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TRUSS
i I Mm RE: 5062 Customer I Lot/Block: Address: E City: FT. P I Cc Coc ode: id: :kac sec s to k a Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED - KEITH AND TERA TURNER v St, U MiTek USA Inc. Lion: 6904 Parke East Blvd. o: KEITH AND TERA TURNER Project Name: TURNER RES. Mode'pa, FL 33610 4115 Subdivision: PASO ROBLES BLVD. State: FL. and License # of Structural Engineer of Record, If there is one, for the building. License #: State: s Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special ditions): : FBC2017/TP12014 Design Program: MiTek 20/20 8.2 ,SCE 7-10 Wind Speed: 160 mph 7.0 psf Floor Load: N/A psf includes 51 individual, Truss Design Drawings and 0 Additional Drawings. affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet 1G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date No. I Seal# Truss Name I Date 1 T14553 5 39 A01 7/12/18 118 1 T14553556 1 C08 7/12/18 2 IT1455364OIA02 7/12/18 1194. 1 T14553557 1 C09 7/12/18 1 3 T14553 , 41 A03 7/12/18 120 IT145535581C10 7/12/18 1 4 T14553.42 A04 7/12/18 121 1 T14553559 1 C12 7/12/18 $ T14553 43 1 A05 7/12/18 122 1 T14553560 1 CJ 1 7/12/18 1 fi T14553 44 1 A06 7/12/18 123 1 T14553561 CA 7/12/18 71 T14553 45 A07 7/12/18 124 1 T14553562 1 CJ3A 7/12/18 8,, T14553 46 1 Al 7/12/18 25 T14553563 CJ5 7/12/18 91 T14553 47 A11 7/12/18 126 1 T14553564 1 CJ5A 7/12/18 10 1 T14553 48 11301 7/12/18 127 1 T14553565 1 E01 7/12/18 1 '1 1 T1 45539 1 B02 7/12/18 128 1 T14553566 1 E02 7/12/18 12 T14553 'S0 B03 7/12/18 129 1 T14553567 1 EJ5 7/12/18 13 T14553 1 804 7/12/18 130 1 T14553568 1 EJ6 I 7/12/18 114 T14553 . 2 1 B05 7/12/18 131 1 T14553569 1 EJ7 7/12/18 15 IT1455331COI 1 7/12/18 132 1 T14553570 1 EJ7G 1 7/12/18 116 1 T14553 54 1 CO2 1 7/12/18 133 1 T14553571 1 HJ5 1 7/12/18 17 1 T145535 1 CO3 7/12/18 134 1 T14553572 1 HJ7 7/12/18 The truss drawi g(s) referenced above have been prepared by MiTek USA, Inc. unde my direct supervision based on the parameters pro11 ided by Tib etts Lumber Company -Palm Bay. Truss Design engineer's Name: Albani, Thomas MyI license reneal date for the state of Florida is February 28, 2019. IMOORTANT OTE• The seal on these truss component designs is a certification that the engineer na ed is licensed in the jurisdiction(s) identified and that the designs comply wit 1! kNSI/TPI 1. These designs are based upon parameters shown (e.g., loads, pports, dimensions, shapes and design codes), which were givers to MiTek. An project specific information included is for MiTek's customers file reference purpos only, and was not taken into account in the preparation of these designs. MiT � has not independently verified the applicability of the design parameters or the d igns for any particular building. Before use, the building designer should verify applica ility of design parameters and properly incorporate these designs into the overall buildi g design per ANSI/TPI 1, Chapter 2. RECEIVED AUG 2 0 2018 ST. Lucie County, I'QrfY1lkking No 39380 • �ir= S F ' QJ .� ? Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 Albani, Thomas 1 of 2 RE: 50,6204 - KEITH AND TERA TURNER Site Information: Custom r Info: KEITH AND TERA TURNER Project Name: TURNER RES. Model: Lot/Blo �'k: Subdivision: Addres ': 6604 PASO ROBLES BLVD. City: F PIERCE State: FL. No. S' al# I Truss Name I Date 35 TJ14553573 I M01 7/12/18 36 J T114553574 I V01 7/12/18 37 J T11,4553575 I V02 7/12/18 38 J T114553576 I V03 7/12/18 39 1 T 553577 I VO4 7/12/18 140 1 T,4553578 I V05 1 7/12/18 1 41 1 T114553579 I V06 7/12/18 42 1 T14553580 I V07 7/12/18 43 1 T14553581 I V08 7/12/18 44 J Ti 4553582 V09 1 7/12/18 45 1 T14, 553583 1 V10 7/12/18 46 JT19,553584JV11 7/12/18 47 IT14553585IV12 7/12/18 48 1 T1' 553586 1 V13 7/12/18 49 IT14553587IV14 7/12/18 50 1 T1 #553588 IV15 7/12/18 151 I T14553589 I V16 1 7/12/18 1 2of2 Job Truss Truss Type Qty Ply KEITH AND TERA TURNER T14553539 506204 L I' A01 Hip Girder 1 1 Job Reference o tional I II Delis LUI IDer L o, f J calm esay, , M 2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 1 i LUMBER - TOP CHORD 2x4 SP 3-5: 2xt BOT CHORD 2x4 SP WEBS 2x4 SP REACTIONS. -(lb/size Hr FOR IES. (lb) - Max. , TOP BOT Max Max 2-9=-1 O.LLV J IVI0.y LY LV 10 IVII I OIL IIIUUJU IO.�, 111�,. I ��u dui �c � i..iv..�. cv �a' . nyc . I D:DiGtr2i NCemOHnXhXRsPeOz6Qw9-zEM u61VAdi3?O?oUszFPNVzB?vFJu6X000ROkvyypca 7-0-0 11-2.0 , 22-4-0 7-0-0 4-2-0 1-2 1 7-0-0 Scale = 1:40.6 6x8 = 2x4 11 6x8 = 4.00 12 3 16 17 4 18 19 5 i r; N 6 N Ire 9 20 6 21 7 a 2x4 11 6x8 = 2x4 11 3x10 = 7-0-0 11-2-0 15.4.0 22-4-0 1 7-0-0 4-2-0 4-2-0 7-0-0 ,:0-5-2 0-1-8] [3:0-4-0 0-2-6] [5:0-4-0 0-2-6] [6:0-5-2 0-1-8] [8:0-4-0 Edge] SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.21 8 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.40 8 >663 240 Rep Stress Incr NO WB 0.24 Horz(CT) 0.11 6 n/a n/a Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.27 8 >988 240 Weight: 100 lb FT = 20% BRACING- S 'Except` TOP CHORD Structural wood sheathing directly applied or 2-7-5 oc purins, except P No.2 2-0-0 oc purlins (3-0-13 max.); 3-5. ?S BOT CHORD Rigid ceiling directly applied or 5-2-9 oc bracing. 1) U't alanced roof live I 2) Wind: ASCE 7-10; Vu II; ET C; Encl., GCpi s) Provide adequate dram 4) This truss has been de 5) • This truss has been ( will f't between the bot 6) Provide mechanical cc 6=669, 2=831. 7) Graphical purin repre: 8) Hanger(s) or other car 7-0-0, 105 lb down am down? and 145 lb up at down at 9-0-12, 83 lb on bottom chord. The 9) In the LOAD CASE(S) LOAD 1) Dee Unit + Roof Live (bal; Tn Loads (pit) Vert: 1-3=-54, :ntrated Loads (I Vert: 3=-1520 6=1653/0-4-0, 2=1771/0-4-0 2=74(LC 24) 6=-669(LC 8), 2= 831(LC 8) 1p./Max. Ten. - All forces 250 (lb) or less except when shown. 3/1736, 3-4=-4976/2019, 4-5=-4976/2019, 5-6= 4487/1779 514180, 8-9=-156514148, 7-8=-1609/4177, 6-7= 1610/4209 1, 3-8_ 407/1059, 4-8=-693/510, 5-8=-410/1045, 5-7=-21/595 1s have been considered for this design. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ge to prevent water ponding. gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) station does not depict the size or the orientation of the purlin along the top and/or bottom chord. )ction device(s) shall be provided sufficient to support concentrated load(s) 199 lb down and 278 lb up at 45 lb up at 9-0-12, 105 lb down and 145 lb up at 11-0-12, 105 Ib down and 145 lb up at 11-3-4, and 105 lb 3-3-4, and 199 lb down and 278 lb up at 15-4-0 on top chord, and 345 lb down and 84 lb up at 7-0-0, 83 lb rwn at 11-0-12, 83 lb down at 11-3-4, and 83 lb down at 13-3-4, and 345 lb down and 84lb up at 15-3-4 asign/selection of such connection device(s) is the responsibility of others. action, loads applied to the face of the truss are noted as front (F) or back (B). Lumber Increase=1.25, Plate Increase=1.25 4, 5-6=-54, 10-13=-20 52(B) 9=-345(B) 8=-124(B) 4=-210(B) 7=-345(B) 17=-105(B) 18= 105(B) 20= 62(B) 21= 62(B) �%%%�,�P�' A. rA,�1A1i No 39380 r � % °°S;0 NA1,4 Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 12,2018 ® WARNING - Verily desfgt ammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. is for Individual building component, not Design valid for use onlyh MITek� connectors. This design is based only upon parameters shown, and an use Midsystem. Before usee building designer must verify the applicability of design parameters and properly Incorporate this design Into the overallbulldng design. Bracingicated is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing IVIiTek" Is always required for stab,'fj and to prevent collapse with possible personN Injury and property damage. For general guidance regarding the fabriclatlon, storage, erection and bracing of trusses and Truss systems, seeAtlSUTP1I GualEyCrllerla, DSB-89 and BCSI BuIldbig Component 6904 Parke East Blvd. Sotefyyrntolmallomvatlo from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply KEITH AND TERA TURNER 1 I T14553540 506204 A02 Common 3 1 Job Reference (optional) I IDDets Lumber co, III calm I5ay, , I-L 2 LOADING (psf) TCLLj 20.0 TCDLI 7.0 BCLL 0.0 ` BCDL. 10.0 LUM TOP BOT TOP C BOT C WEBS 3x4 5-11-14 4.00 12 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FB02017fFP12014 2x4 \\ 3 O.eeu J IVIdy 44 4u I o IVII I wN I I IUUJII ICO, I I IU. 11 IU Uu1 I c, 1.uu.uu cv 1 o r ay. 1 I D:DiGtr2i NCemOH nXhXRsPeOz6Qw9-ROwGK5W oO? BsOBNg Pgmevi W OgJZBdZTlj 1 AZHM yypcZ 11-2-0 16-4-2 22-4-0 5-2-2 5-2-2 5-11-14 4M = 4 16 l B 7 5x6 = 3x4 = CSI. DEFL. in (loc) I/deft Ud TC 0.42 Vert(LL) -0.10 7-11 >999 360 BC 0.65 Vert(CT) -0.23 7-11 >999 240 WB 0.13 Horz(CT) 0.05 6 n/a n/a Matrix -MS Wind(LL) 0.14 7-11 >999 240 2x4 SP 'P.2 2x4 SP 2 2x4 SP Nb.2 i (lb/size) 6=821/0-4-02=939/0-4-0 i Max Ho 2=106(LC 1 ) Max Upli 6=364(LC 12), 2=-526(LC 12) - Max. C p./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3= 19 7/1084, 3-4=-1721/960, 4-5=-1746/997, 5-6=-1969/1122 2-8=-9 A 813, 7-8=-589/1224, 6-7= 984/1847 4-7= 24 /581, 5-7=-363/347, 4-8=-216/550, 3-8=-346/337 1) Unbalanced roof live 1 2) Wind: ASCE 7-10; VL II; Exp C; Encl., GCpi: to 14'2-0, Interior(1) 1 sh4; Lumber DOL= 3) This truss has been d 4) ` This truss has been will fit, between the bo 5) Provide mechanical c 6=364,2=526. BRACING - Scale = 1:39.9 2x4 5 17 6 N Ire a 3x4 = PLATES GRIP MT20 244/190 Weight: 94 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 3-9-3 cc pudins. BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. is have been considered for this design. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft B=45ft; L=24ft; eave=4ft; Cat. 18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 11-2-0, Exterior(2) 11-2-0 1-0 to 22-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions M plate grip DOL=1.60 gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) .,°°.w11111111111111. ,,PS A' l 1°1111 ♦ 4 s 0 G E N 3qe,9 pie No 39380 � * r m-n' ;CCtu I A%- Thomas A. Albanl PE No.39360 MIT& USA, Inc. FL 0ert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Verity design i� ramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. 1010312015 BEFORE USE. Design�� valid for use only wl MlTek® connectors. Mils design is based ody upon parameters shown, and Is for an individual building component, not a truss rsystem. Before use, it' design. Bracing In building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek7 building cated prevent of Is always required for stablli and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabficc�lon, storage, Quality2314 dforla, OSB�9 and BCS! Bu9ding Component Blvd. Tampa, Sarelviinroaoaflona aetllabi from Truss Plate Inastiitute. 218 N. Lee Street, Suite 312. exandd , FL 33610 Job Truss Truss Type Qty Ply KEITH AND TERA TURNER t r T14553541 506204 A03 Half Hip 1 1 Job Reference (optional) I Ibbe11S Lumber (:o, Palm bay, rL -2-0-0 6 TCLL' TCDLI BCLL BCDL LUMB TOP C BOT C WEBS TOP C BOT C WEBS 4.00 12 2 3x4 - 14 3 B.ZZV S May Z4 ZU 10 MI ILK IrIDubrrleb, InG. , r,u Jul 14 1 1 CDo[Oo 4u, o rdyu , I D: DiGtr2iNCemOHnXhXRsPeOz6Qw9-RQwGK5 W oO? BsO8NgPgmevi W N8JbRd UHIj 1 AZHMyypcZ 12-0.0 17-2-0 22-4-0 5-7-2 5-2-0 5-2-0 4x8 = 4 15 16 r�-,i 17 10 9 3x4 II 5x6 = 4x4 = I 6-4-14 12-0-0 17-2-0 6-4-14 5-7.2 5-2-0 IS X,Y -- 0-5-4 0-2-0 , 10:0-3-0,0-3-0 (psf) I SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.08 10 >999 360 7,0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.16 9-10 >999 240 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.04 7 n/a n/a 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.11 10 >999 240 BRACING- mn Scale = 1:40.9 3x4 = 8 r 3x10 = 3x6 11 22-4-0 5-2-0 PLATES GRIP MT20 244/190 Weight: 117 lb FT = 20% 2x4 SP .2 TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purlins, 2x4 SP 2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. 2x4 SP N .2 BOT CHORD Rigid ceiling directly applied or 5-4-10 oc bracing. (lb/size) 7=816/0-4-0, 2=93410-4-0 Max Ho 2=270(LC 121 Max Uplif 7=-381(LC 12), 2=-503(LC 12) i Max. Co 'Max Ten. - All forces 250 (Ib) or less except when shown. 2-3=-19 /1056, 3-4=-1239/730, 4-5=-828/530, 5-6=-828/530, 6-7=-769/554 2-10=-1 9/1792, 9-10=-1189/1792, 8-9=-75611138 3-10=0! 1, 3-9= 713/467, 4-9=-105/398, 4-8=-392/286, 5-8= 319/330, 6-8=-667/1044 1) Unbalanced roof live to 'c 2) Windt ASCE 7-10, Vult II; Exp C; Encl., GCpi— to 16-2-15, Interior(1) 1 showrll; Lumber DOL=1 3) Provide adequate drain. 4) This truss has been des 1 5) ' This truss has been d 'I will fit petween the botto 6) Provide mechanical con 7=3811, 2=503. 7) Graph�cal puffin represe, s have been considered for this design. 60mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=24ft eave--4ft; Cat. 8; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 12-0-0, Exterior(2) 12-0-0 !-15 to 22-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions ) plate grip DOL=1.60 e to prevent water ponding. ned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. gned 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 chord and any other members. ?ction (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) ation does not depict the size or the orientation of the purlin along the top and/or bottom chord ,%°'ott P I I A.I If l #%j*.. i .` pO. �e pie i No 39380 r ♦ r ♦ % �er�es�tNA11 E1111, Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Velty deslgn lirameters and READ NOTES ON THIS AND INCLUDED M7rEKREFEAANCE PAGE MIf•7473 rev. 10/032015 BEFORE USE. ' Design', -lid for use only wilt Milky connectors. This deslgn B based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, T building design. Bracing In build ng designer must verify the applI ab0lfy of design parameters and properly Incorporate this design Into the overall aced Is To prevent buckling of Individual truss we and/or chord members only. Additional temporary and permanent bracing iwiTek° k always required for sTab(IITryy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery erection and bracing of Trusses and Truss systems, seeANSI/IPII Cua/tlyCdlella, DSB�9 and BCSI Buffding Component Solely /n/ormallonavatloble�. om Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. e9o4 Parke East Blvd. Tampa, FL 33610 Job' russ Truss Type Qty Ply KEITH AND TERA TURNER t T14553542 506104 TA04 Half Hip 1 1 Job Reference (optional) 111)1MIS LUmDer uo, 200 2-0-0 d'I� Plate calm esay, rL rZISCI 4.00 12 LOADING (psf) I SPACING- 2-0-0 TCLL 1 20.0 Plate Grip DOL 1.25 TCDL1 7.0 Lumber DOL 1.25 BCLL I 0.0 ' Rep Stress Incr YES BCDLI 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS, 2x4 SP ID:DiGtr2i NCemOHnXhXRsPeOz6Qw9-vcUfXRXQ9JJjelytzOHtSw2XljvfMtuvyhw6poyypcY 18-0-4 22-4-0 4-0-4 4-3-12 Scale=1:40.6 46 = 3x4 2x4 = II 4 14 5 DEJ 5 13 3x4 3 9 8 7 5x6 = 4x8 = 6x6 = 14-0-0 22-4-0 6-7-2 8-4-0 CS1. DEFL. in (too) I/defl Ud PLATES GRIP TC 0.56 Vert(LL) -0.12 7-8 >999 360 MT20 244/190 BC 0.70 Vert(CT) -0.25 7-8 >999 240 WB 0.76 Horz(CT) 0.05 7 n/a n/a Matrix -MS Wind(LL) 0.12 9-12 >999 240 Weight: 115lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc puffins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.); 4-6. BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. REACTIONS. (lb/size) 7=816/0-4-0, 2=934/0-4-0 Max Ho 2=305(LC 12) Max Upli 7=-388(LC 12), 2=-496(LC 12) FORCES. (lb) - Max. C p./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-18 3/965, 3-4=-1027/565, 4-5=-915/596 BOT CHORD 2-9=-11 1/1724, 8-9=-1131/1724, 7-8= 413/587 WEBS 1 3-9=0/2 19, 3-8-864/563, 5-8— 291/524, 5-7=-862/622 1) Unbalanced root live 2) Wind: ASCE 7-10; Vt II; Exp C; Encl., GCpi to 1i sho-4, Interior(1) 1 Lumber DOL: 3) Pro. adequate dra 4) This truss has been c 5) ` This truss has been will fftii between the be 6) Provide mechanical c 7=388, 2=496. 7) Graphical purlin repre Is have been considered for this design. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft B=45ft L=24ft; eave=4ft; Cat. 18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 14-0-0, Exterior(2) 14-0-0 I-4 to 22-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions 50 plate grip DOL=1.60 ge to prevent water ponding. gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. lection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) station does not depict the size or the orientation of the purlin along the top and/or bottom chord ,��1 ' ,S A f AL �Ao�,. ® •E N N i NO 39380 i O•• O R Thames A. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 .6904. Parke East Blvd. Tampa R- 33610 Date: July 12,2018 ® WARNING - Verity design �rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mft-7473 rev, 10/03/2015 BEFORE USE. Desigri valid for use only wl�l5 MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not W1, a truss �ysfem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Additional temporary and permanent bracing MiTek` buiidinb design. Bracing IncaTed Is to prevent buckling of Individual truss web and/or chord members only. Is always requlretl for stabllf and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon, storage, delive erection and bracing of trusses and truss systems, seeANSI/IPII AualllyCrBetfa, DS9-89 and SCSI Bu9dbtg Component 6904 Parke East Blvd. Sa/etv11.fomtaBorravallabl from Truss Plate Insfilute, 218 N. Lee Street, Suite 312, Mexanddq, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply KEITH AND TERA TURNER I r T14553543 506204 A05 Half Hip 1 1 Job Reference optional) I IDDe1I6 LunlDer u -2-0-0 2 calm esay, , r-L 8-4-1 5x6 3 ID:DiGtr2iNCemOHnXhXRsPeOz6Qw9-Np211nY3wdRaFSX3X5o6_7bg27Ey5R42ALfgLEyypcX 16-0-0 22.4-0 - J 7-7-2 6-4-0 4x8 = 4.00 12 4 12 14 Scale = 1:40.6 2x4 11 LL 8 7 6 I� 4= 5x6 = 4x4 = 6x6 = 8-4-14 16-0-0 22-4-0 8-4-14 7-7-2 6-4-0 Plate Offsets X,Y -- :0-3-0,0-3-4 , 4:0-5-4,0-2-0 , 8:0-3-0,0-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.13 8-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.30 8-11 >895 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix Wind(LL) 0.17 8-11 >999 240 Weight: 113lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP o.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins, BOT CHORD 2x4 SP o.2 except end verticals, and 2-0-0 oc purins (6-0-0 max.): 4-5. WEBS 2x4 SP o.2 BOT CHORD Rigid ceiling directly applied or 5-5-13 oc bracing. I', WEBS 1 Row at midpt 3-7, 4-6 TOP BOT WEE Max Ho Max Up -Max.0 2-3=-1 2-8=-1 1) Unbalanced roof live 2) Wind: ASCE 7-10; Vt II; Ezp C; Encl., GCpj to 20-2-15, Intedor(1) shown; Lumber DOL: 3) Provide adequate dra 4) Thisltruss has been c 5) ` This truss has been will fit between the be 6) Provide mechanical c 6=396, 2=488. 7) Grap1sical purlin reprE 6=81610-4-0, 2=934/0-4-0 2=341(LC 12) 6=-396(LC 12), 2=-488(LC 12) np./Max. Ten. - All forces 250 (lb) or less except when shown. 2/857, 3-4=-813/420 4/1648, 7-8= 1057/1641, 6-7=-477/715 5, 3-7=-1003/622, 4-7=-1221546. 4-6=-924/616 1s have been considered for this design. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 16-0-0, Exterior(2) 16-0-0 -2-15 to 22-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions M plate grip DOL=1.60 ge to prevent water ponding. gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide in chord and any other members. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) station does not depict the size or the orientation of the purlin along the top and/or bottom chord a No 39380 44/ r � � r ♦ It NA; ,%�,`�� Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904. Parke East Blvd. Tampa FL 33610 Date: July 12,2018 A'ARNWG - Vedly design II ammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component not ' a truss system. Before use, a building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing I icated Is to prevent buckling of Individual truss web and/or chord members only. Addllional temporary and permanent bracing M!Tek° Is always required for stabil and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, dellve , erection and bracing of trusses and truss systems, seeANS//1'PII QualityCiBeda, DSB-49 and BCSI BuIldhig Component 6904 Parke East Blvd. SafatOntonnaBonavallabl from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jobl Truss Truss Type Qty Ply KEITH AND TERA TUR NER j r T14553544 506�04 A06 Half Hip 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 6.220 5 r4my 24 20 I8 ivil 1 CR MMUOa19S, 11IV. i nLi �Li i , .�i.vc I D:DiGtr2iNCemOHnXhXRsPeOz6Qw9-JBAn9TZJSEhIVmhSeWra4Yg4HwtXZEULef8no7yypcV -2-0-0 6-6-8 12-3-4 18-0-0 22-4-0 2-0-0 6-6-8 5-8-12 5-8-12 4-4-0 j Scale = 1:40.5 4x4 = 3x4 = 5 1 6 4.00 12 3x4 % 13 4 5x6 3 ,n 2 I �I i g 8 7 3x4 = i 6x6 = 3x8 = 3x6 II 9-4-14 18.0-0 22-4-0 F 9-4-14 8-7-2 Plate Offsets X,Y - :0-0-14,Ed e , 3:0-3-0,0-3-0 , 9:0-3-0,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLLI 20.0 Plate Grip DOL 1.25 TC 0.44 Vett(LL) -0.15 9-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.33 9-12 >808 240 BCLL1 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.04 7 n/a n/a BCDL1 10.0 �I Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.11 9-12 >999 240 Weight: 121 lb FT=20% LUMBER- , BRACING - TOP CHORD 2x4 SP o.2 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, BOT CHORD 2x4 SP o.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. WEBS 2x4 SP o.2 BOT CHORD Rigid ceiling directly applied or 5-6-5 oc bracing. REACHIONS. (lb/size) 7=816/0-4-0, 2=934/0-4-0 Max Ho 2=377(LC 12) Max Upl 7=A05(LC 12), 2=-479(LC 12) I FORCES. (lb) - Max. C TOP CHORD 2-3=-11 BOT CHORD 2-9=-11 W EBSII 3-9=-31 NOTES- 1) Unbalanced roof live 1 2) Wind: ASCE 7-10; VL II; Exp C; Encl., GCpi to 22-2-4 zone; cantili plat grip DOL=1.60 3) Pro" �de adequate dra 4) This truss has been d 5) ` This truss has been will fit between the bo 6) Provide mechanical c 7=405, 2=479. 7) Graphical purlin repre Wax. Ten. - All forces 250 (lb) or less except when shown. 50, 3-4=-1542/672, 4-5=-551/268, 5-6=-469/309, 6-7=-795/569 733, 8-9=-755/1 110 2, 4-9=-124/582, 4-8= 779/538, 6-8=-546/834 Js have been considered for this design. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft eave=4ft; Cat. 18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 18-0-0, Exterior(2) 18-0-0 r left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 a to prevent water ponding. led for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. aned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide chord and any other members. ction (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) does not depict the size or the orientation of the purlfn along the top and/or bottom chord. p.S' A f q�Af 'E e,9 i��� No 39380 a 's7 : X ► Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Q WARNING- Varffydesig11nic Design valid for use onlyMTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss' system. Before usebuilding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buckling Individual truss members only. Additional temporary and permanent bracingMITek• building design. Bracingated is to prevent of web and/or chord is always required for staand to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delierection and bracing of trusses and truss systems, seeANSI MII CuaRly Cdteda, DSO-89 and SCSI BuOd/ng Component 6904 Parke East BNd. rk Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, 3astSalahitnlnrma/fonovallaom Ta a, Tampa, Job Truss Truss Type Qty Ply KEITH AND TERA TURNER I r r T14553545 506204 A07 Half Hip 1 1 Job Reference (optional) :T,.I. I..,J1.;,..+ 1.... Tk II 4n 44•G7•no nn40 Dann 4 I ibbeas Lumber t o rain Bay, rL 0— S L,ay I I II I nw..� % Q, , ,�� . ,, , ,. .. y I D:DiGtr2iNCemOHnXhXRsPeOz6Qw9-J BAn9TZJSEh[VmhSeW ra4Yg2wws3ZAJ Lef8nQ7yypcV 2-0-0 7-2-4 13-6-12 19-11-4 22-4-0 2-0-0 7-2-4 6-4-8 6-4-8 2-4-12 I I 4x6 = 3x4 Scale=1:42.1 5 6 li 4.00 F12 13 3x4 4 i 5x6 G 3 n 2 10 9 8 7 4x4 = 5x8 = 3x8 = 3x6 11 10-4-8 19-11-4 22.4-0 10-4-8 9-6-12 2-4-12 Platel Offsets X,Y -- :0-3-0,0-3-0 , 9:0-4-0,0-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLII 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.18 9-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.40 9-12 >666 240 BCLLI 0.0 Rep Stress incr YES WB 0.97 Horz(CT) 0.04 7 n/a n/a BCD L� 10.0 Code FB02017/TP12014 Matrix -MS Wind(LL) 0.13 9-12 >999 240 Weight: 125lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP o.2 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins, BOT CHORD 2x4 SP o.2'Except' except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. 2-9: 2x4 P SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP o.2 REACTIONS. (lb/size) 'I 7=81610-4-0, 2=934/0-4-0 Max Ho 2=411(LC 12) Max Upl �t 7=-415(LC 12), 2=-469(LC 12) I FORCES. (Ib) - Max. C Ten. - All forces 250 (lb) or less except when shown. ,mp./Max. TOP &CHORD 2-3=-1 87763, 3-4=-1447/559, 4-5=-336/107, 5-6= 258/162, 6-7= 843/532 BOT CHORD 2-9=-101 6/1676, 8-9=-653/976 WEB SI 3-9= 44 /386, 4-9= 144/647, 4-8=-872/592, 5-8=-159/284, 6-8=-531/854 1) Wind: ASCE 7-10; Vt II; Exp C; Encl., GCp[ 19-1I-4 to 22-2-4 zor DOL=1.60 plate grip 1 2) Prov�de adequate dr6 3) This truss has been c 4) ' This truss has been will fit between the be 5) Provide mechanical c 7=41b,2=469. 6) Graphical purlin repre :160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. .18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 19-11-4, Exterior(2) cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber C=1.60 tge to prevent water ponding. igned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide chord and any other members. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) tation does not depict the size or the orientation of the purlin along the top and/or bottom chord DENSn.� o i No 39380 �ryry..e 5 F 14/: J. . Gee IN Ait Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING- Verily design arameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1=12015 BEFORE USE. ' Design valid for use only wi h Mfiek® connectors. This design Is based only upon parameters drown, and Is for an Individual building component, not a truss'system. Before use, 1 , building designer must verity the applicability of design parameters and property Incorporate this design Into the overall is to buckling Individual truss chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing In Icated prevent of web and/or is always required for stablli and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delive erection and bracing of trusses and truss systems, seeANSUIPII GualdyCdledd, DSB-89 and BCSI Bulid6rg Component 6904 Parke East Blvd. Safatv'In►ormaNm nvallabl [from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I III Job Truss Truss Type Qty Ply KEITH AND TERA TURNER r T14553546 506204 A10 Half Hip 1 1 Job Reference o tional I IDDeIIS LDrrlDer L-o, i -2-0-0 20 In 2 rann nay , rL- I D: DiGtr2i NCemOHnXhXRsPeOz6Qw9-nOk9NpaxDYp96wGeC DMpcmDF4KDrl isVsJuKyZyypcU 6-6-4 12-2-12 17-11-4 22-4-0 6-6-4 5-8-8 5-8-8 4-4-12 Scale=1:40.5 4x4 = 3x4 = 5 1 6 4.00 F12 5x6 3 3x4 13 4 / 9 8 PSI 7 3x4 — ' _ 6"6 3x8 = 3x6 II 9.4-8 17-11-4 22-4-0 9.4-8 8-6-12 4-4-12 is X,Y -- :0-0-14,Ed e , 3:0-3-0,0-3-0 , 9:0-3-0,Ed e (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.15 9-12 >999 360 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.33 9-12 >817 240 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.04 7 n/a n/a 10.0 Code FBC2017lrPI2014 Matrix -MS Wind(LL) 0.11 9-12 >999 240 Weight: 121 lb FT = 20% TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS I 2x4 SP REACiTIONS. (lb/size I Max H( I Max Ut TOP BOT b) - Max. ( 2-3=-1 2-9= 1 1) Wind: ASCE 7-10; VL II; Exp C; Encl., GCpi 17-111-4 to 22-2-4 zon DO I=1.60 plate grip 1 2) Provide adequate dra 3) Thisitruss has been d 4) ` This truss has been will fit between the bo 5) Provide mechanical c 7=405, 2=479. 6) Graphical purlin repre BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc pudins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 5-6-5 oc bracing. 7=816/0-4-0, 2=93410-4-0 2=376(LC 12) 7=-405(LC 12), 2=-479(LC 12) /Max. Ten. - All forces 250 (lb) or less except when shown. 53, 3-4=-1545/675, 4-5= 558/273, 5-6=-476/314, 6-7=-793/569 735,8-9=-758/1114 0, 4-9=-123/579, 4-8=-776/536, 6-8=-547/835 :160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.opsf; h=15ft; B=45ft; L=24ft eave=4fh Cat. 18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 17-11-4, Extedor(2) cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber L=1.60 Lge to prevent water ponding. igned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide m chord and any other members. nection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at loint(s) except Qt=lb) does not depict the size or the orientation of the purin along the top and/or bottom chord. ♦'," `ONS► A'r��e � No 39380 v ; .0 W i 4U s,O NAB E -.0 Thomas A. Albanl'PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: July 12,2018 A wl�RNING - Verity desig arameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only MITek® connectors. Nils design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, a building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Individual truss only. Additional temporary and permanent bracing MITek* building design. Bracing I Is always required for stabi icated Is to prevent buckling of web and/or chord members and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904TamPark Blvd. fabrlcption, storage, deliv erection and bracing of trusses and truss systems, seeANSMII QualByCdlelb, DSB-89 and BCSI Building Component Safety infonnatlonovalla ' from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. 336t 0 J0 Truss Truss Type city Ply KEITH AND TERA TURNER r T14553547 506204 All Half Hip 1 1 I Job Reference (optional) IIIbettS Lumber Go, I -2-0-0 2-0-0 W LUM TOP BOT TOP C BOT C WEBS 2 F'aim bay, t-L o.zzu s iviay zy zu i a rvu fur, uruubu ieb, mc. niu Dui is 1 1.or.vr —D o rays i ID:DiGtr2iNCemOHnXhXRsPeOz6Qw9-FalYa9bZ_rx?k3rgmxt29zmQ9kbul Afe5zdtU?yypcT 6-0-4 1 1-2-12 16-5-4 _ 22-3-0 6-0-4 5-2-8 5-2-8 5-9-12 Scale = 1:40.3 46 = 4x4 = 5 14 ISZ 15 6 4.00 12 5x6 3 3x4 % 13 4 / 0 , 9 8 N 3x4 — Sx6 = 3x8 = 7 3x6 II i 8-7-8 16-5-4 22-3-0 8-7-8 7-9-12 5-9-12 is X,Y -- :0-1-6,Ed e , 3:0-3-0,0-3-0 , 9:0-3-0,0-3-4 (psf) I SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.11 9-12 >999 360 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.25 9-12 >999 240 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.04 7 n/a n/a 10.0 Code FB02017fTP12014 Matrix -MS Wind(LL) 0.10 9 >999 240 Weight: 118 lb FT = 20% D 2x4 SP No.2 D 2x4 SP No.2 2x4 SP o.2 i S. (lb/size) 7=813/0-3-0, 2=931/0-4-0 Max Ho 2=349(LC 12) Max Up[ If 7= 397(LC 12), 2= 485(LC 12) (lb) - Max. C Imp./Max. Ten. - All forces 250 (lb) or less except when shown. D 2-3=-1 6/912, 3-4= 1605/753, 4-5= 719/388, 5-6_ 635/420, 6-7=-768/574 D 2-9= 11 3/1765, 8-9=-826/1207 3-9=-35_/307, 4-9— 111/522, 4-8=-697/490, 6-8=-578/879 1) Wind: ASCE 7-10; Vt II; Exp C; Encl., GCpi to 21-8-3, Interior(1) sho7; Lumber DOL- 2) Provide adequate dra 3) This I:russ has been c 4) ' This truss has been will fi� between the be 5) Provide mechanical c 7=397, 2=485. 6) Graphical purlin repre BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 5-5-13 oc bracing. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24fh eave=4ft; Cat. 18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 16-5-4, Extedor(2) 16-5-4 1-3 to 22-1-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions 50 plate grip DOL=1.60 ge to prevent water ponding. gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) Ttation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Ae'�� so+o �'92�0,� No 39380 q * r �-0 (tom r a y ice`• �/♦ ss;O �inons Thamas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 I ® WARNING - Verity design ammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. f0/03/2015 BEFORE USE. -- Design) valld for use only wi a truss system. Before use,i MITek® connectors. This design B based only upon parameters shown, and Is for an Individual building component, not bullding designer must vrifyTheppllcabiliryofdesign parametersandproperly Incorporate this design Intothe overallbuiltlin� design. Bracing Icared Is to prevent bucklingofIndividual truss web and/orhod mebersonly.Additional Temporary and permanent bracingMiTek'Isalwaysrequlredfor stabandtopevent collapse with possible personal Infury and property damage.For general guidance regarding the tln. storage,devand bracingoftrussestrusssseeAlYS//)PlfaI CdfeAa,DSB-89 and SCSI Bufld6rg Component SaI®►n/olmaflomvailofrom Truss Plate Institute, 218 N. Lee SfreeY, Suite 312, Alexand ia, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job I russ I rusS I ype tyPly ANDTERATURNER SO6 04 BO7 HALF HIP GIRDER i 1ob [EITH Reference (optional) noueus �wrwa, w, ran , pay , r� 100 9 100 94 I 4.00 12 5x8 \\ 2x4 11 2 3 1 13 6x8 = I D: DiGtr2iNCemOHnXhXRsPeOz6Qw9-sBhBgQQie3nVMdf6MtTgyLSwtHzYH7i Fe8m W sayyoA9 7-8-1 14-6-14 21-5-11 , 28-8.0 6-10-13 6-10.13 6-10-13 7-2-5 3x4 = 4 0 15 a 161 ,7, 4 18 32 12 33 5x10 = 7x8 = 19 0 20 — 21 22 —fi, 23 — 24 34 11 35 '36 10 37 6x12 MT20HS = 4x4 = 4x4 = 66 27 Scale = 1:52.0 6x12 MT20HS = 38 39 9 40 41 42' 6x12 MT20HS = 3x8 MT20HS I I 6-3-8 11-9-12 17-4-0 22-10-4 28-8-0 l 6-3-8 5-6.4 5-G-4 5-6-4 5-9-12 Plate Offsets X Y -- :0-2-4 0-2-8 5:0-3-12,0-4-8 11:0-5-12,0-3-4 , 12:0-4-0 0-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.42 10-11 >816 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.81 10-11 >422 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 i Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.53 10-11 >645 240 Weight: 166lb FT=20%. LUMBER- I BRACING - TOP CHORD 2x6 SP 0.2 'Except` TOP CHORD 1-3: 2x 'SP No.2 BOT CHORD 2x4 SP S BOT CHORD WEB § 2x4 SP o.2 *Except* 3-12,7-9' 2x4 SP SS REACTIONS. (lb/size)' 8=2135/0-4-0 (min. 0-2-8), 13=2076/0-4-0 (min. 0-2-7) Max Ho 13=125(LC 8) Max Up t 8=-836(LC 8), 13= 870(LC 8) Max Gr 8=2136(LC 18), 13=2076(LC 1) FORCES. (lb) - Max. C mp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-14=- 28/1827, 14-15_ 4731/1828, 15-16=-4732/1829, 16-17= 4734/1829, 4-17=- 35/1829, 4-18=-6665/2543118-19— 6665/2543, 19-20— 6665/2543, 20-21= 665/2543, 21-22=-6665/2543, 5-22=-6665/2543, 5-23=-6609/2528, 23-24= �609/2528, 24-25= 6609/2528, 25-26— 6609/2528, 6-26=-6609/2528, 6-27=-4476/1698, 27-28=-4476/1698, 28-29=-4476/1698, 29-30=-4476/1698, 7-30=- 76/1698, 7-8=-1979/895 BOT CHORD 13-31— 31/646, 31-32= 331/646, 12-32= 331/646, 12-33— 2316/5602, 33-34=-2316/5602, 11-34=' 316/5602, 11-35=-2882/7065, 35-36=-2882/7065, 10-36=-2882/7065, 10-37= 1202/5363, 37-38— 2202/5363, 38-39=-2202/5363, 9-39=-2202/5363 WEBS 3-13=-2 82/959, 3-12=-1606/4392, 4-12=-1587/892, 4-11=-280/1194, 5-11=-491/436, 5-10= 5 9/458, 6-10=-366/1397, 6-9=-1615/917, 7-9= 1760/4642 1) Unbalanced roof live' 2) Wind: ASCE 7-10; Vr. II; Ezp C; Encl., GCpi piate#ip DOL=1.60 3) Provide adequate dre 4) All plates are MT20 p 5) This truss has been c 6) ' This truss has been will fit between the be 7) Provide mechanical c 8=836, 13=870. 8) Graphical purin reprE purlin I representation representation does r Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-1-6 max.): 3-7. Rigid ceiling directly applied or 3-11-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. ds have been considered for this design. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 13=45ft; L=29ft; eave=4ft; Cat 18; MW FRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 ige to prevent water ponding. as unless otherwise indicated. gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed 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 rn chord and any other members. ection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) tation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Graphical 1is not depict the size or the orientation of the purlin along the top and/or bottom chord.Graphical purlin depict the size or the orientation of the purlin along the top and/or bottom chord. A. ®�.�+• • �GE1VS No 39380 ► r r : ` r ` r411 % Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Verify deslg ammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010342015 BEFORE USE ' Desigp valid for use only h MITek®connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use, a building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing I icated Is to buckling Individuai truss web and/or chord members only. Additional temporary and permanent bracing MiTek` bulIdl g prevent of Is alwpys required for stobl and To prevent collapse wlih possible personal Inlury and property damage. For general guidance regarding the fabrication, storage, deliv erection and bracing of trusses and truss systems, seeANSI/►PII Cua1Xy ClBeda, DSB419 and BCS►BuddOlg Component 6904 Parke East BNd. Salety Mfpmlafbn�v.".b from Truss Plate Institute. 218 N. Lee Street, SuITe 312, Alexandria, VA 223" i Tampa, FL 33610 O Truss russ ype r ty y KEITH AND TERA TURNER I 506iO4 BO1 HALF HIP GIRDER 7 1 Job Reference (optional) Tibbetts Lumber Co, Pa I NOTES- 9) Hanger(s) or oth 4-0-12, 91 lb dot and 132 lb up at 22-0-12, 91 lb d, 2-0-12, 72 lb do, 72 lb down at 1 1011 In the LOAD LOAD CASE(S) Sta 1) Dead + Roof Live Uniform Loads (pl Vert: 1-2- Vert: 11 30= 10E FL 6.220 s dun 23 2018 MI I eK industries, Inc. I nu dui 12 14:axJ2 M 8 rage I D: DiGtr2i NCemOHnXhXRsPeOz6Qw9-sBhBgQQie3nVMdf6MtTgyLSwtHzYH7iFe8mW sayyoA9 :onnection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 132 lb up at 2-0-12, 91 lb down and 132 lb up at and 132 lb up at 6-0-12, 91 lb down and 132 lb up at 8-0-12, 91 lb down and 132 lb up at 10-0-12, 91 Ito down and 132 lb up at 12-0-12, 91 lb down -0-12, 91 lb down and 132 lb up at 16-0-12, 91 lb down and 132 lb up at 18-0-12, 91 lb down and 132 lb up at 20-0-12, 91 lb down and 132 lb up at and 132 lb up at 24-0-12, and 91 lb down and 132 lb up at 26-0-12, and 105 lb down and 128 lb up at 28-0-12 on top chord, and 72 lb down at at 4-0-12, 72 lb down at 6-0-12, 72 lb down at 8-0-12, 72 lb down at 10-0-12, 72 lb down at 12-0-12, 72 lb down at 14-0-12, 72 lb down at 16-0-12, 12, 72 lb down at 20-0-12, 72 lb down at 22-0-12, 72 lb down at 24-0-12, and 72 lb down at 26-0-12, and 83 lb down at 28-0-12 on bottom chord. n of such connection device(s) Is the responsibility of others. =(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Lumber Increase=1.25, Plate Increase=1.25 t, 2-3=-54, 3-7— 54, 8-13=-20 (lb) (F) 12— 54(F) 14= 91(F) 15— 91(F) 16=-91(F) 18=-91(F) 19-91(F) 20=-91(F) 22-91(F) 23— 91(F) 24— 91(F) 25-91(F) 27=-91(F) 28— 91(F) 29=-91(F) il=-54(F) 32=-54(F) 33=-54(F) 34= 54(F) 35=-54(F) 36= 54(F) 37=-54(F) 38=-54(F) 39= 54(F) 40— 54(F) 41=-54(F) 42=-60(F) WARNING - Verify deslg arameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. -- ' Design valid for use only MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, design. Bracing i a building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall icated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" building prevent Is always required for stab( I and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delly frerection and om Truss Plate is titute, trusses Suite 312, oAAfa�al GAa 2lBy 4 rUeda, DSB-89 and BCSI BUUdhg Component Safety InfoanaBornvaila N. Lee Street, systems. 6904 Park East Blvd Job I rusS Truss Type t ty ,r Ply KEITH AND TERA TURNER 506204 B02 HALF HIP 1 t Job Reference (optional) I IDUOUS LUmoer 4o, rani Dny , rL -1-0-0 2-9-4 1.0.0 2-9-411 6-4-13 4.00 F12 x4 = � 4x4 = 1 3 1 5 ZI 4 3x4 2 Id 12 11 10 3x6 11 4x8 = 5x6 = , 2-9-4 11-3-11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 TCDL 7.0 Lumber DOL 1.25 BC 0.92 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER- I TOP CHORD 2x4 SP o.2 BOT CHORD 2x4 SP o.2 WEBS 2x4 SP o.2 uxzu S Jun z3; Lelts MI I D:DiGtr2i NCemOHnXhXRsPeOz6Qw9-H2ukOG 21-11-11 5x6 = 1617 — 5 9 3x4 = 8-6-7 3x8 = 18 6 DEFL. in (loc) I/defl Ud Vert(LL) -0.18 9-10 >999 360 Vert(CT) -0.38 9-10 >904 240 Horz(CT) 0.10 8 n/a n/a Wind(LL) 0.25 9-10 >999 240 BRACING - TOP CHORD BOT CHORD WEBS II I REACTIONS. (lb/size) 8=1049/0-4-0 (min.0-1-8), 12=1113/0-4-0 (min. 0-1-8) Max Ho 12=165(LC 12) Max Upl t 8=-479(LC 12), 12=-548(LC 12) FORCES. (lb) - Max. C mp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=- 26/613, 3-13=-986/620, 3-14=-961/619, 14-15= 961/619, 4-15— 961/619, 4-16=- 01A410, 16-17=-2501/1410, 5-17=-2501/1410, 5-18=-2238/1226, 6-18=- 38/1226, 2-12=-1 1 18IT69 BOT CHORD 10-11= 413/2316, 9-1 0=-1 559/2619, 8-9=-1145/1912 WEBS 4-11=-1 0/909, 4-10= 35/401, 5-9— 458/406, 6-9=-139/592, 6-8=-2027/1224, 1 2-11 =- 8/1176 M mZH RvLm9zFYBEFd aYPyyo9r '8-8-0 6-8-5 Scale = 1:49.9 3x4 11 19 o 7 6x6 = PLATES GRIP MT20 244/190 Weight: 147 lb FT = 20% Sheathed or 5-9-11 oc purins, except end verticals, and 2-0-0 oc purlins (3-4-14 max.): 3-7. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 4-11, 6-8 ( MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1) Wind: ASCE 7-10; Vul L160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft L=2911; eave=4ft; Cat. II; Exp C; Encl., GCpi=, .18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-9-4, Exterior(2) 2-9-4 to 7-0-3, Interior(1) 7-0-3 28-6-4 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MW I`RS for reactions own; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drat age to prevent water ponding. 3) This truss has been de igned for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been d signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bott m chord and any other members. 5) Provide mechanical cc 'inection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=479, 12=548. 6) Grap�lical purlin repres I tation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Graphical purlin representation d s not depict the size or the orientation of the purlin along the top and/or bottom chord.Graphical purlin representation does no "depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD s%0011111111 NS A.,4Z 14.i k i No 39380 e � • C'T♦ 0 N AL �ra,`�,, ���sl l► r+ n+++�a Thomas A. Albani'PE No.39380 MiTek USA, Inc. FL Gert 6634 601 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 mmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ® WARNING - VM#jr desfirJh ' Design valid for use only MiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before usebullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing cated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for staand to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Safety Infotmaf novallafrom Truss Plate Inastiitute, 218 N. Lee Street, Suite 31 Alexandria, VA 22314 r(fenh, DSB�9 and BCS! Bueding Component Tampa, FL 33610 Blvd. Job russ I rusS I ype ty Ply KEITH AND TERA TURNER 506204 B03 HALF HIP 1 1 Job Reference (optional) 10 1 ells LunrDer co, rat tray , rL -1-0-0 -9-4 1-0-0 -9-4 4.00 12 4x8 = 3 3x6 G 1 ' 2 12 11 10 3x6 11 3x4 = 2x4 11 A 1617 9 5x8 = yo ID:DiGtr2iNCemOHnXhXRsPeOz6Qw9-DiXwOmu9S2izX,d7c8Zfp2aZfn?IKwm4- Alpyy„o9Y 20-7-13 28-8-0 7-10-7 8-0-3 - 5x8 = 0,18 8 2x4 11 19 Scale=1:49.9 3x4 11 6x6 = 4 -4 12-9-7 20-7-13 28.8-0 4 -4 8-0-3 7-10-7 8-0-3 Plate, Offsets X,Y -- :0-5-4,0-2-0 , 5:0-4-0,0-3-0 ,(9:0-4-0,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait L/d PLATES GRIP TCLd 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.13 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Veri(CT) -0.26 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.17 8-9 >999 240 Weight: 153lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP o.2 'Except' TOP CHORD Sheathed or 5-0-6 oc puffins, except end verticals, and 2-0-0 oc 3-5: 2x4' P SS purlins (3-10-8 max.): 3-6. BOT CHORD 2x4 SP 'o.2 BOT CHORD Rigid ceiling directly applied or 5-7-5 oc bracing. WEBS 2x4 SP o.2 WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACHIONS. (lb/size) 7=1049/0-4-0 (min. 0-1-8), 11=1113/0-4-0 (min. 0-1-8) Max Ho 11=201(LC 12) Max Uplt, 7= 483(LC 12), 11= 544(LC 12) FORCES. (lb) - Max. C 1, p./Max Ten. - All forces 250 (lb) or less except when shown. TOP C'j-IORD 2-12= 1 24/796, 12-13— 1317/801, 3-13=-1253/808, 3-14=-2200/1326, 14-15=-2200/1326, 4-15_ 00/1326, 4-16= 2200/1326, 16-17=-2200/1326, 5-17=-2200/1326, 2-11=-1 78/776 BOT C�ORD 9-10=-8 9/1206, 8-9=-1064/1810, 7-8=-1064/1810 WEBS I 3-10=- 3/351, 3-9= 609/1086, 4-9= 452/459, 5-9= 294/428, 5-8=0/336, 5-7=-19 8/1132, 2-10= 694/1287 NOTE I 1) Wind: ASCE 7-10; Vul 160mph (3-second gust) Vasd=1241 TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=29ft; eave=oft; Cat. `,®IIIIiIIfI ���O,MPS A. � • e.9�1 �i�, 11; Exp C; Encl., GCpi- .18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-9-4, Exterior(2) 4-9-4 to left end vertical left exposed;C-C for members and forces £ • ���� •. • G E `S�` •, 2� �� 9-0-9, Interior(1) 9-0-3 28-6-4 zone; cantilever and right exposed ; ,v ,•`�,� MW �RS for reactions own; Lumber DOL=1.60 plate grip DOL=1.60 .� • N 39380 2) Provide adequate drain ge to prevent water ponding. . O 3) This truss has been de gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been d signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * o will fit between the bott hord and any other members. 5) Provide mechanical co (by others) o1 truss to bearing plate capable of withstanding 100 lb upiift at joint(s) except (j1=lb) �aclicrrr ; °. ', � Z 7=483, 11=544. 6) Graphical does not depict the size or the orientation of the along the top and/or bottom chord.Graphical purlin repres ptation purlin �i� 0•.' purlin representation dos not depict the size or the orientation of the purlin along the top and/or bottom cflord.Graphical puffin Q Fi \ �� �lI StS •' ° • • • °' • • representation does not epict the size or the orientation of the purlin along the top and/or bottom chord. ��>`, LOAD CIASE(S) Standard! ���f1I1IIti11��� Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Verify design arameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103=5 BEFORE USE. ' Design valid for use only wI MITek®connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a trussisystem. Before use, t e building designer must verify the applicability of design parameters and properly Incorporate it%design Into the overall building design. Bracing I ' icated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stabill and to prevent collapse wifh possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delve, erection and bracing of trusses and truss systems, seeANS&7PI1 CuaW CrBeda, DSB-SP and SCSi Building Component 6904 Parke East Blvd. S01W,informationavailabl from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty y KEITH AND TERA TURNER 506I04 B04 HALF HIP 1 1 Job Reference (optional) Tibbetts Lumber Co, Pall,Bay, FL 8.220 s Jun 23 2018 MiTeK industries, Inc. l nu Jul 12 14:36:33 z016 rage i II D: DiGtr2iNCemOHnXhXRsPeOz6Qw9-awsEdH9yH pTrA?prRB3_xCUOAtrV4n7Dg72EVXyyo9C •1-0-0 6.9-4 14-1-7 21-3-13 28-8-0 1-0-0 6-9-4 7-4-3 7-2-7 7-4-3 I 1 11 Scale=1:49.9 I I 1 4x8 = 4.0 12 2x4 11 5x8 = 3x4 11 3 4 15 4 5 16 1 6x6 12,13 I1 2 ,I I 11 10 9 8 7 3x6 11 4x4 = 5x8 = 2x4 11 6x6 = I I 6-9-4 14-1-7 21-3-13 28-8-0 I 6-9-4 7-4-3 7-2-7 7-4-3 Plate Offsets X,Y -- :0-2-11,0-3-0 , 3:0-5-4 0-2-0 , 5:0-4-0,0-3-0 , 9:0-4-0,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.10 9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.20 8-9 >999 240 SCL0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 I Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.13 9 >999 240 Weight: 159lb FT=20% I LUMBER- BRACING - TOP CHORD 2x4 SP o.2 TOP CHORD Sheathed or 4-3-4 oc puffins, except end verticals, and 2-0-0 oc BOT CHORD 2x4 SP o.2 purlins (3-1-15 max.): 3-6. WEBS 2x4 SP o.2 BOT CHORD Rigid ceiling directly applied or 6-2-9 oc bracing. WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=104910-4-0 (min.0-1-8), 11 =1 113/0-4-0 (min.0-1-8) Max Ho 11=237(LC 12) Max Upli 7=-487(LC 12), 11=-540(LC 12) FORCES. (Ib) - Max. C I p./Max. Ten. - All forces 250 (lb) or less except when shown. TOP 61ORD 2-12= 1 59/864, 12-13— 1419/865, 3-13=-1400/877, 3-14= 1853/1146, 14-15=-1853/1146, 4-15=- 1853/1146, 4-5= 1853/1146, 2-11 =-1 050/774 BOT CHORD 10-11= 271206, 9-10=-894/1320, 8-9_ 857/1429, 7-8=-857/1429 WEBS I 3-10=-2 1/275, 3-9=-340/613, 4-9— 409/418, 5-9=-333/490, 5-8=0/312, 5-7=-1616/968, 2-10=- 9/1279 i I NOTES- 1) Wind: ASCE 7-10; Vul—160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=29ft; eave--4ft; Cat. Ps A. 11; Exp C; Encl., GCpi— .18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-9-4, Exterior(2) 6-9-4 to left for forces & �� . p q� •. e.Q 0 11-Oi3, Interior(1) 11-0 to 28-6-4 zone; cantilever left and right exposed ; end vertical exposed;C-C members and for Lumber DOL=1.60 DOL=1.60 �%` EN ��.°�\G 5'�.°•• �jj�� MWFRS reactions own; plate grip ` ��e 2) Provide adequate drat ge to prevent water ponding. ` s 3) This truss has been d gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 39380 4) • This truss has been d igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bott chord and any other members. e 5) Provide mechanical cc ection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) '� • Lr ► 7=48T, 11=540. • p •• (V 6) Graphical purlin repres tation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Graphical purlin representation do s not depict the size or the orientation of the purlin along the top and/or bottom chord, Graphical purlin 10. i0 ,�� Q;°•`�,,� representation does not epict the size or the orientation of the purlin along the top and/or bottom chord. O LOADCIASE(S) Standard ♦��,'��NA'���� Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WA NING -Verify design aramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ull-7473 rev. 101032015 BEFORE USE. Deslg valid for use only wl MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trusslsystem. Before use, f e building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing In Icated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stablll and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlom storage, dative , erection and bracing of trusses and truss systems, seeANSI/IPIi GuallfyCiflerfa, DSB-89 and SCSI BuOdingConiponenf 6904 Parke East Blvd. Sa/elvJnfonnafbmvaliabl I from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 0I I rusS I ype ' ty ply KEITH AND TERA TURNER 506.04 BOS HALF HIP 1 1 Job Reference (optional) Tibbetts Lumber Co, Pal Bay , FL 8.220 s dun 23 20r8 mi � ek msmes uu, iuu. i � �+ ., —.a age . ID:DiGtr2iNCemOHnXhXRsPeOz60w9-TzeB1 TP7KG6sBEwt95xvHer2AKVgVF_JVuesjpyyoet 1-0-0 -6-6 8-9-4 15-3-11 21-10-1 28-8-0 1-0-0 6-6 4-2-14 6-6-7 6.6-7 6-9-15 I Scale=1:49.9 I 4x6 = Sx6 = 3x4 = 2x4 11 4.00 12 4 3 14 15 5 5Z 15PI 5ZI16 6 17 4x6 � 3 I 1 2x4 I 1 2 1 11 10 9 8 6x6 = 5x8 = 5x8 = 6x6 = i 8-9-4 18-6-14 28-8-0 8-9-4 9.9-10 10-1-2 Plate Offsets X,Y -- :0-3-0,0-3-0 , 9:0-4-0,0-3-0 , 10:0-4-0,0-3-0 LOApING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.25 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.52 8-9 >657 240 BCLL 0.0 1 Rep Stress Incr YES WB 0.70 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 9-10 >999 240 Weight: 159lb FT=20% LUMBER- BRACING TOP CHORD 2x4 SP o.2 TOP CHORD Sheathed or 4-9-6 oc purlins, 1 except end verticals, and 2-0-0 oc BOT CHORD 2x4 SP o.2 purlins (4-5-1 max.): 4-7. 1 WEBS 2x4 SP o.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 1 WEBS 1 Row at midpt 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size)'' 8=1049/0-4-0 (min. 0-1-8), 11=1113/0-4-0 (min. 0-1-8) Max Ho 11=272(LC 12) Max UPI , t 8=-493(LC 12), 11=-534(LC 12) FORCES. (lb) - Max. C mp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CIHORD 3-4_ 1 3/894, 4-13_ 1349/897, 13-14=-1349/897, 14-15=-1349/897, 5-1 5=-1 349/897, 5-16=- 417/829, 6-16=-1417/829, 2-11=-201/293 BOT CHORD 10-11= y�06/1113, 9-10=-1011/1559, B-9= 734/1133 WEBS 3-10=-48/310, 4-10— 7/265, 5-10= 265/193, 5-9=-254/326, 6-9=-170/546, 6-8=-1 4/897, 3-11 =-1 346/812 NOTES- IL 1) Wind: ASCE 7-10; Vul _160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=29ft; eave=oft; Cat. terior(l) 2-0-0 to ,,�,1111➢pp0® ISO ��',, 13 03 Clnterior(1) 13f to 28 6 4z one'rcatntilevealeft and right exposed ;end verticalneft exposed;C-0 fo9members and force st& `�,0 ........Abe MWFRS for Lumber DOL=1.60 DOL=1.60 .�a,•°�\ G E S�``. ��jj �'�� reactions own; plate grip ,�� i 2) Provide adequate drai ge to prevent water ponding. • 3) This truss has been de igned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e . No 39380 4) . This truss has been signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bott m chord and any other members. e 5) Provide mechanical col ection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) r Grap�lical tation does depict the size or the orientation of the along the top and/or bottom chord.Graphical (V •° 6) purlin repres not purlin .0 0 (V purlin representation d 'gs not depict the size or the orientation of the purlin along the top and/or bottom chord. Graphical purlin does epict the size or the orientation of the along the top and/or bottom chord. % O R o representation no purlin LOAD GIASE(S) Standar •°°` ,��10�SS111NAL',` nlln/ Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 © WARNING - Verity design) parameters and READ NOTES ON TN/S AND INCLUDED M?EK REFERANCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE.' Design valid for use only MfTelcrEa connectors. This design Is based only upon parameters shown, and Is for an individual Ixwllding component, not a Trus{ system. Before use, a building designer must verity the applicability of design parameters and properly Incorporate this design Info the overall building design. &acing I Icated is To buckling of Indlvidual Truss web and/0r chord members only. Additional temporary and permanent bracing i�niTek' prevent is alwppys required for stab)) y and to prevent collapse wnh possible personal Injury arxt property damage. For general guidance regarding the fabrlct�tion, storage, deliv erection an, bracing of trusses and buss systems, seeANSUIPIi CualllyC/Hertn, DSB-89 and BCSI Bugdhtg Component' 6904 Parke East Blvd. Salerilnlonnalb�uvailabl from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job i Truss Truss Type ply Ply KEITH AND TERA TURNER ' T14553553 C01 Hip Girder 1 1 Job Reference (optional) I iboeus Lumber c;o, calm tray, t-L o.e4u S may CY Lv I O IVII I CB IIIUUJu'GS, MC. I I IY vvl IG I I.v/. I G Gv 10 image I I D: DiGtr2i NCemOHnXhXRsPeOz6Qw9-06mZGuha5JytilSN EcOxUf5hKyJHvuipxDZl mYyypcL -2.0-0 5-0-0 9-7.8 14-3-0 19-3-0 21-3-0 2-0-0 5-0-0 4-7-8 4-7-8 5-0-0 I Scale = 1:37.9 I I 4x8 = 2x4 11 48 = 4.00 F12 3 17 16 0 4 21 2 23 24 5 I I I n 2 � 6 M 7 1( oI 10 25 26 9 27 28 8 _ 2x4 II 5x8 = 2x4 I I I � 3)(6 = i i 5-0-0 9-7-8 14-3-0 19-3-0 5-0-0 4-7-8 4-7-8 5.0-0 Plate) Offsets X,Y -- :0-5-4,0-2-0 , 5:0-5-4,0-2-0 , 9:0-4-0,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.18 9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.35 9 >667 240 BCLL 0.0 Rep Stress incr NO WB 0.21 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.22 9 >999 240 Weight: 84lb FT=20% LUMBER- II BRACING - TOP CHORD 2x4 SP o.2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc puffins, except BOT CHORD 2x4 SP o.2 2-0-0 oc puriins (2-6-6 max.): 3-5. WEBS 2x4 SP o.2 BOT CHORD Rigid ceiling directly applied or 6-4-9 oc bracing. i REACTIONS. (lb/size 2=119510-4-0, 6=1195/0-4-0 Max Ho. 2=-55(LC 23) Max Up ft 2=-575(LC 8), 6=-575(LC 8) FORCES. (lb) - Max. mp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2 01/989, 3-4=-3467/1297, 4-5=-3467/1297, 5-6= 2801/989 BOT CHORD 2-10=- 33/2621, 9-10= 830/2644, 8-9= 855/2644, 6-8=-858/2621 WEBS 3-10=0i 62, 3-9=-371/930, 4-9= 433/343, 5-9=-370/930, 5-8=0/362 NOTES- 1) Unbalanced roof live 1' ads have been considered for this design. 2) Wind: ASCE 7-10; Vu=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft B=45ft; L=24ft; eave=4ft Cat. II; Exp C; Encl., GCpi .18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) ProI ide adequate drai age to prevent water ponding. 4) This truss has been d igned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `,,e11/11111����, 5) * This truss has been esigned for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `,v �PS A A( I�♦♦ will fit between the bot m chord and any other members. 6) Prop ide mechanical c nection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) .% e �Sz+ �� G E I�j s+�, �2% ♦♦'' 2=575, 6=575. 7) Graphical purlin repr ntation does not depict the size or the orientation of the puriin along the top and/or bottom chord. `0 N O 3 9380 8) Han�er(s) or other con ection devices) shall be provided sufficient to support concentrated loads) 98 Ib down and 185 Ib up at ; .. 5-0-0, 59 lb down and 7 lb up at 7-0-12, 59 lb down and 97Ib up at 9-0-12, 59 lb down and 97 lb up at 10-2-4, and 59 lb down * and 97Ib up at 12-2-4' and 98 lb down and 185 lb up at 14-3-0 on top chord, and 176 lb down and 42 lb up at 5-0-0, 45 lb down at b 7-0-12, 45 lb down at 0-12, 45 lb down at 10-2-4, and 45 lb down at 12-2-4, and 176 lb down and 42 lb up at 14-2-4 on bottom chord. The design/sel tion of such connection device(s) is the responsibility of others. 9) In th6 LOAD CASE(S) ection, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standar ♦i♦``S' R•'• �?` ��, ♦S' r1 1) Dead+ Roof Live (bala ced): Lumber Increase=1.25, Plate Increase=1.25 �s � / ANAL s� Uniform� Loads (plf) 4fi1111 111111, I Vert: 1-3=-54, 5=-54, 5-7=-54, 11-14— 20 Concentrated Loads (lb Thomas A. Albani PE No.39380 Vert: 3= 54(B) = 54(B) 10= 147(B) 8=-147(B) 19_ 53(B) 20=-53(B) 21=-53(B) 22=-53(B) 25=-34(B) 26=-34(B) 27=-34(B) MITek USA, Inc. FL Cert 6634 28=-34(B) 6904 Palate East Blvd. Tampa FL 33610 Date: July 12,2018 A WARNING - Verity deslg ammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 10/032015 BEFORE USE. Design valid for use only MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. building designer must verify the applicability of design parameters and properly incorporate this design into The overall building design. Bracing I Icafed Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is aiways required for stab)y and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' SafGtYLmformafbfgvailab Q from Truss Plate Institute, 218 Nam. Lee Street. Suite 312 Al�v>�a, VVA 231 4. , DSB�9 and SCSI BuadU4g Component Tampa, FL 33610 Blvd. Job 1 Truss Truss Type Qty Ply KEITH AND TERA TURNER T14553554 506204 CO2 Common 2 1 Job Reference (optional) I IDDens LUMDer 2-0-0 ralmbay, rL o.c—.-.y....... uienuwuau—,111- uiu.ui is II.".IV—'. ray. I D: DiGtr2iNCemOHnXhXRsPeOz6Qw9-VJ KxTEiCsc4kJS 1 ZoKXAOtexSMeGeMMzAtJsJ_yypcK 5-2-10 9-7-8 5-2-10 4-4-14 i 4x4 = I 4 4.00 12 2x4 Z:� 15 3 2 16 2x4 5 5-2-10 2-0-0 Scale = 1:37.3 6 7 Io 8 V� 5x8 = 4x4 = (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud 20.0 Plate Grip DOL 1.25 TIC 0.45 Vert(LL) -0.14 8-11 >999 360 7.0 I Lumber IDOL 1.25 BC 0.87 Vert(CT) -0.30 8-11 >765 240 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.04 6 n/a n/a 10.0 Code FBC2017/TP12014 Matrix -MS Wlnd(LL) 0.09 8 >999 240 TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS 2x4 SP Max Ho Max Up FORCES. (lb) - Max. C TOP 6HORD 2-3= 1 BOT CHORD 2-8= 7 WEBS 4-8=-1 NOTES- 1) Unbalanced roof live 2) Wind: ASCE 7-10; Vt II; Exp C; Encl., GCpi 12-7-8, Intedor(1) 12- shown; Lumber DOL= 3) Thisl truss has been d 4) ` This truss has been will fit between the be 5) Provide mechanical c 2=4 I7, 6=467. I I II I I i 2=820/0-4-0, 6=820/0-4-0 2=91(LC 11) 2=-467(LC 12), 6— 467(LC 12) ax. Ten. - All forces 250 (lb) or less except when shown. 3-4=-11921620, 4-5= 1192/620, 5-6=-1598/907 6-8=-770/1500 5-8=-454/398, 3-8=-454/399 PLATES GRIP MT20 244/190 Weight: 84 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. ds have been considered for this design. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 13CDL=6.0psf; 11=151t; B=45ft L=24ft; eav"— ft; Cat. 18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 9-7-8, Extedor(2) 9-7-8 to to 21-3-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions 30 plate grip DOL=1.60 gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'n chord and any other members. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) a`��r11i1111110/'eI %%%o op S A. . •T� ' G E t11 No 39380 s i�SsoO N Al 1111 0% Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNTNO - Verify design ammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. f0/03/2015 BEFORE USE. Desig(t valltl for use only MITek®connectors. This design Is based only upon parameters shown, and Is for an Ind(Ndual building component, not a trtrs$ system. Before use,e building designer must verify the appllcat,�liry of design parameters and properly Incorporate lhts design info the overall truildi 1ng_design. &acing i scared Is to prevent buckling of IndlNduai imss web and/or chord members only. AdWfional Temporary and permanent bracing B always required for stabil and to collapse with Injury and damage. For regarding ttie MiTek• prevenT passible personal property general guidance tabric✓7TIon, storage, dells , ereciton and bracing of Tmsses and Truss sysTems, seegNSUIPII QualEyCdleda, DSB 89 and BCSI Buflding Component 6904 Parke East Blvd. Barely /n/ortn-Nonavailabl, from Truss Plate InstttuTe, 218 N. Lee're-', Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job' Truss Truss Type Qty Ply KEITH AND TERA TURNER r T14553555 506204 CO3 Scissor 5 1 Job Reference (optional) I Ibbetts Lumber Go, Palm bay, rL 8.220 s May 24 20I6 MI 1 eK muusu ley, Inu. 1 ❑u Jul IG i I Coi: i o LV I o rage i ID:DiGtr2iNCemOHnXhXRsPeOz6Qw9-RhSiuvjTOEKSZmBxvlae5ljGaAIS6EhGdBozNtyypcl -2-0-0 5-5-10 9-7-8 13-9-6 19-3-0 2-0-0 5-5-10 4-1-14 I ; 4-1-14 5-5-10 Scale=1:35.1 4x4 = 4 � 4.00 F1_2 3x4 G 15 16 3x4 C 3 5 17 7 14 5x8 = rn 6 n 2 N o Im x6 = 2.00 F12 4x6 = 1 9-7-8 19-3-0 9-7-8 9-7-8 Plate Offsets X,Y -- :0-3-0,0-0-10 , 6:0-3-0,0-0-10 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLI1 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.24 7 >977 360 MT20 244/190 TCDL 7.0 1 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.52 7-10 >446 240 BCLL 0.0 Rep Stress incr YES WB 0.26 Horz(CT) 0.21 6 n/a n/a BCDL t0.o Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.30 7-10 >759 240 Weight: 77lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP o.2 TOP CHORD . Structural wood sheathing directly applied or 3-0-5 oc purlins. BOT CHORD 2x4 SP o.2 BOT CHORD Rigid ceiling directly appljed or 2-2-0 oc bracing. WEBS 2x4 SP o.2 REACTIONS. (lb/size 6=707/0-4-0, 2=82610-4-0 Max Ho' 2=94(LC 11) Max Up It 6=-311(LC 12), 2=-475(LC 12) I FORCES. (lb) - Max. mp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2 11/1638, 3-4=-2210/1166, 4-5=-2211/1183, 5-6=-2863/1672 BOT CHORD 2-7=-1 07/2694, 6-7=-1526/2750 WEBS 4-7= 4 1/1146, 5-7=-697/570, 3-7= 644/522 NOTES- 1) Unbalanced roof live 2) Wind: ASCE 7-10; V II; Exp C; Encl., GCpi 12-7-8,Interior(1) 12-r, shown; Lumber DOL=! 3) This truss has been d 4) ' This truss has been will fit between the bo 5) Bearing at joint(s) 6, 2 capacity of bearing su 6) Provide mechanical cc� 6=311111 2=475. I II ads have been considered for this design. =160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; I--24ft; eave=4fh Cat. ).18; MWFRS (directional) and C-C Extedor(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 9-7-8, Exterior(2) 9-7-8 to 8 to 19-3-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions .60 plate grip DOL=1.60 >igned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. esigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide )m chord and any other members. ;onsiders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ace. lnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) ` 01111.1Itf/I., F,I A.41. No 39380 e F ♦ A' Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Geri 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING -Verily deslIlih lrameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0103/2015 BEFORE USE. " Design valid for use only MITek® connectors. Thisdesign Is based only upon parameters shown, and is for an IndMdual building component not a Truss system. Before use buildingdesign. &acingcafed building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for sta and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deli, erection and bracing of trusses and truss systems, seeANSUIPII GualByCrBeda, DSB-89 and BCSIButlding Component 6904 Parke East BNd. SoIIIIntonnaMonavallafrom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply KEITH AND TERA TURNER ' T14553556 506204 COB Half Hip 1 1 1 Job Reference (optional) I Merle LUMDer Go, li ralm tSay, , rL 13 N Offsets (X.Y)-- [2:0-3-8.0-0-1 ID:DiGtr2iNCemOHnXhXRsPeOz6Qw9 vuO45Fk59XSlAv18TS5teVFR5ZdNrcpPsrXWvJyypcH 6-1-14 11-0-0 14-11-12 19-3-0 6-1-14 4-10-2 3-11-12 4-3-4 Scale = 1:35.4 4.00 12 2x4 =14 3 / 2.00 12 5x6 = 3x4 = 2x4 11 4 15 r�_,16 IQ 5 1,:;h7 l;;-I;i AS ;, 9 8 5x6 = 3x4 = 1-4-8 1 7 6x6 ZZ LOADING TCLLI TCDL BCLL BCDL (psf) 20.0 7.0 0.0 I 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ffP12014 CSI. TC 0.55 BC 0.97 WB 0.52 Matrix -MS DEFL. in Vert(LL) -0.22 Vert(CT) -0.48 Horz(CT) 0.14 Wind(LL) 0.21 (loc) I/defl Ud 9-12 >999 360 9-12 >475 240 7 n/a n/a 9 >999 240 PLATES GRIP MT20 244/190 Weight: 93lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP 0.2 TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, BOT CHORD 2x4 SP o.2 except end verticals, and 2-0-0 cc purlins (4-10-13 max.): 4-6. WEBS 2x4 SP o.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 7=701/0-4-0, 2=821/0-4-0 Max Ho 2=252(LC 12) Max Upl t 7=-329(LC 12), 2= 453(LC 12) FORCES. L (lb) - Max. C, mp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-2 9/1856, 3-4= 2088/1270, 4-5= 1404/923 BOT CHORD 2-9= 1 6/2665, 8-9=-963/1441, 7-8=-551/768 WEBS, 3-9= 6, /658, 4-9=-594/945, 4-8=-383/386, 5-8=-456f780, 5-7= 975/722 1) Wind: ASCE 7-10; Vu' II; Ekp C; Encl., GCpi= 14-11-12, Interior(1) 1, shown; Lumber DOL= 2) Pro ride adequate drai 3) This truss has been d( 4) • This truss has been ( will fit between the bot 5) Bearing at joint(s) 7, 2 capacity of bearing Sul 6) Provide mechanical cc 7=329, 2=453. 7) Graphical pudin repre, 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15fh B=45ft L=24ft; eave=4ft; Cat. 18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 11-0-0, Exterior(2) 11-0-0 to 1-12 to 19-1-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions 30 plate grip DOL=1.60 ge to prevent water ponding. gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. insiders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify re. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) station does not depict the size or the orientation of the pudin along the top and/or bottom chord. �O`,III11A. 111111I��I No 39380 - s ♦ 44/ i ♦ I O i,� N A; Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Verity desig parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a fruss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing I cleated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for sfa and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deliv , erection and bracing of trusses and truss systems, seeANSI/1P11 Cual9yCiffeda, DSB-89 and 8CS1 Building Component 6904 Parke East Blvd. Safely lnfoimallon7valia from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply KEITH AND TERA TURNER T14553557 506204 C09 Half Hip 1 1 1 Job Reference (optional) 1lpoells Lumoer co, 11 ralm tray , r-L 2-0-0 v Qy .Y .... ,,,.' , -11 , I D: DiGtr2i NCemOHnXhXRsPeOz6Qw9-JTi DkHmzSSgtl N Uj8aeaG7txenfk2zBrYpmAW eyypcE 7-1-14 13-0-0 19-3-0 7-1-14 5-10-2 6-3-0 Scale = 1:35.5 5x6 = 4x4 = 4 15 5 4.00 12 2x4 13 I 3 8 12 5x6 = 7 rn 0 n 2 -,7 01 3x4 = a 3x6 _ 2.00 FIT 6 II 3x6 11 9-7-8 13-0-0 19-3.0 9.7-8 3-4-8 6-3-0 Platel Offsets X,Y -- :0-3-8,0-0-10 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLIJ 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.24 8-11 >969 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.53 8-11 >436 240 BCLLI 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.14 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(L-) 0.22 8-11 >999 240 Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP 0.2 TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc puffins, BOT CHORD 2x4 SP o,2 except end verticals, and 2-0-0 oc purlins (5-2-9 max.): 4-5. WEBS 2x4 SP Io.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REAOTIONS. (lb/size) 6=701/0-4-0, 2=821/0-4-0 Max Ho 2=287(LC 12) Max UPI t 6=-336(LC 12), 2=-446(LC 12) FORCES. (Ib) - Max. C mp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2 5/1705, 3-4=-2082/1222, 4-5=-877/609, 5-6=-647/515 BOT CHORD 2-8=-1 3/2560, 7-8= 642/918 WEBS, 3-8=-6 ii/604, 4-8= 780/1331, 4-7=-536/501, 5-7=-683/982 1) Wind: ASCE 7-10; Vufl� II; Ei p C; Encl., GCpi Q 17-2-15, 1 tedor(1) 17 shown; Lumber DOL= 2) Provide adequate drai s 3) Thisltruss has been d 4) ' This truss has been will fit between the bott' 5) Bear(ng at joint(s) 6, 2 capacity of bearing su 6) Provide mechanical co 6=336, 2=446. 7) Graphical puriin repres 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft B=45ft; L=241t eave=oft Cat. 18; MWFRS (directional) and C-C Exte6or(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 13-0-0, Exterior(2) 13-0-0 to 15 to 19-1-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions M plate grip DOL=1.60 ge to prevent water ponding. gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. insiders parallel to grain value using ANSI/FPI 1 angle to grain formula. Building designer should verify ce- section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) station does not depict the size or the orientation of the puffin along the top and/or bottom chord %%%%,'wl PS1A.1 m>%%......... nQ'9 No 39380 �"0°• * XZ lid SS1�NALE����. 1111111 Thomas A. Albani PE No.39380 MITek USA, Inc. R- Geri 6634 6904 Parke East Blvd. Tampa R. 33610 Date: July 12,2018 ® WARNING- Ved1y desigd�rarameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. Design valid for use only h MITek®connectors. This design is based only upon parameters shown. and Is for an Individual building component, not " a irus; system. Before use, building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing t icated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is alw,* required for stab) and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deliv ry, erection and bracing of Trusses and truss systems, seeANSWll Qualify Cdledo, DSO-89 and =l BuOdlag Component 6904 Parke East Blvd. Safety lnfonnallonovallab from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply KEITH AND TERA TURNER T14553558 506204 C10 Half Hip f 1 I Job Reference (optional) I Ibbetts Lumber Go, I'lF'aim [Jay, I-L 2-0-0 LOADING (psf) TCLLI 20.0 TCDL 7.0 BCLL 0.0 BCDLI 10.0 LUM TOP BOT TOP BOT 2 ts.zzu s ivray Z4 zus is m9 I OK mausmes, Inc. i nu uw ie r i:oi:eu zu i o r-aye i I D: DiGtr2iNCemOHnXhXRsPeOz6Qw9-nfFbxdnbDmykfX3vi 19poLQ5NB78nMq?nTVk24yypcD 15-0-0 19-3-0 6-10-2 4-3-0 Scale = 1:35.5 Sx6 = 3x4 = 4.00 12 4 ids 5 M 5x6 3 8 ET / 12 5x6 = co 7 3x4 = 2.00 12 3 6 11 9-7-8 15-0-0 19-3-0 9-7-8 5-4-8 4-3-0 )-4-0,0-0-101,f3:0-3-0,0-3-01 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.22 8-11 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.49 8-11 >464 240 Rep Stress Incr YES WB 0.78 Horz(CT) 0.13 6 n/a n/a Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.25 8-11 >935 240 Weight. 96lb FT=20% BRACING- D 2x4 SP �10.2 D 2x4 SPS 2x4 SP0.2 3. (lb/size) 111 6=701/0-4-0, 2=821/0-4-0 Max Ho 2=323(LC 12) Max Upl 6=345(LC 12), 2=-437(LC 12) (lb) - Max. C{�mp./Max. Ten. - All forces 250 (lb) or less except when shown. D 2-3= 248/1515, 3-4=-2171/1259, 4-5=-524/372, 5-6— 671/512 D 2-8— 190/2433, 7-8= 399/560 3-8=-49 /497, 4-8= 1045/1732, 4-7=-564/533, 5-7=-549/775 1) Wind: ASCE 7-10; Vul II; Eitp C; Encl., GC'p 19-1-4 zone; cantileve grip bOL=1.60 2) Provide adequate drai 3) This (truss has been d 4) ' This truss has been 1 will fit between the bott 5) Bea ng at joint(s) 6, 2 capa, ity of bearing su I 6) Provide mechanical cot 6=345, 2=437. 7) Grapbical purlin repres TOP CHORD Structural wood sheathing directly applied or 2-9-2 oc puffins, except end verlicafs, and 2-0-0 oc purlins (6-0-0 max.). 4-5. BOT CHORD Rigid ceiling directly applied or 5-1-5 oc bracing. 160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=6.Opsf; h=1511; B=45ft; L=24fh eave=oft Cat. 18; MWFRS (directional) and C-C Extedor(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 15-0-0, Extedor(2) 15-0-0 to �ft and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate ge to prevent water ponding. gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. )nsiders parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify ce. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=lb) station does not depict the size or the orientation of the pudin along the top and/or bottom chord PS+ A rA,' �� ��� • G S �Q Iles EN No 39380 � s O .. • �tu: C? � A 1- `E rrrn++ Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Verify desrgn arameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 10/0312015 BEFORE USE Deslg6 valid for use only MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, building design. Bracing I a building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Icated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stabli and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabriebtlon, storage, deiiv Satety' 1ntonnaflonavallab erection and bracing of trusses and truss systems, seeA1V8W11 CuaIByCIBeft DSB-89 and BCS1 Building Component from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East BNd. Tampa, FL 33610 Job I Truss Truss Type Qry Ply KEITH AND TERA TURNER ' T14553559 506 I04 _... .. C12 Half Hip Girder 1 2 .. ,...nn:T,.L Job Reference (optional) I...l..,.,.;..,. I..,. 7k 1„1 1n 11.C7.71 On10 De 1 i ibbetts Lumber Go, Paim bay, I-L �.«� 3 ay I D:DiGtr2iNCemOHnXhXRsPeOz6Qw9-Grpz9zi)E_44bHhe5G?h2LYzCyaLXW p28?6FHb WyypcC 5-9-8 10-9-4 15-9-0 19-3-0 5-9-8 4-11-12 4-11-12 3-6-0 i 4x4 = 5x6 = Scale = 1:33.8 4 5 4.00 F12 4x6 i 3 i 3x6 2 N1 -17 11 Li 9 S 7 4x10 = 3x10 II i 8x12 MT20HS = Sx= 6 8 3x10 MT20HS II i 5-9-8 10-9-4 15-9-0 19-3-0 5-9-8 4-11-12 4-11-12 3-6-0 Plate Offsets X,Y - :0-1-14 0-0-2 , 8:0-6-0,0-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) 1/defl Ud PLATES GRIP TCLLI 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.17 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.32 9-11 >712 240 MT20HS 187/143 BCLLI 0.0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.06 6 n/a n/a BCD 10.0 Code FB02017ITP12014 Matrix -MS Wind(LL) 0.25 9-11 >910 240 Weight: 242 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP o.2 TOP CHORD Structural wood sheathing directly applied or 2-4-10 cc puriins, BOT HORD 2x6 SP 'SS `Except' except end verticals, and 2-0-0 cc puriins (6-0-0 max.): 4-5. 6-8: 2x6 P No.2 BOT CHORD Rigid ceiling directly applied or 7-10-14 oc bracing. WEBS 2x4 SP 2 I REACTIONS. (lb/size) 1=4536/0-4-0, 6=4536/0-4-0 Max Ho 1=299(LC 8) Max Upli 1= 2247(LC 8), 6= 2325(LC 8) Max Gra' 1=5437(LC 13), 6=5434(LC 13) FORCES. (Ib) - Max. C p./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CORD 1-2=-1 7415270, 2-3= 8110/3338, 3-4=-3141/1292, 4-5=-2968/1266, 5-6=-4857/2106 BOT C ORD 1-9=-5 6/12140, 8-9=-5226/12140, 7-8— 3223/7491 WEBS 2-9= 11 2/2903. 2-8=-4790/2070, 3-8=-1760/4452, 3-7=-5521/2386, 4-7= 297/816, 5-7=-23 3/5618 1) 2-pl), truss to be connE Top 6hords connected Bottom chords connec Webs connected as fo 2) All loads are considerE ply connections have t 3) Wind: ASCE 7-10; Vul II; Exp. C; Encl., GCpi= 4) Provide adequate draii 5) All plates are MT20 pit 6) This truss has been dE 7) ` This truss has been ( will M. between the bot 8) Provide mechanical cc 1=2247, 6=2325. 9) Girded carries tie-in sp 10) Graphical purlin repr( LOAD CASE(S) Standai 1) Dead1+ Roof Live (ball Uniforfn Loads (plf) Vert:1-4=-54, ad together with 1 Od (0.131"x3") nails as follows: s follows: 2x4 - 1 row at 0-7-0 cc. d as follows: 2x6 - 2 rows staggered at 0-9-0 oc. iws: 2x4 - 1 row at 0-9-0 cc. equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ;n provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft Cat. 18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ge to prevent water ponding. s unless otherwise indicated. fined for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 24-0-0 from 0-0-0 to 19-3-0 tion does not depict the size or the orientation of the purlin along the top and/or bottom chord. Lumber Increase=1.25, Plate Increase=1.25 1-6=-421(F= 401) ��op S' A. l A�����i % O� GS N, '� No 39380 :1 0 0 R OIVA_ Thomas A. Albani'PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE.° , '-lid for use only �h MITek® connectors. ltris design as based only upon parameters shown, and is for an IndlNdual building component not a Truss system. Before use, �e building designer must vedty the applicabillry of design parameters and properly Incorporate this design Into the overall building design. &acing 1 Icated is to buckling of individual truss web and/or chord members only. Addlllonal temporary and bracing T Mi prevent permanent is always requlretl for stab" and to prevent collapse with possible personal injury and property damage. For general guidance regarding the te'ka fabrlcatlon, storage, Belly erection and bracing of trusses and truss systems, seeANSU1P11 Oua/Cy Crlleda, DSB�9 and BCSI BuOding Component 6904 Parke Easr BNB. Safety InlormoNonavailabl from Truss Plate Insinute, 218 N. Lee Street. Suite 312, Alexanddo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply I KEITH AND TERA TURNER ' T14553560 506204 CJ1 Corner Jack 8 1 � Job Reference o tional Tibi efts Lumber Co, Palm Bay, FL 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jul 12 11:57:21 2018 Page 1 ID:DiGtr2iNCemOHnXhXRsPeOz6Qw9-Grpz9zoE_44bHhe5G?h2LYzKsaZoW?C8?6FHbWyypcC 2-0-0 N m 6 Scale = 1:6.8 I ill ' 1-0-0 Plate 'Offsets X,Y -- :0-0-14,Ecle LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDLI 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDLI 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6Ito FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP l0 2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT IHORD 2x4 SP b.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=-17/Mechanical, 2=254/0-4-0, 4=-55/Mechanical Max HOT 2=72(LC 12) Max Upii 3=-17(LC 1), 2= 326(LC 12), 4=-55(LC 1) Max Gra 3=43(LC 12), 2=254(LC 1), 4=103(LC 12) I FORCES. (ID) - Max. C NOTES- 1) Wind: ASCE 7-10; Vt II; Exp C; Encl., GCpi forc4.s & MW FRS for 2) This ltruss has been c 3) ' This truss has been will fit between the be 4) Refe'rto girder(s)for 5) Provide mechanical c 2=32i . I Ten. - All forces 250 (lb) or less except when shown. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24f; eave=oft Cat. 18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and ctions shown; Lumber DOL=1.60 plate grip DOL=1.60 gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. ss to truss connections. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) %%%. 1Ps1 j A. A,0 4e GEN '9 0 No 39380 lo e AL Eee�e Of►11111 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 12,2018 WARNING -Verily design aramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE. -- Design valld for use only wl MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss�system. Before use, I building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing In Icated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is alwdys required for stablll and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delive erection and bracing of trusses and truss systems, scoANSUM11 QualifyCdteda, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safet> ,Infannatronovailabl from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply KEITH AND TERA TURNER ' T14553561 506204 I CJ3 Corner Jack 7 1 � Job Reference o tional I lDoeris uumDer t,o, rail II rn eray, , rr. 2 8 3x4 = 4.00 12 ID:DiGtr2iNCemOHn) XRSPe0Z6QW9-klNLMJpsINCSurDIpiCW Wc_.'WS IEm_g7zyypcB 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.00 7 >999 360 TCDL 7.0 I i Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 4-7 >999 240 Rep Stress Incr 5 0 BCDLI 10.0 Code FBC2017fTP12014 Matrix -MP Wind(LL) 0.01 4-7 >999 40 LUMBER- TOP CHORD 2x4 SP BOT CHORD 2x4 SP (Ib/size) 3=50/Mechanical, 2=253/0-4-0, 4=22/Mechanical Max Hor 2=107(LC 12) Max UP1 3=-28(LC 12), 2= 243(LC 12) Max Gra 3=50(LC 1), 2=253(LC 1), 4=46(LC 3) FORCES. (lb) - Max. C NOTES- 1) Win6: ASCE 7-10; Vu II; bp C; Encl., GCpi: left and right exposed 2) Thisltruss has been d 3) ' This truss has been will fit between the bo 4) Rel[4 to girder(s) for 5) Provide mechanical c Ten. - All forces 250 (lb) or less except when shown. Scale = 1:10.2 3 4 PLATES GRIP MT20 244/190 Weight: 12lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4fh Cat. 18; MWFRS (directional) and C-C Extedor(2) -20-0 to 0-9-12, Intedor(1) 0-9-12 to 2-11-4 zone; cantilever -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. ss to truss connections. Tection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) i't,%11111 Ar>YA1. .N�� GENS •'9 �� No 39380 I F R L9 A Thomas A. Albans PE No:39380 MITek USA, Inc. FL Bert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Vedly design arameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03,2015 BEFORE USE Deslg� valid for use only wl MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trussisystem. Before use, t a building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing I icated is to prevent buckling of individual truss web and/or chord members only. Addillonal temporary and permanent bracing MiTek' Is alwdys required for stablll and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delive , erection and bracing of trusses and truss systems, seeANSMIJ GualgyClBeda, DS0.9 and SCSI Building Component 6904 Parke East Blvd. SafeN,lnformaflonovoilobl from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job 'I Truss Truss Type Qty Ply KEITH AND TERA TURNER 'I T14553562 506204 CJ3A Corner Jack 1 1 1 Job Reference (optional) ribbetts Lumber Co, Palm Bay, FL 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jul 12 11:57:23 2018 Page 1 ID:DiGtr2iNCemOHnXhXRsPeOz6Qw9-CExjZepU WhKJW_oUNQj W QZ2kAOEE_viRTQkOfPyypcA Scale = 1:9.6 LOAD`NG (psf) TCLL 20.0 TCDLI 7.0 BCLL 0.0 BCDL I 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.11 BC 0.12 WB 0.00 Matrix -MP DEFL. in (loc) I/deft Ud Vert(LL) -0.00 3-6 >999 360 Vert(CT) -0.01 3-6 >999 240 Horz(CT) -0.00 2 n1a n/a Wind(LL) 0.01 3-6 >999 240 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP • .2 TOP CHORD Structural wood sheathing directly applied or 2-10-4 cc purlins. BOT CHORD 2x4 SP - .2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (lb/size) 1=103/0-1-8, 2=66/Mechanical, 3=38/Mechanical Max Hor 1=50(LC 12) Max Upli 1=-36(LC 12), 2=-55(LC 12), 3=-1(LC 12) Max Grar1=103(LC 1), 2=66(LC 1), 3=49(LC 3) FORCES. (lb) - Max. Col p./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24fh eave=4ft; Cat. II; E C; En I., GCpi= .18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forc & MW FRS for r actions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been de gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been d signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I'd between the bott � chord and any other members. 4) Refe�l to girder(s) fort s to truss connections. 1 5) Provide mechanical co ection (by others) of truss to bearing plate at joint(s) 1. 6) Provitle mechanical co ection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. /11,' %0III111111 e�''�. %oN'.�'s A. =4Z0. 0.00 ••: i No 39380 ry. s '� • CL Z • i I Al - Thomas A. Albans PE No,39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Verify design ameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev. 1010312016 BEFORE USE. Designlvalld for use only wiMITek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, nota truss system. Before use, tbuilding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Inaced Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i�om MiTek° Is always required for siablland to prevent collapse with possible personal Injury and property damage. For general guidance regarding the and bracing of trusses and truss systems, seeANSf/rP1f Qual9yCiCeda, DSB-89 and BCSi Building Component fabrication, storage, dativeerecllo/n/oanallomvailabl 6904 Parke East Blvd. Trn SafetyTruss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply KEITH AND TERA TURNER I " T14553563 506204 CJ5 Corner Jack 3 1 Job Reference (optional) Tibbetts Lumber Co, I Palm Bay, FL 8.220 s May 24 2018 MiTek Industries, Inc. I hu Jul 12 11:57:23 2U18 Page 1 I D: DiGtr2iNCemOHnXhXRsPeOz6Qw9-CExjZepU W hKJ W_oUNQj W Qz2fMOBJ_vi RTQkOfPyypcA -2-0-0 5-0-0 2-0-0 3x4 = 4.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/defl Ud TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.02 4-7 >999 360 TCDLi 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.05 4-7 >999 240 BCLL 1 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n1a n/a BCDLI 10.0 Code FBC2017ffPf2014 Matrix -MP Wind(LL) 0.05 4-7 >999 240 TOP CHORD 2x4 SP BOT CHORD 2x4 SP REACTIONS. (lb/size) I 3=107/Mechanical, 2=313/0-4-0, 4=54/Mechanical Max Her2=143(LC 12)Max Upli3=-82(LC 12), 2=-247(LC 12) Max Gra3=107(LC 1), 2=313(LC 1), 4=85(LC 3) FORCES. (ID) - Max. C NOTES- 1) Wind: ASCE 7-10; Vull II; Ex C; Encl., GCpi= left and right exposed ; 2) This truss has been de 3) . This truss has been c will fit between the bolt 4) Refer' to girder(s)for It 5) Provide mechanical cc 2=247. 1 Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13.6 PLATES GRIP MT20 244/190 Weight: 19 lb Fr = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft L=2411t; eave=4ft Cat. 18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 4-11-4 zone; cantilever -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. ss to truss connections. section (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=lb) N r e®`►►atelrlrelra#��i No 39380 0- P, Z�; R ��0h,i r n r ► ►►��` Thomas A. Mani PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 12,2018 I � ® WARNING - Verify design rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE Deslgnlivalid for use only wit a truss Before use,1 MITekO connectors. This design is based only upon parameters shown, and Is for an individual building component not building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �1 ystem. building design. Bracing In aced Is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek Is always required for stablllf fabrication, storage, dellve and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the r erection and bracing of trusses and Truss systems, seeANSUIPII GaolOyCdteda, DSB-89 and III=Buffding Component 6904 Parke East Blvd. Safety rnfolmaftoncivallabl ,from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply KEITH AND TERA TURNER i r T14553564 506204 CJ5A Corner Jack 1 1 1 Job Reference (optional) Tibbetts Lumber Co, I I Palm Bay, FL 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jul 12 11:57:24 2018 Page 1 ID:DiGtr2iNCemOHnXhXRsPeOz6Qwg-gQV6n_q6G?SA88Ngx8ElzBbgaoVLjMyah4TxBryypc9 2x4 = 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.03 3-6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.06 3-6 >973 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.06 3-6 >979 240 LUMBER - TOP CHORD 2x4 SP BOT CHORD 2x4 SP REACTIONS. (lb/size) 1=183/0-4-0, 2=117/Mechanical, 3=66/Mechanical Max Hor 1=88(LC 12) Max Uplif 1=-67(LC 12), 2=-98(LC 12) Max Gra 1=183(LC 1), 2=117(LC 1), 3=88(LC 3) FORCES. (lb) - Max. C NOTESLi 1) Wind ASCE 7-10; Vt II; E C; Encl., GCpi and ght exposed ;C- 2) This russ has been c 3) ' This truss has been will fib between the be 4) Refer to girder(s) for 5) Provide mechanical c I I Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15111; B=45ft; L=24ft; eave=oft; Cat. 18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 zone; cantilever left or members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide In chord and any other members. >s to truss connections. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. RS' A r44I°°°1i ��\G E N 3 No 39380 -10 F IJJ� 0 Thomas A. Alban[ PE No.39380 Welk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 Q WA I MING -Verily design 'arameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE MY-7473 rev. 1010312015 BEFORE USE. ' �' Design l alid for use only wit MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing I ated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent Is always required for stabll and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the fabrication, storage, delive erection and bracing of trusses and truss systems, seeANSMII Cua/tlyCrBeft DSO-89 and SCSI BuOdfnq Component 6904 Parke Easr Blvd. Safety lnlonnaltonavallabie, om Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job rus5 � I russ I ype r ty Ply KEITH AND TERA TURNER 506204 E01 COMMON SUPPORTED GAB , 1 1 Job Reference (optional) LumDer co, raim pay, rL 8 4-0-0 4.00 12 2x4 11 3 4x4 11 13 2 12 11 3x6 11 2x4 11 a= 1D:DiGtr2iNCemOHnXhXRsPeOz60w9-PupobmrjsKflW mgoGfaLlEL7irOZwh3cmVMl_kyyoBJ B-0-0 10-0-0 4-0-0 2-0-0 4x4 = 4 14 4x4 11 6 10 9 B 2x4 11 2x4 11 3x6 11 7 Scale=1:22.2 Plate Offsets X,Y -- P-2-0,0-1-12 , 6:0-2-0,0-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.03 7 n/r 120 MT20 244/190 TCDL 7.0 I Lumber DOL 1.25 BC 0.13 Vert(CT) -0.05 7 n/r 120 BCLL 0.0 Rep Stress incr YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCDL1 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 43lb FT=20% LUMBER - TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS 2x4 SP OTHERS 2x4 SP REACTIIONS. All be (lb) - Max H Max U Max G FORCES. (lb) - Max. TOP CHORD 2-12= WEBS I 3-11= 1) Unba,anced roof live to 2) Wind: ASCE 7-10; Vull II; Exp C; Encl., GCpi=� 7-0-0,I Extedor(2) 7-0-0 forces & MWFRS for r( 3) Truss designed for win Gablel End Details as a of the truss only. For s qualified building desig wind (normal to the fac BRACING - TOP CHORD BOT CHORD gs 8-0-0. 12=-136(LC 10) All uplift 100 lb or less at joint(s) 10, 11, 9 except 12=-265(LC 12), 8=-265(LC 12) All reactions 250 Ito or less at joint(s) 12, 8, 10, 11, 9 ax. Ten. - All forces 250 (lb) or less except when shown. , 6-8=-206/717 , 5-9� 107/265 Sheathed or 6-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. s have been considered for this design. 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft Cat. 8; MWFRS (directional) and C-C Comer(3) -2-0-0 to 1-0-0, Extedor(2) 1-0-0 to 4-0-0, Comer(3) 4-0-0 to 10-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and tions shown; Lumber DOL=1.60 plate grip DOL=1.60 )ads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry licable, or consult qualified building designer as per ANSIfrPI 1.Truss designed for wind loads in the plane Is exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult r as per ANSI/TPI 1.Truss designed for wind loads in the plane of the truss only. For studs exposed to see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuo s bottom chord bearing. 5) Truss jo be fully sheathe from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2 -0 oc. 7) This truss has been desi ed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been de gned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the botto chord and any other members. 9) Provide mechanical conn ction (by others) of truss to beating plate capable of withstanding 100 lb uplift at Joint(s) 10, 11, 9 except Qt=lb) 1�2=265, 8=265. LOAD CASE(S) Standard ,,`,ee®ee�tetr�y�i A `% o�p,S . q�e �•,�. No 39380 v � JU 11 0 1ONA� 00, Thomas A. Albani PE No.39360 Mffek USA, Inc. FL Cert 6634 69M Parke East Blvd. Tampa FL 33610 Date: July 12,2018 0 WARNING- Verify design p 'rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1101-7473 rev. 10/03/2015 BEFORE USE. ' Design Yolld for use only Wit ITekO connectors. This design Is based only upon parameters shown, and Is for on individual building component not a truss system. Before use, Ih building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingi design. &acing Ind aced Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing prevent Is always required for stabli nd to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery fabrication, rection and bracing of trusses and truss systems, seeANSI/iPil QualityClSedd, DSO-89 and SCSI Bulld0lg Component ��ek` 6904 Parke East Blvd. Safety lnfonnaHonivallable om Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job ITruss Truss Type e ty Ply KEITH AND TERA TURNER 506204 E02 COMMON 2 1 I Job Reference (optional) i wueus Lu110er t,o, raun pay, rL 0.zzu s dun zs zuis Mu ex inausrnes, rnc. i nu rim 1z m:st:oi zu1 a rage l I D:DiGtr2i NCemOHnXhXRsPeOz6Qw9-Ixak?y5uvnlmX_nq?ZSG5fingJaULBIibGxNEOyyo8_ 2-0-0 4-0-0 4.00 F12 4x6 -- 2 3x6 II 4x4 = 3 7 4x8 = 10 46 --- 4 6 3x6 11 5 Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.01 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 6 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.00 7 >999 240 Weight: 49lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP BOT C�ORD 2x4 SP WEBS 2x4 SP i. (lb/size) 18=401/0-4-0 (min. 0-1-8), 6=401/0-4-0 (min. 0-1-8) Max Ho 8= 136(LC 10) Max Uplif 8=-286(LC 12), 6=-286(LC 12) i Max. Co p./Max. Ten. - All forces 250 (lb) or less except when shown. 2-8=-36 ,/524, 4-6=-367/524 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1) Unbalanced roof live to cis have been considered for this design. 2) Wind; ASCE 7-10- Vult 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; B=45ft L=24ft; eave=4ft Cat. II; E C; Encl., GCpi= 18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 4-0-0, Extedor(2) 4-0-0 to 7-0-7Interior(1) 7-0-0 t 10-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for re ctions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been d gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been d tgned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'It fitlbetween the bott chord and any other members. 5) Provide mechanical co rt section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 8=286. 6=286. LOAD 11 .°°°°,,PS' Al 1A,�s�1i 'E S • q�i°ems No 39380 .lo ♦ Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 WARNING - Verily design aramelers end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. -- Design,Vaud for use only wit �� MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. Before use, I bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing in cited is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, delivery bracing trusses and truss 6904 Parke East Blvd. storage, erection and of systems, seeANSLJ7Pl1 CualByCrBerb, DSB-89 and B=Building Component Saietylntormatlonavollablei om Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply KEITH AND TERA TURNER Ib t T14553567 5062114 EJ5 Jack -Open 6 1 Job Reference (optional) I ibbetts Lumber co, Palm bay, FL 6.220 s May 24 2018 MI I eK Industries, inc. I nu Jul 1211:bt:2t 2u18 Page! I D: DiGtr2iNCemOHnXhXRsPeOz6Qw9-4?AEPOt_Zwgl?c5FcGnSapD LM?YFwjhl O2iboAyypc6 -2-0-0 5-0-0 2-0-0 5-0-0 Scale=1:13.6 i 3 4.00 12 1 N N r 2 4 1 3x4 = 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL I 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.05 4-7 >999 240 Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N .2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP N '..2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) Max Hot Max Up]l Max Gra FORCES. (lb) - Max. C NOTESI1 1) Wind: ASCE 7-10; Vu II; Exp C; Encl., GCpi: left and right exposed 2) This Truss has been d 3) -This' truss has been will fill between the bo 4) Referlto girder(s) for 5) Provide mechanical c 2=247. I i 3=107/Mechanical, 2=313/0-4-0, 4=54/Mechanical 2=143(LC 12) 3=-82(LC 12), 2=-247(LC 12) 3=107(LC 1), 2=313(LC 1), 4=85(LC 3) Ten. - All forces 250 (lb) or less except when shown. 160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft Cat. 18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 4-11-4 zone; cantilever -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 gned for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Ti chord and any other members. ss to truss connections. �ection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3 except at=lb) 0 ,,O1i111111/I J% A. A4Q 0. No 39380 s 4U` �n,llllll� Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Vedly design ameters and READ NOTES ON TN/S AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. " Design jvalld for use only I MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, t buildin' design. Bracing I building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ofed Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stablll and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion, storage, delive - erection and bracing of trusses and truss systems, seeANSUIPII CualByCdfedd, DSO-69 and BCSI Buodlgg Component 6904 Parke East Blvd. Safety mfolmaflottavaliabi om Truss Plate Insflitrte, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply KEITH AND TERA TURNER I I r T14563568 50674 EJ6 Jack -Open 14 1 Job Reference (optional) I mpet1S Lumber GD, 1,1 Yatm bay , I-L ?A 1 4.00 12 B O.LLU J IVIQy 4Y— I U IVII I — II IUU 1-Z, Il— IIIU"' Ic II..,,.c,-- I "Vc I I D:DiGtr2i NCemOHnXhXRsPeOz6Qw9-4?AEPOt_Zwgl?c5FcGnSapDl6?VLwjh 102iboAyypc6 a-r-A 3 4 Scale=1:16.3 V i I i 3x4 = I 6-5-4 6-5-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.06' 4-7 >999 360 MT20 244/190 TCDL 7.D Lumber DOL 1.25 BC 0.50 Vert(CT) -0.14 4-7 >539 240 BCLL 0.0 ' Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 1 10.0 i Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.12 4-7 >645 240 Weight: 23lb FT=20% LUMBER - TOP CHORD 2x4 SP N BOT CHORD 2x4 SP N' I REACT110NS. (lb/size) Max Hot Max Uplif Max Gra I; FORCES. (lb) - Max. Co NOTES � 1) Windl ASCE 7-10; Vult II; Exp C; Encl., GCpi= and right exposed ;C-C 2) This truss has been d i 3) ' This truss has been di will fit between the botto 4) Refer to girder(.) for t 5) Provide mechanical con 3=11 6, 2=259. I I 1 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2=36110-4-0, 4=74/Mechanical 169(LC 12) 116(LC 12), 2=-259(LC 12) 145(LC 1), 2=361(LC 1), 4=112(LC 3) Ten. - All forces 250 (lb) or less except when shown. 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 13=45fh L=24ft; eave=4ft; Cat. 8; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 0-9-12, Intedor(1) 0-9-12 to 6-4-8 zone; cantilever left r members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide I chord and any other members. s to truss connections. action (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) A����e,',, 0 G ENS** �� • • • / 10 No 39380 44/ � 4 Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 12,2018 ® WARNING -Verily design p amelers and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mf1-7473 rev. 10/03/2015 BEFORE USE. -- Design Yalld for use only wit i IT'connectors. This design Is based orgy upon parameters shown, and Is for an Individual building component, not a truss system. Before use, t building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall butldingldesign. Bracing Incil' Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° ated prevent Is always required for stability' nd to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery reciton and bracing of busses and truss systems, seeANSI/lPII GuaIBY CrBerla, DSO-09 and SCSI BuSdfng Component 6904 Parke East Blvd. Se fefVLifotmot on3vallable om Truss Plate Institute, 218 N. Lee Street, Suite 312, Ajexandrla, VA 22314, Tampa, FL 33610 mp Job Truss Truss Type Qty Ply KEITH AND TERA TURNER I T14553569 506204 EJ7 Jack -Open 6 1 Job Reference (optional) Lumoer co, III Farm clay , r-L 2 1 3x4 = 4.00 12 8 0.L4U J IVIdy 4Y GV 1 D IVII I GIB I91—L—D, IIIV. I I IU DUI — I.:'i .cal jai , ovc , ID:DiGtr2iNCemOHnXhXRsPeOz6Qw9-YBkcdMtdKDzbcmgRAzJh7llR1PgRfAxAciR9Kcyypc5 7-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.09 4-7 >955 360 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.20 4-7 >412 240 BCLL 0.0 ' Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 , Code FBC20171TPI2014 Matrix -MS WindLL ( ) 0.16 4-7 >527 240 LUMBER - TOP CHORD 20 SP BOT CHORD 2x4 SP (Ib/size) 3=159/Mechanical, 2=380/0-4-0, 4=82/Mechanical MHo r 2=179(LC 12) ax.Max 3=-129(LC 12), 2=-265(LC 12) Max Gra 3=159(LC 1), 2=380(LC 1), 4=123(LC 3) I FORCES. (lb) - Max. C NOTESI7 1) Wind: ASCE 7-10; Vc II; E+ C; Encl., GCpi left and right exposed 2) This Truss has been d 3) • This truss has been will fit between the bo 4) Retell to girder(s) for 5) Provide mechanical c 3=129, 2=265. I Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.3 cq rr N rn N 4 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 8=4511; L=24ft; eave=4ft; Cat. 18; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 6-11-4 zone; cantilever -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. >s to truss connections. reckon (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) `,�rallltillDl�I A. E N No 39380 s � 41 j I • i I � Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 12,2018 ® WARNING -Verily design rameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE DesignIvalld for use only wit MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not -- a truss system. Before use. I building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing In aced Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ' Is always required for III and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deilve t erection and bracing of trusses and truss systems, seeANSW11 QualityCtBefAa, DSB-89 and SCSI Ba0dIng Component Saktvintarmallornvallabl :Prom Truss Plate Institute, 218 N. Lee Street. Suite 312. Nexandrla, VA 22314. 6904 Parke East Blvd. Ta a, ParkeEast 0 rrp Job Truss Truss Type city Ply KEITH AND TERA TURNER I r T14553570 506204 EJ7G Half Hip Supported Gable 1 1 Job Reference (optional) I Ibbetts Lumber Go, Palm bay, FL 8.220 s May 24 2018 MfI ek Industries, Inc. I hu Jul 12 11:57:29 2018 Page 1 I D:DiGtr2i NCemOHnXhXRsPeOz6Qw9-1 OI_gi uF5X5SEvFej hgwg EI dipFDOdUJrM Bit3yypc4 -2-0-0 5-8-0 6-5-4 2-0-0 5-8-0 0 9-4 Scale = 1:16.3 3x4 = 2x4 11 i 5 6 2x4 11 4 4.00 F12 F 1 I ' 2x4 11 3 10 2 1 9 8 7 � 4x4 = 2x4 11 2x4 II 2x4 II I I � 6-5-4 6-5-4 Plate Offsets X,Y -- 2-3-6,Ed e , 5:0-2-0,0-2-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL I 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL i 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.01 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 28lb FT=20% LUMBER - TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS I 2x4 SP OTI — Its 2x4 SP REACTIONS. All be, (lb) - Max Ho Max Up Max Gr. FORCES. (Ib) - Max. C WEBS I 4-8= 1 1) Unbalanced roof live Ic 2) Wind:IASCE 7-10: Vul II; Exp C; Encl., GCpi= and right exposed ;C-C 3) Truss'designed for win GablelEnd Details as 4) Provide adequate drain 5) Gable Irequires continu 6) Gable studs spaced at 7) This truss has been de 8) - This Truss has been c will fit between the boll 9) Provide mechanical cc 2=238,18=108. 10) Graphical pudin repre BRACING - TOP CHORD BOT CHORD Is 6-5-4. 156(LC 12) All uplift 100 lb or less at joint(s) 7, 9 except 2= 238(LC 12), 8= 108(LC 12) All reactions 250 lb or less at joint(s) 7, 2, 8, 9 Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 cc pudins, except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 5-6. Rigid ceiling directly applied or 10-0-0 cc bracing. s have been considered for this design. 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15fh B=45fh L=24ft; eave=2fh Cat. 8; MWFRS (directional) and C-C Comer(3) -2-0-0 to 1-0-0, Extedor(2) 1-0-0 to 6-3-8 zone; cantilever left r members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 )ads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry livable, or consult qualified building designer as per ANSI/TPI 1. e to prevent water ponding. bottom chord bearing. )-0 cc. ned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide chord and any other members. ,ction (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 9 except (jt=lb) does not depict the size or the orientation of the purlin along the top and/or bottom chord. A. ft No 39380 o ,� •'Q * r s o FS • . R 19C? %ONAL Thomas A. Albani PE No.39380 MITek USA, Inc, FL Cert 6634 6964 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Verity design p 1 meters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. ' Design valid for use only with ITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, ih building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building Idesign. Bracing Indl ated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability', nd to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, rection and bracing of trusses and truss systems, seeANSWpil QualifyCrRedo, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety hitomlationnovallable pm Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply KEITH AND TERA TURNER I ` T74553571 506204 HJ5 Diagonal Hip Girder 2 1 � Job Reference (optional) i mpenS Lumoer co, I;l raim tray , rL 2-9-15 B 2 3x4 = 2x4 // 2.83 12 O.LLV J IvIQy eY G I 1v11I Cr\ 11IUUJlI1CJ, 11IV. 1Ilu UUI IG 1 I.vl.vv c 1v ray. 1 I D:DiGtr2i NCemOH nXhXRsPeOz6Qw9-VasN22vtsrDJs3ggHOL9CSrpbDbd73FT4OwFPVyypc3 7-0-2 3-1-2 3x4 3 11 7 12 2x4 11 4 6 5 3x4 = Scale=1:18.3 3.11-0 13-1-2 Plate Offsets X,Y -- 0-2-3,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.02 7-10 >999 240 MT20 244/190 TCDL I 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.02 6-7 >999 240 BCLL i 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.00 5 n/a n/a BCDL 1 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 31 lb FT = 20% LUMBER - TOP C1 ORD 2x4 SP N BOT C ORD 2x4 SP N WEBS, 2x4 SP N REACT110NS. (lb/size) Max Hor, Max Up[! Max Gray FORCES. (lb) - Max. Cc TOP C BOT C WEBS 2-7=-1 1) Wind1ASCE 7-10; Vuit II; Exp C; Encl., GCpi=O 2) This t�tol ss has been des 3) - Thisuss has been d will fitetween the botto 4) Refer girder(s) for tru: 5) Provide mechanical coni 2=3821r 6) Hanger(s) or other conm 4-2-151 and 33 lb down,, 1-4-15� and 25 lb down,, connection device(s) is f 7) In the ILI TOAD CASE(S) s1 LOAD CASE(S) Standard 1) Dead � Roof Live (balan Uniform Loads (pif) Vert: 1-4=-54, 5 Concentrated Loads (Ib) Vert: 10=59(F i BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. =74/Mechanical, 2=391/0-5-5, 5=142/Mechanical =142(LC 8) =-66(LC 8), 2=-382(LC 8), 5=-20(LC 8) =75(LC 17), 2=391(LC 1), 5=165(LC 28) )./Max. Ten. - All forces 250 (lb) or less except when shown. 9 33, 6-7=-103/433 09 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 8; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide I chord and any other members. s to truss connections. action (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except gt=lb) ;tjon device(s) shall be provided sufficient to support concentrated load(s) 33 lb down and 41 lb up at A 41 lb up at 4-2-15 on top chord, and 32 lb down and 46 lb up at 1-4-15, 32 lb down and 46 lb up at id 1 lb up at 4-2-15, and 25 lb down and 1 lb up at 4-2-15 on bottom chord. The design/selection of such ,t responsibility of others. ion, loads applied to the face of the truss are noted as front (F) or back (B). Lumber Increase=1,25, Plate Increase=1.25 B=30) 12=1(F=1, B=1) `,�II1111I1/1/I p�S A. �44 No 39380 e e ONAX E% 11111111111"t Thomas A. Albanl'PE No.39380 Mffek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING -Verify design p eters and READ NOTES ON THIS AND INCLUDED AffTEK REFERANCE PAGE MI17473 rev. 1010312015 BEFORE USE. ' Design valid for use only wit ITeM connectors. This design Is based only upon parameters shown, and Is form Individual building component, not a truss s tam. Before use, ih building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buiidin design. Bracing Indl ' ated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek• Is always required for stablll nd to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcat(on, storage, dellvery', rection and bracing of trusses and truss systems, seeANSUIPIi QualityCdfedo, DSO-89 and BCSI BUOd/ng Component 6904 Parke East Blvd. to Intomtatbnovaliable Qom Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply KEITH AND TERA TURNER I T14553572 506204 HJ7 Diagonal Hip Girder 2 1 �... .. ,. AA.... Job Reference (optional) nA nnAe 11 A:T..1. I...J��..t.;,.,. I.... Tk I��I 1n 11•C7•71 7n10 Dann 1 I ibbeQs Lumber Go, •. ralm day , FL o.220 s ay c-r cv, � Ivu I cn n,uus NGS' ,"U. I D:DiGtr2iNCemOHnXhXRsPeOz6Qw9-zmQI FNwVd8LATDPOr6sOlfN_LctMsScclggpxxyypc2 -2-9-15 5-3-15 9-10-1 2-9-15 5.3-15 4-6-1 Scale: 1/2"=1' i 4 2.83 12 12 3x4 3 11 `2 �2 r to N N 2 1 13 7 14 6 2x4 // 2x4 11 5 3x4 = I I 4x4 = 5-3-15 9-10-1 i 53-15 4-6-1 Plate Offsets X,Y - 0-2-7,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL I 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.08 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(CT) 0.01 5 n/a n/a BCDL I 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) -0.04 7-10 >999 240 Weight: 42 lb FT = 20% LUMBER- BRACING - .2 TOP CHORD 2x4 SP1'.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. WEBSI 2x4 SP N .2 REACTIONS. (lb/size) 4=123/Mechanical, 2=52810-5-5, 5=311/Mechanical Max HOT 2=178(LC 24) Max Upli 4=-105(LC 8), 2=-431(LC 8), 5= 74(LC 5) FORCES. (lb) - Max. Ca; p./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-92 2911 BOT CHORD 2-7=-34 875, 6-7=-349/875 WEBS 3-7=0/2 I , 3-6= 915/365 1) Wind: ASCE 7-1O VuIt II; Exp C; Encl., GCpi= 2) This truss has been de 3) " Thisi truss has been d will fiG between the bolt 4) Refer�to girder(s) for t 5) Provide mechanical co i 4=105, 2=431. 6) Hanger(s) or other corm 4-2-15, 36 lb down and chord;! and 32 lb down 17 Ib up at 4-5-1, and 3 devices) is the responsi 7) In the ILOAD CASE(S) sl LOAD CbSE(S) Standard 1) Dead t Roof Live (balan Uniform Loads (plf) Vert: 1-4= 54, 5 Concentrated Loads (lb) Vert: 10=59(F 160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=6.Opsf; h=15ft B=451t L=24ft; eave--lft; Cat. 18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. ,s to truss connections. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at=lb) Sction device(s) shall be provided sufficient to support concentrated load(s) 33 lb down and 41 lb up at ( O lb up at 4-5-1, and 62 lb down and 120 lb up at 7-0-14, and 60 lb down and 104 lb up at 7-0-14 on top d 46 lb up at 1-4-15, 32 lb down and 46 lb up at 1-4-15, 25 lb down and 1 lb up at 4-2-15, 12 lb down and lb down at 7-0-14, and 37lb down at 7-0-14 on bottom chord. The design/selection of such connection bility of others. action, loads applied to the face of the truss are noted as front (F) or back (B). Lumber Increase=1,25, Plate Increase=1.25 B=30) 11=-1(B) 12= 71(F=-30, B=-41) 13=-1O(F=1, B=-11) 14=-63(F= 26, B=-37) ��NS� A, rq���1i° %% 0� 4e'9,7°°°0 No 39380o � r ONAI- 0 �.. Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Verily design �=eters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03/2016 BEFORE USE, DeslgnI for wit MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � olid use only a truss System. Before use, t ' building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing I cated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stabllit and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion, storage, deliveryry erection and bracing of trusses and truss systems, seeANS&7P/I Oual9yCdleda, DSO-89 and SCSI Bugdigg Component Safety InformatfatuvailablU on Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply KEITH AND TERA TURNER I ' T14553573 506204 M01 Monopitch Supported Gable 1 1 1 Job Reference (optional) I Ib¢etts I -umber cot II Halm bay, I- 0-0 2-0-0 1 2 I 4x4 = TCLL TCDLI BCLL BCDL LUMBI TOP CI BOT CI WEBS WEBS 7 ts.zzu s may z4 zui a mi i eK mausines, inc. i nu jut i z i i:ot:oi zui a rage i I D:DiGtr2iNCemOHnXhXRsPeOz6Qw9-zmQIFNwVdBLATDPOr6sOlfNyuczOsW Uciggpxxyypc2 5-8-0 Scale=1:14.7 4 2x4 11 3 4.00 F12 8 6 5 2x4 11 2x4 11 (psi) SPACING- 2-0-0 i CSI. DEFL. in (loc) I/defl Ud 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.01 1 n/r 120 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.00 1 n/r 120 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 n/a n/a 10.0 Code FBC2017/TPI2014 Matrix-P D 2x4 SP N D 2x4 SP N 2x4 SP N, 2x4 SP N, B. (lb/size) Max Hor2 Max Uplii (lb) - Max. Cc 3-6=-23 1) Windt ASCE 7-10; Vultt II; Exl C; Encl., GCpi= and right exposed ;C-C 2) Trussl designed for wind Gable End Details as ap 3) Gable'requires continuo 4) Gable studs spaced at a 5) This truss has been des 6) ` Thisitruss has been d� will fit between the bottor 7) Provide mechanical cons 2=231 I 1-0, 2=258/5-8-0, 6=221/5-8-0 12) 12), 2=-231(LC 12), 6=-60(LC 12) Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft L=24ft eave=2ft; Cat. 8; MWFRS (directional) and C-C Comer(3) -2-0-0 to 1-0-0, Extedor(2) 1-0-0 to 5-6-4 zone; cantilever left r members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 lads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry licable, or consult qualified building designer as per ANSI/TPI 1. a bottom chord bearing. T-0 oc., ned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide chord and any other members. action (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except Qt=lb) %Itouefit.., ��, op,S A' Az o�'O • ' G E IVS . s No 3938044/ e i 1 0 oo��So0N A;110 Thomas A. Albani PE No;39380 MiTek USA, Inc. FL Geri 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Verify design p 11 rameren and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. ' Design valld for use only wi MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use.1 building designer must verity the applicability of design parameters and property Incorporate ibis design Into the overall building design. Bracing Ind ated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stablll nd to prevent collapse with possible personal Injury and property damage. For general guidance regarding the NiiTek° �, DSB-09 and BCSI BuOd(ng Component �{orm Blvd. SafetyrntormoBonavallable Truss Plate Institute, 218 N. Lee Street. Suite 312, Al�a»dra, VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply KEITH AND TERA TURNER I � � T14553574 r5O6,204 Vol Valley 1 1 Job Reference (optional) l IbettS Lumber Go, I,I Palm bay, rL a.eza s away e4 cu ro rva i en nwuau—, 11— 11 iu Uui — i i.— i ay. , I D: DiGtr2i NCemOHnXhXRsPeOz6Qw9-Rz_7Sjw7OST15N_DPpNdHtwFpo[Vb_4mXKPM UOyypcl 9-8-15 1 19-5-13 Scale=1:31.0 4x4 = 3 4.00 12 i 2x4 II 11 12 2x4 I 2 4 13 10 1 , 5 0 0 6 3x4 9 8 7 6 3x4 I 2x4 11 3x4 = 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a n/a 999 TCDL I 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a n/a 999 BCLL 1 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 5 n/a n/a BCDL i 10.0 Code FBC2017fTP12014 Matrix-S LUMBER- I BRACING - TOP CHORD 2x4 SP N .2 TOP CHORD BOT CHORD 2x4 SP N .2 BOT CHORD OTHERS 2x4 SP N' 2 I I � REACTONS. All bean lgs 19-4-5. I (lb) - Max Horz 1=-70(LC 10) Max Uplift' All uplift 100 Ib or less at joints) 1, 5,7 except 9=-213(LC 12), 6= 213(LC 12) Max Grav', All reactions 250 lb or less at Joint(s) 1, 5, 7 except 9=398(LC 21), 6=398(LC 22) FORCES. (lb) - Max. Co p./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-9=-287 309, 4-6— 287/309 1) Unbalanced roof live 2) Wjnd.1 ASCE 7-10; Vt II; Exp C; Encl., GCpi 9-8-15 to 12-8-15,Int reactions shown; Lun 3) Gablelrequires contin 4) This truss has been c 5) ` This Eruss has been will fit between the be 6) Provide mechanical c (jt=lb) 9=213, 6=213. I I 1 I PLATES GRIP MT20 244/190 Weight: 64 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. s have been considered for this design. 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft B=45ft; L=24ft; eave=4ft; Cat. 8; MWFRS (directional) and C-C Extedor(2) 0-11-5 to 3-11-5, Interfor(1) 3-11-5 to 9-8-15, Extefjor(2) (1) 12-8-15 to 18-6-9 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for DOL=1.60 plate grip DOL=1.60 > bottom chord bearing. ned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i chord and any other members. action (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except ``�p111111Irp., A. No 39380 � r r r s � 4 • F�/ �eee,,SIONA' E�e�� Thames A. Albanl'PE No.39380 MITek USA, Inc, FL Cart 6634 69M Parke East Blvd. Tampa R. 33610 Date: July 12,2018 ® WARNING - Verify design p meters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1.7473 rev. 101=015 BEFORE USE. ' Design valid for use only with. ITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a Truss system. Before use, th building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall buildingldesign. Bracing Inds aced Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability nd to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery,', rection and bracing of trusses and truss systems, seeAA[Swll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sal® tyinformallonavoilabie m Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231A. Tampa, FL 33610 Job I Truss Truss Type Qty Ply KEITH AND ERATURNER I T74553575 506204 V02 Valley 1 1 1 Job Reference (optional) Lunruer k1u, III raim nay, rL 1 0 0 0 3X4 7-8-15 4.00 12 5-9-10 27.22U S May 24 2M mfI eK mtlUStrleS, Inc. I nu Jul 12 11:b/:33 2u18 rage 1 I D:Di Gtr2i NCemOHnXhXRsPeOz6Qw9-V9YVg3x19mbujXZPyXusg4TKKQZXKQ6vm_9wOgyypcO 1G R- 4x6 = 2 4 2x4 11 15-5-13 7 8 3x4 3 Scale = 1:24.6 v •o 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a n/a 999 MT20 244/190 TCDLI 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 3 n/a n/a BCDLII 10.0 Code FBC2017ITP12014 Matrix-S Weight: 47lb FT=20% LUMBER - TOP CHORD 2x4 SP BOT CHORD 2x4 SP OTHERS 2x4 SP REACTIONS. (lb/size) Max Hor: Max Upli Max Gra, FORCES. (lb) - Max. Cc WEBS 1 2-4=-38 NOTES- 1) Unbalanced roof live I( 2) Wind: ASCE 7-10; Vul 11; Exp C; Encl., GCpi= 7-8-15 to 10-8-15,Inte reactions shown; Luml 3) Gable requires continL 4) This truss has been d( 5) ' This truss has been r will fits between the bot 6) Provide mechanical c( 1=111, 3=111, 4=230 2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1=214/15-4-5, 3=214/15-4-5, 4=578/15-4-5 1=54(LC 11) 1=-111(LC 12), 3=-111(LC 12), 4=-230(LC 12) 1=222(LC 21), 3=222(LC 22), 4=578(LC 1) Ten. - All forces 250 (lb) or less except when shown. is have been considered for this design. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 18; MWFRS (directional) and C-C Extedor(2) 0-11-5 to 3-11-5, Interfor(1) 3-11-5 to 7-8-15, Extedor(2) r(1) 10-8-15 to 14-6-9 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for r DOL=1.60 plate grip DOL=1.60 is bottom chord bearing. gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed 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 n chord and any other members. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) %% le �i No 39380 • 4 0 NAB Thomas A. Alban[ PE No.39380 Milk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: July 12,2018 ® WARNING - Verity design rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE NIF7473 rev, 10103,2015 BEFORE USE. ' Designlvalld for use only wl MITek@) connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, I ' building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall buildin6 design. Bracing in cated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabll and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellve erection and bracing of trusses and truss systems, seeANSI/IPIt QualifyCitteda, DS9-69 and SCSI Bu➢dhig Component 6904 Parke East Blvd. Safety I,nfannanonovallabl�, om Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply KEITH AND TERA TURNER I(1 T14553576 5062I 4 V03 Valley 1 1 Job Reference o tional I Ibpetts Lumber Go, 1',I Nalm day, rL TCLL TCDL BCLL BCDL LUMB TOP C BOTC 5-8-15 4.00 12 6 5 4x4 = 2 4 2x4 11 O.LLV J may LY GV I O IYII I CA II IUUJIIICJ, IIIV. I IIU U. I c I —,— — I � I ayc I mOHnXhXRsPeOz6Qw9-NL6ttPyNw3jlKh7bW EQ5NI?ajgyF3tY3?euTYGyypc? 11_F_tA 7 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a nla 999 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 0.0 ' Rep Stress Iner YES WB 0.06 Horz(CT) 0.00 3 n/a n/a 10.0 Code FBC2017/TP12014 Matrix-S BRACING- 2x4 SP 2 TOP CHORD 2x4 SP 4.2 BOT CHORD 2x4 SP N1.2 (lb/size) 1=151/11-4-5, 3=151/11-4-5, 4=408/11-4-5 Max Hor 1=-38(LC 10) Max Uplif, 1=-78(LC 12), 3=-78(LC 12). 4— 162(LC 12) Max Gra 1 1=157(LC 21), 3=157(LC 22), 4=408(LC 1) FORCES. (lb) - Max. Co', p./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS I 2-4= 2 NOTES! 1) Unbalanced roof live 2) Wind ASCE 7-10; VI II; Exp C; Encl., GCpi 5-8-15 to 8-8-15,Inte reactions shown; Lun 3) Gable requires contin 4) This truss has been c 5) ° Thj truss has been will fitlbetween the be 6) Provide mechanical c 4=162. 1 5-8-15 Scale = 1:18.2 8 3 •O 6 2x4 I PLATES GRIP MT20 244/190 Weight: 34 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. is have been considered for this design. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15f ; B=4511; L=24ft; eave=4fh Cat. 18; MWFRS (directional) and C-C Extedor(2) 0-11-5 to 3-11-5, Intedor(1) 3-11-5 to 5-8-15, Extedor(2) (1) 8-8-15 to 10-6-9 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for r DOL=1.60 plate grip DOL=1.60 Is bottom chord bearing. gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. iection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) c E Ns' • �/jleee No 39380 =tea •�'� eFS .•ORAS � %` 11 Thomas A. Aibani PE No.39380 MITek USA, Inc. FL Cert 6634 6964 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 0 WARNING - Verity deslgn rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Deslgnwalid for use only wIt MITek®connectors. fits design is based only upon parameters shown, and Is for an Individual building component, not a truss System. Before use. I building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing In aced Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Lc always required for stablll and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deliver erection and bracing of trusses and truss systems, seeA&%W11 QualifyCdfedo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intomtatloltovallabl om Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply KEITH AND TERA TURNER T14553577 506204 VO4 Valley 1 1 Job Reference (optional) ,. LUMBER- BRACING - TOP C IHORD 2x4 SP N '.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, BOT CHORD 2x4 SP N .2 except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 2-5. WEBS I 2x4 SP N .2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP N 12 REACTIONS. All beari'gs 14-0 12. (lb) - Max Horz 11=56(LC 12) Max Uplif All uplift 100 Ito or less at joints) 1, 6, 7 except 8=-204(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 6, 7 except 8=448(LC 1) FORCES. (lb) -Max Co p./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-30�396 1) Wind', ASCE 7-10; V`0060mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft B=45ft; L=24ft; eave=4fh Cat. II; Exp C; En_I" GCpi=O 18; MWFRS (directional) and C-C Exterior(2) 0 11-5 to 8-2-15, Interior(1) 8-2-15 to 13 11-12 zone; Can left and right posed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL,1.60 2) Provide adequate drain a to prevent water ponding. 3) Gable' requires continuo' s bottom chord bearing. `,�r1,1911 t 1I11t' ♦��` PS A, q� ����� 4) This truss has been des ned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` Thisltruss has been d igned 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♦��� �♦ C) B�t1 i� G E N S+' •,0 7jL oo; '• �' •• �i will fit between the botto chord and any other members. •• 6) Bearing at joint(s) 6 con � ders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify N O 39380 capacity of bearing surf e. 7) Provide mechanical con 'ection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 6, 7 except * v (jt=lb) 8=204. 8) Graphical puriin represe ation does not depict the size or the orientation of the purlin along the top and/or bottom chord. "t1 CC Z �• 44/ Z. o chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 9) Gap between inside of t40 i Q �% NALThomas Ear♦. 1�SS�0 1 ,►fin � n++ Albani PE 0 I R. Cent 6634 MITek USA, Inc. F 6904 Parke East Blvd, Tampa FL 33610 Date: July 12,2018 ® WARNING - verify design "meters and READ NOTES ON THIS AND INCLUDED UrTEK REFERANCE PAGE U11-7473 rev, 10103=5 BEFORE USE. Design �aild for use only wit MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not ' a truss system. Before use, t building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing In cried is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for slabilllY and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery' erection and bracing of trusses and truss systems, seeANSUIPII QualifyCHleft DSO-89 and BI:SI Bugdetg Component 6904 Parke East Blvd. safaty infarmalloruvailable om Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply KEITH AND TERA TURNER ' T14553578 506204 V05 Valley 1 1 1 Job Reference (optional) .. AA..., nA nn10 .AiTnL InA frinc Inn Th„ I„I 12 11•57:35 2018 Pnnc 1 I IDDe uum0er moo. rann oay , ra �.«� o ,,,,4y �� �.,,., ,.,, , �.. ................I ,,.... . ,,,..,.... ...,....,., __ . _ . _�_ . ID:DiGtr2i NCemOH nXhXRsPeOz6Qw9-rYfG5lzohNrcygin4xxKvVYgBEFPoJbC DI eO4iyypc_ 8-0-0 16-1-8 8-0-0 8-1-8 I Scale = 1:27.6 I 5x6 = 2x4 11 - 2x4 = 2 g 10 4.00 12 i e I I 9 N 1Li 0 0 6 I 7 62x411 7,12 2x4 I I 2x4g- 16-1-8 0•-12 16.0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 5 n/a n/a BCDL I 10.0 Code FBC2017/TP12014 Matrix-S Weight: 56 lb FT = 20% LUMBER- I BRACING - TOP C ORD 2x4 SP N .2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CORD 2x4 SP N .2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4. WEBS I 2x4 SP N .2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 0THE9S 2x4 SP N .2 i REACTIONS. All bean gs 16-0-12. (lb) Max Horz' 1=127(LC 12) Max Upli All uplift 100 lb or less at joint(s) 1, 5 except 7=-226(LC 12), 6=-166(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=479(LC 1), 6=262(LC 1) FORCES. (Ib) - Max. Co p./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 1 2-7=-31 ,,396 1) W II; to 2) Provi( 3) Gable 4) This t 5) ' This will fit 6) Bearil capac 7) Provi( 7=22( 8) Grapt 9) Gap t ASCE 7-10; Vuil C; Encl., GCpi )-12, Interior(1) 1 Ins shown; Lumt e adequate drair requires continu uss has been de truss has been c between the bott g at joint(s) 5 co ty of bearing Sur e mechanical co , 6=166. Ira[ puffin repres etween inside of i I i I 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD1-=6.0psf; h=15ft; B=45ft L=24ft eave=4ft Cat. 8; MWFRS (directional) and C-C Extedor(2) 0-11-5 to 3-11-5, Interior(1) 3-11-5 to 8-0-0, Exterior(2) 8-0-0 )-12 to 15-11-12 zone; cantilever left and right exposed ;C-C for members and forces K MW FRS for DOL=1.60 plate grip DOL=1.60 le to prevent water ponding. s bottom chord bearing. Ined for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide I chord and any other members. ders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify e. action (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) tation does ndt depict the size or the orientation of the puriin along the top and/or bottom chord. chord bearing and first diagonal or vertical web shall not exceed 0.500in. %%° ,ONSe A d44 9�°', �i No 39380 !� .� ;�, o4,r, �,S �O NAB Thomas A. Albani'PE No.39380 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R- 33610 Date: July 12,2018 ® WARNING - Verify design rameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M!1-7473 rev. fOM3I2015 BEFORE USE Design Ivalld for use only wl1 MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use,1 building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Individual truss members only. Additional temporary and permanent bracing MiTek" building design. Bracing In 1 ated Is to prevent buckling of web and/or chord Is always required for stabill and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, dellve erection and bracing of trusses and truss systems, seeANSVWI1 QualifyCrBedo, DSB-89 and BCSI Building Component -,, Tampa, FL 33610 Safety lnformatbmvailabl om Truss Plate Institute• 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply KEITH AND TERA TURNER I ' T14553579 506204 V06 GABLE 1 1 Job Reference (optional) I10Dens t_umDer c0, Ill t-aim tray, M V 0 0 1 I D:DiGtr2i NCemOH nXhXRsPeOz6Qw9-JkDel5VeShzTa_H_efSZSj4sGdbuXmmLSyNac9yypbz 18-1-B 5x6 = 3 4.00 12 2x4 11 2 I i i I 11 i i 3x4 �I� 10 9 8 4x6 = 2x4 11 Plate Offsets X,Y -- 9-1-12,0-0-0 , 10:0-3-0,0-1-4 , 10:0-0-0,0-1-12 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well Ud TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) n/a n/a 999 BCLL I 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS I 2x4 SP OTHERS 2x4 SP REACTIONS. All bea (lb) - Max Hot Max UPI Max Gre FORCES. (lb) - Max. C WEBS I 2-9=-31 NOTES�I 1) Wind: ASCE 7-10; VI II; Exp C; Encl., GCpi: 12-0-0 to 16-0-0, Intel reactions shown; Lurr 2) Provide adequate dra 3) Gablelrequires cont[n 4) This truss has been d 5) ` TIn It ha has been will fit between the bo 6) Bearing at joint(s) 6 c capacity of bearing st 7) Provide mechanical c Qt=lb) 9=268, 7=152. 8) Graphtical purlin reprE .I I 12 Scale=1:30.6 2x4 11 2x4 = 7 6 2x4 11 2x4 = PLATES GRIP MT20 244/190 Weight: 72 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max-): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. s 18-1-8. =199(LC 12) All uplift 100 lb or less at joint(s) 1, 6, 8 except 9=-288(LC 12), 7=-152(LC 9) All reactions 250lb or less at joints) 1, 6, 8 except 9=538(LC 1), 7=294(LC 1) p./Max. Ten. - All forces 250 (lb) or less except when shown 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=24ft eave=oft Cat. 8; MWFRS (directional) and C-C Exterior(2) 0-11-5 to 3-11-5, Intedor(1) 3-11-5 to 12-0-0, Exterior(2) 1) 16-0-0 to 17-11-12 zone; cantilever left and right exposed ;C-C for members and forces $ MWFRS for DOL=1.60 plate grip DOL=1.60 le to prevent water ponding. s bottom chord bearing. Ined for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide I chord and any other members. ders parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify e. ection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 8 except kation does not depict the size or the orientation of the purlin along the top and/or bottom chord. `�e��uuetti�� . A�� sOo'° \G E NSF. •9��0�'. No 39380 411 Z. r °°''t, I O NAB EC���• Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 69M Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Verity delpl ,I an"" -and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design 4aild for use oNy wltt MIT. connectors. This design Ls based only upon parameters shown, and Is for an Indlvdual building component, not a truss system. Before usea builtling designer must vedry the appllcablllry of design parameters and properly Incorporate This design Into the overall building design. &ac(ng in afed Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for sfablll and to prevent collapse with possible personal InJury and property damage. For general guidance regarding The Istorage, dell erection and bracing of trusses and truss systems, seeANSUIPII O lUyCifill DS"P and BCSI Bufldlilg Component 6904 Parke East Blvd. SaIeW lnlorma/bnavallablel om Truss Plate Institute, 218 N. Lee Street, SulTe 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply KEITH AND TERA TURNER ' T14553580 506204 V07 Valley 1 1 Job Reference (optional) I IODeUS Lltmoer L'o, III ralrn nay , rL ..gayest ,,. ,--- _--- ,. . I D:DiGtr2iNCemOHnXhXRsPeOz6Qw9-ownO W R_GD_5KCSsABMzo_wd7? 1 ?mGDdVhc778byypby 9a-a-7 15-10-8 4.00 r12 4 3 1 o 3x4 % 7,� 15 14 13 3x4 = 7-4-15 5x6 = 5 6 12 17 11 10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL I 20.0 Plate Grip DOL 1.25 TO 0.15 Vert(ILL) n/a n/a 999 TCDL 1 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a n/a 999 BOLL 1 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS I 2x4 SP OTHERS 2x4 SP REACTIONS. All be (lb) - Max HI Max Ul I Max Gi FORCES. (lb) - Max. TOP CORD 1-2= WEBS 4-12= 1) 11V II; 1.' 2) Provi( 3) All pia 4) Gable 5) This ti 6) ` This Will fit 7) Provi( 12=1E 8) Grapf- ASCE 7-10; Vult= C; Encl., GCpi=O 8 to 20-1-7, Intern ins shown; Lumbr e adequate draini ies are 2x4 MT20 requires continua uss has been des truss has been de aetween the bottc e mechanical co' 3, 13=158, 15=14 ical purlin represe 16 PLATES GRIP MT20 2441190 Scale = 1:37.8 9 Weight: 99 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. s 23-2-11. =268(LC 12) All uplift 100 lb or less at joint(s) 9 except 12=-163(LC 12), 13= 158(LC 12), 15— 148(LC 12), 1= 138(LC 12), 10= 162(LC 9) All reactions 250 lb or less at joint(s) 1, 9 except 12=322(LC 17), 13=300(LC 1), 15=276(LC 1), 1=386(LC 17), 10=394(LC 18) p./Max. Ten. - All forces 250 (lb) or less except when shown. 39 1278, 5-11=-206/260, 7-10=-226/253 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45ft L=24ft; eave=oft Cat. 8; MW FRS (directional) and C-C Extedor(2) 0-11-5 to 3-7-12, Interior(1) 3-7-12 to 15-10-8, Extedor(2) (1) 20-1-7 to 23-1-11 zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for DOL=1.60 plate grip DOL=1.60 le to prevent water ponding. nless otherwise indicated. > bottom chord bearing. ned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide I chord and any other members, with BCDL = 10.Opsf. potion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except gt=lb) 11-138, 10=162. ation does not depict the size or the orientation of the purlin along the top and/or bottom chord. °°OOP`°011111111 111114' °S A rrre� oo> �� •• �'\ S'� �� Bpi No 39380 a' Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 I ® WARNING - Verily design p I meters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for wil MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not ' use only a truss sSrsI m. Before use, ih' building designer inust verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing Ind cried Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek" Is always reInd tlion o prevent collapse with possible personal Injury and property damage. For general guidance regarding the quired for siabIll bracing of trus and truss systems,Qualfly�� DSB-89 and BCSI BuQdtr�q Component 6904 Parke East Blvd.So/aW 1n/atmoatbnavoilable from Truss Plate 218NLee Street, Suite 312, Al o a� 2 4. Tampa, FL 33610 I Job Truss Truss Type Qty Ply KEITH AND TERA TURNER I T14553581 506204 V08 Valley 1 1 Job Reference o tional I IDbOnS LumDer Go, 1,1 Naim bay, rL ,.,may . .. ID:DiGtr2iNCemOHnXhXRsPeOz6Qw9-G6LOjn?uzlDBplRM14U 1 XSAHgRL??ggevGsgglyypbx __ 27-1-15 4.00 12 3x4 = 6 7 5z qk 22 5 3x4 20 3 4 23 Scale = 1:44.2 Plate Offsets X,Y -- 6-2-0,0-2-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a n/a 999 13CLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 121 lb FT = 20% TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS 1 2x4 SP OTHERS 2x4 SP REACTIONS. All be (lb) - Max H( Max UI Max Gi FORCES. (lb) - Max. TOP CHORD 1-2 WEBS 1 5-15: 1) Unbalanced roof live toe 2) Wind:1 ASCE 7-10; Vult= II; Exo, C; Encl., GCpi=O 16-0-0 to 20-2-15, Intern reactions shown; Lumb( 3) Provide adequate drain; 4) All plates are 2x4 MT20 5) Gablelrequires continuc 6) This truss has been des 7) ` This Fruss has been dr will fit between the bottc 8) Provide mechanical car 15=160,16=144,18=15 9) Graphical purlin repress BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. s 27-1-15. =270(LC 12) All uplift 100 lb or less at joint(s) 11 except 15= 160(LC 12), 16=-144(LC 12), 18= 198(LC 12), 4_ 137(LC 12), 13=-145(LC 9), 12= 113(LC 9) All reactions 250 lb or less at joint(s) 11, 1 except 15=345(LC 17), 16=272(LC 1), 18=372(LC 1), 4=389(LC 14 13=393(LC 18), 12=294(LC 18) p./Max. Ten. - All forces 250 (lb) or less except when shown. 38 1306. 2-18=-265/290, 7-14=-216/250 s have been considered for this design. 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=27ft; eave=oft; Cat. 8; MW FRS (directional) and C-C Exterjor(2) 0-11-5 to 3-11-5, Intedor(1) 3-11-5 to 16-0-0, Exterior(2) (1) 20-2-15 to 27-0-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for DOL=1.60 plate grip DOL=1.60 le to prevent water ponding. nless otherwise indicated. s bottom chord bearing. Ined for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide chord and any other members, with BCDL=10.Opsf. bction (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb) 14=137,13=145,12=113. ation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .PS' A®,q,���'® ,Z•�� G E N `S�e'9�� No 39.380 �� • .�<U. O i OR ����,� �lO 111111N A� t���� Thomas A. Albans PE No.39380 Mrrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING -Verity design Irameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. � Designlvalld for use only wit MITek®connectors. This design 8 based only upon parameters shown, and Is for an Individual building component, not a Truss System. Before use. 1; building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing in icated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek" Is always required for stabill and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricate storage, delive erection and bracing of trusses and truss systems, seeANSMIt Qua19yCl@edd, DSH-89 and SCSI Hafiding Component 6904 Parke East Blvd. Safety Inlormallonwailabl om Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply KEITH AND TERA TURNER T14553582 5062014 V09 GABLE 2 1 1 —t Job Reference (optional) I rooeas Sumner ,,o, III rerun oay , rL TCLL TCDL BCLL BCDL LUMBI TOP C BOT C WEBS I D:DiGtr2i NCemOHnXhXRsPeOz6Qw9-kJvmw7OW kcL2RSOZJn?G4LiM8rdJk7Fo8wcECUyypbw I 2x4 11 Scale=1:20.4 3 I 2x4 I I 4.00 12 2 7 I I 6 I 1 q O 0 5 4 3x4 2.4 I I 2x4 11 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) n/a n/a 999 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) n/a n/a 999 0.0 Rep Stress [nor YES W B 0.09 Horz(CT) -0.00 4 n/a n/a 10.0 Code FBC2017/TP12014 Matrix-S 2x4 SP 2x4 SP 2X4 SP 2x4 SP S. (lb/size) 1-206110-0-0, 4=-156/10-0-0, 5=615/10-0-0 Max Horz1,1=161(LC 12) Max Uplif, ,1=-56(LC 12), 4=-156(LC 1), 5= 324(LC 12) Max Grav'1=206(LC 1), 4=81(LC 12), 5=615(LC 1) (lb) - Max. Co p./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 1 2-5=-4: NOTES 1) Windt ASCE 7-10; VL II; Exp C; Encl., GCpf: left and right exposed 2) Gable requires contin 3) This ts has been d 4) ` This ll truss has been will fit!between the bo 5) Provide mechanical c 4=156, 5=324. PLATES GRIP MT20 244/190 Weight: 36 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15fh B=45ft; L=24ft eave=4ft; Cat. 8; MWFRS (directional) and C-C Extedor(2) 0-10-5 to 3-10-5, Interfor(1) 3-10-5 to 9-10-4 zone; cantilever for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 > bottom chord bearing. ned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i chord and any other members. action (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) p,S� Ae1q�°°0°° i No 39380 O N AL Thomas A. Albanf PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East St d, Tampa FL 33610 Date: July 12,2018 ® WARN/NG - Verity design rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design Ivalid for use only wit MITek9 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, I building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing In afed is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek° Is always required for stablll and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivelNy, erection and bracing of trusses and truss systems, seeAAW/IPII CoalBy Cdleda, DSB-89 and BCSI Bundrng Component 6904 Parke East Blvd. Saletvintormallonavailablel om Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply KEITH AND TERA TURNER T14553583 5062I 4 V10 GABLE 2 1 Job Reference o tional I iDDetls Lumber co, I T calm bay, t-L . -u- , ID:DiGtr2iNCemOHnXhXRsPeOz6Qw9-kJvmw7OW kcL2RSOZJn?G4LiLJrcLkBfo6wcECUyypbw 8-0-0 0 3x4 4.00 12 5 4 5-11-3 2 3 3x4 11 Scale: 3/4°=1' li LOADING (psf) TCLL 20.0 SPACING- Plate Grip DOL 2-0-0 1.25 CSI. TC 0.61 DEFL. in Vert(LL) n/a (loc) I/defl Ud n/a 999 PLATES GRIP MT20 244/190 TCD��I 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) n/a n/a 999 BCLLI 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCD" 10.0 i Code FBC2017/TPI2014 Matrix-S Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP o2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPio.-2 o.2 except end verticals. WEBS 2x4 SP BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (lb/size) Max Hot Max UPI FORCES. (lb) - Max. C TOP CHORD 2-3= V I NUES- 1) Wjn6: ASCE 7-10; VL II; Exp C; Encl., GCpi: left and right exposed 2) Gabe requires contin 3) This truss has been d 4) ' This truss has been will fit between the bo 5) Provide mechanical c 3=13.7. 1=260/8-0-0, 3=260/8-0-0 1=125(LC 12) 1=-96(LC 12), 3= 137(LC 12) Ten. - All forces 250 (lb) or less except when shown. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 18; MWFRS (directional) and C-C Extedor(2) 0-10-1 to 3-10-1, Interior(1) 3-10-1 to 7-10-4 zone; cantilever -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 is bottom chord bearing. gned for a 10.0 psf bottom chord live [dad nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) A. O No 39380 yk F : �<v� 0 ,p N A� E00 Thomas A. Albani PE No.39380 MiTek USA, Inc. EL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 WARNING - Verity design arameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE -- Design valid for use only MITekb connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a I* system. Before use, a building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing I '• k:ated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° building prevent of Is always required for stabil ly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Blvd. SalefvrnlomfaHdmvallob efrom Truss Plate Inastitute, 218 N. Lee Street, Suite 31 Alexandria. VGA 2 4 dtedo, DSB-89 and SCSI BuHd/ng Component 7ampaeFL 33610 Job Truss Truss Type City ,2 Ply KEITH AND TERA TURNER T14553584 50614 1 V11 GABLE 1 Job Reference o tional Tibbetts Lumber Co, I a 0 0 Palm Bay, FL s.22o s May 24 2ul s mi I eK industries, Inc. I nu dui 1 z T i:b /:4u 2ui s Paget I D:DiGtr2iNCemOHnXhXRsPeOz6Qw9-CVT9BS 18VvTv3cbltV W VcZFX3F_ETbvxNaLnlwyypbv 6-0-0 6.0-0 2x4 11 Scale = 1:13.2 2x4 % 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL I 20.0 Plate Grip DOL 1.25 TO 0.55 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) n/a n/a 999 BCLL 1 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDLi 10.0 Code FB02017fFP12014 Matrix-S Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP .2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP .2 except end verticals. WEBS 2x4 SP .2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=186/6-0-0, 3=186/6-0-0 Max HOT 1=90(LC 12) Max Upli 1=-68(LC 12), 3=-98(LC 12) FORCES. (lb) - Max. C TOP CHORD 2-3= 1, NOTES- 1) Win: ASCE 7-10; VL II; Ex C; Encl., GCpi: left aid right exposed 2) Gable requires contin 3) This Vuss has been d 4) ` This truss has been will fit between the bo 5) Provitle mechanical c II I Ten. - All forces 250 (lb) or less except when shown. 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft L=24ft; eave--tft; Cat. 18; MWFRS (directional) and C-C Extedor(2) 0-10-1 to 3-10-1, Interior(1) 3-10-1 to 5-10-4 zone; cantilever -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 is bottom chord bearing. gned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n chord and any other members. section (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. s No 39380 • ,k IIJ E�oo�o Urn li Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING -Verily design Iameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 10I03/2015 BEFORE USE Design valid for use only wiMITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a trussystem. Before use, tbuilding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Inaced Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ['from MiTek' Is always required for stablland to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deliveerection and bracing of trusses and truss systems, seeAA1SUMI1 Guaffly ciffa a, DSB-89 and BCSI BugdhW Component 6904 Parke East Blvd. Soletvintatma6on3vallabl Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply KEITH AND TERA TURNER I T14553585 506204 V12 GABLE 2 1 Job Reference o tional Tk 1�.1 10 11•C7•A4 7n18 Dane 1 Tibbetts Lumber Co, a 17 0 Palm Bay, FL 8.220iviay 24 2U I o Ivi. 1 em i IUuau l u UUi i s i .y ID:DiGtr2iNCemOHnXhXRsPeOz6Qw9-ghl XLo1 nGDbiglAxQC2k9mon?eNkC295cE5LHMyypbu 4-0-0 4-0-0 Scale =1:9.5 2x4 % 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999 MT20 2441190 TCDL I 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 1 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP N 2 BOT CHORD 2x4 SP N 1.2 WEBS 1 2x4 SP N .2 I REACTIONS. (lb/size) Max Hot Max Up[ FORCES. (lb) - Max. C NOTES- 1) Windt ASCE 7-10; VL II; Exp C; Encl., GCpi forces & MWFRS for 2) Gable requires Conlin 3) This truss has been d 4) ` This truss has been will fitlbetween the be 5) Provide mechanical c I I II I I I I II I BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1=112/4-0-0, 3=112/4-0-0 1=54(LC 12) 1=-41(LC 12), 3= 59(LC 12) Ten. - All forces 250 (lb) or less except when shown. 60mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave--tft; Cat. 8; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and fight exposed ;C-C for members and tions shown; Lumber DOL=1.60 plate grip DOL=1.60 bottom chord bearing. ned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i chord and any other members. action (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. `�rrrrrtte�e/e� .�`%��PS :���•�� ��G E Ns�e�y�o�' No 39380 Xry- i • F . 44/ �'/f/lttllll�� Thomas A. Alban[ PE No.39380. MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 ® WARNING - Verily design p rameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MII.7473 rev. 10/03/ZO15 BEFORE USE. sign. alid for use only wit MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, Ih' building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Ind ated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabll I nd to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabricatlon storage, dellve ' erection and bracing of trusses and truss systems, seeANXIVII QualByCl/fatla, DSO-69 and BCS! BuIldIng Componenf 6904 Parke East Blvd. SaMtV %nfermafbrovallabI from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type I.Qty Ply KEITH AND TERA TURNER I T14553586 5062I 4 V13 Valley 1 1 _....._.. Job'Reference optional) Tibbetts Lumber Go, calm tray, t-L 0.G4u s may 49 4v I o Iv11 I Cf\ II IUUJII ICJ, 111- 1 I1u "I 1..,, .-.< — — 1 aye I I D:DiGtr2iNCemOHnXhXRSPeOZ6QW9-8uavZB2P1 Xjcivl8_wZzh_Kxy2haxVVEququppyypbt 11-10.8 I 11-10-8 Scale = 1:23.2 4 I 2x 2x4 11 3 4.00 12 I 9 2x4 11 � 2 4 I � I 8 1 I i 1 El o Li O 5 2x4 11 I 3x4 i 2x4 I , 2x4 11 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL I 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 5 n/a n/a BCDL I 10.0 Code FBC2017/TP12014 Matrix-S Weight: 46lb FT=20% LUMBER - TOP CHORD 2x4 SP P BOT C IHORD 2x4 SP l` WEBS I 2x4 SP D OTHERS 2x4 SP f` REACTIONS. All beat (lb) - Max Hot Max Upll Max Gra I FORCES. (lb) - Max. C WEBS I 2-7=-2E NOTES-! 1) Wind:iASIDE 7-10; VL II; Exp C; Encl., GCpi: left and right exposed 2) Gablelrequires contini 3) This tr(uss has been d 4) - This (truss has been will fit between the bo' 5) Provide mechanical c 7=215` 6=107. 1 BRACING - TOP CHORD BOT CHORD s 11-9-12. =194(LC 12) All uplift 100 lb or less at joints) 1, 5 except 7=-215(LC 12), 6=-107(LC 12) All reactions 250 lb or less at joint(s) 1, 5, 6 except 7=404(LC 1) ex. Ten. - All forces 250 (lb) or less except when shown. 3-6=-1531271 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft B=45ft L=24ft; eave=4ft Cat. 8; MWFRS (directional) and C-C Exterior(2) 0-11-5 to 3-11-5, Interior(1) 3-11-5 to 11-8-12 zone; cantilever for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 bottom chord bearing. ned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. igned 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 chord and any other members. action (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 000 o •A4e �� • 'c,•E No 39380 � r � 1k ' F e � e i C? ° Thomas A. Albanf PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 12,2018 ® WARNING - Verify design p `I meters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MI1.7473 rov. 1010312015 BEFORE USE Design valid for use only with', ITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Truss system. Before use, th building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingldesign. &acing Ind' 'ited Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability nd to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery,rection and bracing of trusses and truss systems, seeANSI/IPII CualByCiffeda, DSB-89and BCSI Building Component 6904 Parke East Blvd. Salety6i1o1matAoirwallable m Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r r Qty Ply KEITH AND TERA TURNER I i T14553587 506204 V14 Valley 1 1 Job Reference (optional) r lopelts Lumoer uo, 1,1 r•eun oay , rL 2-0-0 4.00 F12 / 2 1 / I .,.r ,,...... .. ID:DiGtr2iNCemOHnXhXRsP.Z z6Qwg-BuaVZ82P1Xjclv18_wZzh_K?N2knxVPEququppyypbt e-n_n 3 Scale = 1:7.4 i .I 2x4 2x4 C I 00 2 4-0-0 0.0. 2 3-11-4 Plate Offsets X,Y -(2-2-0,Edclel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL I 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 * Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 I Code FBC2017/TPI2014 Matrix-P Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N ' .2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT C i ORD 2x4 SP N .2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REAL,HUMS. (lb/size) 1=78/3-10-8, 3=78/3-10-8 Max Horz 1=-9(LC 10) Max Uplit 1=-35(LC 12), 3=-35(LC 12) FORCES. (lb) - Max. Co p./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES!, 1) Unbalanced roof live 2) Windt ASCE 7-10; Vt II; Exp C; Encl., GCpi forces & MWFRS for 3) Gable requires contin 4) This truss has been d 5) * Thisl'truss has been will fit between the be 6) Pro, has c I i I s have been considered for this design. 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.opsf; h=15ft B=45ft; L=2411; eave=4ft; Cat. 8; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and tions shown; Lumber DOL=1.60 plate grip DOL=1.60 bottom chord bearing. ned for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i chord and any other members. sction (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. `,�11111111/I�I ♦°oop,S A. AZe No 39380 e yk � W'o S*' • Ox10 21• -*1,,10 N A� E 600: Thomas A. AlbanfPE No.39380. MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: July 12,2018 ® WARNING -Verity design p meters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MR-7473 rev. f0/03l20f5 BEFORE USE. Design Yalld for use only wit ITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, th building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall built ing: design. &acing Incil cited Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stabllily nd to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery recflon and bracing of trusses and truss systems, seeANSUIPII CualltyCdfeda, DS8-E9 and SCSI Bulld/ng Component 6904 Parke East Blvd. Safety Infotmaftonavailable pm Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrla, VA 22314, Tampa, FL 33610 Job I Truss Truss Type Qty Ply KEITH AND TERA TURNER + T14553588 506204 V 15 Valley 1 1 Job Reference (optional) I io¢etrs camber co, III ~ I I calm bay, l-L o.cc. a -y cy cu i o mi i en u,uuau ice. I—. i i iu v.., y� I D: DiGtr2iNCemoHnXhXRsPeOz6Qw9-c4BHmU31 ogsTw3KKYd4CEBt7kS?9gyf N3YaRLFyypbs 4-0-0 1 8.0-0 1 2x4 4.00 12 2 3x4 = 2x4 Scale=1:14.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL I 20.0 1 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL I 10.0 Code FB02017/TP12014 Matrix-S Weight:21 lb FT=20% TOP CHORD 2x4 SP SOT CHORD 2x4 SP TOP CHORD BOT CHORD 1) Unbal; 2) Wind: II; Exp forces 3) Gable 4) This tt 5) • This will fit 6) Provfd 1=102 (Ib/size)—226/7-10-8, 3=226/7-10-8 Max Horz = 24(LC 10) Max Uplift = 102(LC 12), 3= 102(LC 12) I - Max. Co p./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2= 330 42. 2-3_ 330/442 :ed roof live iCE 7-10; Vi Encl., GCp MW FRS for ;s has been c Iss has been rtween the be mechanical c 3=102. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-8-14 oc bracing. s have been considered for this design. 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 13=45ft; L=24ft eave=4ft; Cat. 8; MW FRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and ;tions shown; Lumber DOL=1.60 plate grip DOL=1.60 s bottom chord bearing. ned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. igned 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 { chord and any other members. ,lotion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) `��►�>tt nu��ts No 39380 O'•• : ��U R�pP��e• A` Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 © WARNING - Verity design pa I meters and READ NOTES ON THIS AND INCLUDED M17EKREFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE ' Design vplid for use only with IneM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syrsfem. Before use, t ullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Inds ted Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° building esign. prevent is always�required for stability nd to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrlcati n, storage, delivery, rection and bracing of trusses and truss systems seeANSt*7PII CaalCyCdteft DSB.89 and BCSI BaOdkV Component 6904 Parke East Blvd. Safety fn/ormallonavdIabie f, m Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 2231 A. Tampa, FL 33610 I'd Job Truss Truss Type Qty Ply KEITH AND TERA TURNER I ` 1 T14553589 506204 V16 Valley 1 1 Job Reference (optional) I IbbettS Lumber uo, I � I Halm bay, M ,.,, y «— . .. ID:DiGtr2iNCemOHnXhXRsPeOz6Qw9-4Gif_g4fZ8—KXDuW6KbRnPQDJsPBPPAXIBJ?uhyypbr 8-0-0 10-0-0 4-0-0 2-0-0 4x4 = 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud TCLL j 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.03 5 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.04 5 n/r 120 I BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R LUMBER - TOP CHORD 2x4 SP BOT CHORD 2x4 SP WEBS II 2x6 SP OTHERS 2x4 SP REACTIONS. (lb/size) .! Max Horz it Max Uplift if Max Grav FORCES. (lb) - Max. Cor( TOP CHORD 2-8— 2341 WEBS 3-7�212� NOTES- 1) Unbalanced roof live loa 2) Wind: IASCE 7-10; Vult= II; ExpjC; Encl., GCpi=O. 7-0-0,'ntedor(1) 7-0-0 tc Lumber DOL=1.60 plate 3) Gable requires continuos 4) This truss has been desi 5) • This truss has been de will fit Between the botto 6) Provide mechanical con 8=212, I6=212, 7=155. I, I I i3/8-0-0, 6=253/8-0-0, 7=293/8-0-0 7(LC 10) 12(LC 12), 6= 212(LC 12), 7=-155(LC 12) 39(LC 21), 6=269(LC 22), 7=293(LC 1) ax. Ten. - All forces 250 (lb) or less except when shown. 4-6=-234/401 Scale=1:22.2 5 0 PLATES GRIP MT20 244/190 Weight: 34 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. s have been considered for this design. 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.opsf; h=15ft; B=45ft; L=24tt; eave=4ft; Cat. 8; MWFRS (directional) and C-C Extedor(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 4-0-0, Exterior(2) 4-0-0 to 10-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; trip DOL=1.60 > bottom chord bearing. ned for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. Igned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide chord and any other members. Tction (by others) of truss to bearing plate capable of withstanding 100 lb uplift at loint(s) except Qt=lb) `,,1111Y71IIII/',I va` ONS A. A � .... G E fV Se'9�,� No 39380 s Q111111111100 i 0 •. • Thomas A. Aibani PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 12,2018 Q WARNING -Verify design pa I efers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. for IIRek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not Design valid use only with ��� at system. Before use, the building designer must verify the appllcabillty of design parameters and properly incorporate this design into the overall building design. Bracing Indl ted Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability nd to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatign, storage, delivery. 'recilon and bracing of trusses and truss systems, seeANSUlp11 GualByCdtedo, DSB-89 and BCS1 BuRding Component 6e04 Parke East BNB. Sa/aivintannatbnavallable m Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 131; Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth, TOP CHORDS diagonal or X-bracing, is always required. See SCSI. c1-2 C2-3 2. Truss bracing must be designed by an engineer. For o WEBS � 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I O � � bracing should be considered. 3 O b U 3. Never exceed the design loading shown and never inadequately �° stack materials on braced trusses. a- 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate plates 0-1/iG' from outside c7-8 C6- c5-v BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JO/NTSARE GENERALLYNUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE J0011T FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT 7. Design assumes trusses will be suitably protected from `Plate Location detafis available in MrTek20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 190/. at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots, 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12, Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output, Use T or 1 bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer, reaction section indicates joint 17, Install and loos vertically y unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. E91- - ---lo 18. Use of green or heated lurnber ma ose una_c�e - - TMr6rS Yalta-FFi6d rperfotrtra -tr5c i� sk-.-Consu with protect engineer before use. - - - - - -- - -_ - - Industry Standards r ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front back, words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture -in -accordance -with- — — — - Guide to Good�acfice�J�andling, --- Installing &Bracing of Metal Plate ---- - -- --- '-eke — --- -- — -- — AN81ITPI 1 Quality Criteria. — Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015