10-0 I 26-60 I 34-2-0 I 40-1-0 I 46-0.0 1 53-03 I 7-0-0 5-11-0 5-11-0 7-8-0 7-8-0 5-11-0 5.11.0 7-0-0 Plate Offsets KY)-- 11:0-0-0,0-0-41,120-5-4,0-3-01,14:0-3-8,0-2-01,110:0-5-4,0-3-01.111:E clde.0-0-41,118:0-3-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ix) I/dlefl Ud PLATES GRF TCLL 20.0 Plate Grip DOL 1.25 TC 058 Vert(LL) 030 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.62 15.16 >655 180 MT20HS 187/143 BCLL 0.0 . Rep Stress Incr NO WB 082 Horz(TL) 0.12 11 r1/a 6(a BCOL 10.0 Code FRC20141TPI2007 (Matrix) Weight:315 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc puffins,except 2-5:2x6 SP SS 2-0-0 oc purlins(3-1-12 max.)2-10. BOT CHORD 2x4 SP No.1'Except' BOT CHORD Rigid ceiling directly applied or 2-10-15 oc tracing. 14-17:2x4 SP SS,17-19 2x4 SP No.2 WEBS 1 Row at mic t 2-20,3-18,4-18,4-16,7-16 WEBS 2x4 SP No.2'Excepr MiTek recommends that Stabilizers and required cross bracing 4-16,7-16:2x4 SP No.1 be instated during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (ItYsize) 1=512/0.4-0,11=2157/0-4-0,18=5495/0-4-0 (req.0-6-8) Max Harz 1=-123(LC 23) Max Uplift1=-215(LC 8),11=-1045(LC 8),18=-2679(LC 8) Max Gray 1=524(LC 17),11=2160(LC 18),18=5495(LC 1) FORCES. (lb)-Max.Camp/Mac.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 1-2=655275,2-22=-286(652,22-23=280/652,3-23=-281/653,3-24=-1351/2952, 24-25=-1351/2952,4-25=-13512952,426=-1752)939,5-26=-1752/939,5-27=-1752/939, 6-27=1752/939,6-28=-1 752/939,28-29=-1752/939,29-33=-1752/939,7-30=-1752/939, 7-31=-4023/2059,8-31=-4023/2059,8-9=-4023(2059,9-32=-4233(2174, 32-3 -4234/2175,10-33=4235'2175,10-11=-3753/1846 111111111 f iii BOT CHORD 1-21-168/543,21-34=168561,34-35=168/561,20-35=-168/561,20-36=652/386, `6• II, 19-36=652/386,19-37=652/386,18-37=-652/386,18-38=2952/1526,38-39=2952/1526, •,kN ` rs .. A. 4/ ,',, 4 /4023 42 =189844023 115-03=-18 40 3 1 441=-zooa 2343 .``. O\v,.\C E NS.- t■e 1444=-2000/4234,14-45=2000(4234,13-45=-2000/4234,13-46=-1478(3150, .' - ' .,l`,- i. 46-47=-1478)3150,12-47=1478/3150,11-12=-1475/3133 -•Pft 39389,---t- —y:, WEBS 2-21=-81/669,2-20=-1361/652,3-20=-293/1070,3-18=-2890/1404,418=-3453/1939, * :•/ __✓ ...,*'..,•: 4-16=-2620/5357,6-16=-926(775,7-16=-2636/1281,7-15=0/687,9-15=-265/143, s 9-13-548(480,10-13=-692/1415,10-12=-791666 ,.. �'L1• � �� :(Cr NOTES- ...:-:-.02.---- ATE t 14-/Z. 1)Unbalanced rod live loads have been considered for this design. �0,�••.,r , . �' 2)Wind ASCE 7-10;VtAt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25It;B=45ft;L=53(1;ea a=6R,Cl.II; �� •. 0 R x Q \ �• Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left exposed Lumber DOL=1 b0 plate grip ..•• G • 3)Provide adequate drainage to prevent water ponding. ��SS�iO N PA' ��1`` 4)All plates are MT20 plates urless otherwise indicated. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with arty 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 FL Cert. 6634 fit between the bottom chord and any other members. 7)WARNING:Required bearing size atjoint(s)18 greater than input bearing size. July 7,2015 ti • AWARNING.Verify design parameters arid READ NOTES ON TNIS AND INCLUDE/MITES REFER ANCE RAGEMII.7473 re'.02/16/2015 BEFOREUSE. ■ Design valid for use only vets MiTek correct ors.this design 4 based only upon paraneteers shovel and is for as rsdWdx1 buidrg component Appucc:Sty of design parameters c d proper incorporation of component is respornibity of bs/king designer-not teas designer.tracing shown Mil is for laterd support of ndud d web members only.Addliond temporay brocxg to insure stdoity deng construction 4 the responabitity of the erector.Acidtiond permanent brazing of the overdt stuchre is the responel llf y of the bc$icfng designer.For generd guidance regordng MiTek' fabdcdion qudity control,storage,deFrtry,erection asdbradrg.cor4Nt ANSI/RII Gurley Crlerio,0663 and SCSI Budding Comported 6904 Parke E ast EINE Safely Idowolion available from Tess Plate haWMe,78)N.Lee Street,Suite 312,Alexcndia,VA 22314. Tampa.FL 33610 Job• • Truss Truss Type Qty -Ply L 88 Atlantic Beads CC 77224954 150367 A18 Hp Older 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Miewey,GA 31320 7.630 s.An 23 2015 MiTek Industries,Inc.Tue Ai 0714:08:18 2015 Page 2 ID:UkpgkBdsbJPyVgdlYY2XKe)BhYI-nfrDOmTKG51L N4UNI'OzvwSelEnJp6206fLnkofz Soh NOTES- 8)Provide mechanical comecbon(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)accept(ft=lb)1=215,11=1045,18=2679. 9)"Semi-64d pitchtx eaks including heels'Member end ferny model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the oriertation of the pufin along the top ancVor bottom chord. 11)Use Simpson Strong-Tie TJC37(4 nail,30-90)or equvalert at 7-0-0 from the left end to connect truss(es)to front face at bottom chord,skewed 45.0 deg.to the left,sloping 0.0 deg.down. 12)Use Simpson Strong-Tie TJC37(4 nail 93-150)or equivalent at 46-0-0 from the left end to connect truss(es)to front face of bottom chord,stewed 45.0 deg.to the right,sloping 013 deg.down. 13)Fill all nab holes where hanger is in contact with lumber. 14)'NAILED'indicates 3-10d(0.148'X3')or 3-12d(0.148'X3.25')toe-nails.For more details refer to MiTeks ST-TOENAIL Detail. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated loads)260 lb down and 301 lb up at 46-0-0 on bop chord,and 93 lb down at 7-2-4 on bottom chord. The desigrYselection of such connection device(s)is the responsibility of others. 16)In the LOAD CASE(S)section,loads applied to the face of the tniss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=l 25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-2=-54,2-10=-54,10-11=54,1-11=-20 Concentrated Loads(lb) Vert 2=119(F)5=119(F)10=180(F)21=307(F)20 -57(F)3=119(F)18=57(F)4=119(F)16=-57(F)6=119(F)7=-119(F)15=-57(F)9=-119(F)13=-57(F)12=307(F) 8=119(F)22=-119(F)2 -119(F)24=119(F)25=119(F)26=-119(F)27=-119(F)2 -119(F)29=-119(F)30=119(F)31=-119(F)32=119(F)33=-119(F)34=57(F) 35=-57(F)36=-57(F)37=57(F)38—57(F)39=-57(F)40=57(F)41=-57(F)42=-57(F)43=-57(F)44=-57(F)45=-57(F)46=-57(F)47=-57(F) A WARNING•Verify 6 uce pererrntera srrd READ NOTES ON TNIS AND?NCLUDED 41178<REFER ANCE PA GENII-7473 rev.0211612015 BEFOREUSE • Design valid for use only v4b HMTek connectors.loos design is based orly upon parameters showrt and is for as irndNd/d buidng component. Applicability of design parameters and proper incorporation of component is responsibility of biking designer-not trus designer.Eracig shown is for lateral support of hduicbd web members Orly.Addtiond temporary brocig to inure stabiity ding constriction is the responsibility of the erector.Addtiond permanent bracing of the over stvcture is the responsibility of the bulcig designer.For genera g.ACknce regardng MiTek fabrication qucety control,storage,delver',erection and bracing,consult ANSI/ i Qsby Canto,OSII-H and RCM Sulking Coaponed 6904 Parke E ant El vd. Saby kdonalbn available from Truss Plate haltute,781 N.Lee Steet,Suite 312.Alexa-sdia,VA 22314. Tampa,FL 33610 Job• • Truss Truss Type Qty Ply L 88/Iliadic Bead,CC T7224955 150367 A19 Hip Girder 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midwey,OA,31320 7.630 s Jun 23 2015 MiTek Inddries,Inc.Tue 4107 14:08:22 2015 Page 1 ID:UkpgkBdsbJPyVgdIYY2XKe)ehYl-gOBk0Wg8GrlDsho8Zs2r41pg60fa2sBiazbaOz_S1 d 14411 Iaao3144 7-0o I +1•ap >a I 5555 1 vao I asap I 43.0.0 I asap 1 2401 330 42.0 6511 6511 a40 440 7-00 2-2-11 Scale=1:108.3 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5x6= NAILED 2x4 II NAILED NAILED 4x6= 7.00 12 98 NAILED 3x4 II 4x8 = NAILED 4x6= 4x4 = NAILED 4x4= 61x8= SB 4 32 5 633 734 35 36 8 g 37 10 38 39 40 4111 12 13 1x8 •�I`If.. . e a e m m e ° 3 P 1 IMMill 111% . h...14 0 111- d29 27 42 .,� ■.■66wWAp�VP aP. 4x6 =37 4x6= 23 22 43 d4 45 21 48 07 20 14 50 49 51 52 18 17 16 15 4x6 = 1(4 II NAILED 6x8 = 5x6 = 3x10= 316= NAILED 3x6= 2x4 II 3l6= 3x4 II NAILED NAILED 3x6= NAILED 5x8= 5x6= NAILED 4x6= NAILED 3 4 I) NAILED NAILED NAILED 4x8= NAILED NAILED NAILED NAILED NAILED 1440 540 3�4q 7-0.0 +1-2-0 1-2-Q 11 10.1-6 2:1401 27.40 3:180 368-0 '-00 5360 12.40110-4 3S0 I 420 01h2.0 6611 640 I 640 l aoo I a40 I 7-60 I 0011 Plate Offsets((Y)-- 11:0-0-0,0-0-41.14:0-5-4,0-3-01,113:0-5-4,0-3-01,114:0-0-0,0-0-41.1190-3-0,0-3-0L 122:0.3-0,0.2-121.124:0-2-0,0-2-01.126:0-2-12,0-2-01.128:0-3-0,0.0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) Vdefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.78 Vert(LL) -0,17 15-17 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 125 BC 084 Veit(TL) -0,46 15-17 >507 180 BCLL 0.0 * Rep Stress Ir1cr NO WB 082 Horz(TL) 009 14 rda rl/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix) Weight:336 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x4 SP No.2 2-0-0 oc pudins(6-0-0 max.):4-13. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row atmid4lt 12-19,13.17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-4-0 Except(jt=length)21=12-8-0,21=12-8-0,19=12-8-0,18=0-38. 1 (Ib)- Max Horz 1=123(LC 31) Max Uplift All uplift 100 lb or less atjdrt(s)except 1=-249(LC 8),14=316(LC 8), ' 22=-936(LC 8),21=-610(LC 4),19=-921(LC 8) Max Gray All reactions 250 lb or less atjdnt(s)except 1=496(LC 17),14=826(LC 18),22=1805(LC 17),21=1080(LC 18),21=1059(LC 1),19=1986(LC 18),18=278(LC 3) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when sham. TOP CHORD 1-2=712/368,2-3=-1126/611,3-4=-6651430,4-32=-90/266,5.32=90267,5-6=-78/263, 6-33=102/391,7-33=102/391,7-34=-312/681,34-35=-312/681,35.36=-312/681, +{{{It1tf1/1 8-36=312/681,8-9=-312/681,9-37=-312/681,3738=-312/681,10-38=312i681, `�A� /// 10-39=-187/577,39-40=-187/577,40-41=-187/577,11-41=-187/577,11-12=187/577, �� _*ps A q ;1; 12-1 -1003/544,3 1314=-12371461 .'•Q`V`•\*SCI E .6: <e •.BOT CHORD 1-31=249/533,29-30=-333/715,28.2 -182/437,27-28=-516/1099,27-02=-320/575, � �` '••\C E N S•�••• �i 26-42=-320/575,6-24=-650/329,22-44=-714/426,44-45=-714/426,45-46=-714/426, ••• . • ,�.j 21-46=-714/426,21-47=-577/330,47-48=-577/330,20-48=-577!330,20-49=-577/330, tit) '39380„__- -- 19-49=-577/330,19-50=-373/1002,50-51=-373/1[02,51-52=373/1002,18-52=-373/1002, 17-18=-373/1002,16-17=-296/1002,15-16=296/1002,14-15=297/995 '• r WEBS 2-29=-453/188,2-28=304/678,3-27=586286,4-27=-366/582,4-26=815/419, - _ ��J 24-26=-322/200,6-26=-462/856,22-24=612/416,7-24=-400/726,7-22=1386/898, •- •r� -G: _ ATE 4/Z. 8-21=-688/566,10-21=-223/294,10-19=937/705,12-19=-1719/769,12-17=0/284, =O • 13-15=0/369 • NOTES-) balancetl roof live loads nave been considered for this design. ,,/I to/ N Al-�?��`,, 2)Wind ASCE 7-10;VUt=130mph(3-second gust)Vastl=101 mph;TCDL=4.2psf;BCDL=3.0pst h=25R;B=45ft L=53ft eave=6R;Cat.II; /I�1j 11 I{{{��1� Exp C;Encl.,GCpi=0.18;MWFRS(direclionalX cantilever left and right exposed,end vertical left exposed Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. FL C @Ct. 6634 4)This truss has been designed for a 100 psf bottom chord live load nonconcu'rent with arty other live loads. 5)•This toss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall try 2-0-0 wide will July 7,2015 fit between the bottom chord and any other members. 1 _ A WARNING•Verify Nesrgn parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFER ANCE PAGE1M71.7473 rev.02M6f20f5 BEFOREUSE. • Design,.aid for use only with NiTek connectors.his design is based orty upon peraneters shown and is for a s indSdduc4 bv4dng component. Applicabity of design parcrneters axi proper incorporaf on of component is respor8 bity of bsldrg designer-not truss designer.tiractg shown is for laterd support of ndAidud web members only.Addtioncl temporay bropg to nure std5ity axing construction is the responsibility of the erector.Addtiond permanent bracing of the overall skucture is the responstiityof the bulckng designer.For generd guidance regardrsg MiTek' fabrication qudty control,storage,delivery,erection aid bracing,consult ANSI/111 QuaRy Coterie,WI-nand ICSI Nsiding Component 6904 Parke East Blvd. Safety IYitormotbn awiidtie tom Teas Plate Institute,781 N.Lee Street Site 312,Alexmdio,VA 22314. Tempa,FL 33610 Job• • Truss Truss Type Oty Ply L 88 Mantic Bean,CC T7224955 150367 A19 Hp Girder 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.630 s Jun 232015 MiTek Intlatries,Inc.Tue Jul 0714:06:222015 Paget ID:Ukpgk8dsbJPyVgdlYY2XK.e)BhYI-g08kE7 VVg8GrOsho8Zs2r4log6O(a2s8iazhoDz_S1d NOTES- 6)Provide mechanical correction(by others)of truss to bearing plate capable of withstanding 249 lb uplift at joint 1,316 lb uplift at joint 14.936 lb uplift at joint 22,610 lb uplift at joint 21 and 921 lb uplift at joint 19. 7)'Semi-rigid pitchtxeaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)'NAILED"indicates 3-10d(0.148'x3')or 3-12d(0.148'x3.25")toe-nails.For more details refer to MiTeks ST-TOENAIL Detail 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1 4=54,4-13=54,13-14=-54,1-31=-20,29-30=-20,26-28=-20,24-25=-20,14-23=-20 Concentrated Loads(lb) Vert:4=10(B)9=119(8)26=-178(8)5=10(8)27=230(8)21=-57(B)8=-119(B)32=10(B)33 -111(8)34=-119(B)35=-119(8)36=-119(8)37=-119(B)38=-119(B) 39=-119(8)40=-119(8)41=-119(8)42=-178(B)43=4(3)44=-57(8)45=-57(B)46=-57(B)47=-57(8)48=-57(B)49=57(B)50=-57(B)51=-57(8)52=-57(B) AWARNING•Verily design Pxamafars and READ NOTES ON THIS AND INCLUDED AMEX REFER ANCE PAGE A111.7473 rev 02/1612015 BEFORE SE. • Design valid for.se only with MTek connectors.'his design is based only upon parcrneters shows and is for an individual busking component. Appicakity of design parcmeters and proper incorporation of component onent u responsibility of bs.rckg designer•not truss designer.bracing show, is for bleed support of ind.Ad.sd web members oily.Addtiond temporay bracing to nsvre stcbity axing construction is the responsibility of the erector.Addtiond permanent bracing of the overce stivetire is the responsibility of the buicb sg designer.Poe genera guidance regardng Mire k' fabrication quality control,storage,deiwery,erection and bracing,consult At6I/1111 Wally Creaks,DSS•e9 and SCSI guiding Componeri 6904 Parke E aE OM. Safely Niolaration available from Ines Plate Institute,781 N.Lee Sheet,Suite 312,Alexcndia,VA 22314. Tampa,FL 33610 Job• • -Truss Truss Type Oty Ply L 88 eaertic Beach CC 77224956 150367 .801 Common 2 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midwey,GA,31320 7.630 s.An 23 2015 MiTek Industries,Inc.TueJul 07 14:08:23 2015 Page l ID:Ukpgk8dsbJPyVgdlYY2XKe thY1-8ci6STXTvazi-UrNL7ZZ4dVLxaozdnSCsodWTsz S1c 4-11.13 l 9-10.0 1 14-8-3 19-8-0 4.11.13 4-10-3 410.3 4-11-13 4x4= Scale=1:41.0 3 1041 7.00 12 8 9 1.5x4 1.544 • 2 4 AlIllhihhhk.„ 10 i 5 a1 'i� 1,- t ■1. ''3x10 II =' 3s4 = 6 3x4 = 5x8= 3x10 II I 9-10.0 I 19-8-0 I 310.0 9-10-0 Plate Offsets(X,Y)-- 11:0.0.0,0-0.131,11:0.2-9.Edoe1.15:0.2-9.Edde1,15:0.0-0,0-0-131,16:0-4-0,0-301 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) Men LPo PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 041 Vert(LL) -0.19 1-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 098 Vert(TL) -0.49 1-6 >471 180 BCLL 0.0 * Rep Stress Irtcr YES WB 0.19 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix) Weight:90 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 MITek recommends that Stabilizers and reglired cross bracing WEDGE be installed during truss erection,In accordance with Stabilizer Left 244 SP No.2,Rig t 2x4 SP No.2 installation guide REACTIONS. (lb/size) 1=715/0-4-0,5=715/0-4-0 Max Harz 1=169(LC 8) Max Upiirt 1=257(LC 10),5=257(LC 10) FORCES. (Ib)-Max.Canp/Max.Ten.-All farces 250(Ib)or less except when shorn. TOP CHORD 1-7=-10351463,2-7=-989/475,2-8=-835/365,38=815/384,39=-815/384, 4-9=-835/365,4-10=9891475,5.10=-1035/463 BOT CHORD 1-6=325/854,5-6=-325836 WEBS 3-6=-201/583,4-6=334/251,2-0=-334/251 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-10;VUt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf BCOL=3.Opsf;h=25f;B 45ft;L=24ft ease=4R,Cat.II; ��1�ti��I,IdIi f� Exp C;End.,GCpi=0.18,MWFRS(tiirec9onal)and C-C Exterior(2)0-2-0 to 3-2-0,Interior(1)3-2-0 to 6-10-0,Exterior(2)6-10-0 to ,��t�A Q,S A. A �It, 9-10-0,Interior(1)12-10-0 to16-6-Ozone;cantilever left and right exposed;end vertical left exposectC-C for members and forces& $oOr' A. 4e 0, MWFRS for reactions show(Lumber DOL=1.60 pate grip DOL=1.60 ." .r •••\C E N S "9 'i 3)This truss has teen designed far a 10.0 psf bottom chord live load nonconcurrent with ary other live loads. .A ••• \' F • t_ v 4)=This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall ty 2-0-0 wide will 14-6- 3938 •• fit between the bottom chord and any other members. * : :::::5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 257 lb uplift atJolnt 1 and 257 lb uplift at :•�,. ---� �joint 5.6)•Semi-rigid pitchbreaks including heels•Member end fixity model was used in the analysis and design of this truss. yy i?r- _ •:ATE i 1 f.,�4 NA�E �S. FL Cert. 6634 July 7,2015 i • A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED AMEN REFERANCE PAGEANT-7473 rev.02/16/2015 BEFORE U SE. Design Kid for use only with MTek connectors.1-is design is based only upon parameters shown a 2 is for an Fr3sidr.d buadrg component. Appicabiity of design parameters and proper ncorporalon of component a resporaibety of Wading designer-not truss designer.tracing shown NE is for lateral support of nd'sid.,d web menters only.Addtiond temporary bracng to insure slcbity during construction is the responsibility of the Mire k erector.Addtiond permanent brodrg of the overall slvcK,e is the responsibiify of the baking designer.For general guidance regadng fabrication.gwity control,storcge,delivery,erection and bracing,consult ANSI/VII(Welly Crierio,OSS-S?and SCSI Wading Coopanerd 6904 Parte Ead Bind. Saki,YronnaIon awld;de torn Truss Rale Institute,781 N.Lee Steet Ssite 312,Alexandia,VA 22314. Tampa,FL 33610 Job• • Truss Truss Type Qty Ply L 88 ndertic Beech CC 1 7224957 150367 B02 GALE 1 1 Job Reference(optional) 7RUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.630 s.Mn 23 2015 MiTek Industries,Inc.Toe Jai 07 14:08:24 2015 Page 1 ID:Ukpgld3dsbJPyVgdIYY2XIC e)8hYl-coGUf pX5gt575?xXhH4J9ju5gCNiwuC?1HE2?Jz S1b I 3.0-0 I 7-7-4 1 9-10-0 I 12-0-12 I 16.8-0 I 19-8-0 I 3-0-0 4-7-4 2-2-12 2-2-12 47.4 3-0-0 4x4 = Scale=1:44.2 (•)Top chord crust be braced by end jacks, 9 ,d diaphragm,or properly connected pudms as shown. 7 Niiiiiiollib, 1 5 _7.00 12 bc4= 4x4_ 1 -.r`_ 4 4x4 2 ' IFIC11113 d um Il.ti�IIi�III��' Illttl•∎111`∎III�III�iiill-tor jb co 21 22 23 20 24 19 25 18 26 27 17 �• 5x6 = 3x4 _ NAILED 3x4 = at10MT2U-IS= NAILED NAILED 3x4 = 5x6 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED I aao I 7-7-1 I 12-0-12 I 16-8-0 I 19-8-0 I 3-0-0 4-7-4 4-5-8 4-7-4 3-0-0 Plate Offsets((V)-- 11:Edge,0-2-151,f3:0-3-8,0-2-41,f6:0-5-0,0-2-01.110:0-6.0,0-2-EL 1140-0-4,0-2-41,116:Ectie,0-2-151 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 051 Vert(LL) 0.16 18-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.73 Vert(TL) -0.23 18-20 >999 180 MT217HS 187/143 BCLL 0.0* Rep StressIrlcr NO WB 027 Horz(TL) 008 16 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix) Weight 128 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc paths,except BOT CHORD 2x4 SP NO.2 2-0-0 oc purlins(4-5-10 mat.}2-15. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10.12 0c bracing. OTHERS 2x4 SP No.2 JOINTS 1 Brace at Jt(s)6,10,8,12 WEDGE MiTek recommends that Stabilizers and requred cross bracing Left.2x4 SP No.2,Right:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer ' Installation aide REACTIONS. (lb/size) 1=1112/0-4-0,16=1133/0-4-0 Max Harz 1=160(LC 23) Max Upirt 1=-674(LC 8),16=-693(LC 8) FORCES. (Ib)-Max.Comp/Mat.Ten.-All forces 250(Ib)or less except when shays. TOP CHORD 1-2=184511148,2-3=-1543/1016,3-4=-1159/869,4-6=-1159869,6-8=-1741/1312, 8-10=-1741/1312,10.12=-1202895,12-14=-1202/895,1415=-1582/1050, 15-16=-1891/1188,3.5=520/216,5-7=-4951262,7-9=-481/323,9-11=-483/326, 11-13=506/267,13-14=541/229 BOT CHORD 1-21=-902/1572.21-22=-1381/2203,22-23=-1381/2203,20-23=-1381/2203, 20.24=-13852149,19-24=1385/2149,19-25=-1385/2149,18-25=1385(2149, 11111.11!/// 18-26=14022182,26-27=14022182,17-27=-1402/2182,16-17=935/1532 `% �� WEBS 2-21=-3791569,6-21=-683/495,6-20=-204/376,10-18=-153/292,10-17=-661/477, `N•% ON A, 44 i,��' 15-17=-395/585 ��,Z,o.��c E Ns�.• y NOTES- •. .� 5- %1)Unbalanced roof we loads have been considered for this design. :• �-fv 0 3938g.—!. ':. 2)Windt ASCE 7-10;Volt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2pst BCDL=3.0pst h=25lt B=45ft L=24fk eave=4R;Cat.II; * — ^� > Exp C;End.,GCpi=0.18;MWFRS(oirectlonal);cantilever left and right exposed;end vertical lett exposed Lumber DOL=1.60 plate grip,. OOL=1.60 w . �'�: y r�•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 •� � "�-`- ATE • : 4/: Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI i • - � O.' �LC/. 4)Provide adequate drainage to prewntwater ponding. ,tom 5)All plates are M1'20 plates unless ottleurise indicated. ��T•• P • 6)All plates are 1.5x4 MT20 unless otherwise indicated. 'i`'s•< R \?\% 7)Gable studs spaced at 2-0-0 oc. ,11 Sip N Ai-e��,` 8)This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any Other live loads. �lll/l f f 1 1111111, 9)*This truss has been designed for a live load cf 20.Opa on the bottom chord in 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 comeclion(by others)of truss to bearing plate capable ofwithstandinlg 674 lb uplift at joint 1 and 693 lb uplift at FL Cert. 6634 joint 16. 11)'Semi-rigid pitchtxeaks including heels'Member end fixity model was used in the analysis and design of this truss. July 7.2015 12)Graphical purlin representation does not depict the size or the onertation of the purlin along the top ancYor bottom chord. • _ • AWARNING.Verify design parameters and READ NOTES ON 7N1S AND INCLUDED M1TEK REFER ANCE PAGE M11.7473 rev.0211612010 BEFOREUSE. Design valid for vse only with NiTek connectors.Yds design is based only Won parameters show'.ands for an iidivdvd buidrg component. Applicability of design parameters ad proper incorporation of component is responsibility of bt icing designer-not truss designer.Nocig shown Mil is for lateral support of ind.id,sd web members only.Addtiond temporary bracing to inure stability d.xng constuction is the responsibility of the erector.Addtiond permanent bracing of the overall sivctc,re is the responsibility of the bsidng designer.For generd guidance regadn9 MiTek" fabrication quaity control,storage,delivery,erection aid brxirg,consult ANSI!Rll Wally Crtela,DSS-af and ICS puWksp Component 6904 Parke E ad Bind. Solely Ise eeoIon awralde torn Truas Rate ie1Ute.781 N.Lee Street SUte 312,Alexaxha,VA 22314. Tampa,FL 33610 Job• • Truss Truss Type Qty Ply L 88 inertia Bear,CC T7224957 150367 B02 CABLE 1 1 Job Reference(optional) TRUSSMMT BUILDING COMPONENTS, Midway,OA,31320 7830 s Jun 23 2015 MITek Industries,Inc.Tue Ad 0714:0a24 2015 Page 2 ID:Ukpgk6dsbJPyVgdlYY2XKey 8hYl-coGUfpX5gt575?xXhH4J9ju5gCNiWuC?1HE2?Jz S1b NOTES- 13)'NAILED'indicates 3.100(0.148'x3')or 2-120(0.14853.25')toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 14)In the LOAD CASE(S)section,loads applied to the face d the buss 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=-54,2-3=-54,1415=54,15-16=-54,1-16=-20,3-9=-54,9-14=-54 Concentrated Loads(lb) Vert 21=-154(F)17=-154(F)22=-85(F)23=-85(F)24=-85(F)25=-85(F)26=-85(F)27=-85(F) • • i Q WARMING•Verily design parse.»tors and READ NOTES ON THIS AND INCLUDE)MIT 9(REFERANCE PA GE 1011•7473 rev.02/16/2015 BEFOREVSE. • Design Kid for use only win NRek connectors.this design is based only upon paaneters shows and is for an r ..d'. b uddrg component. Appkcabity of design parameters and proper incorporator of component is responsilaity of WI designer-not truss designer.bracing shown is for laterd support of isdvidxf web members orry.Addhend temporary bracing to inure stcbity airing construction is the responsibility of the erector.Addtiond permanent bracing of the overci stuctue s the responsibikty of the buk6yg designer.Forge general guidance regadng MiTek' fabrication,quakty control,storage,delivery,erection and bracing,corsutt AN5I/1141 Omit,We nn,06S-1I9 and SCSI&Jiang Componest 6904 Parke East BIM. Safely kd0000lion amiable torn Truss Hate tstOWe,781 N.Lee Street,Suter 312,Alexasdia,VA 22314. Tampa,FL 33610 Job* • Truss Truss Type Oty Fly L 88 Mantic Been,CC T7224958 150367 CO1 Hp 1 1 Job Reference(optional) TRUSSM ART BUILDING COMPONENTS, Midwey,GA,31320 7.630 s An 23 2015 MiTek Induitrles,Inc.Tue Ai 0714:0825 2015 Page 1 ID:Ukpgld3dsbJPyVgdlYY2Xt<e}8hY1-47gss9YjRBDf9WjF_bYrwRICa2FN18Gw bYlz_S1a 4-6-13 I 9-0-0 i 13-0-0 1 17.53 I 22-0-0 1 4-6-13 4-5-3 4-0-0 4-5-3 4-6-13 4x4 = Scale=1:38.8 axe= 3 12 rjzi l5a 134 4 7.00 12 1.5x4 1.54 i 2 11 145 _ . .' 10 15 1 6 i ! =MI If1 6 ` M y '� 9 8 7 =4 4x4 =3x10 II 3x6= 4x4= 3x4 = 3x10= 3x10 II I 9-0-0 I 13-0-0 1 22-0-0 1 9-0-0 4-0-0 9-0-0 Plate Offsets(X.Y1— 11:0-2-9,Edge1.11:0-0-0,0-1-51.14:0-5-8,0-2-01.16:0-0-0,0-1-51,16:0.2-9.Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Lid PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 0.34 Vert(LL) -0.20 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.79 Vert(TL) -0.53 6-7 >495 180 BCLL 0.0 * Rep Stress Incr YES WB 0.15 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matftx) Weight: 112 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins,except GOT CHORD 2x4 SP No.2 2-0-0 oc purlins(6-0-0 max.):3-4. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-6 ix bracing. WEDGE MiTek recommends that Stabilizers and requred cross bracing Left 2x4 SP No.2,Right 2x4 SP No.2 be installed during truss erection,in accordance wilt,Stabilizer Installation guide. REACTIONS. (lb/size) 1=802/0-4-0,6=802/0-4-0 Max Hoz 1=156(LC 8) Max Uplift 1=-288(LC 10),6=-288(LC 10) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shorn. TOP CHORD 1-10=1194/592,2-10=-1092/603,2-11=-982/495,3-11=-973,514,3-12=-834/497, 12-13=-834/497,4-13=-834/497,4-14=973/514,5.14=982/495,5-15=-1092/603, 6-15=-1194/592 GOT CHORD 1-9=436/977,8-9=-235/793,7-8=-235/793,6-7=-4361970 WEBS 2-9=-303/236,3-9=-83/297,4-7=-83/296,5.7=-304/236 NOTES- 1)2)Unbalanced 7-10.V1Jt=i33omph(3-second gust)Vassd=101mph;TCDL=4.2pst.BCDL=3.0psf;h=25ft;8=45it,L=24ft eave=oft Cali; ,%%�`Op.S 1 Af f q4�'i,, Exp C.End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-0 to 3.2-0.Interior(1)3-2-0 to 4-9-1,Exterior(2)4-9-1 to 17-2-15, `= (3— •.•'E ' '41'•■ Interior(1)17-2-15 to 18-10-0 zone;cantilever left and right exposed;end vertical left exposed;C-C fix members and forces&MWFRS , f`•••.\ S$s•• 4 for reactions shown Limber DOL=1.60 pate grip DOL=1.60 •Ilij#1 3)Provide adequate drainage to pr event water ponding. :• „ti ti 3938 ! - : 4)This truss has been designed for a 10.0 psf bottom chord live load renconcurent with ary other live loads. * % % - �5)'Tr s truss has been desigled for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will : :(,.-frt between the boffim chord a id any other members. --6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 288 lb uplift at joint 1 and 288 lb uplift at ` '°joint 6. -' t AT E b : 7)'Semi-rigd pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. . - 8)Graphical purlin representation does not depict the size ix the oriertation of the purlln along the top and/or bottom chord. .t,'�\' •( O A 1 Q Q•• , �i,`''SS,O.......N AL ;,``�� FL Cert. 6634 July 7,2015 • • A WARNING•V.riTy design psr m.l rs And READ NOTES ON TINS AND INCLUDED ANTEK REFER ANCE PAGEM11.7473 rev.02,1612015 BEFORE USE. Design Kid for we only with Welt connectors_ihis design is based only upon parameters shown and is for as rsd,Adua l buildrg component. Appicobaty of design parameters aid proper incorporation of component is respornibity of buidrsg designer-not tmiss designer.Bracing shown is for lateral support of ndvdjd web members only.Addtlorid temporary bracing to insure stability ding construction is the responsibility of the erector.Addtiond pemgrsent bracing of the overall structure is the responsibihIy of the buidng designer.For general gvidasce regadng MiTek' 'fabrication qucity control,storage,delivery,erection aid bracing,consult A115I/1111 wary Crama,DS 1411 and DC51[aiding Composers! 6904 Perke E e8 Blvd. Safety isfoseatbn awdcs/4e tom TnAs Note k-stMe,781 N.Lee Street.Suite 312•Alexaidso,VA 22314. Tempe,FL 33610 Job• • Truss Truss Type Qty Ply L 88 Atlantic Bead'CC 17224959 • 150367 CO2 Hip Girder 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.6305Jun 232015 MiTek Industries,Inc.Tue Ju10714:08:262015 Pagel ID:UkpgkBdsbJPyVgdlYY2Xl<ey8hYl-YBOE4VZLCVAhLJ5woi6nF8zNA71j_gClVaj948z S1Z 3-8-8 7-0-0 I 11-0.0 { 15-0-0 I 18-3-8 I 22-0.0 3-8-8 3-3-8 4-0-0 4-0-0 3-3-8 3-8-8 NAILED Scale=1:41.9 4x8= NAILED Special NAILED 1.5x4 II NAILED 4x8 = 3 114 El 4 r5zi 15 5 7.00 12 �J n n g n Cl� :>I 3x4-. 3x4 2 6 ti I b 1 7 J 8 nn ''� rvi nn 8 ` Io o CA s: 13 12 16 11 10 17 9 el. 5x6 = 1.5e4 II 3x4= NAILED 3x10=(4 = 3x4= 1.544 II 5c6 TJC37 NAILED WAILED NAILED Special TJC37 • I 3-8-8 I 7-0-0 I 11-0-0 I 15-0-0 I 18-3-8 I 22-0-0 I 3-8-8 3-3-8 4-0-0 4-0-0 3-3-8 3-8-8 Plate Offsets(X,Y)-- (1:Edge.0-2-151.12:0-1-12.0-1-81.13:0-5.8,0-2-0i.15:0-5-8,0-2-01.16:0-1-12,0-1-81,17:Edae.0-2-151 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (IOC) Vdefl Lid PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 0.71 Vert(LL) 0.11 11 >999 240 MT20 244/190 TCDL 7.0 Limber DOL 125 BC 0.89 Vert(LL) -0.20 9-11 >999 180 BCLL 00 ' Rep Stress Incr NO WB 0.18 Horz(TL) 009 7 n/a Na BCOL 10.0 Code FRC2014/TPI2007 (Matrix) Weight 123 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins,except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins(3-5-14 max.)3-5. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-14 oc tracing. WEDGE MiTek recommends that Stabilizers and requred cross bracing Left:2x4 SP No.2,Right 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1512/0-1-0,7=1534/13-4-0 Max Horz 1=-123(LC 6) Max Uplift 1=-714(LC 8),7=-738(LC 8) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=2512/1205,2-3=-2365/1211,3-14=-2357/1262,4-14=2356/1262,4.15=2356/1262, 5-15=-2357/1262,5-6=-2406/1256,6-7=2552/1249 BOT CHORD 1-13=945/2048,12-13=945/2048,12-16=-905/2018,11-16=-905/2018,10-11=-943f2053, 10-17=-943/2053,9-17=-943/2053,8-9=-9812080,7-8=-981/2080 WEBS 2-12=278(256,3-12=-139/510,3-11=3151562,4-11=-501/444,5-11=261/510, 5-9=137/509,6-9=-284/262 NOTES- ``"'I I I f f f)iii 1)Unbalanced roof live loads have been considered for this design. ``0 k\NN A 'i %,,� 2)Winrt ASCE 7-10;VUt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;8=45ft L=24ft eare=4It Cat.II; �� 0 .'G E N B e� Exp C,Encl.,GCpi=0.18;MWFRS(drectonal):cantilever left and right exposed;end vertical left exposed LunberDOL=1.60 plate grip ' ••.• \ S'�C'• "1 i•DOL=1.60 '� 3)Provide adequate drainage to preventwater pending. ado 39380 _.—< .-- 4)This truss has been designed for a 100 psf bottom chard live load ranconcurent with any other live loads. * 5)'This truss has been designed for a live load fir 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will •--•--- . fit between the bottom chord and any other members. • - - 6)Provide mechanical comecton(by others)of truss to bearing plate capable of withstanding 714 lb uplift at joint 1 and 738 lb uplift at r •; joint 7. U-'`` ATE •r : �1 7)'Semi-rigid ptchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. ,t� i 4 tC/: 8)Graphical puffin representation does nct depict the size a the°nertation of the puffin along the top and/or bottom chord. �•i�••• - 0 • A 1 Q.. " ..' 9)Use Simpson Strong-Tie TJC37(4 nail,30-90)or egtivalert at 7-0-0 from the lift end to connect truss(es)to frog face Ct bottom chord, -', s G • 10)Use Simpson Strong T e TJC37 sloping 4 nail 90-150)or equivalent at 15.0-0 from the left end to connect truss(es)to front face of bottom ''i/i�,,N A;1ft% chord,skewed 45.0 deg.to the right,sloping 0.0 deg.down. 11)Fill all nail holes where hanger is in contact with lumber. 12)"NAILED"indicates 3-10d(0.148'x3')or 3-12d(0.148k3.25")toe-nails.For more details refer to MITek's ST-TOENAIL Detail. FL Cert. 6634 13)Hanger(s)or other connection devtce(s)shall be provided sufficient to support concentrated!clacks)290 lb down and 301 lb up at 15-0-0 an top chard,and 90 lb down at 7-2-4 on bottom chord. The designtselection of such connection deMce(s)is the responsibility ' July 7,2015 of Others. A WARNING.Vitrify dr srpa psrsmNSrs and READ NOTES ON THIS AND INCLUDED AMEX REFER ANCE PAGE M11.7473~.0211612015 BEFORE//SE. Desgn valid for vse orgy'Mtn MTek connectors.This design is based oily upon parameters shown and is for Cn ndiuUx4 b cidrg component. • Applicability of design parameters and proper incorporators of component is resporribfty of bulking designer-not truss designer.Bracing shown 4 for bleed support of ndwdjd web mentors oily.Addtiond temporary bracing ID Insure stability dsang construction is the respons*ity of the erector.AdCHbnd permanent bracing of the overd s►vottre is the responstxltyof the bulling designer.Forgeneed guidance regardng MiTe k fcbricdbn qudty control.storage,delivery,erection cnd bracing,consult ANSI/RID Quality Creed°,OSSJP and SCSI Budding Componer* 6904 Parke E est BIM Safely kdoafation cmdatie tom Tnss hale knsk Wte,781 N.Lee Skeet,Siite 312,Alexandia,VA 22314. Tampa,FL 33610 Job. . Truss Truss Type Oty Ply L88 Mardis Beach CC T7224959 150367 CO2 Hp Girder 1 1 Job Reference(ootionall TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.630s Jun 232015 MiTek Industries,Inc.Tue.ki 0714:08272015 Paget ID.Ukpgk8 dsbJPyVgdlYY2X wPMyjGSRjETicez S1Y NOTES- 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Veit: 1-3=-54,3-5=-54,5-7=-54,1-7=-20 Concentrated Loads(lb) Vert 3=-119(F)5=-180(F)12=-307(F)11=-57(F)4=-119(F)9=-307(F)14=-119(F)15=-119(F)16=-57(F)17=-57(F) • r, WARNNIG•VM7y hsger paraenafers and READ NOTES ON THIS AND INCLUDE)MITER REFERANCE PAGEMN-7473 rev.02116/20t5 BEFOREUSE. • Design.aid tor vse only wiwith MTek connectors.his design is bcaed only upon parameters shown.and is for an irdWdlol buidrg component. Appied:01y of design parameters and proper ncorporafon of component is responsibiry of bs ildng designer-not less designer.Bracing shown is for lateral suppod of hdudud web members oily.Addtiond temporary bracing So insure stability drrrng constn.ntion is the responsibility of the erector.Actdtiond pesmonentbrodrg of the overd stsvcture is the responst-rkty of the bcidng designer.For generd guidance regardng MiTek' tobication cpaity control,storage,delivery.erection andbradrg,consult ANSI/Wit Curly Cried°,051-19 and SCSI guiding Car•ponerr 6904 Parke East El wt. Safely Intimation avorette torn Tess Rate tsINte.781 N.Lee Street Ss,tte 312,Atexa•ndia,VA 22314. Tampa,FL 33610 Job• • Truss Truss Type City Ply L 88 Atlantic Beaux CC 150367 J00 Jack-Open 14 1 T7224960 Job Reference(oobonal) TRUSSMART BUILDING COMPONENTS, Midvrey,GA,31320 7.630 s Jun 23 2015 MiTek Indies,Inc.Tue 4107 14:08:27 2015 Page 1 10:Ukpgk3dsbJPyVgdIYY2XKe1 8hY1-0NydRoaaoUiyT96MPdOnLVOPZm)CRjETicez S1Y 0-1015 0-10-15 7.00 12 2 Scale=1:8.1 _,/I rl ' mil =/ 28 11 3 AliTI. 3x4= I 0.10.15 0-10-15 Plate Offsets(X.Y)— (1:0-0.0,0-1-1(,(1:0-2-9,Edoe( LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Lid PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 0.01 Vert(LL) -0-00 1 >999 240 MT20 244/190 TCDL 7.0 Lunber DOL 1.25 BC 001 Vert(TL) -0.00 1 >999 180 BCLL 0.0• Rep Stress Incr YES WB ODO Horz(TL) -0.00 2 nia n/a BCDI 10.0 Code FRC2014/TPI2007 (Matrix) Weight 4 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 ix bracing. WEDGE MiTek recommends that Stabilizers and requred cross bracing Left 2x4 SP No.2 be installed during truss erection,in acconlance with Stabilizer Installation gitde REACTIONS. (lb/size) 2=22/Mechanical,3=101Mechanical,1=32/0-40 Max Harz 1=31(LC 10) Max Uplil2=25(LC 10) Max Grav2=26(LC 15),3=17(LC 3).1=32(LC 1) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shorn. NOTES- 1)Wind ASCE 7-10;VUt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45(t;L=24ft eave=41t Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions sham;Lumber DOL=1.60 plate grip DOL=1 b0 2)This truss has been designed for a 10.0 psf bottom chord live load nonconarrent with any other live loads. 3)•This truss has been desgeed 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 ,�<<t i l t t il ft between the bottom chord and any other members. 01� �// 4)Refer to girder(s)for truss to truss connections. ,`�_t�p,S A qZ �1i 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 lb uplift at joint 2. N. 0 • •G• N ��i 6)"Semi-t1 d pitchtxeaks including heels'Member end fixity model was used in the analysis and design of this truss. ;ix-.. S'$•• *94 �0• 1tt 39380_ r - -- - ` A E •F t- i0,,,ss,O N Al- i,``,� FL Cert. 6634 July 7,2015 A WARNING.V.My d.arpn par.mete s end READ NOTES ON 7NIS AND INCLUDED MIT6t REFER ANCE PAGEMII-7473 rev.02/16/2010 BEFOREUSE. • Design wlid for vse orsy vsta MTek connectors.this design is based oily upon parameters shown and is for an nc3Ndld b/tdrg component. Appicab(rty of design pasaneters and proper incorporallon of corp rent is resporribity of bolding designer-not tries designer.Eraci g shown is for lateral support of inchictral web members oily.Additional temporary brocirg to insure stability during construction is the responsibility of the erector.Addtiond permanent bracing of the overall sfvctue is the responsibilty of the building designer.For genera guidance regcrdrg MiTek' tctnicdan quality oornol,storcge,dek ery,erection end broOrg,consult ANSI/*11 Wally Craesio,068-411 and IICSI taking Component 6904 Parke E ad BIW. Sagely krlontaILon a alable tom Trues Plate Irrtfute,781 N.Lee Street Sate 312,Alexmdia,VA 22314. Tampa,FL 33610 Job• • • Truss Truss Type Oly Ply L 88 Atlantic Bead,CC 17224961 150367 J02 Jeck-Opens 10 1 Job Reference(ootionall TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 a Jun 23 2015 MiTek Industries,Inc.Tue Jul 07 1408:28 2015 Page 1 ID:UkpgradsbJPyVgdIYY2Xt<e)BhYI-UaV?VAabk6cZacFIw79FKZit3pu2SlSbyuCF84z S1X I 2-9-7 2-9-7 Scare=1:14.0 2 7.00 12 �� ,r n N 44.4 y N i a MI ` - OA 2r8 II 3 �, 3c4= I 2.9.7 1 2-9-7 Plate Offsets(X,Y)— 11:0-0-0,0-1-11,11:0-2-9,Edgel LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Lid PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 0.11 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCOL 7.0 Lumber DCL 125 BC 0.07 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCOL 10.0 Code FRC2014/TP12007 (Matrix) Weight: 10 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins. BOT CHORD 2x4 SP No.2 DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and reglired cross bracing Left 2144 SP No.2 be installed during truss erection,in accordance with Stabilizer .Installation guide. REACTIONS. (lb/size) 2=65/Mechanical,3=29/Mechanical,1=95/0-4-0 Max Harz 1=75(LC 10) Max Upli42=-62(LC 10),1r 7(LC 10) Max Grav2=73(LC 15),3 49(LC 3),1=95(LC 1) FORCES. (Ib)-Max.Conp/Mac.Ten.-All forces 250(Ib)cr less except when shorn. NOTES- 1)Wind:ASCE 7-10;Vutt=13C nph(3-second gust)Vasd=101 mph;TCDL=4.2psf,BCDL=3.Opsf;h=25R;8=451t L=24ft eare=411;Cat.II: Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and rigrt exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shorn;Lumber DOL=1.60 plate gip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load rtonconcirrent with any other live loads. 3)'This truss has been designed fix 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 %% U U/till. fit between the bottrlm chord and any other members. �� t/� 4)Refer to grder(s)for truss to truss connections. %%%-A N A 44 d 5)Provide mechanical comection �� \�',. •••••'•. �� (by others)of truss to bearing plate capable of withstanding 62 lb uplift at joint 2 and 7 lb uplift at 1. Q B i 6)'Semi-rigid pdchbreaks including heels'Member end fbcitymodel was used in the analysis arid design of this truss. ∎,Q` VAC N S$' .• �10• '6 39388 * , 1.O2.- ATE •: Z" 0, �••.< 0R%0 ∎ ,.. 0 , • �s` •■ / �"4 O N Al '. 0% .. FL Cert. 6634 July 7,2015 • , AV/ARMING.Ve des suer psrarn•hrs and READ NO7ES ON THIS AND INCLUDED MnTEX REFERANCE PAGEMSS.7473 rev.02/16/2015 BEFOREUSE. • Design void for use only with tv1Tek corvnectors.this design is booed oriy upon perimeters shown and is for as incl nid,.d b.idrg component. Appkcabity of design paaneters end proper incorporation of component is responsibility of baking designer-not truss designer.bracing shown IIIII is for'okrd support of iW,Adud web members only.Addtiond ten orgy bracig to insure stability d.nig construction is the responsibility of the erector.Addtiond pea»axnt bradrg of the os.erdl structure is the responsibility of the buidng designer.For gererd guidance regardng MiTek' fabrication quality control,storage,deanery,erection and bracing,consult Ai61/1:11 QuaMy Criaia,05I-81 and SCSI lidding Cooponeri 6904 Parke E ad Blvd. Sauey information available from Tess Rate Insikute,781 N.Lee Street,Suite 312,Alexondia,VA 22314. Tampa,FL 33610 Job• ` • Truss Truss Type Oty Ply L 88 Atlantic Bead,CC T7224962 150367 Jack-Open 8 1 Job Reference(notional) TRUSSMART BUILDING COMPONENTS, MicMay,OA,31320 7.630 s Jun 23 2015 MiTek Irxiustries,Inc.Tue Jul 0714:08:28 2015 Page 1 ID 111(pgld3dsbJPyVgdIYY2XKey8hYl-UaVN Aabl6cZacFIw79FKZ3t5pudS1DbyuCF84z_SIX I 3-0-0 I 3-0-0 Scale=1:14.7 1.544 II 3 2 Too 12 i • 1 „i . 1 summimmiult, „--ace II 5 '— 344= 4 1.544 II I 3-0-0 I 3-0-0 Plate Offsets(X,Y)-- 11:0-0-0,0-1-11,11:0-2-9,Edael,15:0-2-0.0-1-42 LOADING(psf) SPACING- 2-0-0 CSI. DER. in (Ice) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0.11 Vert(LL) -0.00 1-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.09 Vert(TL) -0.01 1-5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FRC2014JTP12007 (Matrix) Weight 1310 FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and requred cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left 2x4 SP No.2 Irrstalla110n guide, REACTIONS. (Ib/size) 1=93/0-1-0,5=105/Mechanical Max Harz 1=80(LC 10) Max Upiift l=-3(LC 10),5=-71(LC 10) Max Gray 1=93(LC 1),5=115(LC 15) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)ix less except when shown. NOTES- 1)Winct ASCE 7-10;VUt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=251t 6=45ft L=24ft ea a=4ft;Cat.II, Exp C;Encl.,GCpi=0.18;MWFRS(drectional)and C-C Exterior(2)zone;cantilever left and ngtt exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gip DOL=1 SO 2)This truss has been designed for a 100 psf bottom chord live load nonconclrrent with any other live loads. 3)•This truss has been designed for a We load ct 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rl�►1 fit between the bottom chord and any other members. PS 4)Refer to girder(s)for truss to truss connections. %•%\x%‘(,)%1%.\V ..•......................................... 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3 lb uplift atjoirt 1 and 71 lb uplift at joint 5 �� .1•1\1* •>,G � 6)'Semi-rigid pftchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. . •• `.' •.'- .P<k 39380.__._'. -%. f r ` _ "t5�'-- ATE Q t= • W `• •'it .,S'O N A,EC�0 FL Cert. 6634 I July 7,2015 ■ S A,WARNING-Verily design parameters and READ NOTES ON 7175 AND INCLUDED MASK REFER ANCE PAGEAfN•7473 rev.02,1612015 BEFOREUSE. Design valid for use only win MTek connectors.one design is bared oily upon paanetes shovel,and is for an indinidr.,i b.iidrg component. • Appicatity of design paaneters and proper hcorporalon of component is respornibity of bsidng designer-not toss designer.Mocig shovel is for laterd support of i duckid web members oily.Addtiond terrporay bracng to insure stdoity dehg conshuction is the responsibility of the erector.Addtiond permanent bracing of the overd structure is the responstiky of the biding designer.For generd guidance regadng MiTek' fatxicdion puafty control,storage,delivery,erection asdbrodrg,cornAt ANSI/1111 dually Criain,DSO-Stand KU Balding Co ponnN Sakti Ylloaraion awiatle torn Truss Hate Insitvte,781 N.Lee Steet,Suter 312,Alexandia,VA 22314. 6904 ma,FL E 10 W. Tampa,FL 33610 Job. 41 Truss Truss Type 'Qty Ply L 88 Atlantic Beach CC 17224963 150367 J04 Jack-Open 9 1 Job Reference(ootionai TRUSSMART BUILDING COMPONENTS, Michney,GA,31320 7.630s Jun 232015 MiTek Industries,Inc.Tue Jut 071408.29 2015 Pagel ID:Ukpq kBdsbJPyVgdIYY2X Ke)BhYI-zm3NrWbOVQkt7CmgUUggUsmb_ODCfBCikBYyphWz_S1 W I 4-9-7 I 4-9-7 Scale=1:19.9 2 1l 7.00 12 e ,6 rr 1 a =1� f1 u.8 II 0 31(4 = 3 I 4.9.7 4.9.7 Plate Offsets(X,Y)-- I1:0-0-0,0-1-11,11:0-2-9,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lox) I/defl Ud PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 0.35 Vert(LL) -0.02 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 024 Vert(TL) -0.06 1-3 >917 180 BCLL 0.0 * Rep Stress Irlcr YES WB 080 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix) Weight: 16 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left 2(4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=116/Mechanical,3=52/Mechanical,1=169/0-4-0 Max Harz 1=123(LC 10) Max Uptilt2=105(LC 10),1-20(LC 10) Max Grav2=128(LC 15),3=88(LC 3),1=169(LC 1) FORCES. (Ib)-Max.Comp/Max.Ten.-AJI forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VLit=130mph(3-second gust)Vasd=101mph;TCDL=4.2pst BCDL=3.0psf;h=25fk B=45ft L=2411;ease=411;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load oonconcurent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 11 i 11111!yI 4)Refer to grder(s)for truss to truss connecctions hers. `%ot p.S A: 5)Pri Ode mechanical correction(by cthers)of truss to bearing plate capable of withstanding 105 lb uplilt atjoint 2 and 20 lb uplift atjont `%, 0—•.• •E N' �e ■��i; 1. \G S -9J ,, 6)'Semi-nod ptchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. : ••• �' ••••,`' -Svo 39380 153- ATE I- • W i,/1,710 N A,,c- ``��ss FL Cert. 6634 July 7,2015 4 A WARNING.Verify design parameters and READ NOTES ON 7NIS AND INCLUDED MITE7(REFER ANCE PAGEMN.7473 rev.0211612015 BEFORE SE. • Design'd d for use only wri MTek correctors.This design a based only upon parameters shown,and is for an ndsidr.d build component. Applicability of design parameters and proper ncorporalon of component is responsiblity of bull dry designer-not buss designer.bracing shown Mill n for laterd support of ndhid/d web members only.Addtiond temporay brochq to insure sldodify drirg constvction is the responnbity of the erector.Addtbnd permanent bracing of the°Nerd stvctsxe is the responsb frty of the b(Adng designer.For generd guidance regvdng MiTek' fabrication.quality control storage,delivery,erection and bracing,consult AM/VII Oudly Crania,DSLIN and SCSI Raiding Cannoned 6904 Parke E aN BIsd. Weir krloaabn avoiak4e torn Tans Plate ke Mute,781 N.Lee Skeet Suite 312,Alexandid,VA 22314. Tampa,FL 33610 Job. • Truss Truss Type ply Ply L 88 Atlantic Beady cc 157 J04A 17224964 Jack-Open 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, MidMiy,GA,31320 7.630 s Jun 23 2015 MiTek Indushies,Inc.Tue Jul 07 14:08829 2015 Page 1 ID:Ukpq k6dsbJPyVgdIYY2X KB)8hYl-zoi3NWoDVOkOCmgUUggUsrnb_ODDABCiIBYyphVVz_S1 W I 4-10.15 4-10.15 Scale=1:20.2 z rl 7.80 lif 1 mmil%l a all f1 ►/•8 II F. F1 ►1 3x4 = 4 3 I 3-8-0 I 4.1015 3-8-0 1-2-15 Plate Offsets(X,Y)-- I1:0-0.0,0-0-131,11:0-2-9,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lcx) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 035 Vert(LL) 0.01 1-4 >999 240 MT20 244/190 TCDL 7.0 Limber DOL 1.25 BC 0.14 Vert(TL) -0.01 1-4 >999 180 BCLL 0.0• Rep Stress Incr YES W8 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix) Weight 17 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 arc bracing. WEDGE MTek recommends that Stabilizers and required cross bracing Left 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length)1=0-4-0,4=0-4-0. (lb)- Max Hoz 1=126(LC 10) Max Uplift All uplift 100 lb or less at joirt(s)3,1,4 except2-106(LC 10) Max Gray All reactions 2501b or less at joint(s)2,3,1,4 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shorn. NOTES- 1)Wind ASCE 7-10;VUt=13Qnph(3-second gust)VasO=101mph;TCOL=4.2psf;BCDL=3.0psf;h=25R;8=45ft;L=24ft eave=411;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(lirectional)and C-C Extetlor(2)zone;cantilewr left and ngrt exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gip DCL=160 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with arty other we loads. 3)'Iris 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 w1 fl 1/f!i/ 4)Refer to girder(s)far truss to truss aid any onne tlons.members. `,``�■"• S q�it�'i 5)Provide mechanical connection(by others)of truss to beaing plate capable of withstanding 100 lb uplift atjoint(s)3.1,4 accept(jt=lb) ,`%� 0 • ;-EN'S -or'' �� ••"• 6)"Semi-rigid pitchb-eaks including heels"Member end fixity model was used in the anaysis and design of this truss. • _ �•••• `0 39380 . ' 7. .. •-c:.-_?°•T.-P-7- . . ATE UP`- '141 ` .� 4/cNA�'- ' FL Cert. 6634 July 7,2015 4 l AWARNING.Verily desipa perarrreIers acrd READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGEMi1.7473 rev.02116.12015 BEFORE°SE. Design acid for use only wilt MTek connectors.'his design c bled only upon parameters shown.and is for m indiucAXA bu*drg component. • Applicability of design parameters and proper ncorporgkon of component is responsibility of br hang designer-rot tags designer.irocng shown Is for laterd support of'xld.icbd web members only Addtiond temporary bracing to insure stcblity d.Aing construction 4 the responsbify of the erector.Addtiond pemnarent bracing of the overd sh1ctrre is the responsibility of the briding designer.For generd guidcnce regardng MiTe k' fabrication,quality control,storage,dekvery,erection rndbracirg,coreUf AHS1/1111 dually Crioia,DSI-89 and 1051 Building Cooponeri 6904 Parke E e4 Bi W. Sagely klomiabn awid4e from Truss Bate Institute,781 N.Lee SteeL Sate 312,Alexdndia,VA 22314. Tampa,FL 33610 Job r "' • Truss Truss Type -Qty Ply L 88 Atlantic Beads CC 150367 ,p7 77224965 Jack-Open 36 t Job Reference(optional) TRUSSMART BU WING COMPONENTS, Midney,GA,31320 7.630 s Jun 23 2015 MiTdc Industries,Inc.Tue Jul 07 14:08:30 2015 Page 1 ID:UkpoledsbJPyVgd1YY2X1<e)8hYI-R ydlwscsGjsHpwPhIXB jP_82vdTuw(ytPChMDyz_S1 V I 700 I 7.0.0 Scale=1:26.2 2 T 7.00 12 • fV 1 1 r Yi =;3(10 II 4x4 = 3 I 7-0-0 I 7.0.0 Plate Offsets(X,Y)-- I1:0-0-0,0.1-91,ff0-2-9,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 0.79 Vert(LL) -0.11 1-3 >764 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.56 Vert(TL) -0.29 1-3 >280 180 BCLL 00 ' Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix) Weight 23 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. SOT CHORD 2x4 SP No.2 DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 WEDGE Mi Tek recommends that Stabilizers and required cross bracing Left 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ibtsize) 2=173/Mechanical,3=77/Mechanical,1=251/0-4-0 Max Horz 1=176(LC 10) Max Uplift2=-152(LC 10),1=-34(LC 10) Max Gray2=190(LC 15),3=130(LC 3),1=251(LC 1) FORCES. (Ib)-Max.Comp/Mac.Ten.-All forces 250(Ib)or less except when shown. • NOTES- 1)Wind:ASCE 7-10;VLft=130rnph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;rt=251t;B=45ft;L=24ft ease=41t Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-c Exterior(2)zone;cantilever left and rigrt exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions sharp;Lumber DOL=1.60 plate gip DOL=1 S0 2)This truss has been designed for a 100 psf bottom chord live load nonconcurent with any other live loads. 3)•This truss has been designed for a live load ct 20.0psf on the bcttom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will i i i i i f i i fit between the bottom chord and any other members. ��,,i iSi�r 4)Refer to grder(s)for truss to truss connections. %s J1 PS A .4 Ij 5)Provide mechanical correction(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) •%4,(Y.1.•\'� ..... ' ..6).:.7,11'0,,• 2=152. �� (',E1�5+ 6)'Semi-rigd pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. ••• • ri :: * `'o—3938 i ' f� ATE • - '� *111;)/ONA % o iiiiiiillitol FL Cert. 6634 July 7,2015 • • A WARNING-Vwiry d•uyn pararrreNn and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGEMI7-7473 rev.02176/2015 SEFOR ELISE. • Design valid for yes only with MT*connectors.1his design is based oily upon paaneters shown and is for as individual bWdrg cornponer0. Appicadity of design paraneters and proper ncorporaf on of component is responitity of b.Adng designer-rot taus designer.Bracey shovwn is for laterd support of ndud d web members orgy.Addfiond temporrry bracing to inure stdJity d Wang constriction is the re erector.Addtiond permanent bracing of the overci sivctue is the responsibility of the responsibility ig of the b.,ilLirLq designer.For general gudcnce regcrtlrnq Mire k" fabrication quality control storage-delivery,erection andbracing,consult A161/11P11 Wally Creole,0511-89 and ICSI Building Component 6904 Parke Ead awn Sally I ifeasefon awi(tie from Tikes Plate Irsltub,781 N.Lee Street Sute 312,Alexander-VA 22314. Tampa,FL 33610 Job• ' • Truss Truss Type Qty Ply L138 Atlantic Beach cc T7224966 150367 J07A Jack-Open 3 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, MiUwry,GA,31320 7830 a Jun 23 2015 MiTelc Industries,Inc.Tue Jul 07 14:08:30 2015 Page 1 ID:Ukpq kBdsbJPyVgdIYY2X 1<efihYER ydhvscsGjsHpwPh1 X BjP_89AdWLwfdtPChlvDyz_31 V I 610-0 I 7.0-0 I 5-10-0 1-2-0 r Scale=1:28.4 3 3x4 II 3x4 II z 7.00 1z ■ N 1 AIIIIIIIIIj I.I d Az1 _ i o 6 O 0 i�� 10x 12 = 0 0 8 3(4 = 9 1.5x4 II 2x8 II 1 38-0 I 510-0 1 610-0 7- 3-8-0 2-2-0 1-0-0 0-7-b Plate Offsets(X,Y)-- 11:0-2-9,Edoel.11:0-0-0,0-0-131.13:0-3-4.0-0-01,17:0.1-12.0-4.121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc ) Vdefl L/d PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 0.32 Vert(LL) -0.01 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 032 Vert(TL) -0.02 5 >999 180 BOLL 00 • Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 3 r1/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matra) Weight:35 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. GOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.2 640-0 oc bracing:7-8. WEDGE MiTek recommends Mat Stabilizers and required cross bracing Lat 2x4 SP No.2 be installed Wring truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except(jt=length)1=0-4-0,9=0-40. (Ib)- Max Harz 1=170(LC 10) Max Uplift All Lplift 100 lb or less atjart(s)3,1,9 except4=-143(LC 10) Max Gray All reactions 250 lb or less atjant(s)4,3,1,9 FORCES. (lb)-Max.Comp/Max.Ten.-All fates 250(lb)or less except when shorn. BOT CHORD 2-5=-259/253 NOTES- 1)Wind ASCE 7-10;Vut=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=2511 8=451t L=24ft eave=at;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever at and right exposed;end vertical left exposed;C-C for members and fortes&MWFRS for reactions shown;Lumber DOL=1.60 plate gip DOL=1.60 2)This truss has been designed fora 100 psf bottom chord live load nonconcurent with any other live loads. `1twin/Hilt li 3)`This truss has been designed for a live load ct 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,`�_*P-' A /14 fit between the bottom chord and any other members. •• Q``r` �' 4)Refer to grder(s)for truss to truss connections. .` .' •'•\C E N S•'•.9�} "i 5)Provide mechanical comection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,1,9 except(jt=lb) , ••• _ . ••�`i i 4=143. 6 3938() "-- –r, 6)"Semi-rigid pltchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. * : —✓` • *'•;, 7)Gap between inside of top chord bearing and first ciagonal or vertical web shall not exceed 0.500in. --'-` - ".O: ATE ♦I- ,:mow: S' S - �` ,, �0 N A vo‘ llt•• FL Cert. 6634 July 7,2015 4 - AWARNlNG•Verify dearprr parameters and READ NOTES ON THIS AND INCLUDE)4117E1(REFERANCE PAGE MH•7473 co,02H612015 BEFOREUSE. Design valid for use only wfh MATek connectors.this design is based oily upon parameters Mann and h for an txdviduot Lxddrg component. Appbcotity of design parameters and proper iscorporalon of component is responsibility of bsA&sgg designer-not huts designer.bracing shown • is for laterd support of isdwd.d web members only.Addtiond temporary bracing to insure stmity airing confection is the responsibility of the erector.Addtbnd permanent braarg of the owd seuck.re is the responsibility of the tooling designer.For geneed gvidmce regardng MiTe k fabrication quality control.storage,delivery,erection a,d bracing.corasAt ANSI/1111 Gladly Crimp,0SI-$P and SCSI Muddily Component 6904 Pence E est BIB. Safety kdoneation avaiatie tom That Bale Inttvte,781 N.lee Steel.Suite 312,Alexasdia,VA 22314. Tampa,FL 33810 Job. i . Truss Truss Type Qty Ply L 86 Atlxtic Beach CC 150367 ,p7B 1 1 T7224967 TRUSSMPRT BUILDING COMPONENTS, M' - Job Reference(oohonal) Midday,GA,31320 7.630 s Jun 23 2015 MiTek Industries,Inc Tue J 4 0714:08.31 2015 Page 1 ID:UkpgledsbJPyVgdIYY2XKey6hYl•v9B77CdU11 8R4_tbF yyBhEgOtpf6B1 esRwlPz_S1 U I 7.0-0 7-0.0 f Scale=1:26.2 2 `T 7.00 12 "...,'1.'i 1 Oil ] ' ) ►=t ►_. ` ►z• ►_. 3x6 II 4 3 1 3-8-0 1 7-0-0 f 3-8-0 3-4-0 Plate Offsets(X,Y)-- 11:0-2-4.0-1-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl lid PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 0.72 Vert(LL) 0.02 1-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 032 Vert(TL) -0.03 1-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES W8 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix) Weight:23 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 a bracing. WEDGE' MiTek recommends that Stabilizers and required cross bracing Lest 244 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide, REACTIONS. All bearings Mechanical except(t=length)1=0-4-0,4=0-40. (Id)- Max Holz 1=176(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)1,4 except 2=-149(LC 10) Max Gray All reactions 250 lb or less at joint(s)2,3.1,4 FORCES. (lb)-Max.Colnp/Mac.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vut=130nph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25R;B=45ft L=24ft eave=41t Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(cirectional)and C-C Exterior(2)zone;cantilever left aid ngt-t exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shorn;Lumber DOL=1.60 plate gip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load ronconci rent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. `,�.01111/1/11.�� 4)Refer to grder(s)for truss to truss connections. .00 p1/4D . q .,•5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4 except Ot=1b) ��``�`0• • ......E S;Ce9'• • i 6)'Semi-ngd pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. r' v :: Fi r9d1 39380 13- ._ ATE a ■ ilismilitil FL Cert. 6634 July 7,2015 4 . a WARNING•Vert&design parameters and READ NOTES ON THIS AND INCLUDED MITE1I REFER ANCEPAGEMI7.7473 rev 02/76/2015 BEFOREUSE. • Design wild ton vse only wih NSTek connectors.1w design is bcsed only upon pvcrneters shown.and is to cn ndiid a1 build Applcctity of design pvaneters andproper i corporolon of component is resporsibity of bW re designer.b aci g sh is for laterd support of frsd cbd web members only.Addtiond t dy urn gn o'not toss h ap errant shove ill erector.Addtiond permanent bracing r tfyo.D insure r-rg designer.y dni construction a the responsbiity of the fabrication,gyaity control,sto rovetheo�erds ndbresthernsult i Aolthe bsildin,Cred , Fo-generd M IInklig Comported 6MiTek" storage,delivery,erection and bracing,corxrAl AlfS1/PIl oaaYy Crldb,DSLM and��sg Cowporsml 6804 Parke E est BI W. Safely Infonalbn avalable from TMs Rate Institute,781 N.Lee Street,Sute 312,Alexandia,VA 22314. Tempe,FL 33610 it Job. ' • Truss Truss Type Oty Ply L 88 Atlantic Bead,cc 150367 JC04 Diagonal Hp Glider 2 1 17224968 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.630 s Jut 23 2015 Matt Industries,Inc.Tue AA 0714:08:32 2015 Page 1 ID:UkpgkedsbJPyVgdIYY2X1<ey8hYl-NUM<Ye60L6?3EZ39yDBUPDYBOD OZRAIWATHrz_S1T I 4-1-7 4-1-7 Scale=1:14.3 2 3 1.5" II 4.95 12 NAILED NAILED 6 pm-dal/II ■ T JI 1 I II `� 11110,,,A. 2X8 7 5 =, NAILED NAILED 3x4 = 4 1_5x4 II 1 41.7 I 4-1-7 Plate Offsets(X,Y)-- 11:0-0-0,0-1-31,11:0-2-13.Edgel LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Lid PLATES GRP TCLL 20.0 Plate Gnp DOL 125 TC 0.16 Vert(LL) -0.00 1-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 026 Vert(TL) -0.00 1-5 >999 180 BCLL 00 • Rep Stress Irlcr NO WB 0130 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix) Weight: 16 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-1-7 oc purlins, except 8OT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left 2<4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Itysize) 5=97/Mechanical,1=35/05 Max Horz 1=79(LC 8) Max Uplilt5=65(LC 8),1=-37(LC 6) Max Grav5=97(LC 1),1=59(LC 21) FORCES. (lb)-Mac.Comp/Max.Ten.-All fates 250(lb)a less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=251t;8=45ft;L=24ft eave=oft;C .II; Exp C.Encl.,GCpi=0.18;MWFRS(cirectionall cantilever left and right exposed;end vertical left exposed Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed fa a 10.0 psf bottom chord live load nonconcurent with any other live loads. .0‘111/11/,_ 3)•This truss has been designed fce a live load d 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will J%'I A Its, fit between the bottom chord and any other members. %% `A PS q 4)Refer to girder(s)for truss to truss connections. %••0\�• •'' • �e �� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,1. :,/'('..*� \C' N S• ••'9 �i 6)'Semi-rigid ptchbreaks including heels'Member end focitymodel was used in the anaysis and design of this truss. •• r' 7)'NAILED"indicates 3-10d(0.148'x3")or 2-12d(0.148N3.25')toe-nails.For more details refer to MITekS ST-TOENAIL Detail. Jv0 39381 •*----1.1 8)In the LOAD CASE(S)section,loads applied to the face d the truss are noted as front(F)or back(B). * :• -`a LOAD CASE(S) Standard • =`; 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 =-• ,._._ .,.....4.- - _ ., •- .,Cc Uniform Loads(plr) �fj• ATE • 11! Vert 1-2=54,2-3=-14,1.4=-20 .O•' .V✓ Concentrated Leads(lb) ,1i'Z(\..."(‘•4 O R I p P=" `.�� Vert 6=109(F=54,8=54)7=37(F=18,B=18) C'J .,,,5'S,AO N A,Edo' FL Cert. 6634 July 7,2015 • • A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDE)MITEK REFERANCE PAGEMI1.7473 RV.02,1672015 BEFOREUSE Design eoilid for use only with MTek con necton.'Ns design Is based oNy upon paaneters shown and is for at incividud txstdrg corponent Appicabity of design pavneters and proper incorporation of component is resportsibdty of brAdrg designer-not truss designer.Iroctg shown . is for Weird support of ndvidxd web members oNy.Addtiond temporary bracing to nine debility fining construction is the responsbinty of the erector.Addtiond pennonent bracing of the overdl stvctue is the responabitty of the building designer.For generd guidance regadng MiTek• foldicohon quaity control.storage,delivery.erection old brodrg,consult ANSI/11l Quay Crieria,066-h and BCSI Bulking Component 6904 Parke E eal Elvd. Sale*kdoarrotios awiable torn Tnes Rote Institute,781 N.Lee Street,Sute 312.Alexe ndla.VA 22314. Tampa,FL 33610 • Job• • • Truss Truss Type City Ply L 88 Anemic Beads cc • 150367 JC09 Dyed Flip Girder 4 1 17224969 TRUSSMART BUILDING COMPONENTS, Mxlway,GAS 31320 Job Reference(optional) 7.630 s,An 23 2015 MiTek Inriusbies,Inc.Tue.A4 0714:0633 2015 Page 1 ID'UkpgkBdsbJPyVgdlYY2X Key8hYl-rXJuYuekZeEsg07Gjgk01 cmeygV07z1ElimOgHz_SI S I 4-9-11 I 39-5 4-9-11 4-11-9 3 T Scale=1:29.3 t NAILED 4.95 12 NAILED 9 3x4 i Ill- ! NAILED NAILED 2 8Ill I O. NAILED NAILED 7 � I I • J1 11 111 • 1I1 Ma 1-, 10 11 6 12 5 3x1=2x8 I I NAILED NAILED 1.5x4 II NAILED 4 NAILED NAILED NAILED 3x4= I 4-9-11 i 9-9-5 I 4-9-11 411-9 Plate Offsets(<,Y)-- I1:0-0.0.0-1-31.11:0-2-13,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) Vdefl Lid PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 048 Vert(LL) -0.04 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.12 5-6 >934 180 BCLL 0.0 • Rep Stress lncr NO WB 0.25 Horz(TL) 001 4 rVa n/a BCDL 10.0 Code FRC2014ITPI2007 (Matrix) Weight:42 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Dc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and requred cross bracing WEDGE be installed dung truss erection,in accordance with Stabilizer Left 2x4 SP N0.2 Installation Sg11de REACTIONS. (lb/size) 3=137/Mechanical.4=278/Mecharical,1=250/0-5-5 Max Hors 1=174(LC 8) Max Upift3=-113(LC 8),4=-136(LC 8).1=-174(LC 6) Max Grav 3=137(LC 1),4=278(LC 1).1=263(LC 26) • FORCES. (Ib)-Max.Cc np/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=569/344,7-8=-524/300,2-8=-511/244 BOT CHORD 1-10=-337/493,10-11=337/493,6-11=-337/493,6-12=-337/493,5-12=-337/493 WEBS 2-6=0259,2-5=549/376 NOTES- 1)Wind ASCE 7-10;VUt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=251[13=45ft;L=24ft ea'e=4ft;Cat.II; Exp C,Encl.,GCpi=0.18;MWFRS(cirectfonal):cantilever left and right exposed;end vertical left exposed Lumber DOL=1.60 plate grip f<'f 111111l1� DOL=1 60 ��"` 3.S A q 1/'�i 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. �� \�' ,••"' �e �i•3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall try 2-0-0 wide will ��.� \G E N$•'•, 9 �� fit between the bottom chord and any other members. F 4)Refer to gr4er(s)for truss to truss connections. •. •. 5)Refer togrder(s)for truss to truss connections. `* : -1dU 39380---- 72 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)3=1 13, - :/_,�--'''° �` 4=136,1=174. �--• 7)'Semi-rigd pitchti eaks including heels'Member end fixity model was used in the analysis and design of this truss. ::,D .,. :`Cr 8)"NAILED'Indicates 3-104(0.14850)or 2-12d(0.148'k3.25')toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 7.-52_,-:- — ATE 41 9)In the LOAD CASE(S)section,loads applied to the face Cf the truss are noted as front(F)or back(8). •n, 4(/Z LOAD CASE(S) Standard 'nee`` •;c�.9..R. I O P•:\ *�•• 1)D Dead drmRo f (elf)alanced).Lumber Increase=125.Plate Increase=1.25 ,�'' SIONA1-��`, Vert: 1-3=-54,1-4=-20 �l//ll lliit�� Concentrated Loads(Ib) Vert:7=109(F=54,B=54)8=22(F=11,8=11)9=-80(F=40.8=-40)10=37(F=18,B=18)11=-2(F=-1,B=-1)12=-48(F=-24,B=-24) FL Cert. 6634 July 7,2015 4 n AWARNING-Verify design pm-mrnN•ra and READ NOTES ON THIS AND INCLUDED MITER R EFER ANCE PA GE NI1-7473 rev.02/16/2015 BEFOREUSE. Design maid for use only v4h MTek Connectors.his design is based only uporn paranete.s shovel,and is for an i dkiclual PAltdrg component. Applicability of design parcrneters and proper incorporaion of component a resporsibety of baking designer-rot tnas designer.Nogg shown M• a for b lend support of isdvd.Id web members only.Addtiond temponcry bracing to insure stabity during construction is the responabity of the erector.Addtiond permanent bracing of the ovad stvcicre is the responsibility of the puking designer.Forgenerd guidance regarckg MiTek' idxlcdion quality control,storage,delivery,erection and bracing,consult ANSI/P11 Ovally Caenio.06i-St and ICSI Inkling Component 6904 Parke E est BI d. Safety Information avdaLYe torn Teas Hate hsitute,781 N.Lee Street,SLite 312,Alexandra-VA 22314. Tampa,F7 33610 Job' • Truss Truss Type Qty Ply L 88 Anent Bead,cc 150367 JC09C Diagonal NQ Girder 1 1 T7224970 TPoJSSMART BUILDING COMPONENTS, Midway, Job Reference(optional! ,GA,31320 7.630 3 An 23 2015 MiTek Industries,Inc.Tue A4 07 1408:34 2015 Pege 1 ID:Ukpq I®dsbJPyVgdl YY2X Key3hYl-J ktG1EfMKyM,OXiSGNF(ZgJ r9C-u6sStTKgfaMkz_S1 R I 4.1.9 I 8-1.8 1 9-9-5 I 41.9 3-11-15 1-7-13 Scale=1:29.7 4 NAILED 1.5x34 II 3x4 I Ij - 4.95 12 NAILED 3 NAILED 13 r WAILED .000000011 I 3x4 a 2 Ili NAILED NAILED 12 14110.1 ! _ r Sri • b a g 1 1 I I I MO III 1 Ir 8 = e al &Si 14 15 16 10 10x12 =IIMI 3x4=238 II NAILED NAILED 11 NAILED 1.544 II NAILED NAILED 4x4 = NAILED I 5-1-8 I 8-1-8 I 9-6-7 919-A 5-1-8 3-0-0 1-5-0 0-2-13 Plate Offsets(X,Y) I1:0-2-13,Edgel,11:0-0-0,0-1-31. 4:0-3-0,0-0-81,18:0.0-1,0-4-4I,19:0-5-4 0-3-12L 111.0-1-12,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lox) Udef1 Lid PLATES GRP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.01 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 028 Vert(TL) -0.02 1-11 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 4 n/a rVa BCDL 10.0 Code FRC2014ITPI2007 (Matrix) Weight 56 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEDGE 10-0-0 oc bracing 5-6 Left 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except(t=length)11=0-5-11,1=0-5-0,5=Mecharcal. (Ib)- Max Horz 1=171(LC 8) Max Uplift All uplift 100 lb or less at joint(s)4,1,5 except 11=-378(LC 8) Max Gray All reactions 250 lb or less atjoint(s)4,1,5 except 11=496(LC 28) FORCES. (Ib)-Max.Comp/Max.Ten.-All farces 250(Ib)Or less except when shown. WEBS 2-11=386,384,9-11=-303/252,2-9=-245/300 NOTES- 1)Windt ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2pst BCDL=3.0psf;h=251t B=45ft L=24ft ea+e=41t Cat.II, Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left exposed;Limber DOL=1.60 plate grip `` ,�I I I I Hg / ,/ DOL=1.60 ` �� S // 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % �jtp. rt d4 /i 3)•This truss has teen designed fix 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 ��Q`'.•'••'• �e ��i fit between the bottom chord aid any other members. �� . .• C E N S'••''• ' �� 4)Refer to girder(s)for truss to truss Connections. :" • ' • 5)Refer to girders)for truss to truss connections. :• ,M o 3938 y-� 6)Provide mechanics comedian(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,I.5 except(jt=lb) * •• / �'% 11=378. /y 7)'Semi-rigid ptchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. = �—�' 8)Gap between inside of top chord bearing and first diagonal der vertical web shall not exceed 0.500In. " = "� 9)"NAILED'indicates 3-10tl 148•x3' or 2-12d 0.148'X3.25' toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. ►79-'-` 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). SOT•••,(� V''..•• LOAD CASE(S) Standard i�'I� .•.( R O'•-i9'`, 1)Dead Roofd e'balanced):Lumber increase=125,Plate Increase=1.25 1///S/D N M.- ■ Vert 1,4=54,1-10=-20,8.9=-20,5-6=-20 Concentrated Loads(Ib) Vert.2=22(F=11,8=11)12=109(F=54,13=54)13=79(F=-40,8=39)14=37(F=18,B=18)15=-2(F=-1,13=-1)16=16(F=-24,8=40) FL Cert. 6634 July 7,2015 4 1 A WARNING-Verify design perimeters end READ NOTES ON THIS AND INCLUDED MITER REFER ANCE PAGE Mii 7473 5-w 02/1612015 BEFOREUSE. Design wed for use GNy with MTek connectors./Nis design Is bated orry upon parameters showtl and is for individual buddrg component. Appicatity of demon parcmetors aw proper incorporation of component is rezpos-ebity of buldnq designer•riot Kiss designer.bracing shown • Is for laterd support of nd'id.sd web members orly.Addtiond terrporay bracing to insure stcbity(kiting construction is the resp0ns biFIy of the Mire k erector.Add d tion permanent bracing of the overdl structure is the responsib tty of the bulking designer.For generd guidance regarclng fabrication warily coraroi,storage,delivery,erection and bracing,consult AWN Ttl Quality Crtelie,061.719 and ICSI wfldNsg Component 6904 Parke Ead B sat. Solely Information awict4e from Truss Hate Int Me.781 N.Lee Street,SsAte 312.Alexa dia,VA 22314. Tampa,FL 33610 Job• 4 • Truss Truss Type Oty Ply L 88 Atlantic Beach CC 150367 PB15 Piggyback 2 1 17224971 TRUSSMART BUILDING COMPONENTS, Mi&e y,GA,31320 Job Reference(motional) 7.630 s.kn 23 2015 MiTek Intlu3ries,Inc.Tue AA 07 14:08:35 2015 Page 1 ID:Ulg1q kBdstiJPyVgdIY Y2X Ke)BhYI-nwOezag_4G1J awhHeg5nu61 r3selObwgdZUP7uAz_S1 O I 7-6-0 I 15-0-0 7-6-0 7-6-0 I Scale=1:28.5 454= 5 7 7 I • 1 2 ■ r r 8 9 r r r Jr r 354 = 14 13 12 11 10 344= I 15-0-0 15-0-0 l LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) udefl Lid PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 70 Lumber DOL 125 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.02 Horz(TL) 000 8 n/a ri/a BCDL 10.0 Code FRC2014/TP12007 (Matra) Weight:62 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 Mi Tek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS. All bearings 15-0.0. (Ib)- Max Harz 1=-119(LC 8) Max Uplift All uplift 100 lb or less atjoirt(s)1,9,2,8,13,14,11,10 Max Gray All reactions 250 lb or less at joint(s)1,9,2,8,12,13,14,11,10 FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)ix less except when shorn. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-10;Vut=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.0psf;tl25rt;B=45ft;L=24ft eaie=4R;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(clrectlonal)and C-C Exterlor(2)0-3-11 to 3-6-0,Interior(1)3-6-0 to 4-6-0,Exterior(2)4-6-0 to 7-6-0, Irteriar(1)10-6-0 to 11-6-0 zone;cantilever left and right exposed;end vertical let exposef;C-C for members and forces&MWFRS for reactions shown;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 01111/Iiiii 4)Al platess a-eeI Details unless or othenwise ndicatetl�ilding designer as per ANSI/TPI 1. `��01-'S A, ,44.t91",,,,ti 5)Gable requires continuous bottom chord bean ng. `v. 0'. .••••• . 6)Gable studs spaced at 2-0-0 oc. ,. ". •'•'G E X13•' "9 •„ 7)This truss has been designed for a 10.0 psf bottom chord live load nonconctrrent with any other live loads. : ••�• ri • 8)•This truss has been designed for a live load cf 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will o 3 93 80 --_;: fit between the bottom chord and any other members. o• * : _ "— • �k` 9)Provide mechanical correction(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1,9,2,8,13,14,11, •,,,,,..-A' 10)•Semi-rigd pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. T AT EF`- .' ill 11)See Standard Industry Piggyback Truss Connection Detail for Correction to base truss as applicable,or consUt qualified building • E)' t- designer. • ,4•∎•••••4*^-, O R 1 Q V"�\�CI`• s �''//,. N Al-E 0`% FL Cert. 6634 July 7,2015 4 k A WARNING-Verify design parameters earl READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Af11.7473 rev.02/16/2015 BEFOREUSE. Design void for use only vin N1Tek connectors.his design is booed orgy upon parameters shove.and is for an indir.idual b Ad Appicdakty of design parameters and proper incorporation of component u respoinibity of bus rg component. sh • th designer-not irvss designer.bracing shovwn i le'" s for lateral support of indi.d d web members only.Addtiond ten oeay bracing to inure stobity ding construction is the responsibikty of the erector.Addtiand pemsanenf bracing of the overci stvctue is the responsblty of the butting designer.Prof general guidasce regardng MiTek' fablicdion gvakty co'rot,storage-delivery,erection and bracing,consult ANSI/Ill Qa°Yy deed°.1151-SP and SCSI guiding Cannoned 6904 Parke E ad Blvd. Sailefyr rdorawldon a ciatle from Inn Hate txitvle,781 N.Lee Skeet,SOte 312,Alexanctia,VA 22314. Tampa,FL 33610 Job• 4- • Truss Truss Type Qty -Ply L 88 Atlantic Beach CC T7224972 • 150367 PB15A Piggyback 17 1 Job Reference(optional) TRUSSMPRT BUILDING COMPONENTS, Midway,GA,31320 7.630 s Jun 23 2015 MiTek Ind Thies,Inc.Tue Jul 07 14:08:36 2015 Page 1 ID:Ukpgk6dsbJPyVgdIYY2Xkey8hYl-F6 0AvhcrZcQYrsrOot7fFOCw1c1t<NXmoO8hOcz SIP 1 7-6-0 I 15-0-0 7-6-0 7-6-0 Scale=1:29.1 44= 4 11111111116.13 7.00 12 12 1.5X4 II 11 14 9 151(4 II 3 5 jig is 2 'A ` 67 3 1 J r r ` E o e 3x4= 10 9 8 3c4 = 1.51(4 11 1.5x4 I I 1.9(4 I I I 15.40 I 15-0.0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loo) Vdefl Lid PLATES GRP TCLL 20.0 Plate Grip DOL 125 TC 024 Vert(LL) -0.00 7 rut 120 MT20 244/190 TCDL 7.0 Limber DOL 125 BC 0.19 Vert(TL) -0.00 7 not 120 BCLL 0.0 ' Rep Stress Irlcr YES WB 0.06 Horz(TL) 000 6 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix) Weight 53 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 GOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.2 Milekrecommends that Stabilizers and required cross bracing be installed during truss erection,In accordance with Stabilizer Installation guide REACTIONS. All bearings 13-3-11. (Ib)- Max Horz 2=119(LC 8) Max Uplift All uplift 100 lb or less atjont(s)2,6,9 except 10=-185(LC 10),8=-185(LC 10) Max Gray All reactions 250 lb or less atjdnt(s)2,6 except 9=323(LC 1),10=360(LC 15),8=359(LC 16) FORCES. (Ib)-Max.Cfrnp/Max.Ten.-All forces 250(Ib)or less except when shorn. WEBS 3-10=340/271,5-8=-34lY271 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-10;Vtit=130mph(3-second gust)Vasd=101mph;TCOL=4.2pst,BCDL=3.0psf;h=25ft,13=45R;L=24ft eave=41t Cat.II; Exp C,Encl.,GCpi=0.18;MWFRS(dectiona)and C-C Exterior(2)0-3.11 to 3-3-11,Interior(1)3-3-11 to 4-6-0,Exterior(2)4-6-0 to 7-6-0,Irterior(1)10-6-0 to 11-8-5 zone,cantilever left and right exposed;end vertical left exposed;C-C for members and forces& MWFRS for reactions shown(Lumber OOL=1.60 pate grip DOL=1.60 111Mini 3)Gable requires continuous bottom chord bearing. �� S A, /ft, 4)This truss has been designed for a 10.0 psi bottom chord live load rlonconclrrerlt with arty other live loads. %% p. A! I, 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,�� 0'..•C E N'• ii♦ ft between the bottom chord and any other members. ♦ �` \ s*-. . 6)Provide mechanical correction(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)2,6,9 except(jt=lb) , ' '• _ - •�.•i-,'y, 10=185,8=185. N-6- - 3938 _.- ----4. 7)"Semi-rigid pdchbreaks including heels`Member end fixity model was used in the analysis and design of this truss. *: , 8)See Standard Industry Piggyback Truss Connection Detail for Correction to base truss as applicable,or consult qualified bulding • •(te-`""ter _,r•designer. �. . ' �'�` --,:�S ATE - • � ` • feel fCNAt t%%%% 111111 FL Cert. 6634 July 7,2015 4 _ AWARNING.Verity design parameters amt READ NOTES ON THIS AND INCLUDE MITEK REFERANCE RAGEMI1.7473 rev.02/1612016 BEFOREUSE Design valid for'se only veth MTek connectors.this design is bed only upon pavneters shown and is tor aT kidh•ddval tsAtdry COrrponenl. Appkcabity of design paameters asU proper fncorporalon of component is resporxlbity of biking designer-not to es designer.Gadrg stwwn is for laterd support of indridxl web merrbers orgy.Addtlond temporay brocip to Insure stdoity d.sg Consbvction is the responslbity of the r t of r MiTek' erector.AddtiOrW permanent b(rang of the overd s tNC�Ae is the resporuibi9ty o the bticinq designer.For 9enerd q.Admce egadrg kbdedlon,quality control,storage,delivery,erection end beo irg,Conant ANSI/R11 dually Criaia,061.19 and SCSI guiding Component 6904 Parke E aA 9vd. Mammalian available torn Ins Hole kssIltute.781 N.lee Steel,Suite 312.AlexmcMa,VA 22314. 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O CI s t$ • 3- - $ S' �° 0a. -°a Imo- 9m T >0 <4 8 -2 za Q3 Qa _ - E �o a � = °2 „.-,, 9 6- v is ��. Q -.o 91$ m,. ; y- -o o R o d m Ti": m c n N R �.a m-s Q 5- o a m o a•t • m m . o Q-Q _.'S Q Q a Qv m a m g, °- v a s 37 Q-g s- a.3 o g 0 f -g; ¢3 y g kg oo g o �� n y m� 9.7 w,- a 7° �Rg mm- �° J 3 A. so o -a - -g. a 5 °.5 m $ o - 0 o 0 O f o f a D0 3 �' CD Z O N • FEBRUARY 19, 2009 UPLIFT TOE-NAIL DETAIL ST-TOENAIL UPLIFT MiTek USA,Inc. Page 1 of 1 rvi v 1 --1oo THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING LAA '°O UPLIFT FORCES ONLY.BUILDING DESIGNER IS RESPONSIBLE U FOR LOADS IN OTHER DIRECTIONS. MiTek USA, Inc. END VIEW SIDE VIEW 0.00° TOP PLATE OF W•LL 1'FOR 3"NAIL NEAR SIDE 1-1,•16"FOR 3.25'NAIL NEAR SIDE IF� 1-3;16"FOR 3.5"NAIL /Lai '�' PP."e41111M1 PV VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY TOE-NAIL WITHDRAWAL VALUES PER NDS 2005(lb/nail) DIAM. SYP DF HF SPF SPF-S 0 .131 59 46 32 30 20 NOTES: z 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES O .135 60 48 33 30 20 WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE 162 72 58 39 37 25 NAIL FROM THE MEMBER END AS SHOWN. Zr) 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF J NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING a .128 54 42 28 27 19 OF THE WOOD. w .131 55 43 29 28 1g 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN .1 K .148 _ 62 _ 48 34 31 21 THE CONNECTION. a a; z a .120 51 39 27 26 17 O - .128 49 38 26 25 17 b .131 51 39 27 26 17 .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33. 3(nails)X 37(lb/nail)X 1.33(DOL for wind)=148 lb Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3(nails)X 37(lb/nail)X 1.60(DOL for wind)=177 lb Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs(177 lbs)Building Designer is responsible to specifiy adifferent connection. """USE(3)TOE-NAILS ON 2x4 BEARING WALL ""USE(4)TOE-NAILS ON 2x6 BEARING WALL JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP == ® MiTek Industries,Chesterfield,MO Page 1 of 1 DEll Q NOTES. 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER ,oo AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND i ,oo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 Ib/nail THIS END DETAILS TAI APPLICABLE SHOWN N THE ( � THREE END DETAILS SHOWN BELOW OIAM. SYP DF HF SPF SPF-S - 0 .131 88.0 80.6 69.9 68.4 59.7 Z .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR O IA .162 108.8 99.6 86.4 84.5 73.8 ILLUSTRATION PURPOSES ONLY M Z• .128 74.2 67.9 58.9 57.6 50.3 0 ,131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW SIDE VIEW (2x3,2x4) N .148 81.4 74.5 64.6 63.2 52.5 (2x6) 2 NAILS ' 3 NAILS c' kW NEAR SIDE kW NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE `, 111 APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. i'= NEAR SIDE FA • Mt NEAR SIDE EXAMPLE: (3)- 16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15. 3(nails)X 84.5(Ibinail)X 1.15(DOL)=291.5 lb Maximum Capacity ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30°TO 60° 30°TO 60° 30°TO 60° 45.00° 45.00° 45.00° '7/ FEBAUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-ALT TRUSS CONNECTION DETAIL MiTek USA,Inc. D(11. �� ® MAXIMUM WIND SPEED-REFER TO NOTES D AND OR E II MAX MEAN ROOF HEIGHT. FEET 0. MAX TRUSS SPACING-24'O.C. oo CATEGORY II BULDING I I oo EXPOSURE B or C II ASCE OF 7-05 DUURATION ION LOAD LOAD NCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek USA, Inc. TRANSFERNG DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BULDING ENGINEERDESIGNER ARE REQUIRED. A-PIGGBACK TRUSS.REFER TOMTEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLN E WITH(2)0.131'X 3.5"TOE NAILED. I B-BASE TRUSS.REFER TO MTTEK TRUSS DESIGN DRAWING. C-PURL S AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.0 A UNLESS SPECIFIED CLOSER ON MREK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131'X 3.5"NALS EACH. D-2 X X4'-0"S CAB.SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE.CENTERED ON �,, INTERSECTION.WITH(2)ROWS OF 0.131"X3"NAILS @ 4'O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT IN BOTH 0`a-M`Liii•NMkite• DIRECTIONS AND: 1.WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR tl∎\\\r::mommtltlsomm■IxaliIC3'; 2.WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM Imo .140.4+ PIGGYBACK SPAN CF 12 ft. E-FOR WIND SPEED N THE RANGE 126 MPH-160 MPH ADD 9"x9'x112'PLYWOOD(or 7.116"OSB)GUSSET C EACH SIDE AT 48"DC.OR LESS.ATTACH WITH 3-6d(0 113"X 2')NALS MO EACH CHORD FROM EACH SIDE(TOTAL-12 NALS) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: •m ,r�\\, REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURUNS WITH Nail-On .1I`\.`` I\ TRUSS TOP CHORD SHOWN,AND SPECIFIED TO BOTTOM EDGE ON BASE OF BASE \`i s i'- TRUSS MITEK DESIGN DRAWING. �`� iZ-\ +1,1`. SCAB CONNECTION PER , �1 \`�`��,i�: ■NOTED ABOVE \ \�``j �I� ■ • \\ %��jz��`V. \1 il...— ... -''. --"-i— --(ilk This sheet is provided as a Piggyback connection \\``\� detail only.Building Designer is responsible for all i 7'x 7 x 112'PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 24'O.C.AT permanent bracing per standard engineering practices or `..\\ EACH BASE TRUSS JOINT.ATTACH WITH 3-6d(0.113'X 2')NAILS refer to SCSI for general guidance on lateral rests nt . .� INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) and octagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP TR AS SHOWN IN DETAIL. ill 2) ATTACH 2 x x 4'-0'SCAB TO EACH FACE OF Pli TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131'X 3")NAILS SPACED 4'O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM 4 CONCENTRATED LOAD OF 4000 LBS(@ 1.15). REVIEW ■ BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. il 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, PA • NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. , �i C FEBRUARY 14, 2012 Standard Gable End Detail ST-GE110-001 MiTek USA,Inc. Page 1 of 2 all oo ® J Typical x4 1-Brace Nailed To 2x Verticals Wi10d Nails,6'o.c- Vertical Stud oo Vertical Stud (4)-16d Common , DIAGONAL • 11===— 1 ILI / Wire Nails ,` BRACE JIL—�l\llJ,ri _'a✓/ 16d Common MiTek USA,Inc. 41 SECTION B-B e� Wire Nails DIAGONAL BRACE �� ►i�y Spaced 6"o.c. 4•-D-O.C.MAX (2)-10d Common ■�iIF ... Stud« Wire Nails into 2x6 .I:, 2x4 rto2of better TRUSS GEOMETRY AND CONDITIONS .."4,-- �' SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x Verticals \12 SECTION A A wi(4)-10d Common Nails diiiikh,„:�© v Varies to Common Truss 2xa ud �7�ii� iI/ ii/i iil� i; SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST Az 6.,,„4.../.,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,, TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRRERIA TO TRUSSES WITH{2)-10d NALS AT EACH END. �� ATTACH DIAGONAL BRACETO BLOCKING WITH AIMFA ” ;'�,` (5)-10d COMMON WIRE NAILS. t 3x4 ;�.mc, (4) 8d NAILS MINIMUM,PLYWOOD ///�/M/////�////////////% SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24'Max Roof Sheathing NOTE 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. :'—: 111111111F: a'V).' 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1,3• illr. �� \�\WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-1 �3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. j ��' (2) lCd NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / „� BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C.5-DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ' .3 /T(US'-s @ 24" O.C. DIAPHRAM AT 4'-0"O.C. ir- 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL I� . BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)104 NAILS THROUGH 2x4. Dla Brace '•°DIAGONAL BRACE SPACED 48'O.C. (REFER TO SECTION A-A) g ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L1240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. It needed 0__, TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF St&Stud 12"O.C. 4-6-3 5-0-7 7-1-7 9-0-5 13-6-8 2x4 SPF Sta--Stud 16"O.C. 4-1-3 4-4-5 6-2-0 8-2-7 12-3-10 2x4 SPF SlmStud 24"O.C. 3-5-8 3-6-11 5-0-7 6-10-15 10.4-7 Diagonal braces over 64-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails Bin o.c.,with 3in minimum end c1stance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT•30 FEET CATEGORY II BULDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7.05 110 MPH ASCE 7-10 140 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADOING- DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek USA,Inc. Page 2 of 2 5v1 JJ ® ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD . o Trusses @ 24" o.c. I i 0 0 A HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (�v( (SEE SECTION A A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NALS AND ATTACHED MiTek USA, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. Max. I IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR ' NAIL DIAGONAL BRACE TO • THE PROJECT ENGNEERARCHTECT TO DESIGN THE •URLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE • TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS I!'''' �� WIT• H TWO 16d NALS EACH FASTEN TEN PURL N TO BLOCKING W;TWO 16d NAILS(MIN) Diag. Brace IId, PROVDE 2x4 BLOCKNG BETWEEN THE TRUSSES at 1/3 points I SUPPORTING THE BRACE AND THE TWO TRUSSES if needed I ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH 2 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKNG WITH N �.,I (5)-10d COMMON WIRE NAILS. End Wall a4te w CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 ..ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG 4 MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE J AND SPECIES AS THE TRUSS VERTICALS 1J NALING SCHEDULE. -FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL le MEMBERS WITH ONE ROW OF 104(.131'X 3")NAILS SPACED 6'O.C. -FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6'O.C.(2X 4 STUDS MINIMUM) 10 0 j.,' MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. 111 \ VLL BRACING METHODS SHOWN ON PAGE 1 ARE VALD AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL Alibi t', AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACNG MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM GABLE TRUSS CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. _, i NOTE:THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED ' STUDS.TRUSSES W ITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. ' STANDA ' GABLE TRUSS RD ' —It _ ' MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE • air II 1 ® MITek Industries,Chesterfield,MO Page 1 of 1 . ED MAX�flUM TRUSS WEB FARCE(Ibs.)(See note 7) i O° BRACE ' °° 24"O.C. 48"0.C. 72"O.C. n BAY SIZE I ti BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek Industries, Inc. A B G D A 1 B j C 1� D C D h-,7 10'4' 1610 1886 1886 2829 +ra�'_•"':R;' y S rr K ._' fir+ 4` 12'-0' 1342 1572 1572 2358 ' 's%, 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 n. --. `v'� '+ t '•a- -,0 is' - • + ti:.r. K h'' - 2021 ,::....n'. :-. rF .,.s^x r" .1 �� :� • a,f} .r 4i x 1:y .r-. �V •- 16'-0" 1006 1179 1179 1768 •'Y �:- '2358 2358 3536 {'I* •;: ` �—L d 18'-0" 894 1048 1048 1572 ti',c x,...A'i'�;ytx--�'`Y .,.,1..�:L;' ' 3143 4715 20•-0" 805 94,3 943 1414 •? 1886 1886 2829 .i A!l? '-. :.,;., "Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS -.MGM,AL BRAiXn,i is REQUIRED TOTRAISFER TI-E CLGLLATIF'E LATERAL BRAD FORCE IA TOTI-E (ROOF MD.UR CELIKG OMPI-RA:iM.TF E DAM-RAGA IS TO BE DESKAK ED BY A OLALIFEO PROFESS1OSAL. 1 X 4IND.45 SYP 2.TF ESECAL:X.LATOSS ARE BASEDUK LATERAL BRACE CARRYTG 2%OFTFE WEB FORCE. A -OR- 3. DuiaOKAL BRACING MATERIAL IAI.ST BE SAYE SIZE AKD GRADE OR BETTER AS TI-E LATERAL BRACE MATERIAL•MDs-ALL BE IKSTALLED IK SLCF A MAK K ER T FAT R IKTERSETS WEB IABABERS 1 X 4*2 SRB 1DF,HF,SPF) AT APPROX.45 DEGREES AKD SFALL BE K AILED AT EACI-EKD AKD EACF IKTERMEDIATE TRL SS WTI-248d 10.-3''42.5•i RJR-xa BRALES.2.WID:3-'x3';FUR 243 dad 2v4 BRACES.AKD3--Wla-3''x3•:FOR 2MBRAv'ES. 4.MAK MT LATERAL ERA:,E 10 EACF TRL SS Win-2-8,19•3'X2.5;SAILS FOR'vI LATERAL BRANS 2-W10.'3•'3:KAILS FOR 23 a.K12x-I LATERAL BRACES.M DI'Od to.-3-'x3';FOR 200 LATERAL BRACES. B 2X 3x3,STD,CONST(SPF OF,HF;OR SYP) 5. LATERAL BRACE SW LLD BE COKTIKLOLSAKD SPOLLDOFERLAP AT LEAST OKE TRLSS SPACE FOR x"R".1KTI LRY. 3. FOR ADDITOKALULIDMCE REGARDING DESKOK MD PLSTALLATIOK OF BRACXKG.UOKSLLT C 2 X 4x3,STD:CONST(SPF OF;HF;OR SYP 1 081340 TEMPORARY BRACIK:30F METAL PLATE aiKKECTED WOOD TRLSSES AKD Bus'' :SLIDE TO GOOD PRACTICE FOR FAKDLIAG.to STALUK:3 S BRACIKG OF METAL PLATE COKK ECTED WOUO TRLSSES JOI KTLY PRODLCED BY WOOD TRLSS.XJLK LA OF AMERICA a•d TRL SS PLATE PSTITLTE. rry.smiLW xlrywm amf mme.6im.ay O 2 X 6 s3 OR BETTER(SPF,OF HF,OR SYP) 7. REFERTO SPEXFT TRLSS DESTGK DRAWIKG FUR WEB MEMBER FOMK:E. g. TABLLATED VALLES ARE BASED OK A Mk,'.'5 FOR STABILIZERS: FORA SPACI'ti OF 21'J.C.OVL".MITEK'STABIGZER'TRJSS BRACNC S"STEMS CAM BE SUBSTITUTED FOR T"PE A.B.C A VD 0 BPACNC MATERIAL DIACOIAL BRACI•C FOR STABILIZERS ARE TO BE PRCA1DED AT BA"SIZE INDICATED AB:h'E WHERE DIAPHRACM BMCIVC.LS REQUIRED AT PITCH BREAKS.STABLIZERS MA"'BE REPLACED WITH WOOD PAO`q'C.SEE'STAB L IZ ER• TRUSS BRACIVC IVSTALLATWICUIDE AVD PFGDUCT SPECIRCATIOV. DIAGONAL BRACE 01w it CONTINUOUS LATERAL RESTRAINT � 2-10d NAILS (SEE NOTE 4)\ / #0110r7 ‘°°°1111-11111111%1111111111fi AI/ , TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members.Additional bracing may still be required for the stability of the overall roof system.The method shown here is just one method that can be used to provide stability against web buckling. August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 I II I ® M Tek Industries,Chesterfield,MO Page 1 of 1 =OD Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/ I-Brace must cover 90%of web length. r �a Note:This detail NOT to be used to convert T-Brace/ I-Brace webs to continuous lateral braced webs. MiTek Industries, Inc. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note:Nail along entire length of T-Brace/ I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size A for Two-Ply Truss k Specified Continuous A- Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace 2x6 I-Brace WEB -- 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/I-Brace must be same species k and grade(or better)as web member. T-BRACE 40._••••1•0 ,p Nails Section Detail g T-Brace Web Nails Web ii I-Brace ►. Nails e � + JANUARY 1, 2009 L-BRACE DETAIL ST - L-BRACE iID ® MiTek Industries,Chesterfield,MO Page 1 of 1 Di] o0 co LAILE MiTek Industries, Inc. Nailing Pattern Note: L-Bracing to be used when continuous L-Brace size Nail Size Nail Spacing lateral bracing is impractical. L-brace 1x4 or 6 10d 8"o.c. must cover 90%of web length. 2x4.6,or 8 16d 8"o.c. Note:Nail along entire length of L-Brace L-Brace Size (On Two-Ply's Nail to Both Plies) for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 Nails 2x3 or 2x4 1x4 2x6 1x6 2x8 2x8 k "'DIRECT SUBSTITUTION NOT APLICABLE. SPACING k' WEB k L-Brace Size for Two-Ply Truss k L-BRACE Specified Continuous �; Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 •�• 2x6 2x6 �� 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. Nails Section Detail L-Brace ►y Web L-Brace must be same species grade(or better)as web member. . s • JANUARY 1, 2009 BEARING BLOCK DETAIL ST-BLCK1 DO ® REFER TO INDIVIDUAL TRUSS DESIGN MiTek Industries,Chesterfield,MO Page 1 of 1 /ml, f FOR PLATE SIZES AND LUMBER GRADES 0o IMPORTANT 1 IOO U U This detail to be used only with one ply trusses with a D.O.L.lumber increase of 1.15 or higher. MiTek Industries, Inc. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER ALLOWABLE BEARING BLOCK BEARING BLOCK&WOOD BEARING ALLOWABLE LOADS AND GRADE REACTION ALLOWABLE LOADS NAILING PATTERN (Ib) * ALLOWABLE LOAD(Ib) TOTAL EQUIVALENT BEARING LENGTH sYP 2966 975 3941 0-4-10 2x4 BOTTOM CHORD 2 ROWS @ 3'O.C. DF 3281 892 41 73 0-4-7 (8 TOTAL NALS) HF 2126 772 2898 0-4-12 SPF 2231 754 2985 0-4-11 SYP 2966 1462 4428 0-5-3 2x6 BOTTOM CHORD DE 3281 1338 4619 0-4-14 3 ROWS@ 3'O.C. HF 2126 1159 3285 0-5-6 (12 TOTAL NALS) SPF 2231 1131 3362 0-5-4 sYP 2966 1950 4916 0-5-12 2x8 BOTTOM CHORD DI 3281 1784 5065 0-5-6 4 ROWS @ 3'O.C. HF 2126 1545 3671 0-6-0 (16 TOTAL NAILS) sPF 2231 1508 3739 0-5-13 CASE 1 CASE 2 MM 4'MINIMUM HEEL HEIGHT I / '/ _ D/// CI // El BRG BLOCK TO BE SAME " 12'BLOCK SIZE,GRADE,&SPECIES AS EXISTING BOTTOM CHORD. 12"BLOCK APPLY TO ONE FACE OF TRUSS. -4 • NOTES: 1.USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.NAILS DESIGNATED ARE 10d(.131"DIAM.x 3') FOR BEARINGS NOT NEARER THAN 3"TO THE END * OF A MEMBER(CASE 2),THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP=565 psi DF =625 psi HF =405 psi SPF =425 psi NOTE:VALUES DO NOT INCLUDE MSR LUMBER WITH"E"VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER. • • • 4 '1 1 JANUARY 1, 2009 BEARING BLOCK DETAIL ST-BLCK2 DOo= Q REFER TO INDIVIDUAL TRUSS DESIGN MiTek Industries,Chesterfield,MO Page 1 of 1 ID FOR PLATE SIZES AND LUMBER GRADES °O ,o 0 IMPORTANT �n This detail to be used only with one ply trusses L� with a D.O.L.lumber increase of 1.15 or higher. MiTek Industries, Inc. Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZE 3OTTOM CHORD SIZE LUMBER ALLOWABLE BEARING BLOCK 3EARING BLOCK&WOOD BEAR NG ALLOWABLE LOADS AND GRADE REACTION ALLOWABLE LOADS HALING PATTERN (Ib) * ALLOWABLE LOAD(lb) TOTAL EQUIVALENT BEARING LENGTH SYP 4661 975 5636 0-6-10 2x4 BOTTOM CHORD 2 ROWS @ 3"O.C. DF 5156 692 6048 0-6-7 (8 TOTAL NAILS) -IF 3341 772 4113 0-6-12 SPF 3506 754 4260 0-6-11 3YP 4661 1462 6123 0-7-3 2x8 BOTTOM CHORD DF 5156 1338 6494 0-6-15 3 ROWS @ 3"O.C. HF 3341 1159 4500 0-7-6 (12 TOTAL NAILS) 3PF 3506 1131 4637 0-7-4 3YP 4661 1950 6611 0-7-12 2x8 BOTTOM CHORD DF 5156 1784 6940 0-7-6 4 ROWS @3"O.C. HF 3341 1545 4886 08-0 (18 TOTAL NAILS) 3PF 3506 1508 5014 0-7-14 CASE 1 CASE 2 4" MINIMUM T lm HEEL HEIGHT 1 'A'/k _ WIIM „ 3RG BLOCK TO BE SAME 2"BLOCK SIZE,GRADE,&SPECIES 1.01 AS EXISTING BOTTOM CHORD. 12"BLOCK APPLY TO ONE FACE OF TRUSS - NOTES: 1.USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.NAILS DESIGNATED ARE 10d(.131"DIAM.x 3") FOR BEARINGS NOT NEARER THAN 3"TO THE END OF A MEMBER(CASE 2),THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP=565 psi DF =625 psi HF =405 psi SPF =425 psi NOTE:VALUES DO NOT INCLUDE MSR LUMBER WITH"E"VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER. I INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS 1111111111111 SKEWED A SIMPSON j ogTi FIELD SKEWABLE HANGERS K SUR/L & HSUR/L _ - i? H Standard 45°skew. I Fr��, Carried Model j Fasteners(Quantity&Size) i I• •' L •1l -, .• i� Member No. Carrying Member Carried Member SURIL24 (4)-0.162'x3!' (4)-0.148'x11/2' .. i a 1-PLY SUR/1_26 (6)-0.162'x3'.2' (6)-0.148'x1' SURA210 (10)-0.162)(3W (10)-0.148N1 2. " 45` j HSUR/L26-2 (12)-0.162'x3' ' (4)-0.162'x2' ' ; ..� 2-PLY Typical SUL Installation HSUR/L210-2 (20)-0.162'x3 1/2' (6)-0.162'x2' ' ' with Square Cut Joist HSUR - SUL (HSUL similar) THASR/L .1 .��11 � ��-. .~�- 221/4°skewed,field skewable from 221/2°to 75°. ��. For 45°floor truss hanger, see THAR/L Adjustable Strap Hanger. . 1 4;;!� 4,,: T • Carried Model Fasteners(Quantity&Size)* L • i• I� jj(Jjj ;a�i;�� D' Member No. Carrying Member Carried Member , .il°� �� i(! w;%'i;!e`O '�' � II ` 0 1I�S �',- /,iii 1-PLY THASR/L29 Top:(4)-0.148'x3' (6)-0.148'x1'2' 'l • 1. .1 r ',-, I Face:(6)-0.148'x3' THASL29 i �(�� (2)2x6 Min, 2-PLY THASR4.29-2 Top:(4)-0.148'x3' (6)-0.148'x1'2' Face:(8)-0.148'x3' *Designer may specify Se TypicalTHASL29 Top:(4)-0. #9x1' or"9x21'screws in Carried—b. Installation 4X THASR/L422 Face:(4)-0.148'x3' (8)-0.148'x3' place of 1 and 3•nails. Member It (L in model name=Left, R in model name=Right) INSTALLATION SEQUENCE FOR SKEWS>22V°. 1111111=11 MINIM MUMMER I An Mad*: care)monter :a1b1nR:+al:uhog tlN Koh air 11111.11111 Mill= OMNI.' / 7----! 0/ / i '\\ Rotate acute 01111.- anplc 4 . / Step 1:Install acute Step 2:Utilizing a piece of Step 3:Bend the obtuse side of the Step 4:Install joist/truss side top andior face scrap fastened to the hanger hanger back toward the header until and install the carried { header fasteners. (on obtuse side only),bend the narrow nailing flange lies flat member fasteners on the the hanger along the acute side against the header and instal obtuse obtuse side and seat only bend line to the desired angle. side header top andior face fasteners. TJC37 Carrying Field skewable from 0°to 671/2°. Bend one time only.Minimum Member ff#` and maximum naiing options (check design information). ff IIIIIIIIIII FASTENERS: gi Typical TJC37 Carried Member: • ` I Installation Min: (4)-0.131"x1'/4" ! Carried 7+r:/., f Member Max:(6)-0.131"x11/4" . ' +r� l "� Carrying Member. 0°-673i° Min: (4)-0.131"x11/" '' Max: (6)-0.131'x1'/" TJC37 ----'- Top View Installation :r 2011 Simpson Stronp•TieCompony Inc.WC•P7e111 1:11 exp.12/.4114