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HomeMy WebLinkAboutTrussMii.ek® RE; 506847 - Daniel Marin Lumber design values are in accordance with ANSI/TPI 1 section 6.8 These truss designs rely on lumber values established by others. :FILE COrnV MiTek USA, Inc. Site Information: 6904 Parke East.Blvd. Tampa, FL 33610-4115 Customer Info: Daniel Marin Project Name: Bartel Residence Model: .. . Lot/Block: .. Subdivision: .. Address: 169 Berger Rd.; .. City: Ft. Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name:... License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof. Load: 55.0 psf Floor Load: N/A psf This package includes 138 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I. hereby certify that I. am the Truss. Design Engineer and this index sheet conforms to 61 G15-31.003; section 5 of the Florida Board of Professional Engineers Rules. IN o-'. Seal#.., ., Truss Name- •Date_ , No. `Seal#, - I Truss NamW;Date . . 11 T16015378 A ":1• 1/15/19. 18 T16015395::B11-"-_ 1/15/1.97 12 1 T1.6015379 1 A2• 1 1 /15/19 1119 I T16015396 1 B 12. 1 1 /15/19 13 JT16.015380 1 A3 .. . 1 1/15/19 120 ..I T160153971 B13 ... . 1 1/15/19 14 IT16015381 1 A..4 1 1 /15/19, 1.21 1 T16015398 1.514 . 1.1 /15/-19 15 1 T16015882 1 A5: 1:1 /15/19 122 I T16015399 l B15 1:1/15/19 16--:-i.-T16015383-1=A6_- -:---.------11/15/-1-9--123-1T16015400-l-B16_---: ----1P5/10- 17 ::. i TM015384 I A7 :.. " 1 1 /15/19 124 : " 1 T1 6015401 1 B 17 :: 1 /15/19 18 JT160153851,131. 1 1 /15/19 125 1 T160154021 C1 1.1 /15/19 19 1 T16015386 1152 1-1 /15/19 '126 1 T1601'5403 `C2 1:1 /15/19 1:10 1 T1 6015387 1133, 1 1 /15/T9 .127 1 T1601.54041 C3 11 /15/_19: 11 .:1 T16015388 1 B4 .. 1 1 /15/19 128. 1 T16015405 1 C4 1 1/15/19 112. 1716015389 1135 1 1/15/19 129 1 T16015406 1 C5 .. .... 1 1/15/19 1.13 1 T16015390 1136 1 1 /15/19 130 1 T16015407 1 C6 1 1 /15/:10 1.14 1 T1 6015391 1 B7 1 1/15/1.9 :131 1 T1 6015408 1. C7 :L 1/15/19: 115'..;171 6015392 1 B8 .:..: 1 1/15/19 132 .: 1T16015409 1 C8 .:..: 1 1/15/19 116 1T16015393IB9 1 1 /15/19 133 7 1 T16015410 1 C9 1 /15/19 117 I T16015394 I B10 1 1 /15/19 134 '1 T1 60154111.C10 .1.1 /15/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Tibbetts Lumber Company -Palm Bay. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is.a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs.comply with ANSI/TPI 1. These designs are based.upon parameters shown-(E_gTloads,-supports,-dimensionsrsbapes-and-design-codes)which ,.,. given to MiTek.. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the:design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. RECEIVED -- JAN 8 2019-..:... ST._Lucie County, Permitting - -._-_-_-__ C EN ST E OF ► -'�111111I1f!�'- Jullus Lee PE:No.34869 MTek USA, Inc. FL Cert.6634 6904_NM East Blvd: Tampa FL 39610 Dater January 15,2019 -- " ee, Julius — 1of3---- RE: 506847 -Daniel Marin Site Information: Customer Info: Daniel Marin: Project Name: Bartel Residence Model ,. Lot/Block: .. Subdivision: .. Address: 169 Berger Rd., .. City: 'Ft. Pierce State: FL No. Seal# Truss Name. Date No. Seal#.. Truss Name Date 35 T16015412 C11. 1/15/19 78: T16015455.FG2 1/15/15 . I3V..IT16015413IC12 „ ; I1/15/19 179,._::{T16015456IFG3..... I1/15/19. .. 137 IT:16015414ICJ1 11/15/19 180 I T16015457 I G 1 11 /15/19 1 138 I T16015415 I CJ1 B 1.1115/19 181 I T1 6015458 I H1 .I 1/1.5/19 139 ...I T16015416 I:CJ2 ... 1 1/15/1.9 I82... I T16015459.I H2 ... 11/15/19 1 40 _ I T16015417 I.CJ2A . 1 1 /15/1.9 . {83. . I T16015460.I HJ3 : . I 1 /15/19' " 141 I T.16015418 I CA 11/15/19 {84 I T1 6015461 I HAA 11/15/19 142 IT16015419:ICAA 11/15/19 185 1T160154621HJ4 11/15/19 143 . I T16015420 J.CJ3E - 1 1/15/1.9 .186. . I T16015463.I HJ5 . 11/15/19..� 144 I T16015421 1 CJ& 1 1 /15/10 . {'87 _ :I T16015464 I: HJ5A: 11/15/19 145 :: I T16015422 I'CJ5A _: 1 1 /15/19: { 88: I T16015465 I HJ5B I 1 /15/10 146 I T16015423 1 CJ7 . , { 1./15/19 189 I T160154.66 1 HJ7 1.1 /15/19 1 147 1T16015424 1 D1 :11/15/19 190 IT1601.54671 HRA . 1.1/15/19 148 I T16015425 D2.. 1 1 /15/10 191, .: 1 T16015468 1 HRR 11/15/19 149_.._._I716015426.I D3_ ,.-.::._-._____L.-1/15/19 {.92_:..jT16015469_{-HJ7C_:.:. - 11/1.5/19: 150 I T16015427 1 D4 .11/15/19 _ - 93 I T16015.470 I HJ7D _ . .; ..: 11/15/19 151 I T16Q15428 1 D5 1115/19 194 I T1 6015471 1 HJ7P 11 /1:5/19 I'52- -;. I-T1601-5429 I-D6-- .. -- - 1 %1b119-{ 95:- I T16015472-I J 1 _ - 1111-6/19- 153 : -' I T16015430 W.. 1 1 /15/19. 196: .1 T16015473.1: J2 11/15/19 154-'--1T16015431 1 D8 "=-{ 1/1.5/19-= 197 IT16015.474I-J3 " 11/15/19 1 155 I T1.60.15432- I E1-1.1/15%19 198 I T16015.475 I J4 .I 1/1.5/19 � 156 I T16015438 1. E2 I 1 /15/19 199. I T16015476. I J5 .. I 1 /15/19 157 . 1T160154341 E3'' 11/15/19 .1100 IT16015477 1:J6 11/15/19. 158 I T16015435 I E4 1.1 /15/19 1101 I T16015478 I J7 • : ..1 1 /15/19 ' 159 1 T16015436 I E5 1 1 /15/19 1102 I T16015479 I J8 1 1 %15/19 160 1 Ti6015437 I E6 1:1115/19 1103 I T1'6015480 I A 11/15/19 161 :. J T16015438 J EJ5: .: 11/15/19 . I :104 1 T16015481 ' 1 K1. 1 1 /15/19. ] 162. I T16015439 I EJ5A . 11/15/19: 1105 :I T16015482 1 K2 .. 11/15/19 163 I T16015440 I EJ6 -1 1 /15/19 1106 IT! 6016483 1 K3 1.1 /15/19 164 1T16015441:1 EJ7 11/15/19 1107 1T16015484 1 K4 1/15/19 165 I T16015442 I EJ7A I 1 /15/19 . I:108 I T16015485 I K5: 11/15/19 166.... IT16015443I EJ7B....;. 11/15/19 I109..IT16015486I K6 1 1/15/19 : 167 1T160154441 EJ7C 11/15/10 1110 IT16015487I L1 1 1/15/10 J 168 I T.16015445 I ERD .1.1/15/19 1111 I T16015488 I L1 GE J 1 /1.5/19 169 ...IT16015446 L.EJ7E :.. 11/15/1.9 1112. 1T16015489.1 L2 11/15/19 170 : I T16015447 I.EJ7P _ 11/15/1.9.' I113 J T16015490.I: M1 . 11/15/19 . 171 I T.16015448 I EJ7S '- 1 1 /15/19 11 f 4 I T16015491 I M2 ...... .....11/15/19 172 IT16015449 I EJ9 11/15/19 1115 IT16015492I M2G 11/15/19 173 . I T16015450 I.EJ17 - 11/15/1.9 .1116 . I T16015493.1 M3 11/15/19. -� 174 I T16015451 I EJ 18 11/15/19 : 1117 :I T16015494 I: M4 11/15/19 I75 f T16015-45�EJ1 ..: rt60154951 dt5:.:: 117t5 KJ 176 I T16015453 I EJ20 1 1 /15/19 1119 I T16015496 I M6 .11/15/19 177 1 T1 6015454 I FG 1 1:1115/19 1120 1 T1.601.5497 I M7 11/15/19 RE 506847 -Daniel Marin Site Information: - Customer Info: Daniel Marin Project Name: Bartel Residence Model: .. Lot/Block: .. Subdivision: .. Address: 169 Berger Rd., .. City: Ft. Pierce State: FL No. Seal# Truss Name_ Date 121: T16015498 M8. 1/15/19. 1122 ; I T16015499 1 M9: �.� 1 1 /15/19 1 123 1 T16015500 1 M10 1 1 /15/19 1 1 124 1 T1 6015501 1 M13-.1.1/15/19 1125... IT16015502 I.MG1 1 1/15/19 1126 1 T16015503 J-MG2 .. 1 1/15/1.9 1127 I T.16015504 1 MG3 1.1 /15/19 1128 I T16015505 I N 1 j 1 /15119 1.129. I T-16015506 1.PEO. - 1--1/15/1.9 . [ 130 . 1 T16015507 1 R 1. 1 1 /15/19 - 1131 i I T16015508 1 R2 :..: 1 1 /15/19 1 132 1 T16015509 1 R3 1 1./15/19 1 133 1 T16015510. 1 R4 1 ;1 /15/19 134 J T16015511 J R5 : 1 1 /15/19 . 1 1.35 _.1_T16015512 1 R6_ /15/19 . 1136 I T16015513 I T4 f 1 /15/19 J 1 137 I T160,1551.4. 1 V1 1 1./15/19 Job Truss Truss Type Qty Ply Daniel Merin • T16015378 506847 At HIP GIRDER 1 1 Job Reference (optional) I iuueus Lurnuer Uurnpany, raim tray, rL - 3zaua, 8.24U S uec 6 2ul b MI I eK Industries, Inc. Mon Jan 14 13:48:13 2019 Page 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-lm7LKFGWoxONU7W TbPuian5Vw4HO4aUXXGThVJzvQMO 2-4-0 9-0-0 14-4-9 19-7-7 25-0-0 31-B-O 34-0-0 6-8-0 ,. '. 5-4.9 5.2-13 5-4-9 6-8-0 2-4-0 Sx8 2x4 II 3x10 = 5x6 = Scale =' 1:57.3 a 8 I4 0 Ca Lit 3u 31 3'L 33 34 - 3x4 =NOP2X STP= NOP2X STP=' 5x12 —_ 5x6 = 6x8 = NOP2X STP-3x4 — 2x4 11 6x6 = 3x6 11 THIS TRUSS IS NOT SYMMETRIC: PROPER ORIENTATION IS ESSENTIAL. Plate Offsets (X,Y)-- [1:0-1-14,0-0-21, [11:0-3-0,0-3-01; [12:0-3-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 30.0 Plate Grip IDOL- 1.25 TC0.56 _ Vert(LL) ' -0.13 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC: 0.92 Vert(CT) -0.25 10-11 >999 240 BCLL . 0.0:*. Rep Stress lncr..:. NO WB .0.99 Horz(CT) 0.04 9 n/a n/a BCDL. 10.0 Code FBC2017/TP12014,. .' Matrix -MS Wind(LL) 0.14 11 >999 240 Weight: 186lb FT=20%o LUMBER- BRACING - TOP CHORD. 2x4 SP SS *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins, except 3-6: 2x6 SP No.2 2-0-0 oc purlins (3-11-2 max.):3-6. BOT CHORD - 2z4 SP No.2 - BOT CHORD Rigid ceiling directly applied or-5-1-10 oc bracing. WEBS 2x4 SP No.2 . WEBS 1 Row at midpt 3-12, 5-12 REACTIONS.- (lb/size)- 14=-139/0-8-0; 13=3857/0-8-0,-9=2143/0-8-0--- Max Harz 14=-119(LC 23) Max Uplift 14=-76B(LC 25), 13=r1.715(LC 8), 9=-945(LC 8) . . Max Grav 14=379(LC 16), 13=3857(LC 1), 9=2144(LC 18) -- - .- FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-535/1533, 3-4=-1813/840; 4-5=-1808/837, 5-6=-2668/1420, 6-7= 3011/1476' . BOT CHORD 13-14=-268/150, 12-13=-1200/553, 11-12— 1255/3088, 10-11=-1255/3088 WEBS 2-14=-483/592, 2-13=-1320/669, 3-13=-3464/1559, 3r12=-1456/3677, 4-12=-986/560, 5-12=-1581/754, 5-11=0/414, 5-10=-621/69, 6-10=-91/426, 7-10=-1198/2527, 7-9=-2042/1028 NOTES- 1) Unbalanced roof live loads have been considered for this design. ��I I IIIJ I I I�,I� 2) Wind: ASCE 7-10; Vult=160mph,(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ff; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left right left Lumber DOL=1.60 `,�� X_ � . L� I� and exposed ; porch exposed; plate 1 ... grip DOL=1.60 V' F••••• 3) Provide adequate drainage to prevent water ponding. �� 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * ``� No 348:69 �. •: 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0.tall by 2-0-0 wide will .fit between the bottom chord and any other members. 7) :Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) � r � X X' 14=768, 13=1715, 9=945. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �00 ,• •-� 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 277 lb down and 356 lb up at •. O.P •�`�,,� 9=0-0, 183 lb down and.181 lb up at 11-0-12, 183 lb down and 181 lb up at 13-0-12, 183 lb down and 181 lb up at 15-0-12, 183 lb 17-0-0,183 lb down and lb at lb down and 181 20-11-4, and n down and 822b11P4,tand �181 lb up atown 25 0 0 ni-4,183 and 342 lbB1 298 lb downup atp t p chord, and 75 lb downbatpl it 0 12, 75 Ib dowatb. 13-0-12n75 lb down at 15-0-12, 75 lb down at 17-0-0, 75 lb down at 18-11-4, 75.1b. down at 20-11-4, and 75 lb down at 22-11-4, and 233 lb down and 344 lb up at 24-11-4 on bottom chord. The design/selection of such connection devices ;is the .esponsibili y of others. ; - :. Julius Lee PE No.34869 10) In the LOAD CASE(S) section, loads applied to the face of of the truss are noted as front (F) or back (B). MITek•USA, .Inc. FL Cert 6634 6904 Parke East Blvdi Tampa FL 3361,Q Date:- January 15,2019 0 WARNING - Verify design parameters and READ NOTES ON:THIS AND INCLUDED MITEK REFERANCE PAGE.MII-7473 rev. 1010312015 BEFORE USE. * ' Design valid for use only With MiTek®'connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the —_tabriEaaQo storage-felivery,_erectionsmri hrnriagmLtrusses and.trusssysfas,aeANSIQ211_GualHy_Cdtorla,-OSB-89-and-6CSLBuOdIng Componont' __ 6993 Pa ke Ease Blvd Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 yp Qt y Ply Daniel Main � T16015378 506847 Al HIP GIRDER 1 1 - Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Jan 14 13:48:13 2019' Page;2 ID:hGpOGRSN4PNafg4Opy?z LyCPto-Im7LKFGwoxONU7WTbPuidn5Vw4HO4aUXxGThVJzvOMO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) = Vert: 1-3=-90, 3-690, 6-8=-90, 15-18=-20 Concentrated Loads (lb) Vert: 3=-205(B) 6=-228(B) 10=-233(B) 21=-160(B) 22=-160(B) 23=-160(B) 24=-160(B) 25=-160(B) 26— 160(B) 27=-160(B) 28=-48(B) 29=-48(B) 30=-48(B) 31=-48(B) 32= 48(B) 33=-48(B) 34==48(B) Job Truss � Truss Type ®WARNING - Verify design parameters and READ NOTES ON -THIS AND INCLUDED M?EK REFERANCE PAGE'M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a,truss system. Before use; the bullding designer must verify the applicability of design parameters and properly Incorporate This design Into The overall - �p T building design, Bracing Indicated Is to, prevent buckling of Individual Truss web and/or chord members only. Additional Temporary and permanent bracing I Vl� lP.k! Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the, . _ b11ONLoD;_5iorage liy erection and hracJng of,fs,«ec and tract cy�g SP.PAdgVpp_pualllKCdteda, DSB-89"and.BCSLBu9dIngLOmponent.' Ast Blvd Safoty Infomrafbnavailablefram Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 • Job q Truss Truss Type Qty Ply Daniel Marin T16015379 506847 A2 HIP 1 1 Job Reference (optional) cua �uiuuei vui uPany, rams ony, Oc.7U0, 0.44U 5 UBa O eU 16 WII I eK IrMUSIrieS, Ir1C. • Mon Jan 14 io:46: 14 zU 1 u rage 1 ID:hGpOGRSN4PNafg4Opy?zhLj CPlo-DzhjXbGYZF9E6H5f96dx9_edwUhtp5ygAwDE1 mzvQM? 2-4-0 9-0-0 11-0-0 16-10-4 23-0-0 27-4-0 31-8-0 '34-0-0 2-4-0 6-8-0 2-0-0 6-1-12 4-4-0 4-4-0 2-4-0 Scale = 1:57.3 5x6 = 2x4 11 4x8 = .. - A oa 5 OA A 9 I� 0 3x4 = NOP2X STP = NOP2X STP 5x8 _, 3x4 = :NOP2X STP =3x4 2x4 11 6x8 = 4x4 = v z-U-U U-4+U b-6-U " " I U-4 b-1-1'L .:6-6-U ' U-4-U •L-U-U. ' Plate Offsets (X,Y)-- [1:0-1-14,0-0-21,[4:0-3-0,0-2-41,[6:0-5-4,0-2-01,[12:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ud - PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25_ TC 0.73 Vert(LL) -0.12 10-11 :I/defl . >999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC0.69 Vert(CT) -0.26 10-11 >999 _360 240 BCLL 0.0 ". Rep Stress Incr.... YES WB 0.72; , Horz(CT) 0.03 10 n/a n/A BCDL. 10.0 Code .FBC2017/TP12014, : Matrix -MS Wind(LL) 0.12 13-14. . >674 240 Weight: 177 lb FT = 20 LUMBER- "" 'BRACING- TOP CHORD 2x4"SP No.2 TOP CHORD : Structural wood sheathing directly applied or 4-7-14 oc purlins, BOT CHORD 2x4 SP No.2 except WEBS 2z4 SP No.2. _.-..... - .__. - -- - - ""-2-0-0 oc purlins (4-8-2 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0. oc bracing. REACTIONS. (lb/size) 14=309/0-8-0, 13=2027/0-8-0, 10=1404/0-8-0 Max Horz 14=146(LC-11)- -- - - - - - ., - — --- - - - - --- __ -: — - - -- Max Uplift 14= 325(LC 12), 13=-733(LC 12), 10=-423(LC 12) Max Grav 14=367(LC 21),.13=2027(LC 1), 10=1408(LC 22) .... " FORCES (Ib) - Max Comb /Max Ten - All forces 260 (Ib) or'less exce t when shown " • • P TOP CHORD 2-3=-199/687, 3-4- 65/585, 4-5=-1100/568,.5-6=-1100/568, 6-7=-1421/621, 8-9=-336/87 BOT CHORD 13-14=-275/109, 11-12=-338/1245, 10-11= 478/1314, 9-10=-30/320 WEBS .2-14=-317/170, 2-13=-540/378, 3-13=-493/415, 4-13=-1429/546, 4-12=-528/1391, 5-12=-630/388, 6-11=0/283, 7-1 0=-1 605/891, 8-10=-336/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10.; Vult=160mph (3-second gust) Vasd=124mph; T.CDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft;'Cat.. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 15-2-15, Interjor(1) 15-2715 to 23-0-0, Exterior(2) 23-0-0 to 27-5-1, Interior(l) 27-5-1 to 3470-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide Will fit between the botfonchord and any other members. 7) Provide mechanical connection (by others) of truss to.bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 14=325, 13=733; 10=423. 8) Graphical puriin representation does;not depict the size or the orientation of the purlin along the top and/or bottom chord. w1.1US� J F , N 348,69 p R I�;.• �� N AL����, MITekUSA, Inc. FL Cert;6634 6904 Parke East Blvdi Tampa FL 33610. Date:. January 15,2019 A WARNING - Verify design parameters and READ NOTES ON:THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03I2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design, Bracing indicated is to, prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek' Is always required for stability and to prevent.collopse with possible personal injury and property damage. For general guidance regarding the abricationtorage. deliery erection aodbroclog of trucspc and to lcLSystemsseeANSV.Ml-CUOIRCdtoda,DSa-89 and ACSLBuBdtng.Componen .6904 2adie Safety Infomratlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015380 506847 A3 HIP 1 1 Job Reference (optional) r ruuaua uuniNdny, rail [I Day, rr_ - azauo, 8.Z4U S UeC 6 ZU1 d MI I eK maustrles, Inc. Man Jan 14 13:48:15 2U19 vage 1 I D:hGpOGRSN4PNafg4Opy?zhLyCP lo-h9E5lwHAKZH5kRgrgxAiCAmRu3uYcjgPayoZCZVQM_ 9-0-0 300 21-0-0 200 3-1-0 34-0-0-4-0 422-4-0 00 18 2-4-0 0 3x4 - NOP2X STP = 2x4 11 4x6 — Scale = 1:57.3 7 N 8 I7 0 NOP2X STP= 5x6 = 5x8 = 4x4 = NOP2X STP=3x4 = 4x4 = 2x4 11 10-V-V 1 e r-U-U LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc) I/defl Ud - PLATES . GRIP TCLL 300 :. Plate Grip DOL' 1.25 TIC0.88 Vert(LL) -0.10 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.22 11-12 >999 240 BCLL 0.0. _` Rep Stress Incr. YES WB .0:50 Horz(CT) 0.02 . 9 n/a n/a .. BCDL. 10.0 .-,.Code F.BC2017/TP12014. Matrix -MS ;Wind(LL) 0.10 13714 ;:>789 240 Weight: 181 lb FT=20%o LUMBER- BRACING- ... TOP CHORD. 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-13. oc purlins, 4-5: 2x4 SP SS except BOT CHORD 2z4 SP' No.2 _ 2-0-0 oc purlins (2-840 WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13 8-7-3oc-bracing:-.10-1-1: - — — - - - REACTIONS. (Ib/size) 14=454/0-8-0,'13=1832/0-8-0, 9=1454/0-8=0 Max Horz 14=-172(LC 10) "Max -Uplift 14= 376(LC 12), 13=-660(LC 12); 9=-440(LC 12) --=- Max Gray 14=514(LC 21), 13=1832(LC 1); 9=1454(LC 1) FORCES._ (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-56/429, 3-4=-703/377, 4-5=-1184/653, 5-6=-1355/648, 6-7=-1692/658, BOT CHORD 13-14=-264/169, 12-13=-374/213, 11-12=-71/621, 10-11=-464/1450 WEBS 2-14— 444/275, 2-13=-339/221, 3-13=71672/685, 3-12=-357/1200, 4-12=-705/379, 4-11=-325/762, 6-11=-376/201, 7-10=-590/1348, 7-9= 1352/771 NOTES= 1) Unbalanced roof live loads have been considered for this design. ,\�\/1.1Ill 2) .Wind: ASCE 7-10;'VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 13-0-0, Exterior(2) FF (directional) and to 13-0-0 to �,� .�� ... • 17-2-15, Intedor(1)` 17-2-15 to 21-0-0, Exterior(2) 21-0-0 to 25-0-0, Interior(1) 25-0-0 to 34-0-0 zone; cantilever left and right exposed �� G E N �i SF••••• porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60•••V� 3) Provide adequate drainage to prevent water ponding. N'O 3.4869 •� 4) All plates are MT20 plates unless otherwise indicated. . + 5) :This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any.other live loads. '* 6) * This truss has been'designed for a live load of 20.6psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=376, 13=660; 9=440, j: �; • �(/ �� ••;C� 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Q Q',•°��,�� �,��S,01NA► E^�C �• 11. Julius Lee PE No.34869 MITek?USA, Inc. FL Cert6634 69D4 Parke Ent'BI4 Tampa FL 33614 Date:• .,' . January15,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not atruss system. Before use: the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated 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 and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the. fabricotioo storaae_dellvery. erection and bracing of trusses and .tnlsssystemsseeANSV1FIl-Quollty-Crffoda, DS&89-and 1111CS4Bulldinp.Compon®nt---:_ ._ _ Safety Informationovalloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. .. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin ♦ T16015381 506847 A4 HIP 1 1 Job Reference (optional) I rbbetts Lumber Company, Palm teay, I-L - 32905, 8.240 s Dec 6 2018 MI I ek industries, Inc. Mon Jan 14 13:48:16 2019 Page 1 ID:hGpOGRSN4PNafg4bpy?2F LyCPlo-ALoUyGIp5sPyLbF2HXSPFPjyW IPoH2DzeEiL5ezvQLz 2-4-0 9-0-0 15-0-0 19-0-0 25-0-0 31-8.0 34-0-0 2-42 0 6-8-0 6-0-0 4-0-0 6-0-0 6-8-0 2-4-0 Scale = 1:57.3 4x8 — 4x6 = 4 n m 8 I� 6 14 13 12 11 10 9 3x4 =• NOP2X STP= NOP2X STP= 5x6 = 5x8 = 4x4 = NOP2X STP=3x4 = 2x4 11 4x4 = 2x4 11 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.79 TCDL 15.0 Lumber DOL 1.25 BC 0.47 BCLL 0.0..'. Rep Stress Incr .. YES WB 0.55 BCDL- 10.0 Code FBC2017/fPI2014 Matrix -MS LUMBER - TOP CHORD. 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS . 2x4 SP No.2 DEFL, in (lop) ' .Udefl' Ud PLATES, GRIP Vert(LL) 0111 13-14 >748 240 MT20 244/190 Vert(CT)-0.1210-11 >999 240 Horz(CT) 0.02. 9 n/a n/a Weight: 186 lb. FT = 20% 'BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except - • 2-0-0 oc purlins (5-9-3 max.): 4-5. , BOT CHORD Rigid ceiling directly applied or 6-0-0, cc bracing. REACTIONS. (lb/size) 14=442/0-8-0, 13=1848/0-8-0, 9=1450/0-8-0 - -- -Max Horz-14==198(LC 10) - - — — ------ Max Uplift 14=-366(LC 12), 13==673(LC 12), 9=-437(LC.12) Max Grav 14=515(LC 21),.13=1848(LC 1), 9=1450(LC l) FORCES. (lb) -Max. C,orrlp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 72/421, 3-4=-887/448, 4-5=-971/600, 5-6=-1171/568, 6-7— 1718/647 BOT CHORD 13-14=-310/163, 12-13=-361/218, 11-12=-102/706, 10-11=-461/1482 WEBS 2-14=-442/240, 2-13=-283/'211, 3-13=-1661/734, 3-12=-347/1161, 4-12=-534/288, .4-11=-258/563, 6-11=-615/292, 7-10=-613/1430, 7-9=-1346/748 NOTES- 1) Unbalanced roof live loads 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=15ft; B=45ft; L=24ft; eave=9ft;'Cat. II; Exp'C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to members ,,��11�1��/I��I 23-2-15, Interior(1) 23-2-15 to 34-0-0 zone; cantilever left and right exposed ; porch left exposed;C-C for and forces & MWFRS for dumber DOL=1.60 DOL=1.60 ,��. reactions shown; plate grip E N •�••: �� 3) Provide adequate drainage to prevent water ponding. G V` SF ••.• ��� 4) All plates are MT20 plates unless otherwise indicated. o�, ,�• 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ft b 869 i. •� 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all' areas where a rectangle 3-6-0 tall by 2-0-0 wide * will fit between the bottom chord and any other members. 7� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=1b) 14=366, 13=673, 9=437. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.. • �NA„���.• Julius Lee PE No.34869 MITek;USA, Inc. FL Cert 6634 6904 PaPke East'Blvd: Tampa FL 33610 Date: January 15,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. t e/03/2015 BEFORE USE. " Design valid for use only with V iTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Brocing indicated is to, prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the cation: storage delivery erection and hrnrbg otlrusses-aodlruss.systems-seeANSUtP.ILQuaIBy-Cdtada,.DSB-84-and-BCSLBuUding-Component a$LBtVd --- — Saloty Inlomratlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss „ Truss Type City Ply Daniel Marin 1 T16015382 506847 A5 COMMON 5 1 Job Reference (optional) --p-ly, , a,,,. —y, � � - ��� , 0.44a s VBa 0 4U 10 IVII I UK Inuusules, Inc. rvion Jan 14 I J:4t5: 1 o ZU l e rage l ID:hGpOG RSN4PNafg4Opy?zhLyCP lo-ALoUyG Ip5sPyLbF2HXSPFPjOrI M?H4EzeEi L5ezvQLz 2-4-0 9.0-0 17-0.0 25-0.0 31-6.0 2-4,0 6-8-0 8-0-0 : B-0-0 6.8-0 Scale = 1:55.1 46 11 5.00 FIT 4 11 10 9 8 7 N01`2X STP = NOP2X STP = 5x8 — 4x4 — 3x6 II 3x4 = 2x4 11 4x4 — 2-0-0 2i410 9-0.0 17-0-0 25-0.0 31-8.0 '' 22 0.0 0140 6-8-0 8-0.0 8-0-0 6-8-0 Plate Offsets (X,Y)-- [3:0-4-0,Edge], [9:0-4-0,0-3-0] LOADING (pst) SPACING- 2-0=0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 30'.0 Plate Grip DOL' 1.25 TC 0.51 Vert(LL) 0.12 10-11 >685 240 MT20 244/190 TCDL 15:0 Lumber DOL 1.25 BC0.65 Vert(CT) -0.17 8-9 >999 240 BCLL 0.0.:*. Rep Stress Incr.YES WB .0.421. Horz(CT) . 0.02' 7 n/a n/a BCDL. 10.0 ..Code FBC2017/TP12014 Matrix -MS - Weight: 166 lb FT = 20%: LUMBER- _ _ BRACING- TOP CHORD. 2x4 SP SS TOP CHORD Structural wood sheathing directly applied or 4-8-3.oc purlins, BOT CHORb' 2x4 SP No.2 except end verticals. WEBS -2z4 SP.No.2 - - BOT CHORD J Rigid ceiling directly applied of 6-0-0 oc bracing. WEBS 1 Raw at micipt 5-9 REACTIONS. (lb/size) 11=478/0-8-0, 10=1807/0-8=0, 7=1182/0-4-0 - — - — ;-Max Horz-11=211(L-C-11):- Max Uplift 11=-365(LC 12), .10==675(LC 12), 7=-354(LC 12) Max:Grav 11=538(LC21), .10=1807(LC 1), 7=1182(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ili) or less except when shown. TOP CHORD 2-3=-48/332, 3-4=-1053/463, 4-5=-1054/467, 5-6=-1793/653, 6-7=-1121/493 BOT CHORD 10-11=-327/137, 8-9=-508/1570 WEBS 2-11=-450/222, 3-10=-1631/694, 3-9=-264/1089, 5-9=-860/407, 6-8=-458/1422 NOTES- 1) Unbalanced roof live, loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=15ft; B=45ft; L=24ft; eave=9ft; Cat.. II; Exp C; Encl.,-GCpi=0.18; MWFRS (directional) and C-C Exterior(2) Q-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Exterior(2) 17-0-0 to 20-0-0, Interior(1) 20-0-0 to 31-6-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; .Lumber DOL=1.60 plate grip DOL=1.60 ,e�(11111I10��� ��. �U S 3) All plates are MT20 plates. unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '* �� SF•�•.� ��� 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� ; V� will fit between the bottom chord and any other members. ;� 3,4869. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) * : 7k .11=365, 10=675, 7=354. • � .. .. -�• �0 Obi. ''. - i ••`� O R `O•� i� C? ....... Julius Lee. PE No.34869 . MITek'USA , Inc. FL Cert 6634 6904 Parke East`BIA Tampa FL 33610 Date:- January 15,2019 0 WARNING -Verify design parameters and READ NOTES ON�THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design, Bracing Indicated 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 and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the .: jgbdQotion'storage-c Ie Nary P_ eLtiocLaacLb1oclog.of-trusses..acid_itusuystemmsseBANSInP]I-Gualfly-Cdteda.DSfi4IMmd-BCSI.BuIldNp-Component ;�04P�rke-EasLBLvsL__ Safely Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Merin r T16015383 506847 A6 'ROOF SPECIAL 1 1 Job Reference (optional) wucuo wu iuci vuuipm iy, rauu oay, r� - oc��a, t3.z4u 5 Uec a zu1 tl MI I eK Inausines, Inc. Man Jan 14 1:l:4tm f zul u rage l I D:hGpOGRSN4PNafg4Opy?zhLyCPlo-eYMs9cJRrAXpzlgEgFzendFCehIDOTn6suRud4zvQLy • 2-4-0 9-0-12 17-0-0 21-10-0 26-0=0 30-4-0 ' 2-4-0 ' 6-8-12 7-11-4 4-10-0 4-2.0 4-4-0 0 5x8 = 5.00 r12 4 16 15 14 13 11 NOP2X STP= NOP2X STP= 5x8 = 2x4 II 3x4 I 5x6 II 3x4 = 2x4 11 4x4 = 17 Scale=1:56.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES : GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.08 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.'18 . 8-9 >999 240' BCLL 0.0. ' Rep Stress [nor.. YES WB 0.66 Horz(CT) 0.05 17 n/a n/a BCDL. 10.0 ;Code FBC2017/fP]2014•. .; Matrix -MS ;Wind(LL) 0.12.15-16 •>648 240 Weight: 188lb FT=20% LUMBER- BRACING TOP CHORD 2x4 SP SS 'Except' TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins, 4-5,5-7: 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-7-8 max.): 5-7. BOT CHORD 2x4 SP No.P BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP N6.2 *Except* 10-0-0 oc bracing: 10-11 7-17: 2x6 SP No.2 9-1-6 oc bracing: 8-9. REACTIONS_ . (lb/size) 16=436/0-8-0, 15=1796/0-8-0, 17=1088/0-3-8 Max Horz 16=272(LC 12) Max Uplift 16=-31.6(LC 12), 15=-689(LC 12), 17=.-340(LC 12) Max Grsv 16=513(LC 21), 15=1796(LC 1), 17=1088(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten-.- All forces 250 (lb) or less except when "shown. TOP CHORD 2-3=-168/414, 3-4=-917/357, 4-5= 1732/685, 5-6=-1465/536, 8-17=-1088/420 BOT CHORD 15-16= 328/88, 14-15=-280/0,.9-12= 333/1045, 8-9=-413/1000 WEBS 2-16=-430/160, 2-15=-249/285, 3-15=-1601f706, 3-14= 269/1032, 4-14=-534/283, 12-14=-211/740, 12-13=0/257, 5-12= 994/485, 6-12=-171/636, 4-12=-454/1226, 6-8=-1284/546 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second Vasd=124mph; TCDL=4.2psf; BCDL=6.00sf; h=15ft; B=45ft; L=24ft; Cat.♦♦ ♦♦♦� pus JV1',.... `�F gust) eave=9ft; II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Exterar(2) 17-0-0 to ,�� • \ ; E N S F•••. 20-0-0, Interior(1) 20-0-0 to 30-1-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & `� ••• V �� MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 34869 3) Provide adequate drainage to prevent water ponding. = •: 4) All plates are MT20 plates unless otherwise indicated. * : 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any'other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on,the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide '0 %• ' will fit between the bottom chord and any other members. y, f3 % 44/ 4 7) Bearing atjoint(s) 17 considers parallel to grain value using ANSI/TPl mangle to grain formula. Building designer should verify op�.Q •; �(/ .� capacity of bearing surface. ,X. .• Q.N�.,�� R .8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) �j`. ; . • `� .`♦� 16=316, 15=689, 17=340. ��I�O�N A' 9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. '; �♦♦♦ VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL I OADS IMPOSED-BV Rl IPP_ORTS (BFA IR NGS)_ Julius Lee PE No.34869 . MITek.USA, Inc. FL Cert 6634 6904 Parke East Blvd: Tampa FL 33610 Date:, January 15,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. f 0/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a; truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Isla. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the vew—e[ecfmscrod-braclog-ofJcusses-OdAw systemc ceeANSWMLGuoIIt/-Cd tsda,ASB-89 and.BCSLBuBd1ng Component— Safety Informatlona.vollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MOW: 694 L2adce-EasL@tvd, Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015384 506847 A7 ROOF SPECIAL 1 1 Job Reference (optional) 0 0.411a s JUG 0 Za 10 IVII I OK rnousines, Inc. man Jan 14 io:40a a ZUI y rage l I D:hGpOGRSN4PNafg4Opy?zhLyCPlo-awUcalKhNnnW D2zdyg?6s2LUxVQN U PGPKCw?izzvQLw 7-0-0 11-8-0 17-0.0 19-10-0 23-8.13 2 - -5 29.8-0 3 -4.0 2-4,0 4-8-0 4-8.0 5-4-0 2-10-0 3-10-13 0-3-8 5-7-10 8- 5.00 12 4x6 = 23 5 Scale = 1:56.3 M v N I9 NOP2XSTP= 5x6= NOP2XSTP= 08= 2x4 II 5x6 II 3x4 = 2x4 11 6x8 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 19-10-0 - 23-8-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Lid TCLL 30.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.12 13-14 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.54' Verl(CT) -0.21 13-14 >999 240 BCLL 0.0..' Rep Stress [nor.,: YES W B .0.63 Horz(CT) 0.02 17 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.03 ' 12 >999 240 LUMBER- ' . ... :' TOP CHORD 2x4'SP No.2 *Except* 6-8: 2x6 SP No.2 BOT CHORD 2x4 SP N6.2 WEBS 2x4 SP No.2 *Except* 8-17: 2x6 SP No.2 REACTIONS. (lb/size) 16=603/0-8-0, 14=2085/0-8-0, 17=1018/0-3=8 Max Horz 16=313(LC 12) . Max Uplift 16=-368(LC 33), 14=-899(LC 12), 17=-307(LC 9) Max Grata 16=651(LC 21), 14=2085(LC'1), 17=1024(LC 22) 17 PLATES GRIP MT20 244/190 Weight: 206 lb FT = 20 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-14 oc purlins, _.except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-8. _ BOT CHORD Rigid -ceiling directly applied or 6-0-0 oc bracing. Except: 6-0-0 oc bracing: 10-12 WEBS 1 Row at midpt 5-14 FORCES. (lb) - Max. Comp./Max. Ten: - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-262/165, 3-4=-307/415, 4-5=-177/546, 5-6=-871/311, 6-7=-1054/367, 7-8=-1065/368, 9-17=-1024/358, 8-9=-954/395 BOT CHORD 14-15=-378/166, 13-14=-182/561, 7-10=-573/337 WEBS 2-16=-559/421, 2-15=-226/280, 3-15=-281/126, 3-14=-460/605, 4-14=-552/352, 5-14=-1431/573, 5-13=-269/731, 6-13=-775/380, 10-13=-234/855, 6-10=-212/373, 8-10=-429/1228 NOTES- 1) Unbalanced roof live loads 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=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS-(directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Exterior(2) 17-0-0 to 19-10-0, In1l 19-10-0 to 30-1-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10:0psf. 7) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 16=368, 14=899, 17=307. the size or the orientation of the purlin along the top and/or bottom chord. 16-4-12 on top chord. The design/selection of such connection device(s) U S • :� 34869 i.0 ` •�/� 00 0 .00 ;. �p N A' 6904 Parke East'Bkd: Tampa R. 3361Q Dater January 15,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �* a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the aa_sto=e-dofLvery. erecttaaaodhracleg-oLfrusses-ood buss -systems s PANClrton Q, allty CrBada,.DSB-84 and_BCSIBugdingiComponont' from Truss Plate Institute, 218 N. Street, _ _690A-R8*j . SIL 11ysf:_ Tampa, Saloty Infoanationavollable Lee Suite 312, Alexandria, VA 22314. FL 33610 Job Truss Truss Type Cty Ply Daniel Marin +' T16015384 506847 A7 ROOF SPECIAL 1 1 Job Reference (optional) wvmia Dui n,�i ..u� i �Nai iy, F au a may, �� - JGJV:J, a.Z'ia 5 VBo O zU I a rvrr r eK rnuu5ine5, mu. rvion Jan I4 r J:4tl: r to zu i u rage Z ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-awUcal KhNnnW D2zdyg?6s2LUxVQNU PG PKCw?izzvQLw LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-90, 5-6— 90, 6-8=-90, 12-18=-20, 11-12=-20, 9-10=-20 Concentrated Loads (lb) Vert: 23=-386 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the aa,-storage del YeL,, erection and 6raclog_oLfrussesand to iss systems saaANSVTPI1.Cuallty CrBatla WR-A2 n"CSI BuOdNp Component—_' 4Padce_EasLBl¢dz-_ Soloty Informatbnavailablefram Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin ' T16015385 506847 B1 HIP GIRDER 1 1 Job Reference (optional) r 1uueu5 Lwnuer L,urnpany, raim bay, r-L - S2au0, 6.24U S Uec b zul t1 MI I eK Inaustnes, Inc. Mon Jan 14 13:46:2U 2U19 rage 1 I D:hGpOG RSN4PNafg4Opy?zhLyCP 10-272_oeLJ85vNgCYpW NWLPFtiAvgaDnxZYrgYEPzvQLv 2-4-0 6-0-0 9.0-0 14.4-0 17-4-0 21-1 23.4-0 2-4-0 3-8-0 3-0-0 5-4-0 3-0-0 2-4-0 6x6 = 5x6 = Scale= 1:39.0 JX4 = 3x4 = NOP2X STP = 5x6 3x8 = NOP2X STP = 6x6 = 6x6 2-0-0 4- 9-0-0 14-4-0 21-0-0 2 -4 0 23-4-0 2-0-0 4- 6-8-0 5-4-0 6-8-0 0.4- 2.0-0 Plate Offsets (X,Y)--[1:0-1-14,0-0-21,[4:0-3-0,0-2-91,[11:0-3-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) • I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.33 10-11 >688 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.30 10-11 >757 240 - BCLL 0.0 -' Rep Stress Incr ... NO W B 0:88 Horz(CT) -0.06 9 n/a n/a BCDL. 10.0 Code FBC2017[TP12014.:. Matrix -MS Weight: 121 lb FT = 20 % LUMBER- "' 'BRACING - TOP CHORD. 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, 4-5: 2x6 SP No.2 except _ BOT CHORD 2x4'SP N62 *Except' 2-0-0 oc puriins (4 5 8-11: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 4-2-1 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 12=1950/0-8-0, 9=1952/0-8-0 Max Harz 12=119(LC 7) Max Uplift 12=-1587(LC'8), 9=-1485(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2566/2335, 4-5=-2318/2183, 5-6= 2580/2354 BOT CHORD 11-12=-1714/2050, 10-11=-1944/2288, 9-10=-1740/2055 WEBS 3-11=-540/494, 4-11=-584/477, 5-10=-617/493, 6-10=-528/499, 3-12=-2647/2180, 2-12=-376/240, 6-9=-2647/2100, 7-9=-374/223 NOTES - I) Unbalanced root live loads 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=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS left exposed.; left Lumber DOL=1.60 (directional); cantilever and right porch exposed; plate DOL=1.60 grip 3) Provide adequate drainage to prevent water ponding. ,�� ••:�G E N S+ •• ,%, ` V 's, 4) All plates are MT20 plates unless otherwise indicated. � ; 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3.48.69. •: 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -, * *' will fit between the bottom chord and any other members. : 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) -12=1587, 9=1485. 8) Graphical purlin representation does. not depict the size or the orientation of the purlin along the top and/or bottom chord. i % [C/ Z; • V✓ 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 191 lb down and 232 lb up at 9-0-0, 94 lb down'and 72 lb 11-0-12, 94 lb down 72 lb lb :;:o •; 040 '� • '�' up at and and up at 12-3-4, and 191 down and 232 lb up at 14-4-0 on top . Q'P'•������ ,�j� R •�� chord, and 382 lb down and 580 lb up at 9-0-0, 198 lb down and 224 lb up at 11-0-12, and 198 lb down and 224:Ib up at 12-3-4, •:0 1 . _ �� and 382 lb down and 580 lb up at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of �i�-IO�NA� others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Julius lee PE No.34869 . LOAD CASE(S) Standard. MITek.USA,.Inc. FL Cent 6634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904. PAM East Blvd: Tampa FL 33610. January 15,2019 ,& WARNING -Verily design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PA'GE'MX7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters.shown, and is for an Individual building component, not �� o truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated 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 and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the abiicationLstaiage. deliveN erect' a -and biaciog of kussec nd tnusc rystems, seeANSLaPL Quality Worla DSB-BRand-BCSLBuOding-Compononf 299_Parke_EwLBlvd. _ Safety Info) natlonavollobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Morin 7 T16015385 506847 81 HIP GIRDER 1 1 • Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Jan 14 13:48:20 2019 Page 2 ID:hGpOGRSN4P.Nafg4Opy?zhLyCPlo-272_oeLJ85vNgCYpW NW LPFtiAvgaDnxZYrgYEPrvQLv LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-90, 4=5=-90, 5-8— 90, 13-16=-20 Concentrated Loads (lb) Vert: 4=-78(F) 5= 78(F) 11=-184(F) 10=-382(F) 19= 10(F) 20=-10(F) 21=-198(F) 22=-198(F) 23=-198(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. 70/03/2015 BEFORE USE. Design valid for use only With MiTek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not caruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing Indicated Is To, prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the. --Lcbt1G9fl4D sToraae, dellvgry, eLecflon and hrar.Ing of frGwes andJrusssysiP�ANsvmn nuoiBy_Cdfeda,DSB-B9.and.BCSLBuOdtnp.Component —6904 Parke East Blvd: Safety Inlamtatbravclloblefiom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin s T16015386 506847 B2- HIP 1 1 Job Reference (optional) IwoetiS LUmoer Company, ratm bay, FL - JZ9Ub, 1:1 24U S Uec 6 2U1 b MI I eK Inaustnes, Inc. Mon Jan 14 13:48:29 2U19 rage 1 ID:hGpOGRS N4PNafg4Opy?zhLyCPlo-Hr5OhjSy1 s16PbkYXmBSG91 GCXoBgtutdlLX20zvQLm i-4-0 7-0.0 11.0-0 12-4.1 , 14-0 21-0-0 23-4.0 -4-0 4-8-0' 4-0-0 1-4-0 4=0,0 4-8.0 2-4-0 Scale = 1:38.9 4x4 = 4x4 = 4 5 12 V 9 3x4 = 3x4 = NOP2X STP = 5x6 = 3x4 = NOP2X STP = 6x6 = 6x6 = 2-0-0 4- 11-0-0 12-4-0 21-0.0 2 -4 0 23-4.0 2-0=0 4- 8.8-0 1-4-0 8-8-0 0-4- 2-0-0 Plate Offsets (X,Y)-- [1:0-1-1410-0-21, [1 t:0-3=0,0-3-01: LOADING (psf) TCLL 30:0 TCDL 15.0 BCLL .. 0.0. '. BCDL. 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor..:. YES Code FBC2017/TP12014 CSI. TC 0.41 BC 0.70 WB 0.71 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.35 -0.24 0.03 (IOC) 9-10 9-10 9 I/defl >648 >947 n/a Ud 240 240 n/a PLATES GRIP MT20 244/_190 Weight:, 118 lb FT = 20%. LUMBER - TOP CHORD. 2x4 SP No.2 BOT CHORD . 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, except 2-0-0 oc purins (5-9-15 max.): 4-5. BOT CHORD ' Rigid ceiling directly applied or 4-2-$ oc bracing. REACTIONS. (lb/size) 12=1283/0-8-0, 9=1283/0-8=0 - - --Max Horz 12=146(LC 11), Max Uplift 12=-843(LC 12), 9=-742(LC 12) FORCES. (lb)'- Max. Comp./Max. Ten.:__ A1116ices 250 (lb) or less except when shown. TOP CHORD 2-3=-112/252, 3-4=-1161/1401, 4-5=-997/1331, 5-6=4154/1389, 6-7=-170/266 BOT CHORD 11-12=-1148/1139, 10-11=-1047/997, 9-10=-1134/1138 WEBS 3-11=-251/145, 4-11 =-131=-371/215, 392/200, 5-10=-405/208, 3-1276/210, 2-12 6-9=-1371/1189,7-9=-361/208 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7710; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 16-5-1, Interior(1) 16-5-1 to 23-4-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage toprevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in. all areas where a'rectangle 3-6-0 tall by 2-0-0 wide will fit between -the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=843, 9=742. 8) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. ;�` u s LF ��II ,,�l� .... G ENS 3.4869 10, ON .0 AL OWN 6904 Paike EastBlvd: Tampa FL 3361Q Date: - January 15,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. - Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the bricotion,sto-rage deliyeiy erection and bracing ofhusses and tnrsc sydamc McANSVWII-Qualtly-CAtoda,.DSB-B9_and.BCSLBuOdIng.Componenf-- st Blvd Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin y T16015387 506847 B3 COMMON 4 1 Job Reference (optional) O.Z'ia s UBc O Za 10 ml I eK Inausrnes, Inc. Man Jan 14-ra:4miu zul u rage 1 I D:hGpOG RSN4PNafg4Opy?zhLyCPlo-12emu3TboAAzl IJk5TihpMl Rgx53ZK11 sP54agzvQLl 2.4-0 7.0.0 11-8.0 16-4-0 21-0-0 2`0 2-4-0 4-8.0 4.8-0 4.8-0 ' 4-8.0 2-4-0 Scale = 1:40.1 4x4 = 4 10 V 8 3x4 — 3x4 — NOP2X STP = 5x8 = NOP2X STP = 5x6 = 5x6 = 11-8.0 O_d_n 2.0-0 I� a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.34 9-10 >658 240 _PLATES MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC0:85 Vert(CT) -0.24 9-10 >926 246 BCLL 0.0..' Rep Stress Incr. . YES WB .0.72 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight:. 113 lb FT = 20 LUMBER- . ...... . ...... BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly.applied or 4-5-4 oc bracing. WEBS 2x4 SP No.2 ------ - REACTIONS. (lb/size) 10=1283/0-8-0, 8=1283/0-8-0 = — - Max Horz--10= 154(L-C 10)— — - - - — ----- Max Uplift 10=-843(LC 12), 8=-742(LC 12) FORCES. (lb) --'Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-120/257, 3-4-- 1135/1344, 4-5=-1195/1344, 5-6=-156/257 BOT CHORD 9-10=-1091/1146, 8-9— 1091/1146 WEBS 4-9=-765/412, 5-9=-274/170, 3-9= 283/163, 3-1 0=-1 387/1154, 2-10=-365/197, 5-8=-1387/1154, 6-8=-349/197 NOTES- 1) Unbalanced roof live loads 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=15ft; B=45ft; L=24ft; eave=911; Cat. II; Exp C;, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-8-0, Exterior(2) 11-8-0 to 14-8-0, Interior(1) 14-8-0 to 23-4-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All are MT20 unless otherwise indicated. LIIJS Jv FF �I� plates plates ,�� .,.... • • '• �i 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' *1� G E.lu SF •••• ��� 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� ••• V� will fit between'the bottom chord and any other members. $4869 •. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 10=84318=742. Z .� = •. ': 00 P •_� Julius Lee. PE No.34869 . Mrrek,USA, Inc. FL Cert:6634 6904 Parke Eaff fflvd: Tampa FL 33610 Date:. January 15,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not• a:truss system. Before use; the building designer must verify the applicability, of design parameters and properly Incorporate this design Into the overall p p building design, Bracing Indicated is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the obrio.ation'storage dekev erectloRand brocinci of trussPc and tru«wctamsseeANSVTP.I1-Qua1Hy_CtBerla,-DSB-g"nd.BCS1.Bu0ding-Compona 6904-P-a Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Daniel Marin T16015388 506847 B4 COMMON 1 1 Job Reference (optional) ,, may, o.44u s Lieu o eu i c 1vii 1 eK lnuusules, Inc. 1viun uan 14 7 u:4moi Zulu rage 1 I D:hGpOG RSN4PNafg4Opy?zhLyCP to-D EC96PU DYTlpfuuwfBDwMarcCLawlwEA43ge7HzvQLk 2=4-0 7-0.0 11-8-0 15-8-0 21-4-0 2.4.0 4-8-0 4-8-0 4-0-0 5-B-0 Scale=1:38.1 4x4 = 4 3x4 = 11 10 9 8 NOP2X STP = 5x6 = 3x4 I I 2-0-0 2r4-p 7-0-0 4-0-0 Offsets (X.Y)-- f1:0-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.44 _ Vert(L) 0.07 L 7-8 >908 ' MT20 244/190 TCDL 15.0 Lumber DOL ' 1.25 BC 0.30 Vert(CT) -0.04 _240 7-8 >999 240 BCLL 0.0.:: Rep Stress Incr. YES WB 0.14 Horz(CT) -0.00 7 n/a n/a BCDL. 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 114 lb FT = 20%, LUMBER- " "' 'BRACING- •.. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-6 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. _ WEBS 2z4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or6-0-0 oc bracing. 6-7: 2x6 SP- No.2 — .-REACTIONS.---All bearings-14-'0-0=except Ot=length) 7=0-8-0. -- - - --. - - - - - - - - ----- - - - (Ib) - Max Horz 11=189(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) except 11=-259(LC 12), 10=-140(LC 12), 9=-172(LC 12), 8=-241.(LC 12), 7=-190(LC 12) Max Grav All reactions 250 lb or less at joints) except 11=533(LC 21), 10=502(LC 21), 9=530(LC 1), 8=483(LC 22), 8=469(LC 1), 7=299(LC 22) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-320/214 BOT CHORD 1-11=-141/310, 10-11=-234/317 WEBS 2-11=-448/414, 3-10=-438/271, 4-9=-344/160, 5-8=-369/167 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,,t{I11111/tit , 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. ,��. 1��US '' i., ..II;, Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-8-0, Exterior(2) 11-8-0 to����...... FFI� 14-8-0, Interior(1) 14-8-0 to 21-1-4 zone; cantilever left and right exposed ; end vertical right exposed; porch right exposed;C-C for �♦ G E. N' �i members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �� ' ; '•fir` ' SF•'+,• �% 3) All platesareMT20 plates unless otherwise indicated. • • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 348-69 -. .. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * : •: will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 11, 140 lb uplift at joint 10, 172 lb uplift at joint 9, 241 lb uplift at joint 8 and 190 lb uplift at joint 7. • 1 P 1 P 1 P 1 i. • �C/ 40 T ' C? Julius Lee PE No.34869 . MITek;USA, Inc. FL Cert:6634 6904 Pafke East Blvd: Tampa FL 33610, Date: January 15,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03l2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication' storage—delivery_eLection and bracing of trusses and_tLusssystemsseeANSVM..11-Coollly-Cd taft.DS&-89.and.BCSI.Bu9dlny.Componon} ....6904 Parke test Blvd. Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Merin * T16015389 506847 B5 MONOPITCH 1 1 Job Reference (optional) „vacua �uuiuc, --y—y, r all any, ,-� vccua, 0.44a 5 Vda O eU 18 IVII I UK InW1SIDe5, " IVlan Jan 14 1.7:4t1:J r ZU I e rage i ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-D EC96PUDYTIpfuuwfBDwMarcvLU? IyVA43ge7HzvQLk 1-10-8 6-0-0 8 1-10-4-1-8 2x4. 11 5.00 12 3 ADEQUATE SUPPORT wprm nnrr Scale = 1:23.3 NOP2X STP = 3x6 = 6.0-0 6.0-0 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.40 .Vert(LL) 0.20 4-5 240 MT20 .- 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.12 _>335 4-5 >562 240 BCLL .0.0 Rep Stress Incir YES WB 0.66 Horz(CT) 0.00 4 n/a . n/a BCDL . 10.0. Code FBC20171TPI2014 Matrix -MS Weight: 37 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 " " -TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 cc purlins: 1-2. WEBS 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 7-11-9 cc bracing. 3-4: 2x6 SP No.2 REACTIONS. (lb/size) 5=309/Mechanical, 4=309/0-8-0 -- - -- -- -Max-Horz 5=86(LC-12) -- -- -- - - — - -- -- - - . - - - Max Uplift 5=-164(LC 12), 4= 240(LC 12) FORCES. (lb) -Max. Comp./Max. Ten.'- All'forces 250 (lb) or less except when shown. WEBS 2-5=-253/127 NOTES- - _ 1) Wind: ASCE 7-10; Vult=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=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12-to 1-10-8, Interior(1) 1-10-8 to 5-9-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for live load 20.Opsf bottom in 3-6-0 by ��1� l if f" a of on the chord all areas where a rectangle tall 2-0-0 wide will fit between the bottom chord and any other members. ♦�� LXU S F ,� � 6) Refer to girder(s) for truss to truss connections.•'�G `♦♦ ... .. E N 5+ �• �0 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 5 and 240 lb uplift at `� •V F��•.� �� joint 4. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. $4'889 • • � .. ;(vim Jullus Lee PE No.34889 Ill USA, Inc. FL Cert,6634 6904 Paike East Blvd' Tampa FL 33610 Date:. January 15,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'. Is always required for stability and to prevent, collapse with possible personal Injury and property damage. For general guidance regarding the I . ation, stctage delivery, erection and hraciag of pusses and truss.systems-seeANSI/TPILJQuollty-ClBorla,-DSB-8"rxLBCSL8u0dtng.Component' L@lvd_ — —_ Safety Infonnatlonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015390 506847 B6 Flat 1 1 Job Reference (optional) I IUUCIl3 LUIIIUU, l ulll/)dl ly, rdllll Ddy, rL - JLCUD, I' * N ADEQUATE SUPPORT REQUIRED 5.1.0 D.z4U s uec D zui b MI I eK InausmeS, Inc. Mon Jan i4 la:4tl:az zui 9 rage l ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-iQmXJkUrJnQgG2T7Duk9unNkBkwbl PjKJjaBfjzvQLj 2x4 11 1 JA4 — 6 a. o• 6• a. 4 2x4 II 5-1-0 5-1-0 a NOP2X STF = 3x6 = Scale = 1:19.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.03 3-4 >999 360 MT_20" 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT) 0.06' 3 4 >958 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0.. Code FBC2017/.T.PI2014 Matrix -MP Wind(LL) 0.00 . 4 •'•240 Weight:31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD 2-0-0 oc p0rlins: 1-21 except end verticals: BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 `Except 2-3: 2x6 SP No.2 REACTIONS. (lb/size) 4=259/Mechanical, 3=259/0-8-0 - ---- - Max -Uplift 4=-90(LC'-B); 3=-90(LC-8) - - — --- - --- - -- --- - FORCES. (lb) - Max. Comp./Max. Ten.- All forces 250 (lb) or less except when shown. NOTES- 1) ,Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp"C; Encl.; GCpi=0.18; MWFRS _(directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates'unless.otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0-tall by 2-0-0 wide will fit between the bottom chord and any.othermembers. 6) Refer to.girder(s) for truss to truss connections., 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 4 and 90 lb uplift at joint 3. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • cEN& .� • ••;Io` �••••• ,i �,, • 3.4869 • •tu . .mod, ..0 O FI 1 O P..`_ iiil sI 6904 PaW East Blvd: Tampa FL 3361U. Dater _ January15,2019 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mfrEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. �- Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a:truss system. Before use; the building designer must verify the appllcablllty, of design parameters and properly Incorporate this design Into the overall 1, building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITeR• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - - fabrication storage delivery erection and hrarJag_ofLrusses_ancLtwsstysteras-aeeANSUiP"It-Quallty-Cdteda n, 1n-84.and"BCSIBuilding.Componen UA_Eadce-EaSLEhd_.. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Daniel Marin ' T16015391 506847 B7 Fiat 1 1 Job Reference (optional) I IUUCIIJ LUI I IUCI --p-y, rerun oily, rL - OeVUa, tl.z4U s UeC b zUl d MI I eK maustrles, Inc. Man Jan 14 13:48:33 2U19 rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-AdKvW 4VT45YXuC2JmcFOR?wvuBGgmszTYNJIB9zvQLi 5-1-0 5-1-0 aYn = ADEQUATE SUPPORT REQUIRED 2x4 11 2x4 11 NOP2X STP = 3x6 = Scale = 1:24.9 LOADING (psf) SPACING- 2-0-0. CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 _Vert(LL) -0.03 3-4 >999 360 MT_20_ 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.06 3-4 >958 240 BCLL '0.0 Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017LfP12014 Matrix -MP Wind(LL) 0.00 4 "" 240 Weight: 351b. FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 ..... TOP CHORD 2-0-0 ob purlihs: 1-2, except end verticals: BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 `Except' 2-3i 2z6 SP N6.2 - - REACTIONS. (lb/size) 4=259/Mechanical, 3=259/0-8-0 - -Max Uplift4=-90(LG8)-3=-90(L-G8) ---'-- - - --- ____.-_- --.-. -- -- =------: - FORCES.' (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when:shown. NOTES- 1) Wind: ASCE 7-10; Vult=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=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 4-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load. of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other'members. 6) Refer to.girder(s) for truss to truss connections. 7) truss to bearing 90 lb ,Provide mechanical connection (by others) of plate capable of withstanding uplift at joint 4 and 90 lb uplift at joint3. J��•.... II 8) Graphical purlin representationdoes not depict the size or the orientation of the puriin along the top and/or bottom chord.op ,� . e�� ,• \C E N S+ ••. �i -348,69 O P ••`��`` ���,0� • C OR Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Paake East Blvd: Tampa FL 33610. Date: January 15,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11.7473 rev. 10103y2015 BEFORE USE. Design valid for use only with Mliek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the, ga-delLvery ereciion-and bracing -of trusses and frusssystems-seeANSIM-Q, a1B�r Gdtadc ,.DSB.89 and-C BCS1.Bu8dlnpompon6n ' arke-EasLB1Y Safely Informatlanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type City Ply Daniel Marin � T16015392 506847 BB ROOF SPECIAL 1 2 Job Reference (optional) •.- --• • •--• ------ -• •,, ..... ��-„ , - ----- o.- . - o cV 10 rvru ea a IuuJu reS, If rvwn Jan I 4 I 0:4aA3 eu I to rage l I D:hGpOG RSN4PNafg4Opy?zhLyCP to-AdKvW 4VT45YXuC2JmcFOR?wzj862mjJTYNJiB9zvOLi 4-5.8 9-11-10 15-7-8 21-3-6 27-1-0 4-5.8 5.6-2 5=7-14 5-7-14 5-9-10 5x6 = 4x6 = 14 1312 3x6 = 2x4 11 2x4 II 7x8 = 2x4 II 5x6 = Scale = 1:47A 4-5-8 4�9r0 9-11-10 15-7-8 21-3-6 27-1-0 4-5-8 �3-8 5-2-10 5-7-14 5-7-14 5.9-10 Plate Offsets (X,Y)-- [4:0-4-0,0-4-81, [7:Edge,0-3-81, [10:0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30:0 Plate Grip DOL 1.25 TIC 0.38 Vert(LL) -0.48 9-10 >666 360 MT20 244/190 TCDL '15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.89 9-10 >362 240 . BCLL 0.0 Rep Stress Incr.... YES WB 0.62 Horz(CT) 0.38 7 n/a n/a BCDL. 10.0 Code FBC2017/TP12014: Matrix -MS Wind(LL) 0.43 9-10 >745 240 Weight: 366lb FT=20% LUMBER- ...... :BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD 2-0-0 oc purlins (4-1.1-13 max.): 1-6, except end verticals. BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 8-9-11 oc bracing. Except: 10-11,7-10: 2x6SP No.2 10-0-0 oc bracing: 11-13 WEBS 2x4 SP No.2 -----REACTIONS. - (Ib/size) 14=1481/Mechanical,-7=1475/0-4-0-- Max Uplift 14=-441(LC 12); 7=-444(LC 12) FORCES.- (lb) - Max. Comp./Max.-Ten. - All forces 250 (lb) or less except when shown. - - TOP CHORD 1-14— 1393/583, 1-2=-4875/1873, 2-3=-8288/3085, 3-4=-8288/308514-5=-5919/2232, 5-6=-5919/2232, 6-7=-1319/566 BOT CHORD 2-11=-955/467, 10-11=-2074/5486, 9-10=-3266/8752, 879=-3266/8752, 7-8=-209/533 WEBS 1-11=-1921/4992, 2-10=-105112850, 4-8=-2881/1075, 5-8=-455/300, 6-8=-2057/5477, 3-10=-463/286, 4-10=-472/362 NOTES- - 1) 2-ply truss to be connected together with 10d (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0.9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs follows: 2x4: 1 0-9-0 ,,���111111/���, connected as row at oc. 2) All loads are considered equally applied to all except if noted as front back face in the LOAD CASE(S) Ply to ,%%% � jus �: F �j plies, (F) or (B) section. �� . �,.:: •.., � ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Wind: ASCE Vult=160mph �� G E N i -' •�S4$' 3) 7-10; (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 6=45ft; L=27ft; eave=4ft; Cat. ; % 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 26-11-4 zone; cantilever 3.4869 do •• • S left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - _ .• 4) Provide adequate drainage to prevent water ponding. ?t 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas a rectangle 3-6-0 tall by 2-0-0 '>R "0 X04A where wide will fit between the bottom chord and any other members. 7) Refer to for truss to truss ��• 4XI - 0 4([ girder(s) connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 14 and 444 lb uplift y .. 4' �P.•� ��,�� R at joint 7. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ice` ., �. `,%� �� /� N AL �\,%, Julius Lee PE No.34869 . MITek;USA, Inc. FL Celt 6634 6904 Parke East Blvd: Tampa FL 3361 Q Date: January 15,2019 0 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage.-dellveN,-erectiofi-aodJxacing-of tr icr wmd1[uss.systemc caaANcIM11 QualBy CrN®rla,.DS&.89and.BCSLBueding-Componen Safety Infonnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �� MiTek' _ 69DA-Parka-East W _ Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin • T16015393 506847 B9 Roof Special 1 1 Job Reference (optional) I I... I.,II... frilll1pally, ram Day, rt_ - ocauo, t5.Z4U s UeC d ZU1 tf rm I eK Inausines, Inc. Man Jan 14 1 J:4d:J4 ZU19 rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-epuHkQW 5rOgOW MdVKJndzCT?OYUrV4wdm i 3ljbzvQLh 4-5-8 9-11-10 15-7-8 21-3-6 27-1-0 4-5-8 &6-2 A-14 5-7-14 5-9-10 Scale ='1:47.4 3xB = 3x8 = 2x4 II 5x8 = 2x4 II 3x10 = 14 13 12 6x6 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.38 9-10 >850 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BCON Vert(CT) -0.70 9-10 >458 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr, . YES WB 0.98 Horz(CT) 0.34 . 7 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.34 9-10 >951 240 Weight: 153lb FT=20% LUMBER- BRACING- - TOP CHORD 2x4 SP No.2 TOP CHORD 2-0-0 oc purlins (2-2-0 max.): 1-6, except end verticals. BOT CHORD 2x4 SP No.2 *Except* pt' BOT CHORD Rigid ceiling directly.applied or 5-0-5 oc bracing.; Except: 7-10: 2x4 SP SS. - .. - - ----_ - ..-. 10-0-0 oc bracing: 11-13 WEBS 2x4 SP No.2 -REACTIONS. (lb/size)---14=1481/Mechanical; 7=1475/0-4-0- - - - - -- - - -- -- -- - — -- Max Uplift 14=-441(LC 12), 7=-444(LC 12) FORCES.- (lb)'__ Max. Comp./Max. Ten.'- All'forces 250 (lb) or less except -when shown. TOP CHORD 1-14=-1425/596, 1=2= 2691/1032, 2-3='-4591/1707, 3-4=-4591/1707, 4-5=4332/1258, 5-6=-3332/1258, 6-7=-1407/600 BOT CHO_ RD 2-11= 1127/531, 10-11- 1055/2786, 9-10= 1800/4824., 8-9=-180.0/4824 WEBS 1-11=-1137/2963, 2-10=-708/1921, 3-10=-501/299, 4-8=-1586/593, 5-8=-533/328, . 6-8- 1294/3446 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf h=15ft; B=45ft; L=27ft; eave=4ft; Cat., 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 26-11-4 zone; cantilever left and right exposed ;C-C for members .and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent waterponding.JLfjV 3) All are MT20 unless otherwise indicated. $ F I� plates plates 4) This has been designed fora 10.0 bottom live load live loads. ....... • •;�G E N S •• ��� truss psf chord nonconcurrent with any other ' ,�� • V F•••.• �� 5) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �! ; will fit between the bottom chord and any'other members. ; 348.69 6) Refer to girder(s) for truss to truss connections. * 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 14 and 444 lb uplift * at joint 7. 8) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .'10. 'fl • I �J • y -00 i�si,, Julius Lee PE N0.34869 MITek,USA, Inc. FL Cert.6634 6904 Parke Fast Blvd: Tampa FL 33610. Dater January 15,2019 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a:truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ti,nv,oD-sta age, -delivery efefion and hrac og9ihusses-and trllcc <4tems sReANSVW11.Qual dtodci MB�4.and-BCS1Bu0ding-Component-- - 904 Parke Easi6Jvd,-_ Tampa, FL 33610 Safety Inlomlatiorlovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type city Ply Daniel Mad T16015394 506847 B10 Roof Special 1 1 Job Reference (optional) ­Y' , - o.cyu s ueu o cu 10 rvn r ere muusures, mc. rviun uan r 4 ra:vo:z r zu i to rage i ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-WJcN?_MxvPI ESM7?342ayTQmgJ12yEAinVP6mszvQLu 4-5-8 12-2-15 19-7-1 27-1-0 4-5-8 7-9-7 7-4-3 7-5-15 3x8 = 3x6 = 12 11 10 6x6 = 2x4 II LOADING (psf) TOLL 30.0 TCDL 15.0 BCLL 0.0. '. BCDL. 1.0.0 LUMBER - TOP CHORD 2x4 SP SS BOT CHORD 2x4 SP No.2 WEBS 2x4'SP No.E SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL - 1.25 Rep Stress Incr . . YES Code FBC2017/TPI2014 7-5-15 REACTIONS. (lb/size) 12=1481/Mechanical, 6=1475/0-4-0 . 6x6 = 5x10 = 3x4 = Scale: 1/4°=l' CSI. DEFL. in (loc) Ud PLATES. GRIP TC 0.96 Vert(LL) -0.22 7-8 .I/dell >999 360 MT20 244/190 BC - 0:78 Vert(CT) -0.42 7-8 >761 .240 WB' 0.89 Horz(CT) 0.22 6 n/a n/a Matrix -MS Wind(LL) 0.20 7-8 >999 240 Weight: 158lb FT=20 'BRACING - TOP CHORD 2-0-0 oc purlins (2-10-11 max.): 1-5, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-13 oc bracing. Except: 10-0-0 oc bracing: 9-11 WEBS 1 Row at micipt 4-6 - -- - — — Max uplift 12=-441(LC 12); 6=444(LG 12) - --- — --- FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=r1430/592, 1-2=-1947/749, 2-3=-3572/1326, 3-4 3576/1328, 5-6=-296/199 BOT CHORD 2-9=-1173/577; 8-9=-774/2030, 7-8=-1093/2904, 6-7=-1093/2904 ' WEBS 1-9� 902/2341, 2-8=-600/1642, 3-8=-684/402, 4-8=-297/722, 4-7=0/303, 4-6=-3031/1138 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12,.Intedor(1) 3-1-12 to 26-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This has been designed for live 20.Opsf ,`%111.111Bit,�� truss a load of on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,%%� �L1US L� -•...... I� 5) Refer for v�, ENS' •• to girder(s) truss to truss connections. 6) Provide eee ••'�C V' F�•�•� mechanical connection (by others) of truss to bearing plate capable of withstanding 100,Ib uplift at joint(s) except (jt=1b) , e �••' ✓dO 12=441,6=444. 7) Graphical purlin representation does not depict the size or the orientation of the puriin along the top andbottom chord. • No •3.48.69 � -1_ .� •• y � r v` Q �/♦ �•, • /�t 40 �'• � p 10•.•��,�. �. R PNA11,��. ' Julius Lee PE W 34669 . MITek,USA, Inc. FL Cert6634 6904 Pai li East Blvd: Tampa FL 33610 Date:. . January 15,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a:truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the abricatio0,-storage, rlflllY9.. erectio�oad btacing_of trusses and truce rystems, seeANSVWILQuaMy-Cdtada,DSB-69-and-SCS19uBding Componont 68Q4 P-ar to-EasLBlvd. Safety Infonnatlotgvoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Daniel Merin ' T16015395 506847 B11 Roof Special 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc.: Mon Jan 14 13:48:22 2019 Page 1 I D:hGpOG RSN4PNafg4Opy?zhLyCPIo-_VAIDKNZgi954W iCdoZpUgzwFiORhi7rO99fllzvOLt 4-5-8 12-2-15 19.7-1 27-1-0 4.5-8 7-9-7 7-4-3 7-5.15 3x8 = 3x6 = 12 11 10 6x6 = 2x4 11 6x6 = 4x12 = Scale: 1/4°=1' 3x4 = 0 v 0 r6 = 10 0 0 4-5-8 4i9 0 12-2-15 19-7-1 27-1-0 4-5-8 0-3-8 7-5-15 7-4-3 7-5-15 Plate Offsets (X,Y)-- [3:0-3-0,Edge], [5:Edge,0-1-81, [8:0-4-0,0-3-01, [9:0-6-4,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.15 . 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DO 1.25 BC: 0.71 Vert(CT) -0.32 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr _- YES WB .0.78 Horz(CT) 0.17 6 n/a n/a BCDL, 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.14 7-8 >999 240 Weight: 166lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD 2-0-0 oc purlins (2-2-0 max.): 1-5, except end verticals. 1-3: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 6-3-10 oc bracing. Except: BOT CHORD 2x4 SP No.2 ' 10-0-0 oc bracing: 9-11 WEBS 2x4 SP No.2 WEBS 1 Row at midpt 1-12, 4-6 REACTIONS: (lb/size)--- 12=1481/Mechanical,-6=1475/0-4-0 Max Uplift 12=-441(LC 12), 6=-444(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1432/593, 1-2=-1591/612, 2-3- 2774/1029, 3-4=-2776/1030, 5-6=-291/197 BOT CHORD 2-9=-1143/566, 8-9=-630/1651, 7-8=-851/2261, 6-7=-851/2261 WEBS 1-9=-794/2061, 2-8=-453/1244, 3-8=-682/401, 4=8=-238/577, 4-7=0/306, 4-6=-2467/926 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 26-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=441, 6=444. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. OL1US� Lc" �' � F 40 No 34869 �: n':y: 6904. Dater East Blvd' Tampa FL 33610 January 15,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE, Design valid for use only with MITe& connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The __fablLcotica storaoye del6zw ereclloaand bradog of trusses and Trusssystemc caeANSLgRU-Oua1By_Cdtoda, DSB-84-and-BCSI.BuOding Component__.:___ —6904 Parke East Blvd _ --- Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin • T16015396 506847 B12 Hip 1 1 Job Reference (optional) I IUUVILb LUI I IUU1 l Ulllpolly, r-dun Day, rL - Jzauo, u.z4u s UeC 6 2u1 ti MI I eK Inaustnes, Inc. Mon Jan 14 13:46:23 2U19 rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-Sij7QfNCROHyhgHOBV421 uV7Z61pQ8P?FpuDrkzvQLs 1 4-5.8 11-9-9 18-8-7 25-9-0 27-1-0 ' 1-9-6 I 2-6.8 7-4-1 6-10-13 7-0-9 1-4-0' 5.00 F12 4x10 = 3x4 2 3x6 = 2x4 11 6x6 = 2x4 11 Sx6 = 0 3 i6 k7 10 18 5 1&„ 20- 6 7 1 Eil 11 5x8 = 10 9 6xE 5x8 = 3x8 15 14 1312 3x6 II 4x8 = 2x4 11 LOADING (psf) SPACING- 2-0-0 TOLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0, ` Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER- TOP CHORD 2x4 SP N0.2 `Except` 5-6: 2x4 SP SS --BOT CHORD 2x4 SP N6.2 . WEBS 2x4 SP N6.2 CSI. TC 0.87 BC 0.70 W B 0.84 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) BRACING- TOPCHORD BOT CHOFi WEBS -REACTIONS:- (lb/size)---15=1481/Mechanical,-8=1475/0-4-0 - -- - - Max Harz 15=20(LC 11) Max Uplift 15=-438(LC 12), 8=-447(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-383/170, 2-3= 1225/548, 3-4=-2236/901, 4-5=-2238/902, 5-6=-1949/789, 1-15=-1437/601 BOT CHORD 3-11=-1168/578, 10-11— 525/1268, 9-10= 764/1976, 8-9= 181/402 WEBS 2-14=-1529/652, 11-14= 169/430, 2-11=-773/1892, 3-10=-41.6/1141, 4-10=-638/377, 5-10— 170/315,.5-0=-836/465, 6-9=-676/1841, 1-14=-477/1226, 6-8=-1521/741 Scale=1:50.8 in (loc) 1/defl _ L/d ..PLATES. GRIP -0.14 8-9 >999 360 MT20 244/190 -0.30 8-9 >999 240 0.13 8 n/a n/a 0.11 9-10 >999 240 Weight: 197 lb FT = 20 D Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-3-7 max.): 2-6. D Rigid ceilirig directly applied or 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 11-13 1 Row at midpt 2-14, 1-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7710; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=27ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 5-11-15, Interior(1) 5-11-15 to 25-9-0, Exterior(2) 25-9-0 to 26-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 5) . This truss has been designed 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 will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 15=4381 8=447. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 00 348-69 k/s �OR1.� 6904 Parke Fast Blvd' Tampa FL 3361Q Dater January 15,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE'M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a:truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . �,sto[ogeslelivety erection and brgclag of-tru as and truss Systems sPLANSUMI-Quallty-CiffeM..DSB-89_and.BCS19uBdinp.Component_ eEast.Blvd. Safety Informatbnovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin ' T16015397 506647 B13 Roof Special 1 1 Job Reference (optional) i wuoua uui. uu-parry, rau a Day, r" - ocauD, ti.z4u s UeC b zul t5 NII I eK Inausines, mc. Mon Jan 14 1 S:4u:24 2m `J rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-xuHVd?OgCKPpJgsalDbHZ52HXW 4a9eF8TTemNBzvQLr Q-9.010-9-10 16.10-5 19-10-13 23.8-6 29-11-0 -9- 3-8-6 6-4-2 6-0-10 3-0-6' 3-9-11 6-2-6 5.00 12 4x6 16 1514 6x6 = 2x4 11 LOADING (psf) SPACING- 2-0-0 TOLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0. ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 . LUMBER- ' TOP CHORD 2x4 SP No.2 BOT CHORD2x4 SP No.2 WEBS _ 2z4 SP N6.2 Sx6 = 4x6 = Scale = 1:55.6co CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TIC0.92 Vert(LL) ' -0.17 11-12 >999 360 MT20 244/190 BC 0.73 Vert(CT) -0.3211-12 >999 240 WB .0.67 Horz(CT) 0:19 9 n/a n/a Matrix -MS Wind(LL) 0.1511-12 >999 240 Weight: 1981b FT=20% BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 cc purlins (2-2-0 max.): 2-5, 6-7. BOT CHORD Rigid ceiling directly applied or 5-9-1 cc bracing. Except: 10-0-0 cc bracing: 13-15 WEBS 1 Row at midpt 4-13, 1-16 -----REACTIONS: - (lb/size) - 9=1631/0-4-0;-16=1637/Mechanical- -- - -=- - -,-- -==------'- -- - - - --------•-- - - - - Max Harz 16=-71(LC 10) ' Max Uplift 9=-480(LC 12), 16=-499(LC 12) " FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250-(Ib) or less except when shown. TOP CHORD 1-2=-1412/546, 2-3=-1438/559, 3-4=-1482/572, 4-5=-2908/1202, 5-6=-3287/1403, 6-7— 1521/739, 7-8— 1749/727, 1-16= 1578/631, 8-9=-1575/716 BOT CHORD 3-13=-414/286, 12-13= 1047/P798, 11-12= 1047/2798, 10-11=-778/1989 WEBS 1-13=-740/1976, 4-13- 1559/647,.4-12=0/260, 5-11=-1618l785„6-11=-758/1934, .. 6-10=-908/373, 7-10=-29/294, 8-10- 584/1598 NOTES- 1) Unbalanced roof live loads 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=15ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C C Exterior(2) 0-1-12 to 3-9-0, Interior(1) 3-9-0 to 19-10-13, Exterior(2) 19-10-13 to 22-10-13, Interior(1) 22-10 13 to 23 8-8, Exterior(2) 23 8 8 to 26-8-8, Interior(1) 26-8-8 to 29 9-4 zone; cantilever left and right exposed ;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members: 6) Refer to girder(s) for Truss to truss connections. 7) ,Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) kjus 9=480, 16=499. 8) Graphical purlin representation does not•depict the size or the orientation of the purlin along the top arid/ot bottom chord.100 � %GEN&* .� i 3.48.69 '. . Julius Lee PE No.34869 . M1Tek;USA, Inc. FLCert 6634 6904 Parke East Blvd: Tampa R. 33610 Date: January 15,2019 WARNING - Ver!/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGEMIF7473 rev. 10/03/2015 BEFORE USE.Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a Truss system. Before use; the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the agesiel(Yery,_e[ecTlorLoodb[aclog.o+?asses and truss sySlBms..seeANS1/12ILpUN1tg�yr Crlt®rla.-DSB-89and-BCSLBuBdtap-Compon®nt —64o4PadcaFasi9wd _ __ Sal®ty Inlonnatbnavoiloblefiom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin • T16015398 506847 B14 Roof Special 1 1 Job Reference (optional) r ,vvcua Luinuci vvuiHany, rU ..y, rL' JLJVO, 0.44u s Uec 0 eU 10 IVa I eK mausines, Inc. Man Jan 14 1-J:4u:zo zuiV rage 1 I D:hGpOGRSN4PNafg4Opy7zhLyCP lo-P4rtrLPSzdXgxzRmlw6W 6JbW SwMZu5Qli7NJvdzvQLq 9.6.2 14-10-5 21-9-10 26-OT 29-11-0 4-5-8 5-0-10 5.4-2 6-11-6 4-2-6 3-11-0 Scale = 1:60.0 5.00 12 15 14 13 6x6 = 2x4 11 4x6 = 4-5.8 4 9 0 9.6-2 14-10-5 21-9-10 29-11-0 4-5-8 0- -8 4-9-2 5-4-2 6-11-6 8-1-6 Plate Offsets (X,Y)-- [10:0-3-0,0-3-01, [12:0-6-8,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. :DEFL. in (loc) I/defl Ud PLATES GRIP _ TOLL 30.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.23-10-11 . >999 360 MT20 244/190 TCDL ' 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.42 10-11 >855 240 BCLL 0.0 .` Rep Stress ]nor .. YES WE .0.68 Horz(CT) 0.25 8 n/a n/a BCDL• 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.20 10-11 >999 240 Weight: 190lb FT=20% LUMBER- "' BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD 4-5: 2x4 SP SS BOT CHORD 2x4'SP No.2 BOT CHORD WEBS 2x4 SP No.2 WEBS REACTIONS.- (lb/size) 15=1637/Mechanical,-8=1631/0-4-0 -- - -- -- Max Harz 15=-106(LC'10) Max Uplift 15=-492(LC 12), 8= 487(LC 12) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) orless except when shown. TOP CHORD 1-15=-1588/622, 1-2=-1971/718, 2-3— 3244/1194, 3-4— 3244/1194, 4-5=-1838/708, 5-6=-1787/757 BOT CHORD 2-12=-1238/580, 11-12=-702/2006, 10-11=-1364/3729, 9-10=-1368/3724, 8-9=-465/1200 WEBS 1-12=-886/2429, 2-11= 556/1472, 3-11=-481/280, 4-11— 569/229, 4-9=-2365/923, 5-9=-225/792, 6-9=-99/624, 6-8— 1819/719 Structural wood sheathing directly applied or 3-5-4 oc purlins, except end verticals, and 2-0-0 oc puffins (2-8-7 max.): 1-4. Rigid ceiling directly applied or 1-4-12 oc bracing. Except:.. 10-0-0 oc bracing: 12-14 1 Row at micipt 1-15, 4-9, 6-8 - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl.; GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 21-9-10, Exterior(2) 21-9-10 to 24-9-10, Interior(1) 24-9-10 to 29-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=492., 8=487. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .00 X'lU S V. 3.4869 A�f 10 ��T ., O R,0P,'N�,♦ e ....... �C? Jullus Lee PE No.34869 MiTek,USA, Inc. FL Cert,6634 6904 Paflie East Blvd: Tampa R. 33610. Date:, January 15,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mnrEK REFERANCE PAGE MX7473 rev. 101=015 BEFORE USE. _fabrication. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not aJruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ctorogQ deltvecy-era D-ond.brociog ofJrusses and trusssystems.seeANSVIPII-Qualft- of,"SB-89-and BCSI.BulldNp-Comport® Safety Infonnatlonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �- MiTek' 6994Pa[keEasLBlvd__ Tampa, FL 33610 Job Truss Truss Type Oty Ply Daniel Marin • T16015399 506847 B15 Roof Special 1 1 Job Reference (optional) i 1UUer5 �un]Ue] wUlll , rain] May, rL - OeUUD, 4-5-8 1.6-2 12-10-5 4-5-8 47 0-10 4-4-2 15 14 13 6x6 = 2x4 11 tLZ4U s UeC b ZU1 b MI I eK Inausines, Inc. Man Jan 14 1 J:4b:26 Zul 9 rage 1 I D:hGpOGRSN4PNafg4Opy?zhLyCP lo-tGPG2h04kxfXY70zsedlfW 7cD KjtdW XRxn7tR3zvOLr 21-9-10 1 26-0-0 1 29-11-0 , 5.00 12 4x4 = 6 Scale = 1:60.0 4�9r0 12-10-5 21-9-10 29-11-0 4-5-6 0-3-8, 8-1-5 8-11-6 8-1-6 Plate Offsets (X,Y)-- [11:0-3-4,Edge), [12:0-2-12,0-3-4j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) ' - -0.33 10-11 >999 360 MT20 244/190 TCDL 15.0 LumberDOL' 1.25 BC 0.63 Vert(CT) -0.6410-11 >556 240 BCLL 0.0 Rep Stress Incr ... YES WB 0.75 Horz(CT) 0.31 . 9 n/a n/a BGDL, 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.30 10-11 >999 240 Weight: 185lb FT=20% LUMBER- BRACING- . ...... TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 1-4. 11-12: 2x4 SP SS WEBS 2x4SP BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1000 b; 1214 o. WEBS REACTIONS: (lb/size) 15=1637/Mechanical; 9=1631/0-4-0 - - - Max Harz 15=120(LC11) Max:Uplift 15=-484(LC 12), 9= 495(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or'ies6 except when shown.' TOP CHORD 1-1 5=-1 590/641, 1-2= 2415/906, 2-3=-2457/903, 3-4= 4825/1716, 4-5=-5471/1990, 5-6=-1793/737, 6-7=-1785/756 BOT CHORD 2-12=-394/251, 11-12=-1539/3997, 10-11=-1046/2754; 9-10=-472/1209 WEBS 1-12=-1048/2792, 3-12=-1785/711, 3-11=-232/962, 4-11=-2413/945, 5-11=-1042/3075, 5-10=-1639/724, 6-10= 341/957, 7-10=-76/591, 7-9=-1839/731 - oc sang, 1 Row at midpt 5-10, 7-9 NOTES- 1) Unbalanced roof live loads 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=15ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 21-9-.10, Exterior(2) 21-9-10 to 24-9-10, Interior(1).24-9-10 to 29-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 15=484, 9=495. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. SO vLJU S' 34869 .. r 0"0 .tu .Z O R 1 �.Q;�.,�_,�• O N A' l %% MITek.USA, Inc. FL Cert 6634 6904 Parke East Blvd: Tampa FL 33610 Date• January 15,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'MII-7473 rev. 10/03/2015 BEFORE USE. � Design valid for use only with MUM) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to, prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW: Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabricofiojp�storage-delbiefy-.ere.ction-cLncLbfaciag-ofJr ams anti truss -systems. aPe SLaBI Quality-Crtterla,.DSB-89-md.BCSIBuBding-Component _ 6904-Parked sat Blvd: -_ Safety Infonnationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA.22314. - Tampa, FL 33610, Job Truss Truss Type Qty Ply Daniel Marin ' T16015400 506847 B16 HALF HIP 1 1 Job Reference (optional) ,���••� ��,,,��, ^,v... Y, 0.4yU s Uet: O GU 10 IWI I UK Ir1aUbtF1Ub, trio. MUn Jan 14 10;48;41 Zu 1e rage I ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-LTzeG1 QiVFnOAHb9QL8—Bkgr9j3EMxQb9RsQ_VzvQLo 2-4-0 6-8.0 11-0-0 5- 0-0 20.8-0 27-6-0 2-4-0 4-4-0 4-4-0 4-10-0 4.10.0 6-10-0 Scale = 1:46.5 4x4 — 3x4 — 3x4 = 3x4 II 3x4 = NOP2X STP = 5x8 = NOM STP = 3x4 = 3x4 = 6x6 = 2.0-0 11-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ud TOLL 30.0 Plate Grip DOL 1.25 TC0.76 Vert(LL) 0.46 9-10 ,I/defl >475 240 TCDL 15.0 Lumber DOL 1.25 BC' 0.86 Vert(CT) -0.27 9-10 >814 240 BCLL' 0.0 ' Rep Stress Incr .. YES WB 0.84 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017fTP12014.. .. Matrix -MS LUMBER - TOP CHORD 2x4-SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.2 6-10.0 PLATES GRIP MT20 244/190 W eight: 149 lb FT = 20% -BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc puriins, except end verticals, and 2-0-0 oc puriins (5-9-9 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 44-4 oc bracing. REACTIONS. (lb/size) 8=95/Mechanical, 11=1182/0-8-0, 9=1,733/0-8-0 - Max-Horz11=246(LC 12)-- Max Uplift 11=-738(LC 12), 9=-1042(LC 12) Max Grav 8=178(LC 18), 11=1182(LC 1), 9=1733(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-972/1071,, 4-5=-820/1053, 5-6=-348/291, 7-8=-267/180 BOT CHORD 10-11 =-1 179/978, 9-10= 478/481, 8-9= 291/348 WEBS 2-11=-340/211, 3-11=-1243/1021, 5-10=-805/475, 5-9=-1066/1144, 6-9=-815/606, 6-8=-424/390 NOTES- 1) Unbalanced roof live loads 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=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 27-4-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom:chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=738, 9=1042. 9) Graphical purlin representation does not.depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek'USA, Inc. FL Cert'6634 6904 Pafki East'Blvd: Tampa FL 33610. Data:, January 15,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 0I-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �� a,truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated 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 and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - abnccdoo -storage, delLvery erP is ion ond-bmclog-oLtwsses andh is cystemc cPP/ugSIMII QualWCdtoda DSB-44 and-BCSI9UBdtng-Compon©nt-_— 6904 Parke East Blycl,_- Safoty Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrlo, VA 22314. Tampa, FIL 33610 Job Truss Truss Type Qty Ply Daniel Marin ` T16015401 506847 B17 HALF HIP GIRDER 1 1 Job Reference (optional) I IUUeus wmUer wniNdny, mull Day, rL - azaaD, u.z4u s yea 6 ZUl d MI I eK Inausines, Inc. Man Jan 14 13:46 2b 2U79 rage l I D:hGpOG RSN4PNafg4Opy?zhLyCPlo-pfXOTN RKGYvFoR9L_2gDkxD3o7RB5PBkO5c_W yzvQLn 2-4-0 9-0.0 14-9-2 20-8-0 27-6.0 2-4-0 6-8.0 5-9-2 5-10-14 6-10-0 6x6 = 2x4 11 8x10 = Scale = 1:46.4 2x4 11 3x4 = NOP2X STP = 46 = 8x10 = NOP2X STP = 44 = 3x10 II r iaicviiacw tn,,r__ LOADING (psf) I,,v-c-a,cuY�l, Lc.uv-o,cu4�1, SPACING- L�•uv-u,u-c-ar, 2-0-0 r�.u_ _ _ _ul, L�•u-�-u CSI. - -ot, r,. DEFL. _ _ in _ _,ur (loc) 1/defl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.13 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.23 8-9 >953 240 BCLL 0.0. '. Rep Stress Incr .. NO WB 0.80 Horz(CT) -0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.18 8-9 >999 240 Weight 181 lb FT=20% LUMBER- "" BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc puriins, 1-3: 2x4 SP SS BOT CHORD 2x6 SP DSS BOT CHORD WEBS 2x4 SP No.2 WEBS REACTIONS. -(Ib/size)- 7=-146/Mechanical,-11=1915/0-8-0;-8=4120/0-8-0 -- — Max Horz 11=199(LC 25) Max Uplift 7=-243(LC 22), 11=-1412(LC 8), 8=-2596(LC 8) Max Grav 7=431(LC 10), 11=1915(LC 1); 8=4120(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-299/329, 2-3=-2576/1976, 3-4=-2482/1783, 4-5=72478/1781 BOT CHORD 1 -1 1=-317/367, 10-11=-461/367, 9-1 0=-1 85912251, 8-9_ 555/426, 7-8= 543/418 WEBS 2-11— 1760/1228, 2-10=-1454/1912, 3-10=-476/325, 3-9=-90/386, 4-9= 542/275, 5-9= 2583/3558, 5-8=-2853/1936, 5-7=-459/611 except end verticals, and 2-0-0 oc puffins (4-3-2 max.):_ 3_-6. Rigid ceiling directly applied or 5-6-4 oc bracing. 1 Row at midpt 2-10, 5-9 NOTES- 1) Unbalanced roof live loads 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=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of_20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=243, 11=1412, 8=2596. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top 'and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 246 lb up at 9-0-0, 94 lb down and 72 lb up at 11-0-12, and 94 lb down and 72 lb up at 13-0-12, and 101 lb down and 79 lb up at 17-0-12 on top chord, and 405 lb down and 473 lb up at 9-0-0, 198 lb down and 186 lb up at 11-0-12, 198 lb down and 186 lb up at 13-0-12, 206 lb down and 84 lb up at 15-0-12, and 419 lb down and 289 lb up at 17-0-12, and 1360 lb down and 760 lb up at 18-2-12 on bottom chord. The design/selecticin of such' connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads armlied to the face of the truss are noted as front (F) or back (B). ,,llllllll/1��/ pL1U S LFF1. �i���� ♦♦ '� N 34869 • ♦. 40i, x\ • . �,• • . O R 1.O Q`,.'`_,♦ /IIIIlil1 . . . Jullus Lee PE No.34869 6904 PaWe East Blvd. Tampa R. 33610. Date: January 15,2019 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use; the building designer must verify the applicability of design parometers'and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the akfication, storage dellvety erection and bracing of trusses and to isc systems, seeANSVIP.1LQualify Cdtado USB44.and.BCS1 BuOding.Component rke-East-B Safely Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type yp Qty Ply Daniel Marin ` T16015401 506847 B17 - HALF HIP GIRDER 1 1 Job Reference (optional) • •_"-'••"—"•••""•--""'Y`^' •T "• —ri ' � - �+��� +, O.G4V.J UCV o Gv 1 o Iv111 um muub111Cb, mu. 1v1u11 Jat1 14 1 J:4a:Z8 eu 1 `J rage z I D:hGpOGRSN4PNafg4Opy?zhLyCP Io-pfXOTN RKGYvFoR9L_2gDkxD3o7RB5PBkO5c_W yzvQLn LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-6=-96, 1-7= 20 Concentrated Loads (lb) Vert:3=-56(B) 10= 405(B)14=-10(B) 16=-10(B) 17=-20(B)19=-198(B) 20=-198(B) 21=-204(B) 22=-419(B) 23=-1360(B) 0 WARNING - Verify design parameters and READ NOTES ON•THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1WO312015 BEFORE USE. ` Design valid for use only with Mil eke 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 bullding design. Bracing Indicated is To, prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the. . —_-_fabiicafion storage, delivery erectio and trusssystemsseeANSUTPH-Qucddy-CdtoAa,-DSB49 and.BCSI BuI]dtng arnpanent' _6994 EWke East Blvd Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Merin • T16015402 506847 C1 HIP GIRDER 1 2 Job Reference (optional) I iUUCLLS L 11UVI wnipdny, rdnu ody, rL - ocaU0, 6.Z4U 5 Uec b ZU1 b MI I eK Inausines, Inc. moq Jan 14 13:4b:db ZU1 V vage 1 ID:hGpOGRSN4PNafg4Opy7zhLyCPlo-Wa7oaoZcvdAq_zwGZ9rZB2dop9ulROyChfi VsNZVQLd 2=1-8 7-0-0 13-0-10 19-3-0 25-5-6 31-6-0 36-2-0 38-6-0 2-1-8 4-10-B 6-0-10 6-2-6 6-2-6 6-0-10 4-8-0 2-4-0 5.00 12 6x6 = 2x4 II 7x8 = 2x4 I 6x6 = Scale = 1:65.1 9 co Iv 0 2x4 11 - 36 37 - - • 38 • � - 39 40• 41 - . _ 42 : 43 - 3x6 — 4x6 = 6x8 = 2x4 11 6x8 = 4x6 = NOP2X STP — 2x4 11 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.30 13 >999 360 MT20 244/190 TCDL 15'.0 Lumber DOL 1.25 BC 0:61 Vert(CT) -0.54 12-13 >753 240 BCLL 0.0, ' Rep Stress Incr... NO WB .0.46 Horz(CT) 0.11 10 n/a n/a BCDL- 10.0 Code FBC2017/TP12014, Matrix -MS Wind(LL) 0.31 13 >999- 240 Weight: 420lb FT=20% LUMBER- . ..--- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except 3-5,5-7: 2x6 SP No.2 .2-0-0 oc purlins (5-2-12 max.): 3-7. BOT CHORD 2x4 SP No.2 'Except - BOT CHORD Rigid ceiling directjyapplied or 6-0-0 oc bracing. 12-14: 2x4 SP SS WEBS 2x4 SP No.2 REACTIONS. (lb/size) 16=3033/0-3-0, 10=2921/0-8-0 Max Horz 16=-92(LC 6) Max Uplift16=-1350(LC'8), 10=-1213(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250'(Ib)'or less except when shown. TOP CHORD 2-3=-4550/1959, 3-4=-7706/3235', 4-5= 7700/3232, 5, 6=-7346/3113, 6-7=-7351/3116, 7-8= 4113/1804 BOT CHORD .14-15— 1708/4145, 13-14=-3466/8635, 12-13=-3466/8635,,1.1-12=-1565/3750 WEBS 2-16= 2916/1327, 2-15=-1753/4115, 3-,15=-623/268, 3-14=-1526/3993, 4-14=-1099/609, 5-14— 1042/426, 5-13=0/344, 5-12=-1428/558, 6-12=-968/558, 7-12=-1552/4032, 7-11=-712/293, 8-11=1576/3821, 8-10=-2803/1230 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:L�IJS Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows at 0-9-0 J� staggered oc. ,�� .... N Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc: `�� .•'�C E S'•. V F ••.• Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. '� •• ✓� 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to do No. 348.69 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. * •� 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160niph (3-second gust) Vasd=124mpFi; TCDL=4.2psf; 5CDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 1k 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. �, •• 0. •� �(/ �' 6) All plates are MT20 plates unless otherwise indicated. •. �([ �% ••;C� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O. O.Q`�.•��,�� 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide R , s •••.......... will fit between the bottom chord and any other members. �� 9) Provide mechanical connectio n (by oche s)of truss o bearing plate capable of withstanding 1350 lb.uplift at joint 16 and 1213 lb uplift of joint 10. 69f14 Parke East Blvd: Tampa FL 33610 Date:, January 15,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII.7473 rev. 1 aW12015 BEFORE USE. • Design valid for use only. with MITek@ connectors. This design is based only upon parameters shown, and Is for an individual building component, not Qtruss system. Before use; the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design, Bracing indicated is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . 'storage, delj,, _ erection and bracing oftrusses and tract sy¢_tams seatrNSIQPJI-GUaHty_CAtada, DS8.64-and.BCSLBuUdlnp-Component—_ sLBlvd.. Safety Informatlonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin • T16015402 506847 C1 HIP GIRDER 1 2 Job Reference (optional) ��� •� �� �_ �� r �a rr ar r parr ��� r 8.4'fa s UBC O Za 18 1V111 eK Inuusines, Inc. Mon Jan 14 io:4t5:3t5 zu1 y rage z . . ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-W a7oaoZcvdAq_zwGZ9rZ62dop9ulROyChfi VsNzvQLd NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 225 lb down and 261 lb up at 7-0-0, 154 lb down and 152 lb up at 9-0-12, 154 lb down and 152 lb up at 11-0-12, 154 lb down and 152 lb up at 13-0-12, 154 lb down and 152 lb up at 15-0-12, 154 lb down and 152 lb:up at 17-0-12, 143 lb down and 127 lb up at 19-0-12, 143 lb down and 127 Ito up at 21-0-12, 143 lb down and 127 lb up at 21-5-4, 143 lb down and 127 lb up at 23-5-4, 143 lb down and 127 lb up at 25-5-4, 143 lb down and 127 lb up at 27-54, and 143 lb down and 127 lb up at 29-5-4, and 210 lb down and 229 lb up at 31-6-0 on top chord, and 250 lb down and 187 lb up at 7-0-0, 56 lb down at 9-0-12, 56 Ito down at 11-0-12, 56 lb down at 13-0-12, 56 lb down at 15-0-12, 40 lb down at 19-0-12, 40 lb down at 21-0-12, 40 lb down at 21-5-4, 40 lb down at 23-5-4, 40 lb down at 25-5-4, 40 lb down at 27-5-4, and 40 Ito down at 29-5-4, and 228.Ib down and 156 lb up at 31-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-7=-90, 7-9=-90, 17-20= 20 Concentrated Loads (lb) Vert: 3=-146(F) 7=-91(F) 15= 42(F) 14=-28(F) 4=-126(F) 5=-81(F) 18=-18(F) 12=-18(F) 6= 81(F) 11=-12(F) 25=-126(F) 26=-126(F) 27=-126(F) 28=-126(F) 29=-81(F) 30- 81(F) 31=-81(F) 32=-81(F) 33=-81(F) 36=-28(F) 37=-28(F) 38= 2=8(F) 3918(F) 40=-18(F) 41=-18(F) 42=-18(F) 43=-18(F) Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. f 0/03/2015 BEFORE USE,� Design valid for use only. with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a Truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall - buildingdesign. Bracing Indicated is to, prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the . . . Ocgfion, sto[age. delivery, erec}Tomand bracing oft i«en -_pond truss.tystems_seeANSIAPat-QualBy CrMoAa,DSB-84and-BCSLRu0dinp.Componen 6@04 Parke_Ea Safoty Informallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin • T16015403 506847 C2 Hip 1 1 Job Reference (optional) I IUUGLLJ LllI11UGl a 11pai iy, rallrl Day, rL - 04UUD, C.Z4u s Uec 0 ZU 1 C IVII I eK Inausines, Inc. ivion Jan 14-13:4b:46 Zulu rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-EVkagDhtYiRPBWhB9F1 vY92N5BCHnReg?CS1 DnzvOLT i 2-1-8 9-0-0 15-10-9 22-7-7 29-6-0 36-2-0 38-6-0 2-1-8 ' 6-10-8 6-10-9 6-8-13 6-10-9 6-6-0 2-4-0 5x8 = 5.00 12 3 2x4 II 5x8 = 5x6 = 4 5 6 w rs� 23 �24 rsa im im � 2� 26rsa rsr Scale = 1:65.1 4x6 22 27 4x6 21 28 7 2 1 2 14 3x6 11 3x6 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL . 0.0. BCDL 10.0 LUMBER - TOP CHORD 2x4 SP SS BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 13 -12' 5x6 = 5xB = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr.. - YES Code FBC20171TP12014 11 ' 10 5x6 = 6xB = u 9- NOP2X STP = 3x6 11 3x6 = CSI. DEFL. in (loc) . Ud GRIP TC 1.00 Vert(LL) '-0.28' 11-12 .I/defl >999 360 ..PLATES: MT20 244/190 BC 0.08 Vert(CT) -0.5311-12 >765 24b WB .0.84 Horz(CT) 0.12 9 n/a n/a Matrix -MS Wind(LL) 0.2411-12 >999 240 Weight:193lb FT=20% -BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc pudins, BOT CHORD WEBS - REACTIONS.--(lb/size)--14=2105/0-3-0, 9=2130/0-8-0— - - - - - - --- - MaxHorz 14=119(LC11) Max Uplift 14=-720(LC 12), 9= 641(LC 12) FORCES. (lb) -Max. Comp:/Max: Ten. -All forces 250'(Ib) or less except when shown. TOP CHORD 1-2=-277/49, 2-3=-3073/1190, 3-4=-4083/1682, 4-5=-4083/1682, 5-6=-2700/1166, 6-7=-3006/1165 BOT CHORD 1-14=-63/319, 13-14=-98/409, 12-13=-940/2706, 11-12==1434/4057, 10-11=-1434/4057 WEBS 2-14=-2003/1032, 2-13=-965/2455, 3-12=-641/1677, 4-12=-654/395, 5-11=0/262, 5-1 0=-1 659/648, 6-10=-90/629, 7-1 0=-1 012/2510, 7-9=-2017/1033 except -- 2-0-0 oc purlinsi 3-(3. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt. 5-10 - . NOTES- 1) Unbalanced roof live loads 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=15ft; B=45ft; L=24ft; eave=91t; Cat. 11.111J/��� 0 to 113 2-Exp 15, Interior13-2-15 to 9-6-0, (Exterior(2))29-6-0 to 33-8-15 and C-C (2lnterio 33-8-15 tto 38-610 eft S` (G) (l) zone; canttiilever and night `U ENS •• exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,�. \C ��, • V' F•••.• �00 3) Provide adequate drainage to prevent. water ponding. �! ; 4) All plates, are MT20 plates unless otherwise indicated. 3.4869. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' �. 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-O.tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide truss to bearing 720 lb 14 lb * . mechanical connection (by others) of plate capable of withstanding uplift at joint and.641 uplift at joint 9. 8) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ��'("/ �' 1j Q , % 4c/ 4% 40 R `O•• -N �P N A„E�`�, Julius Lee PE No.34869 MITek,USA, Inc, FL Cert 6634 6904 Parke EasCBlvd: Tampa FL 33610 Date: January 15,2019 . WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid for use only, with MlTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MATek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - Blvd: _fabrication'storaae dellVery,_efection gnd bracing of frucTes and frusuystemsseeANSM.II_pualltV-Cdteda DSB$9-and-BCS1.Su6dln¢Comporwnt 6204 Parke Ea Safety Infotmatblwvallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 3361O Job Truss Truss Type City Ply Daniel Marin T16015404 506847 C3 Hip Girder" 1 2 Job' Reference (optional) I.— P.,ly, Y' b.Z4U s uec b ZU1 tf ml r eK InausineS, Ir1c. Mon Jan 14 1J:4tI:49 2U19 Fage 1 ID:hGpOG RSN4PNafg4Opy?zhLyCPIo-ii IytYhVJ?ZGpfGOizY84NaaCbbf WsPgDsBbl EzVQLS 2-4-0 7-0.9 10-9-4 17.4-0 20-1%11 27-8.12 32-8-12 36.6-0 2.4-0: 4-8.0 3-9.4' 6-6-12 3-6-8 6-10-4 5.0.0 Scale = 1:63.2 6x8 = 2x4 1.1 4x4 = 7x8 = 4x6 = 6x6 = 4x4 = 8xl2 MT20HS= 8xl2 MT20HS= 6x6 = Bx8 = NOP2X STP= NOP2X STP = 2-0-0 2�4r0 7-0-0 10-9.4 17-4-0 W-10-8 27-8-12 32-8-12 36-6-0 2-0-6 0.410 4-8.0 3-9-4 6-6.12 3-6-8 6-10-4 5-0-0 3-9-4 Plate Offsets (X,Y)-- [1:0-3-5,0-0-10], [4:0-4-0,0-2-2], [7:0-5-0,0-3-12], [9:0=6-0,0-10-0], [10:0-3-10,0-0-0], [11:0-3-8,0-4-0], [12:0-3-0,0-4-4], [13:0-6-0,0-4-8], [14:0-6-0,0=4-8], r17:0-0-11.0-1-101 LOADING (psf) SPACING- 2-0-0 :CSI. DEFL.. in floc) I/defl L/d PLATES GRIP. TCLL 30.0 Plate Grip DOL " 1.25 TC 0.85 Vert(LL) -0.33 12-13 >999 360 MT20 244/190 TCDL ..15.0. Lumber DOL .. 1.25 BC 0:78 Vert(CT) -0.60 12-13 >679 240 MT20HS 187/143 BCLL , 0.0 Rep Stress Incr NO W B 0.99 Horz(CT) 0.11 10 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.31 12-13 >999 240 Weight: 504 lb - FT = 20 LUMBER=. . TOP CHORD . 2x6 SP No.2 *Except* - 1-4:'2z4 SP No.2 BOT CHORD 2x6 SP DSS'Exoept' 1-14: 2x6 SP Not ---WEBS -2x4 SP-No:2'Except'- 9-10: 2x8 SP No.2 BRACING- .,..... --... TOP CHORD Structural wood sheathing directly applied or 3-1=0 oc pudins, except end verticals; and 2-0-0 oc purlins (3-4-3 max.): 4 7__ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-5-2 oc bracing: 13-14 — - - - -- ---9-6-11-oc'bracing: 12-13: --- — —.. -- - - REACTIONS.- (lb/siie) 17=4797/0-8-0, 10=7005/0-8-0 - - Max Horz-17=130(LC 7) Max Uplift 17=-1667(LC 8), 10= 2276(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD . 1-2=-623/181, 2-3= 7397/2433, 3-4=-8438/2852, 4-5=-12633/4345, 5-6=-12635/4346, .. . 6-7= 15092/5201, 7-8=-12860/4289, 8-9=-11098/3615, 9-10=-6524/2147 BOT CHORD 1-17=-157/588, 16-17=-224/602, 15-16=-2176/6738, 14-15= 2483l7751, • 13-14=-4984/15008, 12-13=-3771/11599, 11-12=-3282/10148, 10-11- 514/1575 WEBS 2-17=-4232/1522, 2-16=-2089/6288, 3-16=-1522/576,3-15==424/1430, 4-15=-556/320, 4-14=-2019/6009, 5-14=-632/291, 6-14=-3811/1362, 6-13=-1262/2565, 7-13=-1480/4265, 7-12=-541/1775, 8-12=-579/1776, 8711=-2665/938, 9-11=-2844/8809 NOTES- "x3") EN •••• �i V� SF•••. ��� 1) 2-ply truss to be connected together •10d; (0.131 nails as follows: ��� •••� Top chords connected as follows: 2x4 - 1:row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc: •. Bottom chords:connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. - _ : Webs connected as follows: 2x4'- 1 row at 04-0 oc, Except member 16-2 2x4 - 1: row at 0-9-0 oc, member 3-16 2x4 - 1 row at 0-9-0 oc, member 15-3 2x4.- 1 row at 0-9-0 oc, member 15-4 2x4 - 1 row at 0-9-0 oc, member 14-4 2x4 - 1 row at 0-9-0 b6, member 5-14 7k 2x4 - 1 row at 0-9-0 oc, member 14-6 2x4 - 1 row at 0-9-0 oc, member 6-13 2x4 - 1-row at 0-4-0 oc, member 13-7 2x4 - 1, row at 0-9-0 oc, member 12-7 2x4 - 1 row at 0-9-0 oc, member 12-8 2x4 - 1 row at 0-9-0 oc, member 8-11 2x4 - 1 row at 0-9-0 oc, member "at rp �• •"[(/ 4' ��.0 •. �(/ 11-9 2x4_ - 1 row_ 0-9-0 oc. 2 equally All loads are considered a uall applied to all lies, except if noted as front F or back B face in the LOAD'CASE S section. PI to () () () .00 P P y ( Q R, �,• •'`� ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.,0 `oo 3) Unbalanced roof live loads have been considered for this design. �I��/ONA�,�����o 4) Wind: ASCE 7710; Vult=160m0h (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=649f; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl.-,GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOLL1.60 plate grip DOL=1.60 6) Allplates are MT20 plates unless otherwise indicated. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8).* This truss has been -designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members: ' Date:" East Blvd. Tampa FL 33610. "January 15,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'M11-7473 rev. 10MX2e15 BEFORE USE. ' Design valid for use only, with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a: truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into, the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the .Qt[on:.storage'deliVBN. erection and bLa-a 0russesand.In ss.systems_seeANSIAP11AuaIBy-Cdteda,.DSB-89-and9CSLBuBdingZamponent JYd Safety Informatlonovoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610- Job Truss Truss Type Qty Ply Daniel Marin i T16015404 506847 C3 Hip Girder 1 2 Job Reference (optional) lauueus Lumuer tympany, -raun oay, rL - OeWUO, .. ts.z4u s Uea b ZU1 t7 MI I eK Inausines, Inc. man Jan 14 1 d:4t5:4u 2u1 a rage z I D:hGpOG RSN4PNafg4Opy?zhLyCPlo-ii lytYhVJ?ZGpfGOizYB4NaaCbbfW sPgDsBbl EzvQLS NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1667 lb uplift at joint 17 and 2276 lb uplift at joint 10. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 713 lb down and 267 lb up at 30-11-4, and 713 lb down and 267 lb up at. 32-11-4 on top chord, and 3628 lb down and 1330 Ib.up:at 20-10-8, 723 lb down and 246 lb up at 22-11-4, 723 lb down and 246 lb up at 24-11-4, and 718 lb down and 266 lb up at 26-11-4, and 722 lb down and.245 lb up at 28-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-90, 4-7=-90, 7-9— 90, 1-10=-20 Concentrated. Loads (lb) Vert: 13=-3628(B) 8=-653(B) 22= 653(B) 23=-723(B) 24=-723(B) 25=-718(B) 26=-722(B) A WARNING - Verify design parameters and READ NOTES ON:THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE. Mi.Design valid for use onlywith MITek® connectors. This design is based only upon parameters .shown, and is for an Individual bullding component, not a.truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design, Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the.:. fabrication sioroge delive v. erection anclGraCing-QUaisses andtruss-syAems-speANSIAP-U-Quallty-Crltodo DS&89CSL 9_audBuSdM.p Compone t East -Blvd — Safety Intotmatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty Ply Daniel Marin ' T16015405 506847 C4 Half Hip 1 1 Job Reference (optional) �������� "`^"Y'•"Y, � �°�� -Y, 0.Z11a s VBc 0 Za I Ml I eK mausines, Inc. mon Jan 74 1J:4u:0U ZU1e rage l I D:hGpOGRSN4PNafg4Opy?zhLyCP lo-AusK5ui74Jh7RpraGg3Nda71f?.?CFSX¢SWx8lgzvQLR 2.4-0 9-8-0 12-9-4 20-9-0 2-4-0 7-4.0 3-1-4 7-11-12 Scale = 1:41.7 Sx8 = 3x4 = 3x4 = NOM STP= 5x6 = 3x4 = 6x6 = 2x4 II 9-8-0 1 2-0.0 0=4-0 - 7-4-0 3-1-4 7-11-12 ' Plate Offsets (X,Y)-- [1:0-1-14,0-0-21, [4:0-6-4,0-2-121, [5:Edge,0-1-81, [8:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0. CS]. DEFL. in (loc) Well : Ud GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) --0.11 6-7 >699 360 .PLATES MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC' . 0:57 Vert(CT) -0.22 6-7 >986 240 BCLL 0.0. ' Rep Stress Incr.... YES WB `0:40 Horz(CT) 0.02 . 6 n/a n/a BCDL. 10.0 Code FBC2017/TP12014. Matrix -MS Wind(LL) 0.03 7-8. >999 240 Weight: 116lb FT=20% LUMBER :...; - 'BRACING- . ...... ...... . ...... TOP CHORD. 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins, . 4-5: 2x4 SP SS except end verticals, and 2-0-0 oc purins (6-0-0 max.): 4-5. BOT CHORD 2z4'SP.No.2 BOT CHORD "Rigid ceiling directly applied or 7-7-5 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-6 - -REACTIONS.- (Ib/size)--6=989/Mechanical; 9=1278/0-8-0- - --- - - - - -- - -- - -- - - - - ---- Max Horz 9=286(LC 12)' Max Uplift 6=-335(LC 12), 9=44O(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250'(Ib) or less except when shown: TOP CHORD 2-3=-1345/426,.3-4=-992/410, 5-6=-350/232 BOT CHORD. 8-9=-244/290, 7-8=-580/1120, 6-7=-421/870 WEBS 2-9= 1190/705, 2-8=-385/953,'37=-421/260, 4-7= 122/522; 4-6=-1001/486 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2p5f; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=911; Cat.. . 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-9-4, Exterior(2) 12-9-4 to 17-0-3, Interior(1) 17-0-3 to 20-7-4 zone; cantilever left and right exposed ;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 DOL=t.60 plate grip 3) Provide adequate drainage to prevent water ,,��,��,VS Ife ponding. �� : ..:... •• 4) All plates are MT20 plates unless otherwise indicated. ♦♦% • ••'tv E.N S+ �i�, F•••. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ ; V` 00 6) 'This tru40 ss has been designed 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 3.4869 will fit between.the bottom chord and any other members, with BCDL = 1O.Opsf. v 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss E(obearing plate capable of withstanding 335 lb uplift at joint 6 and 440 Ib'uplift at 9.'0 ' joint e 9) Graphical purlin representation does, not,depict the size or the orientation of the purlin along the top and/or bottom chord. -�3 % • [(/ �' .t� " Julius Lee.PE No.34869 MITek.USA, Inc. FL Ceft.6634 6904 Paike East'Blvd: Tampa FL 336111 ... Date: January 15,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. Design valld for use only, with MiTek® connectors. This design is based only upon parameters shown, and Is far an Individual building component, not a:truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design, Bracing Indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. MITE iC� is always required for stability and to prevent, collapse with possible personal Injury and property damage. For general guidance regarding the . _ fabrication storaae dellyeryerection cindbrocing.oLVa usses nd fruss systams,.seeANSV.M-ILQu eda DSB-89-and BCSLBulldIng.Componen 994P_adce.EasLBlvd�_- Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Madn • T16015406 506847 C5 Half Hip 1 1 Job Reference (optional) c.49a 5 Lieu, o za I a Ivll I eK muu51r1e5, Inc. Mon Jan 14 I.7:4u:o 1 za r to rage r" 2-4-0 48 5-11-12, 3x4 11 Scale = 1:44.0 9 a r 6 314 = NOP2X STP = 5x6 = 3x4 = 6x6 = 2x4 I I 2-0-0 2r4 0 9-8-0 14-9-4 20-9-0 2-0-0 0-4.0 7-4.0 5-1-4 .5-11-12.. _Plate Offsets (X,Y)--[1:0-1-14,0-0-21,[4:0-5-4,0-2-01,[8:0-3-0,0-3-01 :LOADING (psf) SPACING- 2-0-0 CSI. .DEFL. in (Ioc) 1/deft Ud PLATES GRIP TCLL . 30.0 Plate Grip DOL 1.25 'TC' 0.77 ' Vert(LL) -0.06 8-9 >999 MT20 244/190 TCDL 15.0 Lumber DOL ' . 1.25 BC 0.41 Vert(CT) -0:12 _360' 8-9 >999 240 BCLL O.G. Rep Stress Incr. , YES WB 0.46 Horz(CT) .0.02 6 n/a n/a BCDL 10.0 Code FBC2017frP12014. Matrix -MS Wind(LL) 0.03 8. >999 240 Weight: 120lb FT=20% . LUMBER- "' 'BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 4-5. _ WEBS 2x4 SP No.2 BOT CHORD -Rigid ceiling directly applied or 10-0-0.oc bracing, - Except:­- 7-8-4 oc bracing: 7-8. WEBS 1 Row at midpt 4-6 -REACTIONS: -(Ib/size) -6=989/Mechanical, 9=1278/0-8-0- - - - - -- - - -- ----- - - - - - -- - - - -- - - Max Harz 9=331(LC 12) . Max Uplift 6=-349(LC 12), 9=-425(LC 12) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250`(lb) or less except when shown: TOP CHORD 1-2=-254/14, 2-3=-1359/374, 3-4=-805/286, 5-6=-260/171 BOT CHORD 8-9=-280/295, 7-8=-584/1136, 6-7=-333/661 WEBS 2-9=-1191/674, 2-8=-363/993, 3-7=-617/322, 4-7=-126/546, 4-6=-937/472 NOTES- 1) Unbalanced roof live loads have been considered for this,design. 2) Wind: ASCE 7710; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; 6ave=9ft; Cat. II; Exp C; Encl.,-GCpi=0.18; MW FRS (directional) and C-C Extedor(2), 0-0-0 to 3-0-0, 16terior(1) 3-0-0 to 14-9-4, Exterior(2) 14-9-4 to 19-0-3, Interior(1) 19-0-3 to 20-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions ,®%fll 1.1 lll11,,, shown; Lumber DOL=1.60 plate grip DOL=1.60 ,��� vL1US 3) Provide adequate drainage to prevent water ponding. ♦♦ : F I� 4) All plates are MT20 plates unless'otherwise indicated. �� G E N �4 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. `0� ••��.� ' SF ••�� ��� 6) *This truss has been designed 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 3.4869 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. * : •: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 349 lb uplift at joint 6 and 426 lb "uplift at 7k joint 9."b"., 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �. Q 44/: �Z Julius Lee PE No.34869 . Mrrek.USA, Inc. FL CerL6634 6904 Parke last Blvd: -Tampa FL 33610 Date:. January 15,2019 A WARNING - Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For.general guidance regarding the . . fghrination elivery etecfiotwad-bracing-o t =ec nad truss-systems-eQANcIM11 '3uallty-Cdtoda,"DSB-99.on"CSLBuffdNp-Component _690.. Parke-EasL@ittd _ Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City I Ply Daniel Marin ` T16015407 506847 C6 Half Hip 1 1 Job Reference (optional) Na y, a „ goy, ocauo, Me4U 5 UBe b zU 10 IVII I eK Inausines, inc. Mon Jan 14 1J:4t1:bz zul v rage 1 I D:hGpOGRSN4PNafg4Opv?zhLvCP Io-6H_5W ak0cwxra7?zO55d?C45ohKiNaGvaQFMZzvQLF 1 ;1 0 2-4-0 9-8-0 16-9-4 20-9.0 2-4-0 7-4-0 7-1-4 3-11-12 4x8 = 2x4 11 Scale = 1:44.5 5.00 F12 4 ,c 5 9 a r .. 6 3,4 = NOP2X STP = 6x6 - 3x4 = 6x6 = 2x4 11 2-0.0 20-9-0 3-11-12 LOADING (psf) SPACING- 2-0-0. CS]. -DEF,L. in (loo) .I/defl : Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 :TC ' '0.88 Vert(LL) -0.06 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL '1.25 BC0:53 Vert(CT)-' -0.13 7-8 >999 240 BCLL 0.0..'. Rep Stress Incr.... YES WB .0.33 HOrc(CT) 0.02 6 n/a n/a BCDL. 10.0 Code FBC2017/TP12014, . Matrix -MS ;Wind(LL) 0.04 8 . >999 . 240 Weight: 124 lb FT = 20%, LUMBER- . ...... BRACING - TOP CHORD. 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purins (6-0-0 max.): 4-5._ _ WEBS 2z4�SP.No.2 BOT CHORD ..... Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-7-12 oc bracing: 7-8. WEBS 1 Row at midpt. 3-7, 4-6 -REACTIONS: (lb/size)-' -6=989/Mechanical,-9=1278/0-8-0 -- Max Harz 9=375(LC 12)'. Max Uplift 6=-365(LC 12), 9= 409(LC 12) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250'(Ib) or'less except when shown. TOP CHORD 1-2=-269/5, 2-3=-1386/324, 3-4=-620/156 BOT CHORD 8-9=-307/291, 7-8= 587/1167, 6-7— 296/456 WEBS 2-9=-1186/637, 2-8=-345/1061, 3-7=-832/408, 4-7=-129/535, 4-6=-943/488 NOTES- 1) :Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160moh (3-second gust) Vasd=124moh; TCDL=4.2psf; BCDL=6:Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-9-4, Exterior(2) 16-9-4 to -4 zon cantilever left and right exposed ;C-C for members and forces;& MWFRS for reactions shown; Lumber DOL=1.60,plate grip ; 3) Provide adequate drainage to ,��vL,US' [����I J �I�, prevent water ponding.. , �;..:... • 4) All plates are MT20 plates unless otherwise indicated. ,,� ♦ C E N •• SF•••. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads, ; V� 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a'rectangle 3-6-0 tall by 2-0-0 wide ' ��� No, 3,4869 •. will fit between the.bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 365 lb uplift at joint 6 and 400 lb uplift at 1� joint 9. 9) Graphical purlin representation does, not,d"epict the size or the orientation of the purlin along the top and/or -bottom chord. , •• / �' •: 4. O .R Q:•• ��,,� hillim Lee PF Nn_34R64' 6904 Patke East Blvd: Tampa FL 33610 Date:. .: .. January 15,2019 Q WARNING - Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mtfek® connectors. This design Is based only upon parameters shownm , and Is,for on Individual building coponent, not a truss system. Before use; the building designer must verify the applicabllity of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' Is always required for stability and to prevent, collapse with possible personal Injury and property damage. For general guidance regarding the. . obAcnWn;.sto=e-delivery,-erectipa-aod-bmcinra of-trusses.aod tnucc YlUmu seeANSV7PII QucIWCdfadaDS&69an&8CS48u8ding-CompononL __Q9D433rke East Blvd, -- Safety Infotmatlonavoiloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Mad T16015408 506847 C7 Half Hip 1 1 Job Reference (optional) r ruueus L-umuer wnipany, rain May, rL - azaua, 6.G4U S Uec 6 xui d MI I eK Inaustnes, Inc. - Man Jan 14 13:46:52 2U19 Page 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-6H_5W akocwxrg7?zO55ri?CA7oihjleGvgQFMZzvQLP 5-11-10 11-3-7 16-7-4 20-9-0 5-11-10 5.3-13 5-3-13 4-1-12 4xB = 2x4 11 Scale = 1:44.0 10 a 7 = = 3x4= NOP2XSTP= 5x6 3x4 6x6'= 4x4 = LOADING (psf) SPACING- 2-0-0. CSI. DEFL. In (loc) I/defl• Ud PLATES GRIP TCLL 30,0 Plate Grip DOL' 1.25 'TC '0.49 Vert(LL) -0.06 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0:50 Vert(CT) -0.13 8-9 >999 240 BCLL 0.0. ' Rep Stress Incr.... YES WEI .0;64 Horz(CT) 0.03 7 n/a n/a BCDL. 10.0 Code FBC2017/fP12014 Matrix -MS 'Wind(LL) 0.04 8-9 .. >999 240 Weight: 126 lb FT = 20% . LUMBER- -BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 576. WEBS 2x4 SP No.2 _ _ - BOT CHORD Rigid ceiling directly applied or 6rO-O oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (lb/size) 7=989/Mechanical, 10=1278/0-8-0 . - -Max-Horz-10=372(LC-12) -.-- - -- ---- - - - -- - ---- -- - - -- - -- -- -- -- -- -- -- - — Max Uplift 7= 364(LC 12), 10=-411(LC 12) FORCES.'' (lb)' -Max. Comp./Max. Ten.-' All 4wcei 250-(I6) or less except when shown. - • r TOP CHORD 1-2=-370/182, 2-3=-264/200, 3-4=-1227/303, 4-5=-596/177 BOT CHORD 1-10==122/360, 9-10=-598/1105, 8-9=-519/985, 7-8=-238/467 WEBS 4-9=0/283, 4-8=-703/376,.5-8=-1711583, 5-7=-924/471, 3-1 0=-1 492/576, 2-10=-274/262 NOTES-, 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Iriterior(1) 3-0-0 to 16-7-4, Exte6or(2) 16-7-4 to 20-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All MT20 indicated. �(II I I I,/it,, ��I plates are plates unless otherwise 4) This truss has been designed for 10.0 bottom live load live loads. ���• �LIl1S -%,J a psf chord nonconcurreni with any other ' ...... E 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ♦♦% ,• �G N 5+'%_ . V F '••� �� will fit between the bottom chord and any other members. ♦ ••• 6) Refer to girder(s) for truss to truss connections. 348,69 •; 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 364 lb uplift at joint 7 and 411 lb uplift at _ - -'• + * �_ joint 10..;' - 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �N_. R 1 �. C?. ''•........ s��i �O-NAV-� ����irnrl/e��� Jullus Lee PE WNW Mffek USA, Inc. R. Cert 6634 6904 Parke East Blvd: Tampa FL 33610. Date:. .. .. January 15,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. 1010312015 BEFORE USE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required'for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the. fabdcation: storage s eltyyeU erection aad bracbg of trof rcce��� gems, seeANSVMLQualdy-Cdtoda,IISB-49and BCS[BuBdIng.Component Q4-P-ate_EasLBlvd: Safety Infonnationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Morin • T16015409 506847 CS . Half Hip. Job Reference (optional) i IDDeUS LUMDer company, raim clay, FL - CJZW*, a.z4u s Uec 6 zul u MI I eK InaUSmeS, inc. man Jan 14 1 J:4ts:aJ zul `J rage l I D:hGpOGRSN4PNafg4Opy?zhLyCP lo-aTXTjwIONE3i I Ha9xpc4FDIGUC2NSp7QBU9ou?zvQLO 2-4-0 9-8-0 14-7-4 20-9-0 2-4-0 7-4.0 4-11-4 6-1-12 4xB" = 3x4 I I Scale=1:43.7 3x4 = NOP2X STP= 5x6 = 3x4 = 6x6 = 2x4 11 9.8-0 14-7-4 20-9.0 7-4-0 4-11-4 6-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES " GRIP TCLL ' 30.0. - Plate Grip DOL 1.25 TC 0.77. Vert(LL) -9.96.: 8-9 >999 360 MT26 244/190 TCDL :15.0 Lumber DOL 1.25 BC - 0.41 Vert(CT) ' --0.14 8-9 >999 240 " BCLL .... 0.0 .' . . Rep Stress Incr..:. YES WB 0.44. - Horz(CT) . 0.02 6 n/a n/a BCDL: 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.03 18 >999 240 Weight: 119lb FT=20:/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD_ . Structural wood sheathing directly applied or 3-7-5 oc purlins; BOT CHO_ RD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. _ WEBS 2z4 SP No.2 J BOT CHORD - Rigid ceiling directly applied or 7rB-4 oc bracing: WEBS 1 Row at micipt 4-6 REACTIONS. (lb/size) 6=989/Mechanical, 9=1278/0-8-0 Max Horz-9=327 LC 12 — — = — -- --- - -- Max Uplift 6=-348(LC 121,9=427(LC 12) FORCES. (lb) --_Max. Comp./Max; Ten.'- All'forces 250 (lb) or less except when' shown. TOP CHORD 1-2=-256/12, 2-3=-1360/382, 3-4= 821/297; 5-6=-264/177 BOT CHORD 8-9=-275/299,7-8=-582/1136, 6-7=-340/678 WEBS 2-9=-1 187/679 , 2-8=-369/986,3=7=-603/313, 4-7=-126/544,"4-6=-940/472 NOTES-: .. . 1) Wind: ASIDE 7-10; Vult=160mph'(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. ,Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-7-4, Extedor(2) 14-7-4 to 18-10-2, Interior(1) 18-10-2 to 20-7-4 zone;,cantilever-left and right exposed ;C-C for members and forces, & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL 1 60 2) Provide adequate drainage to prevent waterponding. 3) All plates are MT20 plates unless.otFierwise Indicated.. ,,� J`fjVS 4) .This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been.designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,�� •�Ci E N s ••. �i�. will fit between the bottom chord and any other.members, with BCDL = 10F .0psf: ! �• V' �•.• �� 6) Refer to girder(s) for truss to truss connections. • {VQ.. 34869 : • 7) Provide mechanical connection (by others) of truss to bearing plate capable of.withstanding 348 lb uplift at joint 6 and 427 lb uplift at ` ,* •: joint 9. . 8) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord v •� i xf 0- •..((� ' ONAL • Julius Lee PE No.34669 MITek USA, Inc. FL Cert 6634 6904 PAM East Blvd: Tampa FL 33610 Date: January 15,2019 0 :WARNING -Verify design parameters and READ NOTES ON -THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 100=015 BEFORE USE. � Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' _ fabricotlafl' storoae-dellvety erection and bracing of trusses-aod trusssystemc caeANSVIPILCualBy-CrMerlo, DSB-B9_ancLBCSLBuIlding-Component _699.4 Parke East Blvd: _--_ Saf®ty Infonnationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL ,33610 Job Truss Truss Type Qty Ply Daniel Morin o T16015410 506847 C9 . .. Half Hip. 1 1 Job Reference (optional)' I iopeim Lumber Company, Maim My, t-L - JZUUb, t5.'Z4U s uec 6 zui b MI I eK Industries, Inc. Mon Jan 14 13:4a:b4 •LU19 rage 1 I D:hGpOGRSN4PNafg4Opy?zhLyCPlo-2f5rwGl eSYBZvR9LV W 7JnQI R5cMTBBUZNBvMRRzvQLN 2 4 0 9-8-0 12-7-4 16-6-6 20 2-4-0 7-4-0 2-11-4 ' 3-11-2 4-2-10 4x4 = 2x4 11 Scale = 1:40.1 3x4 = 10 7 3x4 = NOP2X STP= 5x6 = 3x8 - 6x6 = :2x4 11 2 -0 2r40 9-8.0 12-7-4 20-9-0 2-0-0 0 4-b 7-4-0 2-11-4 B-1-12 . Plate Offsets (X,Y)-- [1:0-1-14,0-0-2], [9:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 : CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.12 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL. 1.25 ' BC 0.55 Vert(CT) -0.24 7-8 >926 240' BCLL .. 0.0 .`. Rep Stress lncr. .:. YES WB .0.75 Horz(CT) 0.02 7 n/a n/a BCDL. 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.03 9 >999 240 Weight:121 lb FT=20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 34-0 oc purlins; BOT CHORD2x4 SP No.2 except end verticals; and 2-0-0 oc purlins (6-0-0 max.): 4-6... WEBS 2x4 SP No.2 _ _ BOT CHORD 'Rigid ceiling directly applied or 10-0-0 oc-bracing, Except: 7-6-15 oc bracing: 8-9. REACTIONS. (lb/size): 7=989/Mechanical, 10=1278/0-8-0 -- - - Max Horz 10=282(L-G,12) - -- .- - -- - - - -- ----- Max Uplift 7=-334(LC 12), 10=-441(LC 12) FORCES.'' (Ib) -Mai. Comp /Max' Ten '- AII•forces 250 (lb) or less except when shown TOP CHORD 1-2=-254/1.1, 2-3=-1354/437, 3-4=-998/413, 4-5=-841/401 BOT CHORD 9-10=-233/285,8-9=-584/1129, 7-8=-308/602 WEBS 2-10=-1181/706, 2-9 404/971.,:3-8= 490/305, 5-8- 160/412, 5-7=-964/505 NOTES- . 1) Wind: ASCE 7-10; Vult=160mph•(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 13=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-7-4, Exterior(2) 12-7-4 to 16-10-2, Interior(1)16-10-2 to 20-7-4 z0ne; cantilever left and right exposed ;C-C•for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated.. 4) :This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit: between the bottom chord and any other,members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift at joint 7 and 441 lb uplift at . joint 10. 8) Graphical purlin representation does not depict the size or'the orientation of the purlin along the top and/or bottom chord: ..-AGENS•• . No a48.69 r - • ►. All tip"I�.NA� 110�� MITek;USA, Inc. FL Cert.6634 6904.12a(6 East 1114 Tampa FL 33610 Date: - January'15,2019 .. ... A:WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is. bosed only upon parameters shown, and Is for an individual building component not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek�, Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _—tabrication,—stoiage,steliver erection and braclog_of trusses_and t_ raB cvctems, sgeANStnP.ILQuallty-Cdtoda,.DSB-89 and.BCSI Bugdlnp-Componont--- sl_Blvd,_. Safety Informatlonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL :33610 Job Truss Truss Type City Ply Daniel Marin T16015411 506647 C10 ... HIP GIRDER 1 2 Job Reference (optional)' r IDDeas Lumber company,, ralm tlay, t-L - 0zyU0, tS.Z4U s UeC b 2U1 C MI I eK Inaustnes, Inc. mon Jan 14 73:4tl:4u zul y rage 1 ID:hGpOGRSN4PNafg4Opy7zhLyCPlo-TzFY_UasREQYEH4fhatl DTil WzzUvpcV9zWcxFrvQLb 22-4-0 . -0-0 10-7-4 15-8-0 , 22.10-8 21,Q-0 , 27-10-12 , 31-0-0 , 36-6-0 -8-0 �: 3-7-4 r 5-0-12 5-2-8 0- -8 5-6-12 3-1-4 5-6-0 ... - 1-4-0 .. 6x8.= 5.00 F12 4 3x4 3 8x14 \\ 2 0 1LZI 23 22 21 4x6 = 7x8 4x4 = NOP2X STP = Scale = 1:68.3 2x4 11 4x6 = 5x6 =. 12x16 = 26 6 6P7 7 8 2x4 11 9 28 Sx12 1.0 . 31 I 1� 20 18 30 Ix 32 19 13 11 °P 0 - Sx10 - 7z8 '_' 12x12 = NOP2X STP = 1Ox20 MT20HS- 6x8 17 16 15 14 4x8 11 10x12 = 2x4 I . 22-4-0 . ,. 2-0-0 2,4,0 7-0-0 10-Z-4 15-8-0' 20-10-8 21,0-0 27-10-12 31.0-0. :a2-0-q 36-6-0 ' 2-0-0 oi4 4-8-0 �" 3-7-4 r 5-0-12 5-2-8 0-11-8 5-6-12 3-1-4' 1-0-0 4-6-0 1-4-0 LOADING (psf) SPACING- 2 CSI. in (loc) Ildefl Ud GRIP TCLL 30.0 Plate Grip DOL' : 1.25 TC 0.85 Vert(LL) .... -0.45 17 >896 360 .:.:PLATES' MT26 : -244/190 TCDL 15.0 Lumber DOL '' 1.25 BC - 0.50 Vert(CT) 40.62 17 >494 240 MT20HS 187/143 BCLL 0.0.*.. Rep Stresslncr. -. .NO WB 0.90 HOrz(C.T)" 0.31 11 n/a n/a BCDL, 10.0. Code FBC2017/TPI2014 Matrix -MS 1Nind(LL) 0.42 _ 17 >968 240 Weight:669Ib FT=20 LUMBER- BRACING - TOP CHORD 2x6'SP No.2 `Except' . TOP CHORD:.. ' Structural wood sheathing directly applied or 3-1-4 oc pudins, 1-4: 2x4 SP No.2 except end verticals, and 2-0-0 oc puriins (3-6-5 max.): 4-8.. _ BOT CHORD2zfi S �•P.No.2 *Except* 7 _ BOT-CHORD Rigid ceiling directly applied of 10-0-0 oc bracing, Except: 9-14: 2x4 SP No2, 18-22: 2x6 SP DSS -. 8-5-5 oc bracing: 19-20. WEBS 2x4 SP No.2 'Except' 10-0-0 oc bracing: 16-18, 12-14 . -•-8-18;12-15;8-12-10-12:2x4SPSS,-8-15:2x6-SP-No.2 < - - 'WEBS : -' ---_-1-Rowatmidpt—-8-15-= = --- 10.-11: 2x8 SP No.2 JOINTS . - 1 Brace at Jt(s): 18 REACT[ ONS.. (lb/siie) . 23=4824/0-8-0, 11=7b28/0-8-0-- -. ..- . Max Horz 23=128(LC 24) Max Uplift: 23- 1659(LC 8), 11= 2245(LC 8). FORCES.. (lb) - Max. Comp./Max. Ten. _ All forces 250 (lb) or less except when shown. TOP CHORD . 1-2= 634/183, 2-3=-7436/2414, 3-4=-8448/2825, 4-5=711838/4013, 5-6=-11833/4b10, 6-7=-15168/$ A 7-8=-A A-14962, 8-9=-12086/4011, 12407/3987, 10-11=-6817/2229 BOT CHORD 1-23=-159/596, 22-23= 225/607, 21-22=-2158/6775, 20-21=-2458/7761, 19-20=4961/15168, 18-19=-4813/14765, 16-18=-303/1157, 7-18- 1238/500, 9-1 2=-1 155/436, 11-12=-522/1654 WEBS 2-23=4244/1507, 2-22=-2068/6316, 3-22=-•1529/581, 3-21=419/1.410, 4-21=-626/313, 4-20=-1803/5467, 5-20=-654/305, 6-20=-4401/1487, 15-18=-2228/6954, . 8-18=-4180/12720, 8-15=-12705/4115, 12-15=-3351/10469, 8-12= 3440/10827, 10-1,2---3087/9667, 6-19=-986/241.8, 7-19=-411/1147, . NOTES- 1) 2-ply truss to be connected together with 10d: (0.131"x3•) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc; 2x6 2 rows staggered, at 0=9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4'-.1 row at 0-7-0 oc, Except member 22-2 2x4 - 1 row at 0-9-0 oc, member 3-22 2x4 - 1 row at 0-9-0 oc, member 21-3 2x4 - 1 row at 0-9-0 oc, member 21-4 2x4 - 1 row at:0-9-0 oc,. member 20-4 2x4 = 1 row at 0-9-0 oc, member 5-20 2x4 - 1 row at 0-9-0 oc, member 20-6 2x4' 1 row at 0-9-0 oc, member 15-18 2x4 - 1 row at 0-9-0 oc, member. 18-8 2x4 - 1 row. at 0-9-0 oc, member 15-12 2x4 -,1. row at 0-9-0 oc, member 12-8 2x4 - 1 row at 0-9-0 oc, member 12-10 2x4 - 1 row at 0-9-0 oc, member 6-19 2x4 - 1 row at 0=4=0`oc, member 7-19 2x4 - 1 row at 0-9-0 oc, 2x6 = 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. . 4) W nch ASCF �-? n v„lt=- 60mph (3-second.gust)-Vasd= Z4mph;-TCDl--4.2psf BCDL=6Apsf;Ja=l5ft; _B-, ft 1 ?Aft;-save=9ftrCat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber. DOL=1.60 plate grip DOL=1,60 5) ProVide adequate drainage to prevent water ponding.: 6)All 'plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.: `���111111/II 3 00 S .... .• 3.4869 :. � -� •,� X 44/ Julius Lee PE No.34869 . 6904 Parke East'Bivd: Tampa R.33610 Date: January 15,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI/-7473 rev. IW03y2015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is - for an Individual building component, not a: truss system. Before use; The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent,buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . bllcafloD. storaoa' deliver y areciion and-braclog n cc <an�_ d rn cc �ySTemssaeANSIAPai-Guallty Criteria,. DSBA"nd.BCSLBuBdlnp-Componon o4.Parke_Ea _ Safoly Informallonovailabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL :33610 Job Truss Truss Type Qty Ply Daniel Marin ' T16015411 506847 C10 HIP GIRDER 1 2 � Job Reference (optional) r rUUeus Lurnoer L,ompany, raim May, rL - JeUU0, ts.Z4u s uec b zui is mi i eK inausmes, Inc. mon dan 14 T 3:4d:41 ZU1 a rage z ID:hGpOG RSN4P. Nafg4Opy7zhLyCPlo-x9pwCpbUCYYPrRfrEHPGIhFCFNvjeGseNdFAThzvQLa NOTES= 8) ` This truss has been designed for a:Iiye load. of 20.Opsf on the bottom chord in: all areas where a. rectangle 3=6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 11 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface: 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1659 lb uplift at joint 23 and 2245 lb uplift at joint 11. 11) Graphical purliri representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 713 lb down and 267 lb up at 30-1.1-4, and 713 lb down and 267 lb.up at 32-11-4 on top chord, and 3628 lb down and 1326.lb up, at 21-0-0, 723 lb down and.243'lb up at 22-11-4, 723 lb down and 243 lb up at 24-1.1-4, and 718 lb down and 266 lb up at 26-11-4, and 718 lb down and 247 lb up at 28-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads:(plo Vert: 1-4=-90,:4-8=-90, 8-10==90, 1-18=-20, 16-17=-20,,14-16=-20, 13-14=-20, 1.1-12=-20 Concentrated Loads (lb) Vert: 9=-653(F) 19=-3628(F) 28=-653(F) 29=-723(F) 30= 723(F) 31=-718(F) 32=-71B(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE, i Design valid for use only with MITek@ connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a:truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent,buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storaaestelLvery, eLectlon and bracing of trusses and trusslYstem"eeANSIM..l1-QualBy-CrNeda,.DS1L$9And-BCSI.BuBdNp-Component —0904 Parke Fak Blvd Saloty Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL :33610 Job Truss Truss Type Qty Ply Daniel Marin ` T16015412 506847. C11: .. Hip 1 1 Job Reference (optional) r ruueus LUrnuer t umpany, r-aim day, r-L - IZUUD, tl.24U S Uec b xui tl MI I eK mausirles, mc. Mon Jan 14 1'J:4tl:42 2ul y. rage 1 I D:hGpOGRSN4PNafg4Opy?zhLyCP to-PLNJ P9c6zsgGTbE2o?wVI uoNLmD9Nj2ocH?jO8zvQLZ 110 9-0-0 15-3-8 21-0-0 21 -8 25-412 : 29-6-0 31-8-8 36-2-0 38-6-0 -0 fi-8-0 6-3-8 5-8-8 0- -8 . 41-4 4-1-4 2-2-8 45-8 2-40 5x6 = 4x8 = 2x4 II 7x8 5.00 12 6x6 = 31 4 5 32..- 6 7• 2ic4 11 B 46 i 3p' 33 4x6 2 29 34 9 12 19 22 ... 21 20 7x12.11 3x6 II 10x10 // 7x8 = 2x4 I 3x6 = NOP2X STP = NOP2X STP = loll 3x6 'l 1 3x6 18 17 16 35 15 14 13 2x4 5x6 = 6x10 = 2x4 I I . 31-B-8 38-6-0 Scale=1:69.8 10 I4 6 6 LOADING (psf) SPACING- 2-070 CSI. -DEFL. in (log) Well Ud : : PLATES GRIP " TOLL 30.0' Plate Grip DOL . 1.25 TC 0:89 Vert(LL) '-0.33 18 >999 360 , MT20 244/190 TCDL .15.0 Lumber DOC 1.25 BC . 0.71 Vert(CT) --0.60 18 >674 240' " BCLL 0.0 .' Rep Stress Incr. .. .'YES WB.0.91. Horz(CT) . 0.22 . 11 n/a n/a ' BCDL: 10.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.29 18 >999 240 Weight: 281 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4'SP SS 'Except' TOP CHORD . Structural wood sheathing directly applied or 3-5-3 oc purins, except 3-6,6,7: 2x4 SP No.2 2-0-0 oc purlins (2-2-0 max.): 3-7. BOT.SP-No.2 CHORD 2X4''Except' BOT CHORD _ Rigid ceiling directly applied or_6-0-0. oc bracing. Except: 19-21: 2x6 SP No.2 10-0-0 oc bracing: 17-19, 12-14 WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-21, 6-16, 6-15, 7-15 REACTIONS. (Ib/size) 22=2122/0-8-0, 11=2130/0-8-0 Max: Harz 22=119(LC 11) Max Uplift 22=-730(LC �12), 11=-629(LC 12) - FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250;(Ib) or less except when shown. TOP CHORD 2-3= 2981/1140, 3-4=-2676/1143, 4-5=-4156/1681,:5-6=-4125/1672, 6-7=-1012/587, 7-8=-2637/1150, 8-9=-2753/1063 BOT CHORD . 21-22=-75/325, 20-21= .1405/4037, 19-20=-1404/4036, 5-19=-426/252, 15-16=-476/1393,.' 8-12= 240/252 WEBS 2-22= 2004/1021, 2-21=-981/2473, 3-21=-101/652, 4-21= 1691/652, 4-20=0/287, 16-1.9=-865/2533, 6-19=-1308/3751, 6-16=-2033/778, 6715=71045/404, 7-15=-1788/62.6, 12-15=-975/2938, 7-12=-1092/2873, 9-12=-1025/2521; 9-1'1==1992/958 NOTES-1) Unbalanced roof s design. v IUS 2) Wind: CSEn I GGpiIDE 7-10; =O d18�MWFRS (dmoh �ectional) and Cs have been considered for 11C Extedo,r(2) 0-0 0 to 3 0 0, Interior(l) opr(1) 3-0-0 to. 0, Exter or(2) 9 0-0 to at. ,,�1 �(,�E 1�1 S+ .,,��i�, 13-2-15, Interior(1) 13-2-15 to 29-6-0, Exterior(2) 29-6-0 to 33-8-15, Interior(1) 33-8-15 to 38-6-0 zone; cantilever left and right o exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 30159 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. >� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'b 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide „� •[(/ ` will fit between'the-bottom chord and any other members, with BCDL = 1 O.Opsf: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 730 lb uplift at joint 22 and 629 lb uplift 10�T at joint 11. 8) .Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom.chord. //�/11111'//j1�, Julius Lee PE No.34869 -. MRek,USA, Inc. FL CerI6634 6904 Parke East Blvd: Tampa FL 33610. Date: January 15,2019 Q WARNING - Verify design parameterss and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11411-7473 rev. 1WO31201S BEFORE USE, IMF Design valid for use only with MITek® connectors. This design is based only upon parameters shown, "and Is for an Individual building component, not a Truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding deslgn. Bracing indicated is To, prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. MiTek' Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the ahoD,-storSlge,delivery. erection and bracing of Usses-aodJluss.systems.saeANSVJPJI-QuNIt"dtoda DSB-B4.and9CSLBuOding-Componont 6904 Parke East Blvd. Safety Inlomlalbnavallablefmm Truss Plate Institute, 218 N. Lee STreet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Mad r T16015413 506847 C12 Hip Girder 1 2 Job Reference (optional) I WUer15 LUIIIUer Uuniparly, roan Day, rL - azaua, t5.z4u s Uec D zu I D Ivn I eK Inaus[nes, Inc. Man Jan 14 1 o:4D:4D zul u rage 1 ID:hGpOGRSN4PNafg40py?zhLyCPlo-H7cpFXfdO4BhyCYp1q RSkyCmOgRJZgOXu7x9vzvQLV i 3-4-0 7-0-0 13.8-8 20-8-8 21r0-0 26-1-4 31=6-03$-Or0 38-6-0 1 3-4-0 3-8-0 6-8-8 7-0-0 0-�3'-8 5-1-4 1 5-4-.; 0-6- 6-6-0 = . Scale = 1:69.9 5.00 12 5x12 4x4 = 2x4 II Bx10 =. 5x6 z 4 3132'-33 __34 355 ;36 — 37 _ 38 ^6 39 -40 41 42 743 4A- 454647 8 aI 0 2x4 11 5x6 � 4x4 3 2 I 6x10 = 9 12 ILLd 24 11 x6 = 3x6 11 6x8 = 3x6 114x NOP2X STP = JOP2X STP = 16 17 15 14 SV 0 22 21 20 48 49 5019 51 52 53 18 5x12 — 44 = 2x4 11 2x4 11 4x4 = 5x8 = 3x4 11 38-6-0 2-0-0 1-4-0 ' 3-8-0 6-8-8 1 7-0-0 01318 ' 5-1-4 1 5-8-4 0=2-8 4-2-0 01410. 2-0-0 Plate Offsets (X,Y)-- [1;0-0-14,0-0-21, [4:0-6-0,0=1-51, [7:0-3-8,0-4-81, [8:0-3-0,0-0-01, [12:0-2-8,0-2-121, [19:0-4-0,0-3-01, [23:0-2-8,Edge1 LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (lop) Udefl Ud PLATES. GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0;08 15-16 >999 : 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC "0.43 Vert(CT) -0.16 15-16 >999 240 BCLL .. 0.0 .`. Rep Stress Incr. ... .NO WB 0.7a Horz(CT) 0.04 11 n/a n/a BCDL. 10.0 Code FBC2017lTPI2014 Matrix -MS Vllind(LL) 0.08 17 >999 240 Weight: 6621b FT =20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 'Except TOP CHORD_ Structural wood sheathing directly applied or 6-0-0 oc purins, except 1-4: 2x4 SP No.2 2-0-0 oc purlins (670-0 max.): 4-8. BOT CHORD 2z4 SP.No.2 BOT CHORD Rigid ceiling directly app_ lied or 1 C-0-0 oc bracing, 'Except: WEBS 2x4 SP No.2 6-0-0 oc bracing: 1-24. 1 Row at micipt 6-16 6-0-0-oc-bracing:21-23 - -_— - 10-0-0 oc bracing: 16-18, 12-14 REACTIONS. (lb/size) 24=2899/0-8-0, 11=2848/0-8-0 Max Hors 24=91(LC 7) .. _ . . Max Uplift 24=-995(LC 8), 11=-974(LC 8) FORCES. (lb) -- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1950/547, 3-4=-1992/617, 4-5= 2183/834, 5-6=-2666/1004, 6-7=-2671/1004, .... . .7-8=-3738/1395, 8-9=4194/1474; 9-10=-304/91 BOT CHORD 23-24=-367/213, 19-20= 318/1132, 16-18=0/251,.6-16=-757/451, 15-16= 731/2273, 8-12=-172/1091, 11-12= 87/313, 10-11=-87/313 WEBS 20-23=-695/2517, 4-23=-248/982, 4-20=-19761737, 4-19— 651/1940, 5-19= 1609/782, 16-19=-687/1977, 5-16==283/806, 7-16=-241/782, 7-15=-2110/880, 2-23=-822/2619, 2-24=-2607/865, 9-12=-1184/359.1, 9-11=-2661/1005, 12-15=-1040/3239, 7-12=-602/1703 (111:111f111/ NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: `�� •• �G E N S+ �•. ��� F •••• Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0.9-0 oc. - `,! •• V Y' Bottom chords`connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. = N O . 348,69 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B).face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. i • �'� 4) Wind: ASCE7-10; Vult=160mph (37second gust) Vasd=124mph; TCDL=4.20sf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat.io II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate'gdp DOL=1.60 5) Provide adequate drainage to prevent water ponding. Q;•�. _'�� �••`�\,%� 6) All plates are MT20 plates unless otherwise indicated. ��S : OR A 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ON will fit between the bottom chord and any other members, with BCDL. = I0.00sf. 9) Provide mechanical connection ft others) of truss to bearing plate capable of withstanding 995 lb uplift at_join 24 and 974 Ib uplift Ji lus Lee PE No.34869 at joint 11. MITek USA, Inc. FL Ceft 6634 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord: 6904 Paike East Blvd: Tampa FL33610 . Date: January 15,2019 Continued On Mae 2 0 WARNING -Verify design parameters and READ NOTES ON. THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlc9tion storage, delivery, erectlopaad-b arJog-of-trusses and.trusasystems.,seeANSVMILGuality-CrHeda DSR-89-and.BCS1Bu9ding.Componen dte�astAlvd Safety Informatbnavallable from Truss Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin , ` T16015413 506847 C12 Hip Girder 1 2 Job Reference o tional I Iaaeil5 LurllUer l.ompany, r'alm Day, rL - JZ=), d.24U s uec D 2U1 1:5 MI I eK Industries, Inc. Mon Jan 14 1'J:4d:4/ ZUl U rage 2 I D:hGpOGRSN4PNafg40py?zhLyCP lo-IJACStgFn.OJYaM6?bYVg?yVN W n?g204XmYiUhLzvQLU NOTES-' 11) Hanger(s) or•other connection device;(s) shall be provided sufficient to support concentrated load(s) 137 )b down and 120 lb up at 7-0-0, 137 lb down and 115 lb up at 9-0-12, 137 Ib down and 115 lb up at 11-0-12, 137 Ib. down and 115 Ib up at 13-0-12, 137 lb -down and 115 Ib' up at 15-0-1.2, 137 lb down and 115 lb up at 17-0-12, 137 lb down and 115 lb up at 1970-12, 137 lb down and 115 lb up at 19-5-4, 134 lb down and 113 lb up at 21-5-4, 134 lb down and 113 lb up at 23-5-4, 134 lb down and 113 lb up at 25-5-4, 134 lb dowmand 113 lb up at 27-5-4, and.134 lb down and 113 lb up at 29-5-4, and 513 lb down and 436 lb up at 31-6-0 on top chord, and 105 lb down at 7-0-1, 50 lb down at 9-0-12, 50 lb down at 11-0-12, 50 lb down at 13-0-12, 50 lb down at 15-0-12; 50 lb down at 17-0-12, 50 lb down at 19-0-12, 50 lb down at 19-5-4, 53 lb down at 21-5-4, 53 lb down at 23-5-4, 53 lb down at 25-5-4, 53 lb down at 27-574, and 53 lb down at 29-5-4, and 53 lb down at 31-7-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead.+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 . . Uniform Loads (plf) Vert: 1-4=-90, 4-8=-90, 8-10=-90, 23-25=-20, 21-22=-20, 18-21=-20, 17-18=-20, 14-16=-20, 13-14=-20, 12-28=-20 Concentrated Loads (lb), Vert:4=-66(B) 8=-93(B) 14=-41(13) 20=-60(B)33=-66(B) 34=-66(B) 35= 66(p) 36=-66(B) 37=-66(B) 38=-66(8) 39=-66(B) 40= 64(B) 42=-64(B) 43=-64(B) 44=-64(B) 45=-64(B)48=-39(B) 49=-39(B) 50=-39(B)'51=-39(B) 52=-39(B) 53=-39(B) 54=-39(B) 55=-41(B) 57=-41(B) 58_41(B) 59= 41(B) 60=-41(B) 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev, 1010312015 BEFORE USE: Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and Is'for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric -electto=d-tgacing oft[usseaDrid_huusysiems_seeANSV.FPa1-QuoUhLCdteft DSB-89.and BCSI.Bu®ding Componen 894Padse_6asLslvd Safety Infonnationavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Daniel Marin • T16015414 506847. CJ1. . CORNER JACK 24 1 Jab Reference (optional) I IDDens LUMDer Company, ralm tSay, rL - 6?VU0, tl.z4U s Uec 6 zul t MI I eK Inaustrles, Inc. mon Jan 14 1 j:4a:o4 eui u rage 1 ID:hGpOG RSN4P.Nafg4Opy7zhLyCPlo-2f5rwGleBYBZvR9LVW 7JnQIdOcULBMAZN8vMRRzvQLN 1-0-0 1-0-0 1 a. o' m 6 0 v'. d Scale = 1:6.5 ' 3 2x4 = PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. too t01 1-0-0 0; -1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL i 1.25 BC. 0.04 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 - n/a n/a BCDL .:..10.0 . . . Code FBC2017fTP12014 Matrix -MP. ... . .. Weight: 3lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N6.2 TOP CHORD Structural wood sheathing directly applied or'1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=109/Mecha6i6al, 3=-0/Mechanical Max Harz 2=121(LC 1), 3=-121(LC 1) Max Uplift 2=-71 (LC 12) Max Grav 2=109(LG 1)--- - FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C;: Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other. live loads.. . 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Refer to girder(s) for truss to truss connections.. ' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 2. 0 ,�L�US• �. GENS. 3.48.69 op do / `�•• R r<O,. -N '/6NALS 1-0' MITWUSA, Inc. fL Cart 6634 69D4 Parke East Blvd: Tampa R.3361U. Date January 15,2019 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MIP7473 rev. 1010&2015 BEFORE USE, Design valid for use only with MIT64 connectors. This design is based only upon parameters shown,'and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing indicated is To prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek• Is always- .required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the o[oge-deffyw-erection-andJuacing-c h ues and tiusssystems,saeANSL4PU-Quallly-Crltoda,.DSB-bkand.BCSI.8u9ding-Component Safety Infonnationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _69Q4.2a1ke_Eas13lyd _— Tampa, FL :33610 - Job Truss Truss Type Qty Ply Daniel Marin T16015415 506847 CJ1 B CORNER JACK 4 1 Job Reference (optional) i woens t_umoer company, raim coy, rL - Jzauo, C.z4u s uec b eui a MI I eK InaUSmes, 9C. mon Jan 14 1 o:4mon eu I e , rage I I D:hGDOG RSN4P.Nafa40ov?zhLvCPlo-W sfDBcmGvrJ PXakX3DfYKeamcOohwoJicoevzuzvQLM 5.00 12 2x4 II 3x6 II NOP2*8T€ 0-11-4 U 11-.4 Scale = 1:15.6 a I� a N n N N LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL .:..10.0 .:. _ SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ICPl2014 CSI. TC 0.15 BC 0.10 WB -0.07 •'Matrix -MP . DEFL. in (loc) I/defl Ud Vert(LL) -0.00 6 >999 240 Vert(CT) -0.00 6 >999 180 Horz(CT) -0.01 3 n/a n/a PLATES' GRIP MT20_ . 244/190 Weight: 10 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied'or'0-11-4 oc purlins, BOT CHORD 2x4 SP No.2 = except end verticals. WEBS 2x4 SP No.2 BOT CHORD .. .Rigid ceiling directly applied or 10-0-0 oc bracing. . REACTIONS. (lb/size) 6=236/0-7-4, 3=-49/Mechanical, 4=8/Mechanical Max Horz 6=140(LC 12) -- • Max Uplift-6=-88(LC-8);-3=-49,(LC T); 4=-232(LC 12) • Max Grav 6=236(LC 1), 3=61(1­C 12), 4=129(LC 10) FORCES. (lb) -Max. Comp./Max. Ten.": All forces 250 (lb) or less except when shown. - TOP CHORD 2-6=-272/152. WEBS 2-5=-318/405 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=.15ft;.B=45ft; L=24ft; eave=9fi;.Cat.. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates, are. MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s truss has been liveloadon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 4) flit between bottoms other the members. will chord and ers ,,,����,U S' 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to'bearing plate capable of withstanding 88 lb uplift at joint 6, 49 lb uplift.at joint 3 ,� J ........ I� , .-'�G E N S ••♦♦. and 232 lb uplift at joint 4. ,tee ,� ; • F•••.• No 3.4aiS r X + r .; OR1O.• P; �iF' •. A lus Lee PE No.34869 MITek,USA, Inc.' FL Cert.6634 6904 Paike East Blddi Tampa FL 33690 Date: January 15,2019 . O:WAR' NING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MIP7473 rev. 1010=015 BEFORE USE • - Design valid for use only with V ITe.& connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . M iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the abhcattoa-dotage:dekveiy-eiecri6nand.kuockig-ofkusses-oadAusryste�SlpFll_Cualllltyy-Cdtarla,DS&-89and-BCSI-BuOdtng-Componanf-----L.- -6.9.04-Eaft-Ea93-Lyd- Safety Infomlatlonovaliable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ' - Tampa, FL 33610 Job Truss Truss Type City Ply Daniel Merin • T16015416 506847 CJ2 CORNER JACK 2 1 Job Reference (optional) I IDDettS Lumber Company, F'alm bay, F-L - 32905, 8.240 S Uec 6 2018 MI I eK Industries, Inc. Mon Jan 14 13:48:55 2019, Page 1 ID:hGpOG RSN4PNafg4Opy?zhLyCPIo-W sfDBcmGvrJPXakX3DfYKegmgOoxwo9icoevzuzvQLM -1-0-12 1-11-4 1-0-12 1-11-4 5.00 12 Scale = 1:22.0 2x4 11 5x6 = NOP2X STP = ... . LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc)' Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.15 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 .. Lumber DOL 1.25 BC 0.15 Vert(CT) -0.00 . 5 >999 180 BCLL 0.0 '. Rep Stress Incr YES WB - 0.08 Horz(CT) -0.01 3 n/a n/a BCDL :10.0 ... Code FBC2017/712014 Matrix -MP. Weight: 16 lb. FL = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 ' ' TOP CHORD Structural wood sheathing directly applied-or'1-11-4 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .REACTIONS. (lb/size) 6=244/0-7-4, 3=43/Mechanical, 4=18/Mechanical Max Horz 6=199(LC 12) - Max Uplift 6=-69(LC 8); 3=-23,(LC 9); 4=-201(L-C 12)- Max Grav 6=244(LC 1), 3=45(LC 17), 4=134(LC 10) FORCES. (lb) - Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-273/463 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left.: . exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent'with any other live loads. 4) ' This truss has been designed for a live load, of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �(111111 5) Refer to girder(s) for truss to truss connections. % vL�US I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 6, 23 lb uplift at joint 3 and 201 lb uplift at joint 4. �� • ;.`G E N b'�:..•%�' No -3.4869 .. j 40 •: O ' qLE Julius I Pa PF Nn g48fi9 6904 Parke East Blvd; Tampa FL 33610. . Date: January15,2019 ' 0 :WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/09/2015 BEFORE USE Design valid for use only with MiTeW connectors. This design is. based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _folericotioo,_storage-dellvery—emcWn_md-blacing..of tr u«,cand ndmiss cvctems, seeANSIM-ILQuallty-Cdtoda, DSR-n-Ond-BCS19u8ding"Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �pT I V1� IQ�• . 04 P_a[ke_East B] d Tampa, FL ,33610 Job Truss Truss Type Qty Ply Daniel Marin * T16015417 506847. CJ2A: CORNER JACK 2 1 Job Reference (optional) Tibbetts Lumber Company, raim Bay, FL - 32905, 8.240 s Dec 6 2ui 6 Mi I ex Industries, inc. Mon uan i4 13:48:56 20i a: rage i ID:hGpOG RSN4PNafg4Opy?zh'LyCP lo-?2DbLynug9RG9kIkdxAnsrNvFQA1 fFrsgSOSVKzvQLL -1-1-8 1-10=8 1-1-8. 1-10-8 5.00 12 Scale = 1:22.0 1 2x4 11 6x6 = 6. 5 4 . 141.6 Plate Offsets - 2:0-2-9;0-3-0 LOADING (psf) SPACING- 2-0=O CSI. DEFL. in (lac) Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC. 0.29 Vert(LL) -0.00 .I/dell 6 >999 360 MT26' 244/190 TCDL .15.0 Lumber DOL 1.25 BC 6.09 Vert(CT) -OAO 6 >999 240 BCLL 0.0 ' .. Rep Stress Incr... .YES WB .0.12 Horz(CT) .-0.01 3 n/a n/a BCDL. 10.0 Code FBC2017ITP12014 Matrix-P -Wind(LL) 0.00 5 240 Weight: 16lb FT=20% ' LUMBER- ' ' BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD ' Structural wood sheathing directly applied or 1-10-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. ' WEBS 2x4 SP No-2 _ 7 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-1.0-8 except at=length).3=Mechanical, 3=Mechanical. _ - - — (lb) ---,Max Horz-6=201 (LC- 12) - - — - Max Uplift All uplift 100 lb or less at joint(s) 6, 4, 3 except 5=-246(LC 12) Max:Grav All reactions 250 lb or less at joint(s) 6, 5, 31 3 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 6F16s6 except when shbwri. BOT CHORD 5-6=-313/134 WEBS 275=-285/668 NOTES­ 1) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Corrier(3) zone; cantilever left and right exposed; end vertical left exposed;C-C. for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. `,,111 IJ I fill,, 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). ��a- L�US #,f 4) Gable studs spaced at 2-0-0 oc. ®�� �� •...... • FF �fI� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E N S` ••. �i�_ 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ♦♦ ; • F ••• 00 will fit between*the bottom chord and any other members. 34869 7) Refer to girder(s) for truss to truss connections. _ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4,.3, except * •� at=lb) 5=246. 40 Jullus Lee PE No.34869 MiTek;USA, Inc. FL Cert 6634 6904 Paine East Blvd: Tampa FL 33610 Date: January 15,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. • Design valid for use only with Ivlffek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent. buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the _—fabfladllon storage^detyeLw.gLecllan and hrocing of in cces ond.iruss systems.-SeeANSU1P1LGualltV-Cif arla,DSB-84and-BCSI.BuBding-Componon 6994Parke East Blvd:_ - Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • - Tampa, FL :33610 Job Truss Truss Type Qty Ply Daniel Marin ' T16015418 506847 CJ3 .. CORNER JACK 24 1 Job Reference (optional) i iooeas Lumoer UOmpany, raim nay, r-L - azeuo, a.zau s uec o zui is mi i eK inausmes, inc. man uan 14 TJ:4mof Eui y rage T ID:hGpOGRSN4PNafg40py7zhLyCPIo-TEn_ZIoW RSZ7mutwAehOP3w4ipRnOiM736701 mzvQLK 2-4-0 3.0-0 24-0 0.8-0 Scale=1:10.8 5 3x6 I I LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES' GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.10 Horz(CT) OA3 3 n/a n/a BCDL .10.0. Code FBC2017/r.P12014 '.Matrix -MP . Wind(LL) : 0.00 5 >999 240 Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPAO.2 TOP CHORD Structural wood sheathing directly appliedior 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.' WEBS -. 2x4 SP No.2 -REACTIONS. (lb/size) 3=-212/Mechanical, 4=-250/Mechanical, 5=786/0-3-0 Max Harz.5=66(LC 12) ---•-Max-Uplift 3=-21-2(LG 1); 4=-250(LC 1),-5=443(LC 12). -- -- - - — — — ' - - - --.-- ---- - _ - Max Grav 3=106(LC 12),.4=126(LC 12), 5=786(LC 1) FORCES: (lb) - Mai. Comp./Max: Teri. - All forces 250 (lb) or less except when shown. WEBS 2-5=-414/566 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3- second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp, C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for. 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed for a live.load of 20.Opsf on the bottom chord in, all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections.. 5) 9=212e mechanical echa5 c�connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) ,`��� JL�V�S• LF���j j, .� 00 N3.4869 � • r • 0,% � 1Nrn r'It�►� . Julius Lee PE Nn:34869 Welk USA, Inc. R: Cart 669 6904 Pake EasYBlvdi Tampa FL 33610 Date: January 15,2019 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev. 10103)2015 BEFORE USE. Design valid for use only with MITek@ connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��� a, truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the — abrication,-stoLgge-dellvety_BLecfion and bracing of -truss —tsystems ceBANSIQP_I]-Quality-Cdteda,.DSB-89.and-BCSLBu9ding-Component:—. rke Fast -Blvd.... Safety Infomlatlonovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015419 506847 CJ3A Comer Jack 2 1 Job Reference (optional) I rboens Lumber Loompany; ralm bay, t-L - JzyUb, b.24u S uec b zulb MI I eK maustnes, Inc. man .Ian 14 1 J:4u:b/ zul v rage 1 ID:hGpOGRSN4PNafg40py?zhLyCPlo-TEri_ZloW RSZ7mutwAehOP3w7gpVlgD736701 mzvQLK 1-q-0 2-10-5 1-4-0 " 1-6-5 1 NOP2X STP = Scale = 1:10.5 1.0-0 2-10-5 1-0-0 1-10-5 Plate Offsets (X,1)-- [1:0-1-14,0-0-10], [2:0-1-11,1-2-8] - • LOADING (psf) SPACING- 2-0-0.: CSI. DEFL. in (loc) I/defl Ud GRIP TOLL 30.0 Plate Grip DOL 1.25 TC '0.11 Vert(LL) . 0.00 . 5 >999 360 _.,PLATES MT26 244/190 TCDL .15.0 Lumber DOL 1.25 BC . "0.09 Vert(CT) 0.00 4-5 >999 240 BCLL .. . 0.0 .' . Rep Stress Incr. _ . . YES W B .0.04. . Horz(CT) -0.00 3 We .. ri/a BCDL: 10.0 Code FBC2017frP12014 Matrix -MP Wind(LL) -0.00 4-5 >999., 240 Weight: 10lb FT=20%- LUMBER- BRACING- : - TOP CHORD 2x4 SP No.2 TOP CHORD: Structural wood sheathing directly applied or 2-10-5 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD . Rigid ceiling directly.applied or.10-0-0 oc bracing. . WEBS '2x4 SP No.2 — REACTIONS. (lb/size) 3=30/Mechanical, 4=-16/Mechanical,, 5=294/0-8-0 -Max Harz 5=63(L-C--12)---1•— - . Max Uplift 3=-26(LC 9), 4=-16(LC 1), 5=-137(LC 12) - Max Grav 3=39(LC 17), 4=17(L6 12), 5=294(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(Ib) & less except when shown. WEBS 2-5=-192/254 NOTES- 1) Wind: ASCE 7-10;.Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1:5ft; B=45ft; L=24ft; eave=4ft;.Cat.. 11; Exp C; Encl., GCpi=OA B8 MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates, are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " 4) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 11/11') will fit between the bottom chord and any other members. 5) Refer to for truss to truss `,11111l ,,�%, . IS L� .*I. F �II girder(s) connections. �� �,...... • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=lb) ,A� ='�G E N S'• ••V' F•••. 5=f37. �� - �i N0 3.4869 '; 0 - * Z. 00 Julius Lee PE No:34869 MiTek USA, Inc. FL Cert 6634 $904 Parke East Blvd: Tampa FL 33610.. Date: January15,2019 - 0 WARNING -Verify design; parameter's and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 140-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the cation. storaoe_ delivery erectlot and.biaclna o�ssPs and t us systems,seeANSI MI-Quallty-Cdtoda, DSH.84-and-SCS19ufldtnp.Componant 904-Parke-Fas Safety InformatlanovaI able from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. q Tampa, FL 33610 Job Truss Truss Type Oty Ply Daniel Marin ' T16015420 506847 CJ3E CORNER JACK 4 1 Job Reference o tional r IDDens Lumber company, calm day, r-L - Oeaub, -2-0.0 B tl.Z4U S uec 6 ZUl tl MI I eK Industries, Inc. Mon Jan 14 13:48:bd ZU19 rage I I D:hGpOGRSN4PNafg4Opy?zhLyCP lo-xOLMmdo9Bmh_02S6kMCFyGSDGDs97A99lmtZaCzvOLJ 1-0-0 1=0-0 Scale = 1:7.0 3x4 = 100 1-0-0 0 6 a 0 Plate Offsets X,Y)-- [2:Edge;0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC, 0.38 Vert(LL) ' 0.00 7 >999 360 MT20 244/190 TCDL .15.0 Lumber DOL 1.25 BC O.65 Vert(CT) abo 7 >999 240 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(LQ -0.00 7 >999 240 Weight:7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD 'Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x6 SP No _2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3= 23/Mechanical, 2=417/0-8-0, 4=-105/Mechanical Max Horz 2-39(LC,8) Max Uplift 3=-23(LC 1) 2=-327(LC 8); 4=-105(LC-1) - - - - = - — ---- - Max Grav 3=28(LC 8), 2=4171(LC 1), 4=105(LC 8) FORCES..' (lb) - Max. Comp./Max. Ten. -'All forces 250 (lb) or less except wheri shown. -- NOTES- 1) Wind: ASCE:7710; Vult=160mph (37second. gust) Vasd=124mph; TCDL=42psf; BCDL=6.Opsf; 0=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl.,.GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for.members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ... 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom.chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between=the bottom chord and any other'members. 5) Refer to girder(s) for truss to truss connections..{I11:1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3,except Qt=lb) 2=327, 4=105. ����Ous 00 N 34869 Jullus Lee 1E No:34669 . MiTek USA, Inc. FL Cert 6634 6904.Parke East Blvd; Tampa FL 33610, Date: January 15,2019 . 0 WARNING - Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent,buckling of individual truss web and/or chord members only. Addifionol temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - _fabrlcaTion. storage -delivery, ete-cJion and bracingo tnacec and buss cystams-seeANSVTPIIAu Cdteda,.DSB--1tand.BCSI.Bunding-component _ --.- _6Q04 Parke East Blvd. Safety lnformatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015421 506847 CJ5 CORNER JACK 18 1 Job Reference (optional)' Ua emu, uuc, vu 1lpa liy,: rmm ony, rL 04VUa, . 2-1-8 2-1-8 5 2x4 11 t$.Z4U S UeC b ZUl d MI I eK InauSrnes, Inc. Man Jan 14 13:48:5B "Lu10 Hage 1 Scale = 1:14.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.01 4-5 >999 360 MT_20 244/190 TCDL 15.0 Lumber DOL 1.25 BC: Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 * Rep Stress lncr YES . . W B '0.07 Horz(CT) . -0.03 3 n/a n/a BCDL 10.0.. Code FBC2017/T.P12014 Matrix -MP Wind(LL) .0.01 4-5 >999 240 Weight: 17lb . FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied -or 5-0-0 oc purlins. ' BOT CHORD 2x4 SP No2 BOT CHORD .. Rigid ceiling directly applied or:10-0-0 oc bracing. WEBS 2x4 SP No REACTIONS. (lb/size) 3=75/Mechanical, 4=-8/Mechanical, 5=477/0-3-0 Max Horz 5=110(LC 12) --!Max.Uplift-3=-59(LIC-12),-4=-42(LC 9), 5=-270(LC 12) -- - - - - - — -=— - - - - - - Max Grav 3=82(LC 17), 4=26(LC 3), 5=477(LC 1) FORCES." (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or.less except when shown. WEBS 2-5=-338/375 . NOTES- 1) Wind: ASCE 7-10;'Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=91h; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 41.1-4 zone; cantilever left 'and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=.1.60.plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for. truss to truss connections. 5) Provide truss to bearing 100 lb 3, 4 ,,.�111:111lI��" ��. &Ius LF 4-.. mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except Qt=lb) 34869 � _ r e; •LIA• ♦ Mara % Jullus Lee PE No.34869 . MITek USA, Inc. FL Cert 6634 69D4 Parke Fast Blvd: Tampa FL 33610. Date: January 15,2019 AYARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1141I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated 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 and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the on,.storage,-delivery erection and brad ng-oLt[usses-aodJrusssystems,.seeANSVINI-QuaRty-CMeda,-DSB,89-and-BCSLBuUdNp-Component:. vd _- Safety Infoanationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, - Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin - T16015422 506847 CJ5A Corner Jack. 2 1 Job Reference (optional) I IUUCIIS Lu111UC1 uul nNar ly, rdlrll ody, rL - azaUo, t5.z4U s UeC b 2U13 MI I eK Industries, inc. Man Jan 14 13:4d:b9 2U19 Page 1 I D:hGpOGRSN4PNafg4Opy?zhLyCP lo-Pdvk_zpny4prOC1 J 13j 000?TEd9nscOl W Qc76fzvQLl 2-1-e 3-0-0 4-11-15 ' 2-1-8 -10- 1-11-15 5.00 12 3x4 G 4 3x4 143 2 0 1 N O 9 10 6 5 3x4 = 2x4 = 2x4 Il 8 2x4 2x4 II II 3-0-0 2-0-0 2-1 I -71-15 2-0-0 0- 6 1-11-15 n-in-a Scale = 1:50.5 LOADING (psf) SPACING- 2-0-0 • CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCILL 30.0 Plate Grip DOL 1.25 " TC 0.11 Vert(LL) -0.01 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC. 0:15 Vert(CT) -0.01 8 >999 180 BCLL 0.0 Rep Stress Incir YES WB. 0.07 Horz(CT) 0.04 5 n/a n/a BCDL .:.:10.0 ... Code FBC2017/TP12014 .Matrix -MP Weight: 441b : FT = 20 LUMBER- BRACING - TOP. CHORD 2x4 SP•No.2 TOP CHORD Structural Wood sheathing directly applied or'4-11-15 oc purlins: ' BOT CHORD 2x4'SP No.2 BOT CHORD 'Rigid ceiling directly applied or 6-0-0 oc bracing. Except::: - WEBS .. 2x4 SP No.2 10-0-0 oc bracing:.7-9 REACTIONS. (lb/size) ,4=58/Mechanical, 5=12/Mechanical, 10=491/0-3-0 Max Harz. 10=11,0(LC 12) -Max-Uplift-4=-39(LC=9)r 10=-207(LC 12)- ---- - _ ... -. -_.. .. .- - - ---------- - - ----- - -- - - - -' Max Grav 4=75(LC 17), 5=27(LC 10), 10=491(LC 1) FORCES. (lb) - Max. Comp./Max: Ten. - All'forces 250 (lb) or less except when shown. TOP CHORD 1-2=-371/250 BOT CHORD 1-10=-197/386 WEBS 2710=-389/372 NOTES- ' 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(!) 3-0-0 to 4-11-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate,gdp DOL=1.60 2) This truss has been designed for a 10.6 psf bottom chord live load nonconcurrent with any other live loads. ' 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,,�(111:11It1,,� will fit between the bottom chord and any other members. ��. ��,U S L�: I*# 4) Refer to girder(s) for truss to truss connections. • •.., -Ie 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) ,,� ,-'�G ENS •• • �i� 10=207. �� ; V F�••. �� 3.4869 .IA _ WJ_00 • �: 'ON Ai E Jullus Lee PE No.34869 .. MITek USA, Inc. FIL Cert 6634 6904 Parke East Blvd: Tampa E- 33610. . Date: January 15,2019 0.WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1=12015 BEFORE USE Design valid for use only with Mrr6kO connectors. This design is based only upon parameters shown, and is.for an Individual building component, not �- a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to, prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the .. _fabdcaflon. storage d .le very. erection and-t o=log-of-trusses.and truss systems.sesANSVWII-GuaIMy.Cdtoda, nca.8o and-BCS19u0ding.Componen atke_EasLBIVSL___ Safety Infonnationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015423 506847 CJ7 CORNER JACK 10 1 Job Reference (optional) t1.z4U s UeC b ZUl a MI I eK Inaustne3, Inc. Mon Jan 14 19:48:b9 ZU19 rage 1 ID:hGpOG RSN4PNafg4Opy?zhLyCP lo,Pdvk_zpny4prOC1 J 13j000?Nld6DscKI W Qc76fzvQLl 2-4-0 7.0-0 2-4-0 4-8-0 Scale = 1:21.0 0 5 4 NO P2X STP = 2x4 11 7-0-0 2-0-0 -4- 4-8-0 Plate Offsets (X,Y)-- [1:0-1-14,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.47 ,I/dell Vert(LL) 0.07 4-5 >751 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC ' 0.38 Vert(CT) 0.07 4-5 >824 180 BCLL .. . 0.0 ._* . Rep Stress Incr. .. YES WB .0.07 HOrz(CT) -0.05 . 3 n/a n/a BCDL. 10.0 Code FBC2017ffP12014 Matrix -MS Weight: 23 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD: 'Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly.applied or 10-0-0 oc bracing. WEBS '2z4SPNo.2 - - - -- REACTIONS. (lb/size): 3=159/Mechanical, 4=29/Mechanical, 5=575/0-8-0 = —Max Harz 5=155(LC-12)- _ - - - ------ -- -. - - -- Max Uplift 3=-112(LC 12),A=-69(LC 9), 5=-326(LC 12) " Max Grav 3=159(LC 1), 4=69(LC 3), 5=575(LC 1) FORCES. (lb) -Max. Comp./Maz. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-260/134 WEBS 2-5=-469/394 NOTES- 1) .Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf: h=15ft; B=45ft; L=24ft; eave=9ft; Cat. I1; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-11-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 . . : . . : . . . 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 4) ' This truss has been designed for jive load 20.0psf the bottom in where 3-6-0 by 2-0-0 ,'►% ulu S �\3 FF ��j a of on chord all areas a rectangle tall wide ,�% . • • • •., will fit between the bottom chord and any other members.G • E N S' •• 5) Refer to girder(s) for truss to truss connections. �! V' F•••.� �do 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=1b); = 3.4869 •.-* 3=112, 5=326. ` *.... = '. •: (V �, • 1 � ' ��, 40 P•' =��. JUIw8 Lee.PE No.M80 . MITek USA, Inc. FL Cert 6634 6904 Paike EastB14 Tampa FL 33610 Date: January 15,2019 :WARNING -Verity design: parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with NlirekO connectors. This design is. based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek' Is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the e; delivrecfion and bracing of Trusses codAtusuystemssaeANSIM-LI-QualBy-Cdtoda DSB-64 and.BCSLBuedlnpLomponent— 6904 Parke East Blvd. Safety Informatlonovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 33610 Job i Truss Type ty Ply Daniel Mor n 71ip T16015424 506847 D1 - r:. 1 1 Job Reference (optional) y. 000 1-0- 3x6 .2 3 3x6 = 5x6 3 12 4x8 = ID:hGp0C 2-3-15 1-10-2 3.26 F12 6x6 = 6x6 = 4 16 17 18 5 19 20 21 22 23 11 24 3x8 = 3x4 II VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 14 Jan b 4u1 a non eK mausme :Plo-s7kWpjY.GiHFCFut 13-9-8 3-7-12 5x6 6 10 4x4 = 7-9.14 1 10-1-13 13-9-6 Jan 14 1b:uJ:4u 2111,t1 rage 1 it vxPgGAlsw4akuQzvPFH 14 1-0-.1 Scale = 1:28:8 c 3x6 7 B 9 2x4 = m N O O N 3x4 I 15 Plate Offsets (X,Y)-- [6:0-2-0,0-1-41; [14:0-1-0,0-1-41, [15:0-1-0,0-1=41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.91. Vert(LL) -0.05 11-12 >999 360, MT20 244/19.0 TCDL 15.0 Lumber DOL 1.25 BC 0.62: Vert(CT) • -0.10 11-12 >999 240 - BCLL 0.0 Rep Stress Incr. NO "WB 032 HOrt(CT) -9.32 15 n/a n/a ' BCDL 10.0 Code. FBC2017fTP12014 Matrix -MS Wind(LL) 0.04 11 .>999 240 'Weight:'891b FT=20% LUMBER- aBRACING- TOP CHORD 2x6 SP No.2 'Except` TOP. CHORD Structural wood,sheathing directly applied or 4-1-4 oc purlins, except 1'-3,6-8: 2x4 SP No.2 end verticals, and 2-0-0 oc purlins (5-3-11 max.):;4-5. BOT CHORD 2x4,SP No:2- — --. BOT CHORD Rigid ceiling directly appljed'or 5-11-11 oc-bracing., WEBS 2x4 SP No.2 __-_REACTIONS. _ (lb/size).-- 14=1231/Mechanical,.15=1246/Mechanical _ __. ___ � . -.__-- Max Harz 14=238(LC 7) Max Uplift 14=-460(LC 8),' 15= 471(LC 8) " -Max Grav 14=1232(LC' 17), 15=1246(LC 1) _ ..' " ' FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-`l865/670, 3-4=-1724/6T1,, 4r16=-1882/708, 16-17=-1882/708, 17-18=-1882/708; 5-18=-1882/708, 5-19==1922l725, 6-19=-1967/750, 6-7=-1848/626, 13-14=-1232/460, 2-13=-1193/461, 9-15=-1246/471, 7-9— 1188/477 " :BOT CHORD 12-13=-947/756, 12-20=-870/1799, 20-21=-870/1799, 21-22=-870/1799, 22-23=-870/1799, 11-23=-870/1799, 11-24— 689/1651, 10-24— 689/1651, 9-10=-270/275 WEBS 4-12=-283/424, 6-11=-233/364, 2-12=-862/141.1, 7-10=-579/1383 NOTES- �I11.11/►� 1) Unbalanced roof live 2) Wind: ASCE7-10; Vulta160mph (3 second Vasd=124mph; TCDL=4.2psf;'BCDL=6.Opsf; h=15ft; B=45ft;:L=24ft;'eave=9ft; Cat. gust) %J ... 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed.; end vertical left and right exposed; Lumber •.•...... �% • E N �o DOL=1.60 plate grip DOL=1.60 �� ; ��� StC'•. �j 3) Provide adequate. drainage to prevent water ponding. �� i 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� Z N 3.4869 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections.'-0 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 460 lb uplift at joint 14 and 471 lb. uplift at 15: .. • -� '� joint 8) Graphical purlin. representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. i �• T • Q� . % 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down and 109 Ib up at •.....+ lb 7 up tdown 5-11-11, 116 lb down and 134 lb up at 6-3-7, 98 lb down and 133 lb up at idown �134 down and lb up at 6-2;Ib139 lband 145 Ib up at 7-9-14, and 122 lb down and 129 lb up at 8'7-9, and 90 lba1 d 109 lb up at 10-1-:13 on top chord, and2 lb down at. 3-7-12, 29 lb down at 5-2-0, 42 lb down at 5-11-11, 47 lb down at 6-3-7, 47 lb down . ��f1111'<ti,, at 6-10712, 47 lb down at 7-6-2, 42 lb down at 7-9-14, and 29 Ib down at 8-7-9, and 2 lb down at 10-1-13 on bottom _chord. The Julius Lee PE No.34869 eslg se ectlon at such connectiondevice(s) Is t e responsibility of others. MITek USA, Inc. fL Cert;6634 10) In the LOAD CASE(S) section, loads applied to the face: of the truss are noted as front (F) or back (B). 6904,PatkB East Blvd: Tampa FL 33610 Date: January 15,2019 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10103)2015 BEFORE USE. Design valid for use only with Mtfek® connectors. This design Is. based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent. buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricnt(oD,sto[age,sielixely._elaction and hracing.ofhusses and to icc tyctemc,-seeANSI/1P.U_GualHy-Cdtaedt DSB,9Rand-SCSLBuudlnp"Component _ 68.04_Eadse_Fas18[yd.- Saloty Informatbrtovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL :33610 ' Tibbetts Lumber Co, Palm Bay, FL 8.240.s Jan 6 2019 MiTek Industries, Inc. Mon Jan 14 16:03:40 2019 Page 2 I D:hGpOG RSN4PNafg4Opy7zhLyCPlo-s7kW piYGiHFCFuu4Z1 w9rB51 vxPgGAlsw4akuQzvP FH LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 3-4=-90, 4-5=-90, 5-6=-90, 6-7= 90, 7-8— 90, 9-13=-20 Concentrated, Loads (lb) Vert: 4— 105(F) 5=-105(F) 12=-2(F) 11=-68(F) 10=-2(F) 16=-95(F) 17=-95(F) 18=-95(F) 19=: 56(F) 20=-27(F) 21= 32(F) 22=-37(F) 23=-37(F) 24=-27(F) r111841 ' Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M/F7473 rev. f0/03/2015 BEFORE USE, Design valid for use only with MfTek®connectors. This design Is, based orily upon parameters shown, •and is.for an Individual building component, not a truss system. Before use; the building designer must verity the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing indicated is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MITek� is always:required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabflcatlon sToraae delivery etectiorLOOdhtacbg of frusses and.fruss systems..sasANSU1FILGuallgcLdtada,DSB-64and.8CS19u9dlnp Component 6904P_arkaEast Blvd __ Safety Inlonnatbnavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL :33610 russcussype yPlyDaniel Madn T16015424 . D1 . .. .Hip Girder. Job Reference (optional) Job Truss Truss Type City Ply Daniel Marin T16015425 506847 D2 Common 1 1' Job Reference (optional) - 0.44U S VUU O 4U 10 IVII I UK I1IUUSIneS, Inc. mun Uan I4 I0:4e:UZ eu I to rage 1 I D:hGpOGRSN4PNafg4Opy?zhLyCPlo-pCatc?sfF?CQtfmuzBHB66dnjg7F3yEkDOmj_zvQLF 6-10-13 _ _ _ 13-9-9 6-10-13 6.10-13 Scale = 1:31.6 5.00 F12 10 9 1 6x8 = 4x6 = 2 5 4x8 = 3x4 II VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 7 - LOADS IMPOSED BY SUPPORTS (BEARINGS). i� 3 to 4 6x8 = oP N O O N 3x4 11 8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.04 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC . 0.42 Vert(CT) -0.09 5-6 >999 240 BCLL _... 0.0 .' . Rep Stress Incr.... YES WB -0.19. . Horz(CT) - 0.13. 8 n/a n/a BCDL. 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.02 ,5-6. >999 240 Weight: 74lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD' 2x4 SP No.2 BOT CHORD Rigid ceiling directly.applied or 9-1-1 oc bracing. WEBS 2x4 SP N62 - - --- REACTIONS. (lb/size), 7=743/Mechanical, 8=743/Mechanical . - - - --`-.- .....Max Horz 7=89 LC-11 - -- - - - — -- ..-- — -- -- - -- - -- Max Uplift 7=-224(LC 12),-8= 224(LC 12) FORCES.- (lb) -Mai. Comp./Max: Ten. - All forces 250 (lb) or -less except when shown. - TOP CHORD 1-2=-1035/437; 2-3=-1035/426, 6-7=-743/353;:1-6_ 682/389, 4-8=-743/360; 3-4= 682/335 BOT CHORD 5-6= 416/775, 4-5=-262/509 WEBS 2-5=0/26111-5=-235/618, 3-5=-97/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: AS.CE 7-10; Vult=160niph (37second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat., II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2) 04-12'to 3-1-12, Interior(1) 3=1-12 to 6-10-13, Exterior(2) 6-10-13 to 9-10-13, Interior(1) 9-10-13.to 13-7-13 zone; cantilever Left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=224,8=224. `J.S• ��� '•�`G E N `SF•' ��i 348.69 •, �. i • •��% Julius Lee PE No.34869 . MITWUSA, Inc. FL Celt 6634 6904 Paike East Blvd; Tampa R. 33610 Date: January15,2019 . WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MlTelkO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a: truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to, prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• . Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the �obdQDf1QD:-5t=ge,deJiye1y, erection and bracing of-trusses.aod truss systems-saeANSVFPt1. Qua1By-Cdteda,.DSB-89-and BCSI.Bulding.Component d.. _ Safety Informaflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL ;33610 Job Truss Truss Type Qty Ply Daniel Marin T16015426 506847 D3 . Common. 1 1 Job Reference (optional) o cu 10 rvu I en a luusules, Hnc. rvwn Jan i 4 r o:'1a:uz zu i tf rage r I D:hGpOGRSN4PNafg4Opy?zhLyCPlo-pCatc?sfF?CQtfmuzBHB66dnjg7F3yEkDOmj-zvQLF 6-10-13 13-9-9 6-10-13 6-10-13 ' Scale =1:31.6 4x6 = 2 1 I6 6x6 5 4 6x8 = 7 4x8 = N o 0 N 3x4 11 VERTICAL LEGS ARE NOT DESIGNED FOR.LATERAL 3x4 II LOADS IMPOSED BY SUPPORTS (BEARINGS). 7.. 8 6-10-13 q 13.9-9 6-10-13 6-10-13 . Plate Offsets (X,Y)--[4:0-4-8,0-5-4],[4:0-0-0,0-1-12],[6:0-0r0,0-1-12],[6:0-4=8,0-5-4],[7:0-1-0,0-1-4],[8:0-1-0,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES S. GRIP TCLL 30.0 Plate Grip DOL ' 1.25 TC 0.93 Vert(LL) -0.04 5-6 >999 360 MT20 244/190 . TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.09 5-6 >999 240 BCLL .... 0.0 .`. Rep Stress Incr ... YES WB _0.19, Horc(C.T) . 0.13 8 n/a n/a , BCDL: 10.0 Code FBC2017/TP12014 - Matrix -MS .Wind(LL) 0.02 5-6 >.999 240 Weight: 74lb FT=20% , LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing.. ---.WEBS 2x4SPNo:2 - - — - - --- - — --: -. . REACTIONS. (lb/size) 7=743/Mechanical, 8=743/Mechanical Max Harz -7=89(LC 11)-__ Max Uplift 7=-224(LC 12), 8=-224(1_13 12) FORCES. (lb) -_Max. Comp./Max.-Teri.': All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1035/437; 2-3=-1035/426, 6-7=-743/353,-1-6_ 682/389, 4-8=-743/300; 3-4=-682/335 BOT CHORD 5-6=-416/775, 4-5=-262/509 WEBS 2-5=0/26111-5=-235/61 S, 3-5=-97/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;, Vult=160mph (37second, gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; at. II; Exp C; Encl., 6Cpi=0.18; MWFRS (directional) and C-C Extedor(2) 04-12'to 3-1-12, Interior(l) '3-1-12 to 6-10-13, Exterior(2) 6-10-13 to 9-10-13, Interior(1) 9-10-13 to 13-7-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for ><111;1111/��� reactions shown; Lumber DOL=,1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 bottom chord live load nonconcurrent live loads. psf with any other 4) ' This truss has been designed for a live load of 20.Opsf on the:bottom chord in all, areas where a rectangle 3-6-0 tall by 2-0-0 wide -will ,�� �G E N S �••� !�� • fit between the bottom chord and any other members. ; V. F ••• ✓40 5) Refer to girder(s) for truss to truss connections. '`�. 3. 8 469 • ••�. 6) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 100 lb uplift at joints) except (jt=1b) - .� 7=224, 8=224. ; 8k Ob vim, ,•,�,� R 1 O •O P• ;`�,`e� S - 4s ON Julius Lee PE No.34369 . MITek USA, Inc. FL Ceti 6634 6904, Parke East Blvd: Tampa FL 33610 Date: Janua 15 201a ty A WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not at russ system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p/� T building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV l� 1pk• . Is alwayssequired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _ bdcsabonr3toiage delivery erection o0d bracing_oLifusses and truss systems seeANSIPPil-Quallty_Citt•rks.DSB-89-and-BCSI-BugdingZomponant- arke EasLplvd. Safety Informatlonavailable from Truss Plate, Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type jolly Ply Daniel Marin T16015427 506847 D4 Roof Special 1 1 Job Reference (optional) a may, 6.240s Vea O 2016 MI I eK Industries, Inc. Mdn Jan 14 13:4e:03 Zdl 9Page]. ID:hGpOG RSN4PNafg4Opy?zhLyCPlo-HOBFpLsH01KHUpL4XvoQfK972EUGoNYuR2aKFQzvQLE 3-B•6 6-10.13 10-1-3 11-8-12 13-9-9 1-11-1: 1-9.6 3-2.6 3-2-6 1-7-10 2-0.13 5.00 12 44 = Scale = 1:71.6 3x4 = 4x4 - 3 44 = 3x4 = 1 p 4 5 16 112 2x4 - 13 12 11 0 10 9 3x4 = 2x4 II `� 2x4 II 15 14 3x10 = 3x10 - 0 2x4112x4.11 o o m 6 (0 7. 6 .. 11 3x4 =.2x4 1-it-1 , 3-8.66 , 10-1-3 11-8.1) 13-9. 1-11-1 1.9. 39 6-4-12 1-7-10 2-0-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.05 10-11 >999 360 MT20. 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.13 10-11 >999 240 " BCLL 0.0 ' Rep Stress Incr YES WB "0.25 Horz(CT) - 0.12 6 n/a n/a BCDL .:.10.0-.. Code FBC2017/TP12014 Matrix -MS. Wind(LL) .0.0410-11 >999 240 Weight:122,lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purling (5-7-1 max.): 1�2; 4-5. WEBS 2x4 SP No.2 BOT CHORD .Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15 9-9-9 oc braciri • 10-11 WEBS 1 Row at midpt 5-6 -REACTIONS.-•(Ib/size) 15=742/Mechanical, 6=738/Mechanical - - - --- • - -- - -- -- -- - --- - -- -- Max Horz 15=-42(LC 10) Max Uplift 15=-225(LC 12), 6=-227(LC 12) FORCES. (lb) - Max. Comp./Malt. Ten. - All forces 250 (lb).6FIbss except when shown. TOP CHORD 13-15=-721/350, 1-13=-714/344, 1-2=-977/42.9, 2-3=-1167/562, 3-4=-1164/535, 4-5=-974/404, 6-8=-716/322, 5-8=-715/318 BOT CHORD 10-11= 360/751 WEBS ... 1-11=-457/1088, 2-11=-723/431, 3-11=-192/442, 3-10=-171/439, 4-10= 722/421, .. 5-10=-444/1090- . NOTES- 1) Unbalanced roof live loads 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=15ft; B=45ft; L=24ft; eave=9ft; Cat. .II; Exp C; Encl., GCpi=0.18;.MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12,.Interior(1) 3-1-12 to 6-10,13, Exterior(2) 6-10-13 to 10-1-3, Inted6r(1) 10-1-3 to 13-7-13 zone; cantilever left and right exposed ;C-C formembers and forces & MWFRS for reactions shown; Lumber. DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in_all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to th6ss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 15=225, 6=227. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. do .34869 L LIA 'd 411� c •' ..•.. • •. Ii.lilm 1 nn n[ G1_ OAOLU% MITek,USA, Ine. Fl: Cert 6634 6904 Parke East'Blvd: Tampa FL 33610 Date: January 15,2019 ©WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MT EK REFERANCE PAGE M_ IP7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mlfekn, and Is for an individual buildin ® connectors. This design Is based only upon parameters show component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury:and property damage. For general guidance regarding the - .... ,storage, -delivery, erecitoa and.btaclog oUlussessand.husssystems seeANSILIRII-Quality Cdtoda DSB44and-BCSLBuOding-Component - _ 6904..P_ads0_Ea9 1Iyd Safety lnformatlonavollabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL :33610 Job Truss Truss Type Qty Ply Daniel Mad T16015428 506847 D5 Hip 1 1 Job Reference (optional) �...... goy, ucauo, 0.Z4V 5 Uea O ey 10 IVII I eK Inausines, Inu. IVIOn uan 14 I J:4u;u4 zu l y rage I - - ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-maidl htvncS86zwG5cJfBMGGegxxoll giKtnszvQLD 1399 0 - 2 3-4-12" 6-9.13 10-0-12 13-1-13 13 -1 ' 0-5- 3-5-0 . 2X4 i 3-7-0 2-9-0. 0- -4. 4x4 = 0-5-8 Scale=1:61.1 2x4 = 2 3x6 = 0 0 5 4 . .. 3x4 = 2x4 11 3-9-9 3.4-12 6-9-13 10.4.12 13-9-9 _4_ 3-4-12 3., 3-7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) - I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.04 9 >999 360 MT20 244/190 TCDL 15.0.: Lumber DOL 1.25 BC 0.37 Vert(CT) -9.09 " 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 6.38 Horz(CT) 0.21 4 n/a n/a BCDL--- :10.0.. Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.03 . 8 >999 240 Weight: 142lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD 2-04 oc purlins (6-0-0 max.): 1-3; except'end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS. 1 Row at midpt 3-4 -3-4: 2x6 SP No.2 REACTIONS. (lb/size) 12=738/Mechanical, 4=738/Mechanical r:Max Uplift 12= 246(LC 8), 4=-246(LG-9)- ------ FORCES. (lb) - Max. Comp./Max. Ten. ; All forces 250 (lb) or less except when shown. TOP -CHORD -1-2- 1059/430, 2-3=-1059/430,10-12=-700/350, :1-10=-670/959, 4-6=r708/306,:3-6- 663/320 - - WEBS 2-8=-683/43413=8=-439/1043, 1-8=-44V1085 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-.12 to 3-1-12, Interior(1) 3-1-12 to.13-6-13 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to.prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other, live loads. . 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ��l 1. i l 1111% 5) Refer to girder(s) for truss to truss connections. 6) Provide '(by truss to bearing plate 100 lb �U. F� ��o mechanical connection others) of capable of withstanding uplift at joint(s) except Gt=.Ib) ��� . •: . 12=246, 4=246. 'Graphical • ENS' 7) purlin. representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �� V' F•'•,• �� -34869 4. 'U �.� fib lu • U✓ Z Julius Lee PE 14o.34869 . . MiTek•USA, Inc. FL Cert 6634 6904 Parke East 14 Tampa FL 33610 Date: January 15,2019. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek' is always: required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - ---fabilcationLstorage,-deep/ emcibo-ood-biacJng ofsrusses and tract gyctemc caeAyysvrplt-Qualay-c fodci DSB--84-and.BCSLBuOding-Component' 8994 Padce�estBJvd _ Wally Infolmatlanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Mad T16015429 506847 D6 Hip 1 1 Job Reference (optional) n uunuc gun suer l ul nNai iy, rami oay, rL-azaa3, t3.z4U s Uec 6 ZU13 MI I eK Inauslnes, Inc. Mon Jan 14 13:49:Ub ZU19 rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-EnG?E1 uYYwa?k7USeKquklFRp29eGHiBvM3RKIzvQLC L2-5-12 a-4-12 6-9-12 10-4-12 111-13 13.9-9 3.5.0 3.7-0 9- 2,7-12 5.00 ft2 4x4 — 3x4 — 4x4 — Scale = 1:67.3 3x4 % 2 as ,A5 3 0 4 3x4 2x4 = 3 3x4 = 0 0 m 7 6 3x4 = 2x4 I 2-5-12 4-4-12 10-4-12 11-1-13 13-9-9 2-5.12 -11- 7-0-0 9- . 2-7-12 Plate Offsets (X,Y)-- [9:0-4-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0:36 Vert(LL) -0.08 9-10 >996 360 MT20 244/190 TCDL 15.0 Lumber DOL . 1.25 BC 0.44 Vert(CT) -0.16 9-10 >999 240 BCLL .:.. 0.0 `. Rep Stress Incr. - YES W B AM Horz(CT) . 0.07 . 6 n/a n/a BCDL. 10.0 Code FBC2017[TP]2014 Matrix -MS .,Wind(LL) 0.02 9-10. >999 240 Weight: 185lb FT=20'/0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals; and 2-0-0 oc purlins (6-0-0 max.): 2-4. WEBS 2z4 SP No.2 - -` — BOT CHORD Rigid ceiling directy applied or 6-0-0 oc bracing. WEBS 1 Row at, midpt 5-6,7-8. REACTIONS. (lb/size) 13=743/Mechanical, 6=743/Mechanical - - - - - - � V----Max Horz-13=-32(LG-10) • - • - - — Max Uplift 13=-226(LC 12), 6==223(LC 12) FORCES.'' (Ib) -Max. Comp./Max. Ten. - All'foices 250 (lb) or less except when shown,-- - TOP CHORD 1-2=-521/251, 2-3 445/269, 3-4— 497/281,4-5=-591/275, 13-14==71,3(403, 1-14=-750/373, 6-8=-710/379, 5-8=-736/358 BOT CHORD 1 0-11 =-348/731, 9-10= 367/713 WEBS 1-11=-276/642, 5-9=-281/658, 3-9=-326/226, 3-11=-378/233 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE.7710; VuIt=160ri ph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS'(directional) and C-C Exterior(2) 0-1-12 to 6-9-12, Interior(1) 6-9-12 to 11-1-13, Exterior(2) 11-1-13 to 13-7-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS.for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load. of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except atmlb) 13=226, 6=223. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,CIS �vLIUS• LF0 EN ��i,�� NO 348'69. .. i i =�C/ �j rt /iod/NA' h.11— Ian DC 61n 6AQkh MITek,USA, Inc. FL Cert 6634 . 6904.Parke East Blvd; Tampa FL 33611) Date: January 15,2019 Q :WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03y20f5 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _ abticatlon stataga-delivery elect oLLarld brorJag of trusses and truss.systems-saeANSWRL1AuaMvZ t da, DSB-89 and-BCSI.BuBding-Component— Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. s943.arke-East Blvd Tampa, FL 33610 Job Truss Truss Type City Ply Daniel Marin T16015430 506847 D7 : Piggyback Base 1 1 Job Reference (optional) "•" '-"""-""—p—Y, ­Y, �- - �+�� , 0.44u S Uec 0 Za 10 Ivll I eK InuuS[rleS, Ino. IVIOn Jan 14 1:7:4e:uo Zul a rage i ID:hGpOGRSN4PNafg4Opy?zhLyCP, Io-izgNSMvAJDisLH3fCi L7GynbZSUt?kyK70p_slzvCiLB 2-5-12 a-4-12 6.9-12 10.4-12 11-1=j313-9-9 2-5-12 d-11-b 3-5-0 3-7-0 9- 2-7-12 5.00 12 4x4 — 3x4 — 4x4 — Scale = 1:67.3 '3x4 2 UZI A 5 3 IV rs3 4 3x4 2x4 — 14 11 3x4 I 9 3x4 = 3x8 = Bxl0 — m N O 13 12 b 3x6 11 2x4. I I . C . 0 o � 6 c6 7 6 3x4 = 2x4 I 2-5-12 a-4-12 10.4-12 1t-1-1313-9.9 2. .12 -11- 7-0-0 9- 2-7-12 Plate Offsets (X,Y)-- [9:0-4-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 1/0eflL/d PLATES GRIP TCLL : 30.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.08 9-10 >999 360 _ MT26 244/190 TCDL :15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0A 9-10 >999 240 BCLL .. 0.0 '. Rep Stress Incr. .. . YES WB .0.20 Horz(CT) 0.07 . 6 n/a n/a . BCDL, 10.0 Code FBC2017/fP12014 _ Matrix -MS Wind(LL) 0.02 9-10. >999 240 Weight: 135lb FT=20% LUMBER- " BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD . -Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4. _WEBS`___ ' 2z4'SP.No:2 - - "BOT CHORD 'Rigid ceiling directly applied c r 6-0-0 oc bracing:: WEBS 1 Row at midpt 5-6, 7-8 REACTIONS. (lb/size) .13=743/Mechanical, 6=743/Mechanical - - _-Max-Horz 13=-32(L-C-10) - -�- �- - - - — - - - - ' - -' - - - -- - -- --- -- -- Max Uplift 13=-226(LC 12), 6=-223(LC 12) FORCES.-: (lb) - Max. Comp./Max. Teri.'- All forces o (lb) or.less except when shown.= --- TOP CHORD 1-2=-521/251, 2-3= 445/269, 3-4=-497/281, 4-5=-591/275, 13-14=-713/403, 1-14==750/373, 6-8=-710/379, 5-8=-736/358 BOT CHORD _ - 3 10-11=-348/731, 9-1067/713 WEBS 1 - 11 =-276/642, 5-9=-281/658, 3-9=-326/226, 3-11= 378/233 NOTES- 1) Unbalanced roof live loads 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=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS'(directional) and C-C Exterior(2) 0-1-12"to 6-9-12, Interior(l) '6=9-12 to 11-1-13, Exterior(2) 11-1-13 to 13-7-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to.girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s).except (jt=lb) 13=226, 6=223. 8) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom.chord. 0904.Paiklj East Blvd: Tampa FL 33610. Date: January 15,2019 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a:truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to, prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always, required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ge-delivery,-we-cflon and bracina of trusses andhusssygams-seeANSIaMQuaf tv-CdtedarDSB-09 and.BCSI.Bu9ding-Componen} Safety Informatfonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL :33610 Job Truss Truss Type Qty Ply Daniel Mad T16015431 506847 D8 Hip Girder 1 2 Job Reference (optional) o4y, rL zs.z4U s Uec b zults MI I eK InausineS, rflp. mon Jan 14 1d:49:U/'LU19 rage 1 ID:hGpOG RSN4PNafg4Opy?zhLyCPlo-A90mfivo4XgizRermlsMpAKguroTkAtTMfYYOBzvOLA 6-5-12 7-1-1 13-9-9 6-5-12 -8- 6-7-12 4x4 5.00 .12 2 3A 7 8 9 5 10 11 12 6 4 4x6 11 7x8 — 4x6 11 Scale=1:46.4 6-5-12 7-1-1 13.9-9 6=5-12 8- 6-7-12 Plate Offsets (X,Y)-- [4:Edge,0-3-8), [5i0-4-0,0-4-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) UdeflUd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.08 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) ' -0.15 4-5 >999 240 BCLL ... 0.0 .' Rep Stress Incr..:..NO W B .0.29.. Horz(CT) 0.00 . 4 n/a n/a . BCDL- 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.08 4-5 >999 240 Weight:201 lb FT=20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x6 SP DSS except end verticals_ WEBS `- 2z4 SP No.2 - J- — ---BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=3648/Mechanical, 4=3648/Mechanical -- _...Max-Horz-6=-87(L&6)- -- Max Uplift 6=-1310(LC 8), 4=-1306(LC 8) .. FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. - - TOP CHORD 1-2=-2482/918, 2-3= 2486/917, 1-6= 2640/991., 3=4=-2587/971 - WEBS 1-5=-891/2568,'3-5=-871/2524, 2-5=-645/1290 NOTES- 1) 2-ply truss to be connected together with 10d: (0.131 "&') nails as follows: . Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc: 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section: Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult-160mph (3-second Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft;.eave=9ft; Cat. v��u-`S' j� L �I� gust) 8 • II; Exp C; Encl., GCpI 0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,�� �G E N S •• �i� • F•�•�• 5) This truss has been designed for a 10.0 psf, bottom chord live load nonconcurrent with any other loads, �o ; V �00 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 3.4869 � �. 0 will fit between the bottom chord and any other members. _ _ . 7) :Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7k 6=1310, 4=1306. �'0 : X r 9) Hanger(s) or connection device(s) shall. be provided sufficient to support concentrated load(s) 969 lb down and 355 lb up at � o,, '; • �(J 1-9-12, 969 to down and 369 lb up at 3-9-12, 969 lb down and 385 lb up at 5-9-12, 969 lb down and 384 lb up at 7-11-13, and 969 lb down 368 lb 9-11-13, 969 Ib down 354 lb 11-11-13 bottom The �:(� �� �i T and up at and and up at on chord. design/selection of such �i�t� R, � ��Q;•?�Z`�� connection device(s) is the responsibility of others. I� LOAD CASE(S) Standard O"A,,��,` 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads fplf) Julius Lee PE No:34669 . Vert: 1-2=-90, 2-3=-90, 4-6=-20 MfTek USA, Inc. FL Cert.6634 Concentrated Loads (Ib) 6904 Parke East Blvd' Tampa FL 33610. Vert: 7= 969(B) 8=-969(B) 9=-969(B) 10=-969(B) 11=-969(B) 12=-969(B) Date: January 15,2019 ;WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MlTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent, buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the . , . daattofl storage, delivery erection and brocing-oiirusses_aad tract ry, t sePANSVP-ILGuaIBy Cdteda,.DSB-69-and.BCSISu0dtng-ComponentParke East Bl Safety Infonnafbnovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty., Ply Daniel Marin T16015432 506847 E1 Roof Special Girder 1 1 Job Reference (optional) ---•• •--• •--•••r--• ;r •, �•^• "••>. ' - ""�``h O.- 5 utic O 4U 1 O IV111 WK 111uu5Ir1e5, Inc. Mon Jan 14 I J:4e:uo Zult1 rage i ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-eMx8t2wQrryZbaD1 KSObMNtvHFAgTcpdbJl5wdzvQL9 2-4-0 610-8-0 15-2.0 19.10.0 25-4.0 2-4-0 4-2-0: 4-2-0 4-6-0 4-8-0 5-6.0 Scale = 1:43.3 4x4 = 4 a 6 N 3x4 - NOP2X STP = _ 4x4 = 7x8' = 2x4 11 6x8, = 2x4 I I 3x8 II 4-2.0 . 14-2-0 4-6-0 . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) ' .Udefl '-0.05 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC a47 Vert(CT) -0.0910-11 >999 240' BCLL .. 0.0 .' . Rep Stress Incr- ...:NO WB .0.37. Horz(CT) ". 0.02 . 9 n/a .: n/a BCDL- 10.0 Code FBC2017lrP12014 _- _ Matrix -MS Wind(LL) 0.06 10-11. >999 . 240 Weight: 162 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except" TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins, 5-7: 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 5-7.. BOT-CHORD 2x6 SP.No.2 .. T BOT C ORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt" 5-9 --REACTIONS: (Ib/size)-13=1582/0-8-0;-9=2098_/0-4=0---- - r- - Max Harz 13=136(LC 8). Max. Uplift 13= 812(LC 8), 9=-1007(LC 5) FORCES. (lb) -Max. Comp./Maio. Ten. -All forces 250 (lb) or less except when shown: TOP CHORD 2-3=-1798/892, 3-4=-1396/658, 4-5=-1401/654, 5-6=-410/466, 6-7=-410/464 BOT CHORD _ 11-12=-852/1630, 10-11=-780/1660, 9-10=-771/1632 WEBS 2-13=-1315l704, 2-12=-79O/1589, 3-12- 324/300, 3-11=-579/383, 4-11=-307/654, 5-11- 542/307, 5-10=-170/497, 5=9=-2356/1013, 6-9- 597/351, 7-9= 525/472 NOTES- 1) Unbalanced roof. live loads 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=15ft; B=45ft; L=24ft; eave=9ft; Cat. ' 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate gdp.DOL=1.60 llo 3) .Provide adequate drainage to.prevent water ponding.. 4) All MT20 indicated. ,���, ��U S ' �J 4� plates are plates unless otherwise 5) This truss has been designed for 10.0 bottom live load live loads. ��� . ••: �i� G E N a psf chord nonconcurrent with any: other • �� s+ 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in_ all areas where a rectangle 3-6-0 tall by 2-0-0 wide�•.• will fit between the bottom chord and any other members. Ap 34$69 ��op 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) .13=812,9=1007. 8) Graphical purlin representation does not depict the size or the orientation of the purli6 along the top'and/or bottom chord. 9) or other connection deJice(s) shall be to load(s) 180 lb down 161: lb TR :Hanger(s) provided sufficient support concentrated and up at v 6-2-0; and 120 Ib down and 91 lb up at 17-1-4, and 125 Ib down and 91 lb up at 19-1-4 on top chord, and 435.lb down and 363 lb 486 up at 6-2-0, Ib down and 259 lb.up at 15-1-4, and 26 lb down and 7 Ib'up at 17-1-4, and 31 lb down and 7 lb up at 19-1-4 on bottom The design/selection device(s) is ✓.Q '. :.� • �i�'� chord. of such connection the responsibility of others. N_��� O.Q., R: 10) In the LOAD CASE(S) section; loads applied to the face of.the truss are noted as front (F).or back (B). !j • :;0 ``Cj . �� NA' LOADCASE(S) Standard " II 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-_-;1.25 Uniform Loads (plf) Julius Lee PE No.34869- Vert: 1-4=-90, 4-5=-90, 5-7==90, 1-8=-20 MITek,USA, Inc. FC Cert 6634 .Concentrated Loads (Ib) "" 6904.Paike East'Blvd: Tampa FL336111 Vert: 10=-486(F) 16=54(F) 17= 28(F) 19=-28(F) 20=-435(F) 21=7(F) 22=7(F) Date: January 15,2019 " 0 WARNING -Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 10/03(2015 BEFORE USE. Design valid for use only with MOekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek' Is always_ required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabflcallon storage delivery, erection-oadJalncloa of &um and inuss_systemsseeANSIMII-Quality_Crlt®rh,-DSB.89-and-BCS1 BuBdinp-Componen - 69D4Parke East Blvd; Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type Qty Ply Daniel Mad TE2 T16015433 506847 Roof Special ' 1 1 . Job Reference (optional) 2-4-0 6-6.0 2-4=0 4-2-0 44 =. 4 0.4W 5 uec o cu 1 o nn r erc mau5111e5, rno. rvion uan r w rsva:ua zui a rage i ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-6YVW4Ox2c84QCkoEtAvqubP?mfwvC3bmgzl eT4zvQL8 13.4-0 19-10-0 25-4-0 2-8-0 6.6.0 5-6-0 Scale = 1:43.5 m m 3x4 = .NOP2X STP = 4x4 = 5xB = 2x4 I 6xB = 2x4 I 2x4 11 2-8-0 LOADING (psf) SPACING- 2-0-0 • CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.04 9-10 >999 360 MT26 244/190 TCDL :15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.08 9-10 >999 240 BCLL .... 0.0 .'. .. Rep Stress Incr. .: . YES WB 0.34.. Horz(CT) 0.02 . 9 n/a n/a BCDL; 10.0 Code FBC2017/TP12014 Matrix -MS ..Wind(LL) 0.03 10. >999 240 Weight: 140lb FT=20% LUMBER- BRACING - TOP CHORD_ 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals,and 2-0-0 oc purlins (8-2-7 ma_ x_.): 5_-7. and WEBS- J ' 2z4 SP No.2 --- y BOT'CHORD Rigid ceiling directly _ or 670-0 oc bracing. _ WEBS 1 Row atmicipt, 5-9 REACTIONS. (lb/size), 13=11,46/0-8-0, 9=1624/0-4-0 --= - -•Max-Hors-13=179(LC,12)1 ---•- -- • - " Max Uplift 13=-425(LC 12),"9=-714(LC 9) FORCES. - (Ib) - Max. Comp./Max. Ten. -All forces-250 (lb) orless except when -shown. - - - TOP CHORD 1-2= 301/202,"2-3=-1098/290, 3-4=-896/290, 4-5=-866/304, 5-6=-447/332,'- 6-7=-447/332 BOT CHORD 1-13— 134/298, 11-12=-344/949, 10-11=-284/879, 9-10=-281/883 WEBS 2-13=-1040/515, 2-12=-372/1108, 3-11=-278/152, 4-11=-91/362, 5-11=-265/65, 5-9=-1368/632, 6-9=-633/382, 7-9=-415/568 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7=10;'Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft;.B=45ft; L=24ft; eave=9ft;"Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-8-0, Extedor(2) 10-8-0 to 13-4-0, Interior(1) 13-4-0 to 25-2-4 left for forces & MWFRS for zone; cantilever and right, exposed ;C-C members and reactions Shown; Lumber DOL=1.60 plate DOL=1.60 ,. IUS ,J� C�� grip 3) Provide adequate drainage to prevent water ponding." ,�� .. • EN S •• �i� 4) All plates; are, MT20 plates unless otherwise indicated: `� V F••••• �� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 34869 p 6) ' This truss has been designed 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 . _ _ * •: will fit between the bottom chord and any other members.. .. :" 7) Provide mechanical con_ nectiori (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=1b) 13=425, 9=714.r'4 1� 8) Graphical purlin representation does not depict the size or the orientationof the purlin along the top and/or bottom chord.�%RI ���i iP NAB Julius Lee PE No.34869 . MiTek,USA, Inc. FL Cert 6634 6904 Parke East Blvd; Tampa FL 33610 Dater January 15,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. �' Design valid for use only with Mlrek® connectors, This design is based only upon parameters shown, "and is for on individual building component, not a:truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'r Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the rage, delyW, nrACJInn and bracing ofIn isses aad-tLwuystems,.seeANSVIPII_Quallfy Crttoria DSR-89 and.BCS19u0dtngZamponent-- _....6904 Parke East Blvd Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin �.. T16015434 506847, E3- Half Hip 1 1 Job Reference (optional) �u IF-ly, raun oay, t5.z4U s uec t5 zul tf MI I eK Inausines, Inc. Mon Jan 14 13:49:1 U 2ul9 rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCP lo-ak3uHkygNSCHquNQRtQ3RoyEk3o?xPjw2dnC? W ZVQL7 2-4.0 6-2-0 10-0-0 14-11-0 19-10-0 25-4-0 2-4-0 3-10-0 3-10-0 4.11-0 4-11-0 F.5-6.0 Scale = 1:42.7 4x4 = 3x4 = 3x4 = 2x4 II 11 IV 9 0 3x4 = NOP2X STP = 5x8 = 6x6 = 4x4 = 3x4 = 2-0-0 7.8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) • -0.16 9-10 >999 360 ..-PLATES. MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.33 9-10 >628 24b BCLL ... 0.0 .* . Rep Stress incr. . . YES WB .0.79, Horz(CT) . 0.02 . 9 n/a ri BCDL. 10.0 Code FBC2017/TPI2014 Matrix -MS .. .:Wind(LL) -0.06 9-1Q >999 ; 240 Weight: 136lb FT=20:/ LUMBER- BRACING= TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (5-10-12, max.): 4-7. WEBS---2z4 SP No.2 ` `- - -BOT CHORD 'Rigid - ---------- - ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size). ,11=1146/0-8-0, 9=162410-4-0. . - -• _ -,Max-Horz-11=224(LG12).. ----._. - -- = -- ---- — Max Uplift 11=-415(LC 12), 9=-754(LC 9) FORCES. ---(lb) -"Max. Comp./Max. Ten. - All'forces 250 (lb) or less except when shown. - TOP CHORD 1-2= 332/172, 3-4=-969/257, 4-5_ 828/271, 5-6=-392/284 BOT. CHORD 1-11=-109/324, 10-11=-422/904, 9-10=-217/539, 8-9=-284/392 WEBS 2-11=-310/279, 3-11=-1228/508, 5-10=-221/385, 5-9=-1084/622; 6-9=-744/642, 6-8=-537/383 , NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vas -d=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2), 0-0-0 to 3-0-0, Interior(1) 3-0-0 to,10-0-0; Exterior(2) 10-0-0 to 14-2-15, Interior(1) 14-2-15 to 25-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage, to prevent water ponding. 3) All plates are MT20 plates. unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load. of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) ' 11=415, 9=754. 71 Graphical purlin representation does not depict the size or'the orientation of the purlin along the top and/or bottom:chord. ���,, .•��G E N 3F�• ,'i •% No 34869 Julius Date: .e� o .R 1 p;••;;���` • ...... C? �. le PE NO.34869 . ' . . 3A, Inc. FL Cert 6634 rke Easf Blvd: Tampa FL 33610 January 15,2019 O'.WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. fa(=015 BEFORE USE. Design valid for use only with fvllrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . bticofion:.stQrage' delivery erertion and bracing-aLhusse5-�nd.tluss.systems,seeANSl/IPtLGuallty-Crffoda,.DSB.af' and.BCSLBuOdlng-Componenf 6904 Perim Eas 3kd: _�. Safety lnfonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 , Job Truss Truss Type City Ply Daniel Marin T16015435 506847 E4 Half Hip• 1 1 Job Reference (optional) •���,•� �������� �� "f'�''l, a"" " Y, - ��� , o.49u S Vuu o 4u I o rvu r urc Inuubtrrub, rrru. ivion Jan 14 ra:4u; i i zu i tf rage 1 I D:hGpOG RSN4PNafg4Opy?zhLyCPlo-2xdGV4zJBmK8S2yc?axlzOVQOTBFgy63HH W iXyzvQL6 2-4-0 7-2-0 12-0-0 19-10-0 25-4.0 2-4-0 4-10-0 4-10.6 7-10-0 5-6-0 4x8 = 2x4 11 Scale = 1:43.4 3x4 = 11 'V V 8 r 3x4 ' NOP2X STP = 4x4 = 5x6 = 6xB = 2x4 11 2x4 II 2-0-0 2r4 0 7-2.0 12-0-0 19-10-0 25-4-0 2-0-0 0-4.0 4-10.0 4-10.0 7-10-0 5-6-0 Plate Offsets (X,Y)--11:0-1-14,0-0-21,[4:0-5-4,0-2-41,19:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.07 8-9 >999 360 - MT26 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.16 8-9 >999 240 BCLL 0.0 .' Rep Stress ]nor... . YES WB .0.40. Horz(C.T.) 0.02 . 8 n/a n/a BCDL. 10.0 Code FBC2017/TPI2014 .. Matrix -MS Wind(LL) -0.05 8-9 >999 240 Weight: 142lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins, 4-6: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (10-0-0_ max.): 4_ -6. ' BOT. CHORD- 2z4 SP No.2 _ BOT. CHOPID Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at, midpt 4-8 --REACTIONS.-r,(Ib/size) 11=1146/0-8-0,8=1624/0-4-0-- - --7.1 — Max Horz 11=269(LC'12) Max. Uplift 11=-403(LC.12), 8=-751(LC 9) FORCES. (lb) -Max. Comp./Maix. Ten. -All forces 250 (lb) or'less except when shown. TOP CHORD 1-2=-304/156, 2-3=-1121/265, 3-4=-818/220, 4-5=-293/196, 5-6= 293/196 BOT CHORD _ 1-11=-82/293, 9-10=-419/958, 8-9=-249/678 WEBS 2-11=-1040/512, 2-16=-353/1062, 3-9=-352/252, 4-9=-24/374, 4-8=-1039/593, 5-8=-719/439, 6-8=-277/428 . . . .... . . NOTES- 1) Wind: ASCE 7-10;,VuIt=160mph (3-second. gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. . II; Exp C; Encl., GCpi=0.18; MWFRS'(directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-0-0, Exterior(2) 12-0-0 to 16-2-15, Intedor(1.) 16-2-15 to 25-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions ,�rs111:1111��� shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage, to.prevent water ,��� \�\V S SO ponding. '• �i 3) All plates are MT20 plates unless otherwise indicated. C E N .� V\ S.4�••••. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� ; 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide N O 34 $69 will fit between the bottom chord and any other members. 6) :Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=403, 8=751. 7k 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r 0NA fill Ji lus Lee PE No.34869 . MITek,USA, Inc. FI. Geri 6634 6904.Puke East'Blvd' Tampa FL 33610. Date: January 15,2019 Q WARNING -Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE, Design valid for use only with Mnek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated 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 and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the ... �Dbficaiion sraLage, deli�erv. etecYlaaaodJxacieg_oitrusses.aod ttusssysfems-saeANSV.rP11..Qua1Hy-ClNedarDS&84..and.BCS1 BuBding Component 69.0?arke.East9lvd.____ Safety Infonnationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015436 506847 E5 Half Hip 1 1 Job Reference (optional) ..,.,,.. .... „r...,y, „.. may, I -. , O.G9V s ]JUL; 0 Gu I0 IVII ILK Illuusirles, Inc. ivion Jan I4 i o;4u;11 ZUt U r'age 1 Nafg40py?zhLyCPlo-2xdGV4zJBmK8S2yc?axlzOVNYTCcgxK3HH W lxyzvQL6 20-0-0 6.0-0 4x8 = Scale = 1:39.7 3x4 11 3x4 NOM STP = 5x6 = 3x4 = 6x6 = 2x4 I I 2-0-0 2r4-0 11-2-0 14 0 0 20-0-0 241 5-10.0 5-10-0 6-0-0 Pate Offsets (X,Y)--[1:0-1-14,0-0-21,[4:0-5-4,0-2-01,[8:0-2-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. REFL. in (loc) I/deft Ud PLATES GRIP TOLL 30.0 Plate Grip DOL •1.25 TIC 0.67 Vert(LL) -0.04 7-8 >699 360 MT20' 244/190 TCDL 15.0 Lumber DOIL 1.25 BC 0.41 Vert(CT) -0.08 7-8 >999 240 BCLL .... 0.0 .`. Rep Stress Incr. . YES WB .0.45. Horz(CT) . 0.02 . 6 n/a n/a . . . BCDL. 10.0 Code FBC2017ITP12014 - Matrix -MS Wind(LL) 0.03 7-13 >999 240 Weight:* 113 lb FT=20% LUMBER- BRACING- - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 4-10-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0_-0 oc purlins (6-0-0 max.): 475... WEBS `--2x4 SP No.2 50T CHORD 'Rigid ceiling directly applied or 6-0-0 oc bracing; WEBS 1 Row at midpt 4-6 REACTIONS. (lb/size) 6=947/0-4-0, 9=1237/0-8-0 ' -. _..,Max Horz-9=313(L-C 12)--- -„ = -- - -- - �_ _ _. - - • - — - - - - ---- Max Uplift 6=-333(LC 12), 9=-417(LC 12) FORCES.'__ (lb) - Max. Comp./Max. .Ten. - All forces 250 (lb) or less except when shown. - --- TOP CHORD 1-2- 305/102, 2-3=-1316/371, 3-4=-816/275, 5-6- 251/168 BOT CHORD 1-9=-20/285, 7-8=-583/1125, 6-7= 334/662 WEBS 2-9=-1135/611, 2-8=-463/1162, 3-7- 558/289, 4-7=-67/424, 4-6= 909/460 NOTES 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-0-0, Exterior(2) 14-0-0 to 18=2-15, Interior(1)18-2-15 to 19-10-4 zone; cantilever left and right exposed.;C-C for members and forces &•MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. list 1:111//0�, 3) All plates are MT20 plates unless otherwise indicated. ,�%v JL1l1S 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ♦♦� �G E N S+ �i0, will fit between the,bottom chord and any other members. ♦ •� V F�� ;� ✓ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=333, 9=417. 348.69 7) Graphical purlin representation does not depict the, size or the orientation of the purlin along the top and/or bottom chord. �. i '.. 00 Q • . QI NA 1„11— I.nw or Ills 9AOC(f MITek,USA, Inc. fL Cert.6634 6904 Parke East BI4 Tampa FL 33610 Date: January 15,2019 A WARNING -Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 100=015 BEFORE USE. Design valid for use only with Mr!"64 connectors, This design is based only upon parameters shown, and is for an individual building component, not �' - a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p p " ITek� Is alwayssequired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ge.-delivM-eLection.and-braclog-oLltusses-Od-ku&zsystems-seBANSWIFM-QualHtcCdlada,.DSB-69.andBCSLBuUdInp.Component' 69.04-P-ar11(eEast@Iv — Safefy Informafbnovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Mad T16015437 506847 E6 . Half Hip 1 1 Job Reference (optional) ---- ----- -- ----- • --•••• ----„ • -----, o,c10 s - 0 GV 10 Iv111 tlK 1nuuSUleS, 111a, IVlarl Jan 14 IJ:4y:1e zu 1e rage i ID:hGpOGRSN4PNafg4Opy7zhLyCPlo-X7BfiQzxu3S73CXpZISXWD1 UusVpPH1 DWxGJ30zvQL5 B-3-14 16-0-0 20.0.0 8-3-14 7-8-2 4-0-0 5x8 = 2x4 11 Scale = 1:43.1 4 F 3x4 = NOP2X STP= 5x6 = 3x4 = 6x6 = 2x4 I I 2-0.2 2r4�0 8-3-14 16.0.0 20=0.0 r 2.6-0 0-4-0 5-11-14 7-8-2 4-0-0 Plate Offsets (X,Y)--[1:0-1-14,0-0-21,[4:0-5-12,0-2-81,[8:0-2-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.08 7-8 >999 360 MT20 244/190 . . . TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.18 7-8 >999 240 BCLL ... 0.0 .'. Rep Stress Incr .. . YES WB .0.93 Horz(CT) . 0.02 . 6 n/a n/a BCDL. 10.0 Code FBC2017/TPI2014 Matrix -MS :Vllind(LL) 0.04 •7-8 >999 240 WeigFit:1181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORDStructural wood sheathing directly applied or 1-7-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. ' ' WEBS _--2z4 SP No.2 - -BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS. 1 Row at midpt 3-7 REACTIONS. (lb/size) 6=947/0-4-0, 9=1237/0-8-0 ---- 'Max Horz- 9=358(LC 12) -- - - - -- - - - ... _ -- --- --= - - - — -- - - Max Uplift 6=-349(LC 12), 9=-401(LC 12) FORCES. (lb) - Max. Comp./Max. Ten.'- All'forces 250 (lb) or less except when shown. -- TOP CHORD 1-2= 322/141, 2-3=-1360/329, 3-4=-639/151 BOT CHORD 1-9=-67/309, 7-8=-597/1176, 6-7=-240/465 WEBS 3-7=-792/393, 4-7=-80/475, 4-6=-928/479, 2-8=-456/1260, 2-9=-1130/569 NOTES- 1) Wind: ASIDE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Exterior(2) 16-0-0 to 19-10-4 zone; cantilever left and right,exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60, . plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 1111I:i 11//� 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed.for a 10.0 bottom chord live load nonconcurrent other live loads. - `r♦VS J psf with any %� �.,.:.... '' 5) ' This truss has been designed for a live load of 20.Opsf on the.bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide G E N SF �•• �� will fit between the bottom chord and any other members. �� •�• V� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) • No.3.4869 6=34919=401. 7) Graphical purlin representation does not depict the, size or the.orientation of the purlin along the top and/or bottom chord. �. ?k • • *' .0 �✓ Julius'Lee PE No.34869 . MITek,USA, Inc, Al Gen 6634 6904,0aike East Blvd' Tampa R- 33610 Date: January 15,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MX7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and isfor an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITBk•: Is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the . atlonjtotage dellyeiy,.efectio0-aod-bfacing-Qf3[usses9nd truss_systems- eL, NSl/811_Quallty Cdtoda,DSB4t4and.BCSLBu0ding-Component ' -.— - _ 6901Pa1ke_EaSt_BiY l_ _. Safety Inlonnationovailable from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. ' ' Tampa, FL 33610 Job a Truss Truss Type Qty Ply Daniel Mann , T16015438 506847 EJ5. JACK -.OPEN 2 1 Job Reference (optional) ,,, �, r�„y,• o,,,, ­y, , , . . d 0.44V 5 UUU O zV I O IVII I eK IIMaSUM5, mu. mun Jan I4 Id:4`J: 1 o zu 1 tl rage 1 I D:hGpOGRSN4PNafg4Opy?zhLyCP lo-xitnLROpB_gaxfFN EQOE8sfBd4fHcr2fCvUzgjzvQL2 -1-0-12 2-3-4 3-11-4 1.0-.12 ' 2-3-4 1-8-0 ' Scale=1:26.0 ex9 11 NOP2X STP = NOP2X STP 2-3.4 3x4 2-3.4 LOADING (psf) SPACING- 2-0-0 CSI. :DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC: 0.04 Vert(CT) -0.00 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WEI 0.09 Horz(CT) -0.61 4 n/a n/a BCDL .:10.0 Code FBC20177TP12014 Matrix7MP . Wind(LL) . 0.00 6 "" 240 Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied -or 3-11-4 oc purlins, BOT CHORD 2x4•SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD .Rigid ceiling directly.applied or 10-0-0 oc bracing.: ' REACTIONS. All bearings Mechanical except Qt=length) 7=0-7-4, 6=0-8-0. (lb) - Max Harz 7=243(LC 12) - Max- Uplift --All -uplift -100lbor less atjoint(s)-7,-4except-6=-28,1,(LP -12)- = - ---= - --- - ---� - - - -- Max Grav All reactions 250 lb or less at joint(s) 7, 4, 5 except 6=288(LC 17) FORCES. (lb) --Max. Comp./Max: Ten. - Alfforces 250-(Ib) or less except when shown: - : .- ----- - - BOT CHORD '6-7=-299/164 " ' WEBS 2-6=-265/482 NOTES- 1) Wind: ASCE 7-10;.Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45tt; L=24ft; eave=9ft;.Cat.. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4, Interior(1) 1-11-4 to 3-10-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLg1.60 plate grip, DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. I:111 4).* This truss has been designed 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 will fit between the bottom and ,s%ssI ,��. IUS chord any other members. 5) Refer to girder(s) for truss to truss connections. • E 1V S ••. ���. F ••. 6) Provide mechanical connection (by others) of truss to bearing plate capable of, withstanding 100.Ib uplift_ at joints) 7, 4 except at=1b) ; V �� 6=261. �� 348-69 i �• i �� • �e� 10040 Q ' = ♦ East Blvd: Tampa FL 3361Q January 15,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 114II-7473 rev. 1007=015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a: truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated 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 and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the .. abffcaftaD�-storage,.-delivery. emotion and bmclog of-trusses_and to m 4 AWmc ceeANSIMII-QuaHty-Cdtoda,.OSB-69 a nd901-Bu9ding-Component.-_ 0904 Parke EW.BlydL.- Salullyintoffnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015439 506847 EJ5A . JACK -OPEN 2 1 Job Reference (optional) uv�cua I.,,,vo, Pany, roan oay, r�. - uca�o, 0.Z4U s UeC 0 ZU I tl Ml I eK Inausines, Inc. mon Jan 14 i o:4u:l b zul v rage 1 ID:hGpOG RSN4PNafg4Opy?zhLyCP lo-PuQ9YnORylyRYpgao8XTg3CLwUy-LJcoRZEW CAzvQL1 5-0-0 5-0-0 B 4x4 // Scale=.1:9.7 N 2-0-0 2-4-0 5-0.0 r 2-0-0 0-4.0 2-8-0 . Plate Offsets (X,Y)-- [1:0-6-15,0-0-0]; [1:1-6-11,1-5-12], [1:0-0-4,2-9-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft• Ud PLATES GRIP TCLL 30.0 Plate Grip DOL -1.25 TC: 0.24 Vert(LL) -0.02 . 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC . -0.20 Vert(CT) -0.03 4 >999' 24b BCLL .... 0.0 .`... Rep Stress Incr. .:. YES .WB .0.00 Horz(CT) . 0.00 1 n/a n/a .: . BCDL. 10.0 Code FBC2017/TP12014 - Matrix -MP Wind(LL) 0.02 4 >999 . 240 Weight:18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD .. .Rigid ceiling directly applied or.10-0-0 oc bracing. . WEDGE:--'----' - - -- - . . ._.. - , Left: 2x4 SP No.2 REACTIONS. (lb/size)=-2=66/Mechanical, 3=20/Mechanical; 1=456/0-8-0 - -- - - -- - --=- - - - - -=- - -- - - -- Max Harz 1=48(LC 8) Max:Uplift 2=-40(LC 8), 1=-150(LC 8) -Max Grev 2=66(LC 1), 3=31(LC3),_1=456(LC 1): - - FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250:(Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft;.Cat.. .. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0.0 to 3-2-15, Interior(1) 3-2-15 to 4-11-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for -reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas.where a rectangle 3-6-0.tall by 2-0-0 wide between the bottom ,���11. �o% LiV S 1�I" �J�,.:.... F� will•fit chord and any other members. ��� 5) Refer to girder(s) for truss to truss connections. ,�� •�G E N S+'•.• ��� •� F 6) Provide mechanical connection (by others) of. truss to bearing plate capable of withstanding 100 lb uplift. at joint(s) 2 except Qt=lb) �♦ 1=150. :! 3.4869 o 00.0 • �[ ♦ Julius Lee PE No:34889,. MITek,USA, Inc. FL Cert 6634 6904 Pake Fast'Blvd' Tampa FL 33610 Date: January 15,2019 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTFEK REFERANCE PAGE M_ IF7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek& connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a, truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the -Labrlcafian, storage -deft afy.-electlon andh[aclnp of to ussec and frsss systems,sesANSUMLQuaIRILCdloft DSB.89 and-BCSLBu9ding Componen 6904Padte_Fast Blvd: _ Safety Informatlanovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Madn • T16015440 506847 EJ6 Jack -Open 2 1 ' Job Reference (op tional —y, , - oco 0.44a S UM O 4U 10 IVII I UK IMUSIFIeS, Inc. Mon Jan I4 i o:4e: I b zu I t7 rage f I D:hGpOG RSN4PNafg4Opy?zhLyCP lo-PuQ9YnORylyRYpgao8XTg3CIi UykLILoRZEW CAzvQL1 2-4-0 6-2-0 2-4-0 3-10-0 Scale = 1:19.3 5 NOP2X STP = 2x4 11 2-0.0 2-4.0 6-2.0 2-0.6 0-4.6 3-10-0 phto r)ffcutc ty A-- ri-n_1 _1A n_n-1 n1 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL . .. 1.25 TC: 0.39 Vert(LL) -0.02 4-5 >999 240 -MT20 244/190 . TCDL .15.0 Lumber DOL 1.25 BC . '0.22 Vert(CT) 0.01 4-5 >999 240 BCLL ... - 0.0 .: .. Rep Stress Incr... . YES WB .0.08. Horz(C.T.) 0.04 3 n/a .. n/a .: . BCDL- 10.0 Code FBC20171TP12014 .' Matrix -MS Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4'SP No.2 TOP CHORD' Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS " _"'_2z4 SP.No.2 REACTIONS. (lb/size) .3=118/Mechanical, 4=10/Mechanical, 5=543/0-8-0 -- _--MaxHorz-5=136(LC 12)----- =' - -- — - - - - -- ---- - - -- - - =— -- - - - -= Max Uplift 3=-80(LC 12), 5=-235(1_C 12) Max Grav 3=126(LC 17), 4=48(LC.3), 5=543(LC 1) FORCES. (lb) - Max. Comp./Maz. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-261/112 WEBS 275=411/464 NOTES- 1) Wind: ASIDE 7-10; Vult='160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-1-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for live load 20.Opsf the bottom in 3-6-0 by 2-0-0 wide ,1�1111:1111���� a of on chord all areas where a rectangle tall fit between the bottom fjCil S C�F will chord and any other members.J�L,... '� • '•. �i 5) Refer to girder(s) for truss to truss connections. 6) Provide connection to bearing 100 lb 3 �� �; E N •� V� S.F ••.� �40 mechanical (by others) of truss plate capable of withstanding uplift, at joint(s) except Ot=lb) . ��� ; 00 5=235.KLM 34869 �����• C R,� left ON AX- 'r Jullus Lee PE No.34869 Mrrek.USA, Inc. FL Cert 6634 6904 Parke East Blvd: Tampa FL 33610 Date: January 15,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with M17ek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated 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 and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _.— fabrication, storoae_dellvery eiertion and hrncina otlfusses.and-truss-systarn seEAN51/1P11_Qua1Hy Cdterla DS6-64-and-SCSI-BuBding-Component — 6904 Parke East Blvd — Safety Infonnatlonavolloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015441 506847 EJ7 Jack -Open 9 1 Job Reference (optional) i wuoua wnlucr wmPnny, rann oay, ru - ocauo, me4u s Uec 6 Zul tl MI I eK Inausines, Inc. Man Jan 14 1J:4`J:1 / Zulu rage 1 I D:hGpOG RSN4PNafg4Opy?zhLyCP lo-t4_Xl713jc5lAzPmLr2iDHIMntFi4l DyfDz4lczvQLO 1 4-8-2 9.0.0 2-4-0 2-4-2 4-3-14 E I cxv — 5 4 NOP2X STP = 2x4 II Scale = 1:25.4 0 c6 v m 2-0-0 4• 9-0-0- 22 0-0 -4- 6-8.0 Plate Offsets (X,Y)-- [1:0-1-14,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.07 ' 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL . 1.25 BC . '0743 Vert(CT) -0.16 4-5 >507 240 BCLL 0.0 .*.. . Rep Stress Incr. -_ _YES WB .0.11. Horz(CT) . 0.09 . 3 n/a n/a BGDL, 10.0 Code FBC2017/TPI2014 Matrix -MS Vllind(LL) 0.08 4-5. >999 240 Weight: 291b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD .. Rigid ceiling directly applied or.10-0-0 oc bracing. . WEBS ' '-' •-` 2z4 SP No.2 REACTIONS. (lb/size) 3=250/Mechanical, 4=68/Mechanical; 5=665/0-8-0 r T r --. ..,. ..Max-Horz-5=200(LC-12)-- Max Uplift 3=-155(LC 12), 5=-250(LC 12) Max Grav 3=250(LC i), 4=115(LC 3), 5=665(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) 6FIess except when showri. TOP CHORD 1-2=-363/171 BOT CHORD 1-5=-125/282 WEBS -'4-5 --637/598 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C;. Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2), 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8711-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2.0-0 J`JU$ I� F <j a of on chord all areas where a rectangle wide IV� •,.:: • •• 'XG will fit between the bottom chord and any other members. ,o% : EN S+ • Fes••• 5) Referto girder(s) for truss to truss connections. �e ; �.: �� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) •• -34869 00. 3=155, 5=250. - :• 10 • P•:��� 40,� 4, .0 R *'4f ,0N A. Jullus Lee PE No.34869 . MITek USA, Inc. FL Cert 6634 6904Patke East Blvd: Tampa FL 33610 . Date: January 15,2019 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE M&7473 rev. 1WO312015 BEFORE USE. Design valid for use only with Mfrek® connectors. This design Is based only upon parameters shown, and is for an Individual building cornponent, not � a: truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is toprevent.buckling of individual truss web and/or chord members only. Addifional temporary and permanent bracing MiTek' Is always:required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . . fobrlca loastorage, delivery erection aad-brocing9fdrussesnod truss <ystamc meANSU1BII-QualllKCdtoda, DSB-89.ancLBCSI-BuBding-Component— . rke_East Blv Salety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Daniel Morin T16015442 506847 EJ7A Jack -Open 19 1 Job Reference (optional) wucua �uniuci wD P.'!y, r-anu Day, rL - OcUUD, t$.Z4U S UeC b ZU1t1 NII I eK Inausines, Inc. Man Jan 14 1 J:4u:1 / zul u rage 1 I D:hGpOG RSN4PNafg4Opy?zhLyCPlo-t4_Xl713jc5lAzPmLr2i DHITktI N4lTyfDz4lczvOLO 2-2-0 7-0-0 2-2-0 4-10-0 Scale = 1:20.0 0 2x4 11 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 'Vert(LL) -0.02 4-5 >999240 MT20: 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Veit(CT)- --0.03 4-5 >91N 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.03 3 n/a n/.a BCDL ..10.0 .. .. Code FBC2017/TPI2014 Matrix -MS. Weight: 23 lb FT. = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or_10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. - (lb/size) 3=171/Mechanical, 4=37/Mechanical, 5=555/0-4-0 Max Harz 5=155(LC 12) -. .... -,Max-Uplift3=-109(LC-12),:5=-222(LC' 12) - - — - -- - - — -- = -- = -- - - - -'- — - - - — - - — Max Grav 3=173(LC 17), 4=76(LC 3), 5=555(LC 1) FORCES. (lb) --Max. Comp./Max: Ten._- All forces 250 (lb) or less except when shown. - - - ----- . TOPCHORD 1-2=-300/132 '-.. _- WEBS 2-5=-475/507' NOTES- 1) Wind: ASCE 7-10; Vult=160mph (37second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat.. .: . . II; Exp C; Encl., GCpi=0:18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0„ Intedor(1) 3-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other, live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3•=6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. {{{{11111//�� 4) Refer to girder(s) for, truss to truss connections. 5) Provide connection truss to.bearing 100 lb except ♦♦�`av`rl� j$ �� �I�� ••.. F I� mechanical (by others) of plate capable of withstanding uplift atjoint(s) (jt=1b) �� : ��.: 3=109, 5=222. E N 3.4869 00 � 1 r 6904 Parke East'Blvd: Tampa R_ 33610 Date: January 15,2019 0 WARNING- Verity design parameters and READ NOTES ON. THIS AND INCLUDED mrTEK REFERANCE PAGE MII4473 rev. 10/03*015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buliding design, Bracing Indicated is to prevent, buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITBK•: Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fab-jcation storagee deli —very- erection and bracing of truccac and tncc cy ems, seeANSUIPII_Quallty_Cdtoda,-DSB-Wand-SCSI Building-Compomm�t _. 690 Safety Infomlatlorwvailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL :33610 Job Truss Truss Type Qty Ply Daniel Mad T16015443 506847 EJ7B Jack -Open 6 1' Job Reference (optional) o.44u s V eu o cu i o IVn r eK muusrnes, Inc. IVIOn Jan 14 13:4u: i C eu I a rage t I D:hGpOG RSN4PNafg4Opy?zhLyCPIo-LHYwzT2i UvD9o7_yvZZxl UHbPHbLpDM5utjdH2zvQL? 5-0.0 5-0-0 Scale = 1:20.3 3: 5 2.4 11 3 1-0-0 5-0-0 1-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.03 3-4 >999 360 MT20_ 244/190 TCDL • 15.0. Lumber DOL 1.25 BC 0.27 Vert(CT) -0.06 3-4 >909 240 BCLL 0.0 Rep Stress Incr YES WB ' 0.05 Horz(CT) 0.04 2 n/a n/a BCDL --- 10.0.. Code FBC2017[T.P12014 Matrix -MP. Wind(LL) .0.04 . 3-4 >999 240 Weight: 18lb_ FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied -or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or_10-0-0 oc bracing. REACTIONS. (lb/size) 2=216/Mechanical, 5=264/0-4-0, 3=48/Mechanical Max Harz 5=107(LC 12) .-Max Uplift-2= 131(LC 12).:5=-37(LC 12)- - - - - — - - - — — -- Max Grav 2=216(LC 1), 5=264(LC 1), 3=96(LC 3) FORCES. ' (lb) -_Mai. Comp./Max: Ten. - All forces 250 (lb) orless except when shown. - - - - - WEBS 1-4=-105/276.... NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 2-1-12 to 5-1-12, Interior(1) 5-1-12 to.6-11-4 zone; cantilever . left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed 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. will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ,,11111,111/���� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) ,�%. % J# 2=131. ,% ..••..•..F� �� •'�G Eap NS; :• No 3.4809 r • � � r VU.-ON'A' EF% Julius Lee PE No.34869 MiTek,USA, Inc. FL Cen 6634 6904 Parke East'Blvd: Tampa R- 33610 Date:- - January 15,2019 & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1WO312015 BEFORE USE. �- Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to. prevent, buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing iViiTek� is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the arage, delivery erection and bracing oftrussesLmdd[usssystems. seeANSUIPtl-QuallgcCdtada DSB-89.and.BCSLBu9dlnp.Component—_ .-_6904 Parke East Blvd,_ Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Daniel Merin TI6015444 506847 EJ7C Jack -Open 6 1 Job Reference (optional) i iuuoua �unwc, ..0 nNany, n oay, ram- uca�o, 0 O Me4U S UeG b CU1U MI I eK mauslnes, inc. mon Jan 14 7'J:4y:ly zuiv rage 1 I D:hGpOG RSN4PNafg4Opy?zhLyCPlo-pT61Ap3KFDLOPHZ9TG4AligrohylYf LE7XSApUzvQL- 3-0-0 7-0-0 3.0-0 4-0-0 ' 5.00 F-12 Scale = 1:51.3 B 7 2x4 \\ 2x4:11 0 b N p-0.0 3-0-p 7-0.0 2-0.0 1-0-0 4.0.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) • I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.02 8 >999 360 MT20: 244/190 TCDL 15.0 Lumber DOL .1.25 BC0.26 Vert(CT) -0.03 8 >999 240 BCLL : '0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.08 5 n/a n/a BCDL ....10.0 _.. Code FBC20171TPl2b14 Matrix -MS . Wind(LL) 0.04 . 8 >999 240 Weight: 481b FT ='20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD:.:: 'Rigid ceiling directly applied or 10-0-0 oc bracing, Except:" . WEBS 2x4 SF No.2 6-0-0 oc bracing: 1-10. 1 -0-0 oc bracing:1 REACTIONS. (lb/size) 4=154/Mechanical, 5=61/Mechanical, 10=565/0-3-0 Max Harz 10=155(LC 12) Uplift4=-96(LC=12);-10=-209(LC 12)- _-.T, .-- - -- =-'---- -- - - - ----- --- -- - Max Grav 4=156(LC 17), 5=85(LC 3), 10=565(LC 1) FORCES. (lb) - Max. Comp./Max.-Teri.'- All forces 250 (lb) or -Jess except when shown. - - --- - TOP CHORD 1-2=-351/241" BOT CHORD 1-10- 192/364 WEBS 2-9=-140/288, 2-10=-399/314 NOTES-. 1) :Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-1-12, Interior(1) 3-1-12 to 6-11-4 zone; cantilever left and. right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: ' 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom any gilt 1111►1 j,� will chord and other members. 4) Refer to for truss to truss connections. S , F I� girder(s) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) ,� �•,•::... ,�� = �G E N S+'•.� �i♦ '� 10=209. V. •• ,� i '• :• 3.4869 :. r �0Rk N AI `. O Jullifs Lee PE W.34869 .. MITek USA, Inc. FL Cert 6634 69D4 Paate East Blvd: Tampa FL 33610 Date: January 15,2019 ®'WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with Mrr6k® connectors. This design Is based orily upon parameters shown, and is for an individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the tication,statage delivery erection and hraciog of trusses-aadlruss.systems-seeANSVJMLGuallty Clnoda,DSa-0SLand RCS I.BuIlding.Componan stBlvd: _ Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL :33610 Job ~ Truss Truss Type jQty Ply Daniel Marin T16015445 506847 EJ7D Jack -Open 8 1 Job Reference (optional) Qy, 0.44a s ueo o Za 10 IVrr r UK rnausines, rno. rvlon Jan 14 13:4t : r to zul u rage i 3.0-0 4-M: 5.00 FIT g 7 " . 2x4 \\ . 2x4" 2-0-0• 3.0.9 , 7-0-0 2-0-0 1-0-0 4-0-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) . I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 8 >999 360 MT20, 244/190 TCDL 15.0. Lumber DOL 1.25 BC. 0.26 Vert(CT) -0.03 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB '0.06 HOrz(CT).-010 5 n/a n/a" BCDL ....10.0.. .. Code FBC2017/ P12014 Matrix -MS. Wind(LL) .0.04 8 >999 240 Weight:51 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied'or'6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD. Rigid ceiling directly applied or 10-0-0 cc bracing,Except: WEBS 2x4 SP No.2 6-0-0 oc bracing: 1-10: 10-0-0 oc bracing: 7-9 WEBS- 1 Row at,midpt 3-6 REACTIONS. (lb/size), 4=156/Mechanical, 5=59/Mechanical, 10=566/0-3-0 _ { -Max Horn 10=155(LC •12); Max Uplift 4=-98(LC 12), 10=-209(L-C 12) Max.Grav 4=159(LC 17), 5=84(LC 3), 10=566(LC 1) . FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(Ib) oFless except when shown.. TOP CHORD 1-2=-351/241 ' BOT CHORD 1-10— 191/364 WEBS 2-9=-140/284, 2-10=-403/315 ., ... .... . NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C;, Encl., GCpi=0.18; MWFRS,(directional) and C-C Exterior(2), 0-p-0 to 34-12, Interior(1) 3-1-12 to 6-11-4 zone; cantilever• left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-O.tall by 2-0-0 wide will fit between the bottom chord and any other members. ,,1(111.1111/��� ,��. `�U S 1'0 . ��% F� Rio ��� ...... 4i1 4) Refer to girder(s) for truss to truss connections. ,�� G ENS+'• • V �• ••• 5) Provide mechanical connection (by others) of truss to'bearing plate capable of withstanding 1001b uplift. at joints) 4 except Qt=1b) - �! ; 10=209. 3.4869 ;• '.?� •, ••� ' ��s Fsi O R 1 � �` Julius Lee -PE No.34869 . MiTek,USA, Inc. FL Cert 6634 6904;0aike East Blvd' Tampa FL 33610 Dater January 15,2019 0 WARNING -Verity design parameters and READ NOTES ON, THIS AND INCLUDED WEI( REFERANCE P_ AGE MII-7473 rev. 10/0=015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is.for an Individual building component, not � a:truss system. Before use; the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to. prevent -buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricotion, storoae derive y ereCtioo_andb=Ing.of trusses-and-ttusssystems_seeANSIM..II_puallty-CAtafta, DSB-B4and"SCSI BuAding-Ccrnpcnan 0A P-adteFflsLBlvd._ ^— Safety Inforrnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL :33610 Job Truss Truss Type City Ply Daniel Mann T16015446 506847 EVE. JACK -OPEN 4 1 Job Reference (optional) a.z4u 5 Uec 0 zu 10 rvu i eK inausrnes, inc. ivion uan 141s4a:zu zui a rage i I D:hG.pOGRSN4PNafg4Opy?zhLyCPlo-IfggO93yOXTsl Q8L1 zbPrvM_f5G?H7cOLBCkKxzvQKz 700 7-0.0 Scale = 1:13.5 2.00 F12 2 i .9. 7 1 NO X STP -. 3x4 3xe II 3 4x4 200 240 700 2-0.0 0.4-0 4-8-0 Plate Offsets (X,Y)-- [1:0-6-1510-0-01, [1:1-6-11,1-5-121, [1:0-0-4,2-9-31 LOADING (psf) SPACING- 2-0-0 - CSI. DEFL. in (loc)Ud PLATES, GRIP TCLL 30.0 Plate Grip DOL 1.25 TC: 0.39 -I/defl Vert(LL) -0.03 9-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC . 6.89 Vert(CT) -b.05 3-8 >999 240 _ BCLL ._". 0.0 _' Rep Stress lncr.. _YES WB .0.00.. Horz(CT) -b.02 . 2 n/a n/a BCDL, 10.0 Code FBC2017lfP12014 Matrix -MS i. Wind(LL) 0.09 :3-8, >956 240 Weight:24lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 a TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE: —._ — — — ._. . . _..._..._. ". ---- — — Left: 2x4 SP No.2 — ---REACTIONS. - (lb/size) = 2=163/Mechanical, 3=64/Mechanical, 1=536/0-8-0-- ----— Max Harz 1=68(LC 8) Max. Uplift 2=-101(LC 8), 3=-66(LC 8), 1=-365(L6 8) Max Grav-2=163(LC 1), 3=79(LC 3), i=536(LC-1) - -- - - -- - FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1.5ft;.B=45fi; L=24ft; eave=9ft;,Cat. .. . 11; Exp C; Encl., GCpi=0.IB; MWFRS (directional) and C-C Exteiior(2) 0-0-0 to 3-2-15, Interior(1) 3-2-15 to 6-11-4 zone, -Cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber,DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. This truss 10.0 psf bottom chord l ve load nonconcurrent any rler l ive loads. a truss has been designed for Hive load of 20.Opsf onthe bottom chord in all reas.wheth tr 4) e a Thisrectangle 3-6-O.tall by 2-0-0 wide will fit between the bottom chord and any other members. �r1Us1 ,�. F� �e�# ,�� •...... •• ���. 5) :Refer to girder(s) for truss to truss connections. -plate E N S 41_ 6) Provide mechanical connection (by others) of truss to bearing capable of. withstanding 100 lb uplift, at joint(s) 3 except at=lb) �� V 2=101, 1=365. 3.4869 i 'I O tr✓ % Julius Lee PE No:34869- . MITek USA, Inc: FL Cert 6634 6904;PaPke East Blvd; Tampa FL 33610, Date: January 15,2019 O .WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312016 BEFORE USE. - Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - ge-delLvety wecflaa and btociog-oitrusses_aad aLu s-systems, seeANSWJLGuaIBy-Cdtado..DSB-89-and-BCSL Buedtng-Componen e993_Parke EasLBly Salofy InfonnatIonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Mad T16015447 506847 EJ7P. JACK -.OPEN 7 1 Job Reference (optional) I Iuueu5 Lumber %lumpany, raim nay, rL - a2eub, U.2410 S Uec b ZV1 U MI I eK Inaustnes, Inc. Mon Jan 14 13:49:ZU ZU19 Page 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-IfggO93yOXTs1 Q8L1 zbPrvM195JuH6?OLBCkKxzvQKz 6.0-0 7 9.0-0 6-0-0 3.0-0 Scale = 1:25.4 4x9 — 8 4x4 = 5 NOP2X STP = 3x4 = 2x4 II 'an-n 9-d_n . a.n-n . LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL --- 0.0 -' . . BCDL. 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL . -1.25 Rep Stress Incr. .: . YES Code FBC2017lf•P12014 CSI. TIC 0.23 BC ' 0.20 .WEI .0.10 Matrix -MS DEFL. in (loc) I/defl Ud Veit(LL) 0.02 6-7 >999 240 Vert(CT) -0.01 6-7 >999 240 Horz(CT) : 0.00 . 4 n/a n/a . .. .' PLATES GRIP MT20 244/190 Weight: 43lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD 'Structural wood sheathing directly applied or 6-0-0 oc purlins: BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS �2z4 SP-No-2 - REACTIONS. (lb/size). .4=100/Mechanical, 5=218/Mechanical, 8=665/0-8-0 - Max Horz-8=200(LC 12),-- Max Uplift 4=-61(LC 12), 5=-204(LC 12), 8=-377(LC 12) , FORCES. • (lb) - Max. Comp./Max: Teri.- All forces 250 (lb) or.less eitcept when shown. -- - - . ...- TOP CHORD 1-2=-314/238;2-3=309/275 BOT CHORD 1-8=-170/325, 6-7=-427/227 WEBS 278=-579/556, 2-7=-397/412, 3-6=-310/585 NOTES- 1) Wind: ASCE 7-10; Vult=160rrph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-11-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces &. MW FRS for reactions shown; Lumber DOL=1.60 plate grip. . DOL=1:60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been desigried for live load 20.0psf bottom in 3-6-0 tall by 2-0-0 `{{{I11:11111��� ,��. L111S ��...CFF �I� a of on chord all areas'where a rectangle wide ��� •• '�G will fit between the bottom chord and any other members. ,�> . E S �i� . 5) Refer to girder(s) for truss to truss connections. .F•••,• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=1b) 3.4.869 5=204, 8=377. ♦ •• lio p110, "1011 L,el,n I .. DC nIn aAD'co Mrrek,USA, Inc. FL Cert 6634 6904 Parke East'Blvdi.Tampa FL 33610 Date: - January 15,2019 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not o Truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall - building design, Bracing Indicated Is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . hrlcaflon-sto=e_deliyecy, erectknandbmdw-Q stusms-andJruss.systemc, cea oLffBU-Quallty Cdtoda, DSB-84and_BCSLBuldtng-Component __.- Safety Infonnanonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _-_6904-Padte-Eas0lyd Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Mad T16015448 506647 EJ7S . JACK -OPEN 1 1 Job Reference (optional) ..,.....,,, �.............. ��r..,�r, a.,.. 4y, 0.44u 5 Uec a ZU11J MI I eK inausines, mc. man Jan 14 13:413:21 ZU19 Nage 1 J4 P N afg4Opy?zhLyC P to-ms E2b V4angbjfaj Xah6e N 7v3bVb3OY2XarxHtNzvQKy 8-6-0 2x4 I I Scale: 1/2°=l' 3 5x6 = 5x6 = 8-6-0 Plate Offsets (X,Y)-- [1:0-0-14,0-0-6], [1:0-7-6,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC '0.82 Vert(LL) 0.41 : 4-7 >244 240 MT20 244/190 TCDL 15'.0 Lumber DOL . 1.25 BC . 0.46 Vert(CT) -0.23 4-7 >436 240 BCLL .... 0.0 .' Rep Stress Incr.... YES EI .0.12 Horz(CT) : 0.03 1 n/a n1a .. BCDL. 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 38 lb FT = 20% LUMBER- BRACING - - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP SS except end verticals. _ WEBS---_-- 2z4 SP.No.2 - `- " ." BOT CHORD Rigid ceiling direciiy applied or7-5-6 oc bracing: WEDGE Left: 2x4 SP No.2 REACTIONS. (lb/size) 4=459/Mechanical, 1=459/0-10-9 Max. Harz 1=187(LC 12): Max Uplift 4=-344(LC 121, 1=-256(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=429/271 BOT CHORD 1-4= 477/354 WEBS .. 2-4=-497/621 NOTES- 1) Wind: ASCE.7-10; Vult=160rriph'(3-second gust). Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. ll; Exp C; Encl.', GCpi=0.18; MW FRS'(directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-4-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber. DOL=1.60 plate grip 1.1 DOL=1.60 2) This truss has been designed fora 10.0 bottom chord live load nonconcurreni with live loads. - `�US ( ��I w F� �I�# psf any. other ��� ..., 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide E N '• S4i �0 will fit between the bottom chord and any other members. �� ; V� F••• 4) Refer to girder(s) for truss to truss connections. 0 •• 3.4869 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)' : 4=344, 1=256. � Jk . •' *°. • :• �411,1z � . Off. ; ��t% 40 ONAL�1���, Julius Lee PE No.34869 MITek USA, Inc. fL Cert 6634 6904 Paike East Blvd: Tampa FL 33610 Date: January-15,2019 A,WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11111-7473 rev. 10/03,2015 BEFORE USE Design valid for use only with MITek@ connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bullding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always. required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ge, delivery, )ferflon onri hrnringnf trr iccec nadJruss ystemsseeANSVIPH-Quality-Cdfmo,.m"9 and.BCSI.BuBdNp Component- - 4 Safety Informatlonavaliable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015449.OPEN 506847 EJ9 JACK- 1 1 . Job Reference (optional) -------•••--• •-�•••r•-••n •-••"•"). � �-���, O.LYV3VCG ocuroivirrenmuu5mus,mu. rviun jan v4 io;4`J:z4euiv rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-E2oQpr5CY8jaGklkBOetwKSK7uxdlzbhpVhgPpzvQKx 2-4-0 7-0-0 10-6-0 2-4-0 4-8.0 3-6.0 2-4-0 1 LOADING (psf) SPACING- 2-0 0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.33 TCDL 15.0 Lumber DOL 1.25 BC 0.51 BCLL :0.0 .' -. Rep Stress Incr... ..YES WB .0.22 BCDL- 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x8 SP No.2 WEBS 2z4 SP N6-.2 2x4 11 Scale = 1:23.0 3 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.05 5-7 >999 360: MT26 244/190 Vert(CT) -0.09 5-7 >999 240 Horz(CT) -0.00. 4 n/a n/a Wind(LL) 0.08 5-7 . >999 240 Weight: 58 lb FT = 20 BRACING- - TOP CHORD Structural wood sheathing directly applied or 6-0-0.oc purlins. BOT CHORD Rigid ceiling directly applied or 7-8-4 oc bracing. REACTIONS. (lb/size) 6=545/071.0-9, 4=545/Mechanical - ---.Max,Horz-6=191(LC-12)-•--- .... '- - - --• - - - -- - - -- -- -' Max Uplift 6- 171(LC 12), 4= 372(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(Ib) or less except wheh shown. - - - TOP CHORD 1-2=-834/800 BOT CHORD 1-6=-265/115, 1=5=-901/715, 4-5=-901/715 WEBS 2-4=-851/1072, 2-5=-631/350 :.. . NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 2-1-11 to 5-1-11, Interior(1) 5-1-11 to 10-4-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown;, Lumber DOL=1.60 plate grip DOL=1:60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �(11 tof ill,,#Af 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members: ,�� �US 1.1 4) Refer to girder(s) for truss to tniss connections. Provide ♦♦� +•�G E N S+ •• �i� • V �••••• 5) mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)do ♦ 6=171. 4=372. No 3.48.69. r 6904 Parke East Blvd: Tampa FL 33610 Date. January15,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not -a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. -Bracing indicated 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 and to prevent collapse with possible personal Injury and, property damage. For general guidance regarding the —fobrioation storage delivery etee}ion and_b=b of trncces and miss cvcu temc.seeANSUIPIIQualBy CAtorla,.DSB•89-and BCSLBuBdlnp.Componaa _6904, Pa Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015450 506847 EJ17 Jack -Open Girder 2 1 Job Reference (optional) •-••� ��r�^r"'r�-- ��� 0.z4a s uec 0 ZUIG ml I eK InousineS, Inc. man Jan 14 18:49:16 ZU19 Page 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-?Jll wm_ZfNashM6?6?zm2RajOGvl BxrMkb?scrzvQL4 6-11-7 Scale=1:18.5 B 1-1-3 ,1-5-12, 6-11-7 1-1-3, 0-4.9 5-5-12 Plate. Offsets (X,Y)-- [2:0-0-10,0-1-121, [5:0-1-3,1-3-01, [5:0-0-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC : 0.67 Vert(LL) -0.03 475 >996 360 MT26 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.08 4-5 >838 180 BCLL ..0.0 .` Rep Stress Incr. .. . NO WB .0.07, Horz(CT) . 0.03. 3 n/a n/a . BCDL. 10.0 Code. FBC2017/TPI2014 Matrix -MS Wind(LL) 0.03 4-5 >99.9 . 240 Weight:221b FT=20% LUMBER- BRACING - TOP CHORD 2x4.SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0-oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .WEBS 2z4 SP No.2 REACTIONS. (lb/size) 3=207/Mechanical, 4=54/Mechanical, 5=453/0-9-1 - --- Max•Horz- 5=136(LC-8) -— Max Uplift 3=-123(LC 8), 5=7191(LC 8) Max Grav 3=207(LC 1), 4=88(LC 3), 5=453(LC 1) FORCES. (lb) -Max. Comp./Maic� Ten. -All forces 250�(Ib)*or less except when shown. WEBS 2-5=-629/374 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any'other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 3=123, 5=191. `,.{111.11//s�. ,��. tJJs Jv`i1L) 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 134 lb down and 44 lb up at ,,� ,�� ��G E IV'S+'• �i� • F••••• 3-2-14 on top chord, and 22 lb down and 58 lb up at 3-2-14 on bottom chord. The design/selection of such connection device(s) is ; V- �� the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • No 34869 • - LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - Ir Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 00 • �(/ • �� • Concentrated Loads (lb) .� P .' ��` C Vert: 10=43(F). �I Q R 1'0 Julius Lee PE No.34869 MlTek USA, Inc. FL Cert.6634 6904 Parke East' Blvd: Tampa FL 33610 Dater January 15,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �• a:truss system. Before use; the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to. prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• . Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storaae-delNery erection and brag of NuSSes aodSrus55ystems,seeANSIMIt_pucdWCrffofk.DSB-84-0nd-BCSI.BuBdlnp.Componant-_ Safofy Infomratlonavailable from Truss Plate Institute; 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job - Truss Truss Type Qty Ply Daniel Mad T16015451 506847 EJ 18 :: Jack -Open .Girder 2 1 Job Reference (optional) 5-3.3 1 O.GYV J VGV V - to IVII I vK II uubmuJ, inu. mun Jdrl 1'1 IJ:,4tP: Id eu Ie rage 1 ID:hGpOG RSN4PNafg4Opy?zhLyCPlo-?JI7 wm_ZfNashM6?6?zm2RaoYGya8wl Mkb?scrzvQL4 Scale = 1:15.0 5 3x8.11 .. 1-1-10 1-6-2 5-3-3 1-1.10 0-4.9T 3-9-1 Plate Offsets (X,Y)-- [5:0-0-4,Edge] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.38 t(LL) Ver-0.01 4-5 >999 360 . MT26 244/190 TCDL 15.0 Lumber DOL 1.25 BC . 0.12 Vert(CT) -0.01 4-5 >999 240 BCLL . .:0.0 .' .. Rep Stress Incr. .. NO WB .0.14 : Horz(CT) . 0.01 3 n/a n/a . BCDL. 10.0 Code- FBC2017/TPI2014 - - Matrix -MP Wind(LL) 0.01 4-5 . >99.9 . 240 Weight:.17 lb FT = 20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc puriins. BOT CHORD 2x4 SP No.2 WEBS 2 4 SP N 2 -- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -- - - x o. .REACTIONS. (lb/size) 3=135/Mechanical, 4=34/Mechanical, 5=403/0-9-1 - - .,Max-Horz 5=103(LC-12) _. -..-- Max Uplift 3=-80(LC 12), 5==165(LC 12) Max Grav 3=135(LC 1), 4=61(LC 3), 5=403(LC 1) FORCES. (lb) -Max. Comp:/Male: Ten. -All forces 250'(lb) or'less except when shown. TOP CHORD 1-2=-350/98 BOT CHORD 1-5=-73/282 WEBS 2-5=-379/772 NOTES. . 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C;_ Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 5-2-7 zone; cantilever left, , and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for live load 20.Opsf the bottom chord in 3-6-0 by a of on all areas.where a rectangle tall 2-0-0 wide will fit between the bottom chord and any other members. ,%� &JUS a ). 4) Refer for ......S E IV '• �i� to girder(s) truss to truss connections. Provide ,♦, •'.C, • V F•�•. 5) mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 3 except (jt=lb) ♦ 5=165. .'. No 3.4869 ONA` Jullus Lee PE No.34869 MITek;USA, Inc. FL Cert.6634 6904 Parke East'Blvd: Tampa FL 33610 Date: January 15,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03)2015 BEFORE USE. �� Design valid for use only with M176W connectors. This design is based only upon parameters shown, and is'for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the cation, storage rl Vve[y erection and hracingDf-trusses-aodfruss.systems-seeANSUIPILGucUty-Cdterla, DSB,89and-BCSLBueding Component Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015452 506847 EJ19': Jack -Open 9 1 • Job Reference (optional) 1 me4u s uec n zU121 MI I eK mausines, Inc. man Jan 14 13:49:14 zul `J rage 1 I D:hGpOGRSN4PNafg4Opy?zhLyCPIo-TVJP76?BQhijJVhBgj U?be7xggFntOOVzFIPBHzvQL3 6-2-0 . ' NOP2X STP = .3x8 II 1-0-0 ,1-4-0, 6-2-0 a 6 N Scale= 1:19.3 _ Plate Offsets (X,Y)-- [1:0-1-14,0-0-10], [2:0-0-12,0-1-12f, [5:0c0-8,1-1-4], [5:0-0-0,0-1-12] LOADING (psf) SPACING- 2-070 CSI. DEFL. in (loc); I/defl ' Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) : -0.02 4-5 >969 360 : 'MT20' 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) . -0.05 4-5 >999 240. BCLL ....0.0 ' .: Rep Stress Incr..:. YES WB 0.11.. HOrz(CT) -0.03: 3 n/a n/a . BGDL. 10.0 Code. FBC2017/TP12014 Matrix -MS Wind(LL) 0.04 4-5 : >999 . 240 Weight: 20 lb FT = 20 LUMBER- BRACING - TOP CHORD' 2x4.SP No.2 TOP CHORD '.'Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4.SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. — — - - WEBS .. .: 2x4 SP.No.2 - - -- - REACTIONS. (lb/size) 3=185/Mechanical, 4=57/Mechanical, 5=430/0-8-0 --- - • ...Max -Hors 5=136(LC-12)-_ - -- -- —. - Max Uplift 3=-113(LC 12), 5=-151(LC 12) Max. Grav 3=185(LC 1), 4=87(LC 3), 5=430(LC 1) "FORCES. (lb) -Max. Comp./Maz: Ten. -All forces 250 (lb)or less except when shown. TOP CHORD 1-2=-352/150 WEBS 2-5=-505/634 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-1-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60•plate.gdp DOL=1.60' 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 270-0 wide will fit between the bottom chord and any other members. 5) :Refer to girder(s) for truss to truss connections. 6) 'Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=113,5=151. ,��111111►/II %��JLIUS• GEMS ' 3,486900 � r 00 0.��, • .�, o •R i Q.p:•�`,,,�. ..\ . Julius Lee PE 1\16,34i369 MlTek USA, Inc. FL Celt 6634 6904 Parke East Blvd: Tampa FL 33610 Date: January' 15,201'9 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _-..Sabllcotion roo stoe, dPJLVel�prestion aad-btaciog-of.trusses_and_tcuss-systems_SeeANSIAPt1_Quollty_Cdfedo;DSR4M=d9CSl-BuShcnp.Componan 904-ParkeEasLRW.__ Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job w Truss Truss Type City Ply Daniel Mad T16015453 .506847 EJ20 Jack -Open 2 1 ' Job Reference (optional) „F .,,1, ,,, ay, 1 1-4.0 1-0-0 N002X STP = mequ s uec c, eult1 Mr i eK inauslnes, Inc. Man Jan 14 io:4u:14 zul9 rage i I D:hGpOG RSN4PNafg4Opy?zhLyCP lo-TVJP76?BQhijJVhBgj U?be7v6gFgtNNVzFI PBHzvQL3 Scale = 1:16.3 Plate Offsets (X,Y)-- [1:0-2-3;0-0-10], [2:0-0-11,0-1-12], [2:0-0-5;Edge], [5:0-0-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc), Ildefl. Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.02 4-5 >999 360 MT26' 244/190 TCDL 15.0 Lumber DOL . 1.25 BC 0.31 Vert(CT) -0.65 4-5 >999 240 BCLL .:0.0 .' .. Rep Stress Incr- ...YES WB .0.18 . Horc(CT) -0.02. 3 n/a r1/a BCDL. 10.0 Code. FBC20171rP12014 Matrix -MS Wind(LL) 0.03 4-5 • >999 . 240 Weight: 19 lb FT = 20% LUMBER- a BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0:oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly.applied or 10-0-0 oc bracing. WEBS - 2x4 SP No.2 REACTIONS. (lb/size) 3=183/Mechanical, 4=56/Mechanical; 5=427/0-8-0 -- Max Harz 5=125(LC 12) . - •, - - - - - -- -- -- — — - - -- - — - - Max Uplift 3=-108(LC 12), 5=-156(LC 12) Max Grav 3=183(LC 1), 4=85(LC 3), 5=427(LC 1) FORCES. (lb) -Max. Comp:/Maz: Ten. -All forces 250'(lb)-orless except when shown. TOP CHORD 1-2=-469/139 BOT CHORD 1-5=-87/324 _ WEBS 2-5=-507/1002 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C;. Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15,to 6-,0-9 zone; cantilever left and right exposed ;C-C for members and 'forces & MW FRS for reactions shown; Lumber DOL=1.60'plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for. 10.0 bottom live load live loads. `,��111.111/���� a psf chord nonconcurrent with any other 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where rectangle 3-6-0 tall by 2-0-0 JU S N%1 5,,1'.C�F a wide ,�� • :... '�i will fit between the bottom chord and any other members. - Refer �� G E 1V • SF•'••• ��� 5) to gi.rder(s) for truss to truss connections.••�.� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) N 5.486 9 3=108, 5=156. = * �. •. <C[ Julius Lee PE No.34669 MIA USA, Inc. FL Cert 6634 6904 Parke East Blvd: Tampa FL 33610 Date: January 15,2019 A WARNING - Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a:truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and, property damage. For general guidance regarding the gesiefivet,/_ececfton-and-bracing-oLtrusseLmd_ftLsuystemsseeANSVIP1LCuangr-Cdtmla.-DSB-89.and.BCSLBuUding-Component 994-earke-Eastplvd.- _ Safety Infonnationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015454 506847 FG1 Roof Special Girder 1 2 Job Reference (optional) v.—F. ,7, r auu ony, r� - oca�o, - ts.z4U s Uec b zu1 is Ml I eK InausineS, Inc. mon dan 1 4 1 J:4y:G4 zu19 Pagel I D:hGpOGRSN4PNafg4Opy?zhLyCPlo-ARvBD W 7S4lzl W 2 R6GpgL?IXXoi VI Diq_GpAxUizvQKv 7-10-0 3-10-4 7-3-0 _ 71 5-6-8 11-10-5 6 15-2-1 . 18-7-7 2.2 14 25-10-0 3-10-4 3-4-12 0- -8 -8-8 3-3-14 3-5-6 3-9-2 . 0-4-8 . Scale = 1:50A 10x10 = 2x4 \\ 3x4 = 2x4 11 46 = 5x6 = 0 0 v I I 0 0 7x8 = 2x4 11 10x10 = NOP2X STP = 7-10-0 7-6-8 . i 0- 7-3-0 7-3-0 7-5rB 5-6-8 1.1-10-6 15-2-1. 18-7-7 22-0-14 25-10-0 3-10-4 r 3-4-12 0 2n -8-8 3.3.14 3-3-10 3-5-6 3-5-6 3-9-2 0-1-0 0-3-8 Plate Offsets (X,Y)-- [3:0-9-12,0-4-121, [4:0-5-12,0-3-141, [8:0-4-0,0-0-01, ['16:0-4-0,0-4-81, [18:0-1-12,0-6-01, [20:0-3-8,0-5-01, [22:0-4-0;0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL .1.25 TC' 0.95 Vert(LL) .. -0.37 19 >828 360 - MT0 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) --0.58 19 >522 240 MT20HS 187%143 BCLL .. -0.0 .', .. Rep Stress Incr. .. .: NO WB .0.95 . Horz(CT) . 0.32 13 n/a n/a . . BCDL. 10.0 Code, FBC2017/TP12014 :- Matrix-MS -:Wind(LL) 0.38 19 >8.0.7 240 Weight: ,489lb FT=20% LUMBER- " BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 2-0-0 oc purlins (4-7-14 max.): 1-3, 4-8, 8-12, 5-8, except end 1-3: 2x4 SP No.2 verticals. Except: BOT CHORD 2x6'SP N6.2 *Except*" -6-0 oc bracing: 3-7 18-20: 2x4 SP SS, 4-16: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 5-4-9. oc bracing. WEBS 2x4 SP No.2 *Except* JOINTS 1 Brace at Jt(s); 1, 8, 12, 7 -- - --1-22;12-13: 2x6 SP No.2--- -� -- - - - - — - - - -- - -- -- ---- REACTIONS. (Ib)size) 22=5152/0-b-0, 13=3913/0-4-0 Max Horz 22=1 O(LC 32) Max Uplift 22=-2873(LC 4), 13=-1587(LC 8)' FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22= 2962/1691, 1-2=-6354/3641, 2-3=-6474/3714, 3-4=-14372/8278, 3-7=-10309/5256, 7-8=-9976/5087, 8-9=-7995/3722, 9-10=-6056/2612, 10-11=-6056/2612, 11-12=-3500/1433, 12-13=-3826/1583 BOT CHORD 21-22=-1565/2810., 20-21=-1588/2824; 18-20=-3705/6089, 4-18=-10893/18922, 17-18=-10994/19095, 16-17=-4945/9575, 15-16=-3680f7938, 14-15=-1433/3500 WEBS 1-4=-3953/6894, 2-4=-392/398, 8-17=-2818/4653, 10-15=-603/149, 8-16=-2185/1718' 11114=-3154/1419, 4-22=-3438/1909, 4 204-3679/206463i 86-30106 5030?�V 3-17=-10763/6822, 6-7=-289/146 S,II� , �•.... L II ,� v� GEN ii NOTES- ,� .: a- S'�•'.• �0i 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: ;• 34869 �• Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -.1 row at 0-9-0 oc. . * Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-3-0 oc. :' Webs connected as follows: 2z4 - 1 row at 0-9-0 oc, Except member 3-18 2x4 - 1 row at 0-2-0 oc. 2) All loads are considered equally applied to all except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to plies, ply connections have been provided to, distribute only loads noted as (F) or (B), unless otherwise indicated: 3) Unbalanced live loads have been' for �,� r� •• �• i(/ roof considered this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 8=45ft; L=24ft; eave=9ft; Cat. 1, 0 �s'� P,•` �� II; Exp C; Encl., GCpi=0.18; MWFRS left �j� • ••,O R %'o (directional); cantilever and right exposed ;Lumber DOL=1.60 plate grip DOL=1.60. 5) Provide adequate drainage t o prevent r �ONA1-E 6) All plates are MT20 plates unless otherwise ndalted: 7) This truss has been designed for a 10.0 psf bottom chord live load nohconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 6 0 tall b_2_O-0 w(lde- Julius Lee PE No.34869 . - will fit between the bottom chord and any other members. MITek,USA, Inc. FL Cert 6634' 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6904 Parke East BlvdJampa FL 33610 22=2873, 13=1587. Date: 10) Graphical purlin representation does not depict the siie or the orientation of the purlin along the top and/or bottom chord. January 15,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITel<0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent, buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - - ❑nstoLage-dejivery,-erectioa-acdbmcingiAhisses-oOdJrusssystemc meANSWM Qualtty_Cdterla,.DSB49-and.BCSLBuadtng-Component ._69PApa e;:asif3lYd' Safety Informanorwvailable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Daniel Marin T16015454 506847 FG1 Roof Special Girder 1 2 Job Reference (optional) i iuucuc —11— wmpdny, rdun ody, rL_ - BZyUD, t5.24U S uec b ZUl tl MI I eK Industries, Inc. Man Jan 14 13:4U:24 2UI9 rage 2 NOTES - I D:hGpOGRSN4PNafg4Opy?zhLyCPlo-ARvBD W 7S41zI W 2R6GpgL?IXXoiVIDiq-GpAxUizvQKv 11) Hanger(s) or other connection device(s) shall be provided sufficient,to support concentrated load(s) 872 lb down and 900 lb up at 7-3-0, 753 lb down and 453 Ib up at 8-0-7, 297 lb down and 333 lb up at 10-3-1, 186 lb down and 68 Ib up at 12-2-12, 186 lb down and 68 lb up at 14-2-12, 186 lb down and 68 lb up at .16-2-12, 187 lb down and 68 lb up at 18-2-12, and 190 lb down and 68 lb up at 20-2-12, and 497 lb down and 413 lb up at 24-2-12 on top chord, and 3371 lb down and 2231 lb up at 7-3-8, and 244 lb down and 57 lb up at 22-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) . Vert: 1-3=-90, 3-7=-150, 8-12— 90, 20-22=-20, 19-20=-20, 13-18=-20, 5-6=-30, 6-30=-150, 8-30=-90 Concentrated Loads (lb) Vert: 14=-244 20=-3371(B) 3= 216.7=-752 23=-174 24=-174 25=-174 26=-174 27=-174 28=-375 31=-297 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'MIh7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek® connectors, This deslgri is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. ,Bracing Indicated is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I�I� T 1p Itll� k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' . bticntlan..stofage, de1YYeiy,. erection and bfacing_of-trusses nndi i ussytems. sae/WSV .MlI QualRy-Cdtoda, MB49:and.BCSI BuOdln¢Componont— 0904 Parke EasLBNcI,_. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pl72b niel Marin T16015455 506847 FG2 Roof Special Girder 1 Reference (optional) •-'-"'••" "'• ""'• ""• 'ram' ), ,- ",,,, Y. , - `�����, 0.49u 5 UdU O Gu 1 o IVII 1 UK 111UUSLF1Ub, Irlu. MUn don 14 16;'+W;4o 4u L e rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-6pi xeCBjbND01LbVNEip4AcxxW Fi hfaGk7f2YbzvQKt 6-6-5 12-9.3 19-0-0 24-7-12 30.3-8 34-6-0 6.6-5 6-2-13 6-2-13 5-7-.12 5-7-12 4-2-8 Scale = 1:65.0 6x6 = 2x4 11 7x8 = 5x6 = 7x8 = 4x4 = 6x6 = I9 3x10 II 7xB 4x4 = 3x6 = NOP2X STP = 1u 2x4 11 5xB // NOM STP= 7xB = 6-6.5 12-9-3 .18.10.0 19 -0 24-7-12 30-0.0 ' 30 -8 34.6-0 6_ 6-2-13 6-0-13 0- -0 5-7-12 5-4-4 0- -8 4-2-8 Plate Offsets (X,Y)--[1:0-3-0;0-4-0],[3:0-4-0,0-4-8],[5:0-4-0,0-4-8],[7i0-2-12,0-4-0],[8:0-4-0,0-4-8],[11:0-6-0,0-3-0],[13:0-9-12,0-2-8],[16:0-4-0,0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc): I/defl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL :1.25 TC . "0.66 ' Vert(LL) -0.07 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC . 0.67 Vert(CT) -0.12 11-12 >999 240 BCLL .. . 0.0 .'. , . Rep Stress Incr. .:.: NO .WB .0.74. Horz(CT) .0.02, 8 n/a .. n/a _ BCD.L_ 10.0 Code.FBC2017fTP12014 .. .. • . Matrix -MS :1Nind(LL) 0.06 11-12 . >99.9 : 240 Weight: 642 lb FT = 20%: LUMBER- BRACING- ` TOP CHORD 2x6 SP No.2 TOP CHORD 2-0-0 oc purlins (670-0 max.): 1-7, except end verticals. BOT CHORD 2x6 SP No.2 `Except BOT CHORD_ Rigid ceiling directly.applied or.5-1-12 oc bracing. Except: . .. . . — - --- ' 6-9'r2x4 SP No2 _ — - - •10-0-0 oc.bracing: 9-11 WEBS 2x4 SP No.2'Except` 1-17,7-8: 2x6 SP No.2 REACTIONS. (lb/size) 17=3150/0-8-0, 8=4765/0-8-0, 14=8632/0-4-0— Max Uplift 17=-1642(LC 9), 8=-2443(LC 6), 14=-2922(LC 9) FORCES. (lb) - Max. Comp:/Maio: Ten. - All forces 250'(Ib) or less except when shown. " TOP CHORD 1-17=-3071/1663,,1-2_ 1572/476, 2-3=-1572/476, 3-4=-481/1216, 4-5— 2570/811, 5-6= 2570/811, 6-7=-2337/792, 7-8=-4386/2359 BOT CHORD 15-16=-281/1100, 14-15=-307/150, 13-14=-8562/2950, 4-13=-5574/2010, 12-13=-1204/478, 11-12=-804/2385, 9-1 1=-42/272,6-11— 1703/697 WEBS 1-16=-645/2170; 2-16=-1952/768, 3-16=-288/684, 13-15=-428/1431, 3-13=-3124/1026, 4-12=-1764/5167, 5-12=-1555/568, 6-12=-22/271, 7-11� 1336/3965 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. �I� ,� •...... • Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads Mace E N V� SF�••.• 2) are considered equally applied to all plies, except if noted as front (F) or back (B) in the LOAD CASE(S) section. Ply to �� ••• ply connections'have been provided to distribute only loads noted as'(F) or (B), unless otherwise indicated. •••KLAN 3,4869 • 3) Wind: ASCE 7=10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. * 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed.; Lumber DOL=1.60 plate grip DOL=1:60 :• 4) Provide adequate drainage to prevent water ponding. 5) All are MT20 unless otherwise indicated.'b plates plates 6) This truss has been designed for a 10.0 psf bottom chord live load nohco icurrent with any other live loads, 7) ` This truss has been designed for load 20.Opsf the bottom in a'live of on chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom BCDL 'fie• Q`••� will chord and any other members, with = 10.0psf Q N�`�� 8) Bearing atjoint(s) 14 considers parallel to grain value:using ANSI/TPI 1 angle to grain formula. Building designershould verify R :••�\!�. capacity of bearing surface. iv 9) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 100 lb uplift at joint(s) except Gt=1b) 17=1642;8=2443,14=2922. 10) Graphical purlin representation does not depict the size or the orientation of the Durlin along.the top and/or bottom chord. Jellus Lee PE No.34869 M)Tek,USA, Inc. FL Cert 6634 69D4•Parke Past Blvd: Tampa FL 33610 Date: - January 15,2019 ' & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10I03/2015 BEFORE USE. • Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a.truss system. Before use; the building designer must verify the applicability of design parameters.and properly Incorporate this design into the overall building design, -Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'. Is always required for stability and to prevent collapse with possible personal Injury and, property damage. For general guidance regarding the ---Johrjcatio0..stQraery erectio ge deiiv0 cu3-d blociog of trun sses ad truss cystems-seeANSIMIll cudHyLAodo DSB$9 and-BCSI.BuBdNp.Compone It 4 P-arke East Blvd. Safety Infonnatlonovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty 1 Ply Daniel Marin T16015455 506847 FG2 Roof Special Girder 1 n G Job Reference (optional) wueua L.uiuu.I v pN y, 1gm1 oqy, FL - 04VU0, a.44U s Uec b ZU I n IVII I eK Inausines, Inc. IVIon Jan 74 1 J:4u:Zb zul a rage z - ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-6pi xeCBjbND01LbVNEip4AcxxW Fl hfaGk7f2YbzvOKt NOTES- 11) Hanger(s) of. other connection device(s) shall be provided sufficient to support concentrated load(s) 822 lb down and 747 lb up at 0-2-12, 760 lb down and 451. lb up at 1=1-1, 311 lb down and 270 lb up at 3-1-1, 386 lb down and 272 lb up at 5-0-12, 386 lb down and 272 Ib up at 7-0-12, 386 lb down and 272 lb up at 9-0-12, 386 lb down and 272 Ib up at 11-0-12, 386 Ib down and 272 Ib up at 13-0-12, 386 lb down and 272 lb up at 15-0-12, 386 Ib down and 272 Ib up at 17-0-12, 386 Ito down and 272 lb up at 17-5-4, 385 Ib down and 272 Ib up at 19-5-4, 385 lb down and 272 lb up at 21-5-4, 385 Ib down and 272 Ib up at 23-5-4, 385 lb down and 272:Ib up at 25-5-4, 385 lb down and 272 Ib up at 27-5-4, 385 Ib down and 272 Ib up at 29-5-4, 297 Ib down and 333 Ib up at 31-4-15, and 760 lb down and 452 lb up at 33-4-15, and 982 Ib down and 994:lb up at 34-3-4 on top chord, and 662 Ib down and 272 Ib up at 20-8-4, 662 Ib down and 255 Ib up at 22-8-4, 632 Ib down and 238 Ib up at 24-8-4, 632 Ib down and 216 Ib up at 26-8-4, 632 Ib down and 208 (b up at 28-8-4, and 593 Ib down and 200 Ib up at 30-5-4, and 593 lb down and 200 lb up at 32-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-7=-90, 14-17=.20, 11-13=-20, 9-10=-20, 879=720 Concentrated Loads (lb) Vert: 1= 426 7=-433 3=-386 12=-632(B) 11=593 18=-760 19= 311 21=-386 22=-386 24=-386 25=-386 26=-386 27=-386 28=-386 29=-385 30=-385 31=-385 32=-385 34=-385 35=-385 36=-297 37= 760 40- 662(B) 41=-662(B) 42- 632(B) 43= 632(B) 44=•593 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated 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 and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the -f9b11G.pflm-st=Qe-cieJiyery, eleDfion and hracing of trusses_and tNss.Systems. seet•NSVIP11Qaallty-CAtodo,.DSB-89:and-BCSI Bulldlny.Component - ____Q204 Parke East Blvd Salty Inlounallonovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Mad T16015456 506847 FG3.: Flat Girder 1 2 Job Reference (optional) r iooens Lumoer Lompany, r- aim bay, r-L - dzauo, O.zvu s Uec o zu 10 mr r eK mausenes, inc. ivion uan 1,4 i a:va:e t zu i a rage i ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-aObJsY9LMgLtNVAhxyD2dO97dviwQCYQynOb4l zvQKs 3-2-8 4-108 8-1-0 3-2-8 1-N 3-2-8 6x6 = 2x4 11 . 3x4 = 4x6 = Scale = 1:42.7 9 102 3 11 e 12 13 14 e e B 5 3x10 II 4xB = 4x4 = N0P2X STP= 3x10' II rime Uusers ^ T 1-- L r:a-13-u;a-y-nl LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), I/defl Ud PLATES_ GRIP TOLL 30.0 Plate Grip DOL 1.25 TC ' 0.60 Vert(LL) . -0.02 7 >696 360 MT20 244/190 TCDL 15.0 Lumber DOL t.25 BC 0.24 Vert(CT) -0.03 6-7 >999 240 BCLL .. ..0.0 Rep Stress Incr. .: .. NO .WB .0.37.. Horz(CT) . 0.00 5 n/a n/a BCDL. 10.0 Code-FBC2017/rP12014 Matrix -MS iWind(!_Q 0.02 7 :>999 240 Weight:.226lb FT=20./ LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD 2x6.SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP.No.2'Ezoept• -- 1-8,4-5: 2x6 SP No.2 -REACTIONS.--(lb/size)--8=3391/Mechanical, 5=4235/0-8-0 -- - --- - - - - --- - - - - - - Max Uplift 8=-2209(LC 9), 5=-.1796(1_C 4) Max Grav 8=3555(LC 28), 5=4235(LC 1) "FORCES. (lb) -Max. Comp;/Max. Ten. -All forces 250'(Ib) or'less except when shown. ' TOP CHORD 1-8= 3210/2127, 1-2=-916/473, 2-3=-916/473, 3-4=-1274/591, 4-5=-4061/1736 BOT CHORD _ 6-7=-591/1274 WEBS 1-7=-109012129, 3-6=-2357/1095, 4-6=-1363/2915, 2-7=-577/354, 3-7=-1451/502 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All. loads are considered equally applied to all plies, except if noted as front (F) or back (B).face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph-(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 270-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upliftat joint(s) except at=lb) 8=220915=1796. 10)'Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11).Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated.load(s) 776 lb down and 794 lb up at 0-2-12, 764 lb down and 450 Ib'up at 0-10-1, 297 lb down and 333 lb up at 2-10-1, and 2853 lb down and 1413 lb up at 4-10-8, and 1925 lb down and 783 lb up at .6=9-12 on top chord, and 161 lb, down at 0-2-12, 419 lb down and 263 lb up at 2-6-4, and 271 lb down and 159 lb uD at 3-10-4. and 200 Ib down and 161 lb uD at 5-10-4 on bottom chord. The desion/selection of such_ connection device(s) is the responsibility of others �tsltlllot ,,%,,��5�L1US• �F i#1 , N 3.4869 ONd I� s R.I.ID , O N AL /�/1n1rn►�o Julius Lee PE No.34860 . . MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd: Tampa FL 33610 Date: January 15,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not -aJruss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent,buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . forage—cleUyQW, erection and hrocing_of-t[usses and trust systemssPPANSVp-t)-Qua1HV-C*oda,:DSB-69.andBCSIBuShcng.Component--East Blvd, Safety Informatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015456 506847 FG3 Flat Girder 1 2 Joli Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Man Jan 14 13:49:27 2019 Page 2 ID:hGpOGRSN4PNafg4Opy7zhLyCPlo-aObJsY9LMgLtNVAhxyD2dO97dviwQCYQynOb41 zvQKs LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 9= 153(B) 1=-403 3=-2853 9=-764 10=-297 11=-1925 12=77(B) 13= 271(B) 14=-200(B) © WARNING - Verify design parameters and READ NOTES ON. THIS AND INCLUDED MFTEK REFERANCE PAGE MI1-7473 rev. 10103/2016 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a:truss system. Before use; the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITBK• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _ abricatlon storage, delivery e[ecflon andJyonino of uscec_ and tnisc vctems_seeANSVMLQuaIBy.Cdteda,.DSB-69-and-BCSI.BuOdtnp.Componen 6904_Padsa Safety Infonnatbrwvoiloblefmm Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015457 506847 G1 ROOF SPECIAL GIRDER 1 1 Job Reference (optional) ­­PN ly, 0.44U S UeC b ZUl tf mi I eK Inauslnes, Inc. Mon Jan 14 1'J:49:2b ZU19 rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-3C9i3uAz7_Tk_fltVf119bi IDJxw9XxZBR89dTzvQKr 4.8-0 8-0-0 11-8-0 4-8-0 .3.4-0 . 3-B-0 B IOx12 MT20HS 11 2x4 11 4 7x8 = exe = 3-8-0 Scale = 1:23.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc); I/deft Ud PLATES' GRIP TCLL 30.0 Plate Grip DOL ' 1.25 TC : 0.61 Vert(LL) - -0.17 6-7 >792 360 MT26 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.30 6-7 >447 240 MT20HS 187/143 BCLL ..0.0 .' .. Rep Stress Incr. .:.. NO WB .0.87.. Horz(CT) . 0.02. 5 n/a .. n/a BCDL- 10.0 Code. FBC2017/TPI201.4 .. Matrix -MS Wind(LL) 0.21 6-7 >644 . 240 Weight: 71 lb FT = 20% LUMBER- " BRACING - TOP CHORD 2x4.SP SS *Except* TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins, 2-4:.2x4 SP No.2_ except end verticals, and 2-0-0 oc pudins (2-9-6 max.): 7_-2. BOT CHORD' 2z6 SP.DSS _ BOT CHORD Rigid ceiling directly applied or 5-1-1 oc bracing. - WEBS 2x4SPNo.2'Ex6ept• 1-8: 2x6 SP No.2 REACTIONS. ^(lb/size) 8=1569/0-10-9,(5"1381/Mechanical- Max:Horz8=152(LC 21) Max Uplift 8=-832(LC 8), 6=-779(LC 8) .. FORCES. (lb) -Max. Comp./Maio. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-966/493, 1-2=-4838/2488, 2-3=-2184/1051 BOT CHORD 7-8=-686/1030, 6-7=-2666%4905, 5-6=-1094/1996 WEBS 1-7=-1987/3873, 2-7=-369/209, 2-6=-2990/1617, 3-6=-882/1649, 3-5=-2331/1276 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second. gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60. 2) Provide adequate drainage to ponding.is {111:1111S11r prevent water 3) All are MT20 unless otherwise indicated. J ' F �I� plates plates �i •,. • • • • • • ''•. �i 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This has been designed for �� G E N • V� SF •••• ��� truss a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��� will fit between the bottom chord and any other members. w - 348.69 :• i 6) Refer to'girder(s) for truss to truss connections. , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s).except at=lb) _ ?k 8=83215=779. 8) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. '0 9) Hanger(s) orother connection device(s) shall be provided sufficient to support concentrated load(s) 466 lb down and 277 lb up at '13 z •. 2-4-12, 466 lb down and 277 lb up at 4-4-12, 451 lb down and 262 Ib up at 6-4-12, and 254 lb down and 143 lb up at 8-4-12, and 70 lb down 66 lb 10-4-12 bottom The design/selection Q �i and up at on chord. of such connection device(s) is the responsibility of •. Q �P•%����� others. ,I��� 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). /ONAL�\��% LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1:25 Julius Lee PE NoM869 Uniform Loads (plf) MITek USA, Inc. R. Cert 6634 Vert: 1-2=-90, 2-4=-90; 5-8= 20 6904 Parke East Blvd: Tampa FL 33610 Date. January 15,2019 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE'Ml1-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, ,Bracing indicated is to prevent -buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication sto lqe_delivery Btection and hrnr ng of Musses.aadiiusssystems,-seeANSIM..lt_QuaIBy-CAteft DSB.e9-and.BCSI.BuOdtng Component Safety Informatlonavoilable from Truss Plate Inst tote; 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type City I IUUCIIJ LUIIIU.1 Vu111paily, railll Day, rL - acaaa, LOAD CASE(S) Standard Concentrated Loads (Ib) - Vert: 7=-466(B) 10= 466(B) 11=-451(B) 12=-254(B) 13=-70(B) Ply Daniel Marin A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and Is for an Individual building component,,not � a truss system. Before use, the building designer must verify the applicability of design parameters,and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek fabil ation,.storage delivery erection and hracing.at tlusses_andJiuss systems. seeANSIMIL Qual[ty CAteAa,.DSB-89 and.BCSI.BuOding.Componenf Safety Intonnationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke Eiist_iB1Yd_L__ Tampa, FL 33610 Job Truss Truss Type city Ply Daniel Merin T16015458 506847 H1 HALF HIP GIRDER 1 1 Job Reference (optional) cue wmue, wuiPany, rtanI oay, rL - OcUUD, t1.24U s uec b 2U1d MI I eK Inauslrles, Inc. Man Jan 14 1J:49:29 21Jl9 rage 1 I D:hGpOGRSN4PNafg4Opy?zhLyCPlo-XOj4H EAbulbbcpK42MGXipEYOjONuBUjQ5tigvzvQKq 5-0-0 7-0-0 5-0.0 2-0-0 2.00 12 3x6 = 1 NOP2X STP -- 3x4 = �° 5x6 = 2 5 4x4 = 2.0-0 2-4-0 5.0-0 7-0-0 2-0.0 0-4-0 2.8-0 2-0-0 Plate Offsets (X,Y)--' [1:1-5-3,0-1-81, [1:0-2-4,Edgel, [2:0-3-0,0-3-01 4x4 = 3 4 2x4 II Scale = 1:13.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). I/deft Ud PLATES GRIP TOLL 30',0- Plate Grip DOL' .1.25 TC 0.28 Vert(LL) -0.01, 1 >999 360 MT20 244/190 ' TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.03 1 >999 240 BCLL . .0.0 '. Rep Stress ]nor..: .. NO WB .0.02. Horz(CT) . 0.00. 1 n/a .. n/a ..: .. BCDL- 10.0 Code. FBC2017/TP12014 -_ Matrix -MS Wind(LL) 0.01 1 . >999', 240 Weight:,31 lb FT = 20% LUMBER- BRACING - TOP CHORD:. 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6.SP No.2 except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 2-3. WEBS N4 SP No.2 — ` ` " BOT CHORD 'Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=573/0-8-0, 4=185/Mechanical — - --•Max.Horz-1=49(LC4).- - -- ----- Max Uplift 1=-222(LC 4), 4=7141(LC 4) Max. Grav 1=573(LC 1), 4=200(LC.18) 'FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250'(Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads 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=15ft; B=45ft; L=24ft; eave=9ft; Cat.. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 6) This truss ta10.0 psf bottom chord l llive Thistruss has been designed for Hive load 20the bottom in 3-6-0 by 2-0-0 ,tit 11.1 a of: psf onchord all areas where a rectangle tall wide will fit between the bottom chord and any other members. -OOUS' L������ JF� 7) Refer for �%%. ... .. E • �i�_ to girder(s) truss to truss connections. ♦♦� .-'.�G N & .1 V F�••.� S) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=1b) ♦ �� 1=222, 4=141. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ft 3.48.69 i = * • . * 0 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 122 lb up at 8-0-0 on top chord, and 69 lb down and 67 lb up at 6-0-b on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back, (6). .�i e. �i�': •lam♦♦. LOAD CASE(S) Standard 1) bead Roof Live Lumber Increase=1.25, Plate Increase=1.25 �I .� O R ` Q;••' _ ♦♦ ��j ` •� �� + (balanced): J* ••• �♦♦ Uniform Loads (plo �NA` I��,� Vert: 1r2=-90, 2-3=-90, 1-4=-20 tits% Concentrated Loads (lb) Vert: 5=-4(F)_ Julius Lee PE No.34869 MITek;USA, Inc. R. Cert.6634 6904 Parke Fast Blvd. Tampa FL 33619 Date: January 15,2019 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMIP7473 rev. f0/03I20f5 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design, ,Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ... — _ _fabticaflon storage, dellve[v erection aodlxaclog-af trusses-aod-twss-systems sPPANSVIP.11-Quallty-Cdto la'MB---84.and-SCSI.BuOdNy-Componen -eadtP F:wLJ3]vd _ Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. _ Tampa, FL 33610 Job Truss Truss Type City Ply Daniel Marin T16015459 506847 H2 HALF HIP GIRDER 1 1 Job Reference (optional) r iOoenS Lumoer company, ralm bay, rL - J'L9U5, ts.G4U S uec ti GU1 t1 MI I eK Inaustnes, Inc. Mon Jan 14 1 J:4929'Lu19 rage 1 ID:hGpOG RSN4PNafg4Opy?zhLyCPlo-XOj4HEAbulbbcpK42MGXipEaOj PyuByjQ5ti9vzvQKq -1-2-14 3.0-2 5-0-0 1-2-14 3-0-2 1-11-14 Scale: 1 "=1' 4x10 = 2x4 II 3x4 = 4x4 = 302 5-00 3-0-2 1-t1-14 LOADING (psf) SPACING- 2-0-0 CSI. 'DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.16 -Vert(LL) -0.00 6 >999 360 'MT20. ,. 244/190 TCDL 15.0: Lumber DOL 1.25 BC . 0.14 Vert(CT) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL .. .10.0.. .: Code FBCM7/TP12014 Matrix -MP.. Wind(LL) .0.01: 6 >999 .240 Weight: 25Ib FT=20% • LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied'or 5-0-0 oc purlins, BOT CHORD 2x6 SP No.2 'except end verticals, and 2-0-0 oc pudins: 3-4. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=338/Mechanical, 2=439/0-8-0 Max Harz 2=47(LC.4) - Max•Upiift 5=-197(LC 4), 2=-302(LC 4)--- FORCES. (16) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-463/243: :. . ' BOT CHORD 2-6=-248/435, 5-6=-258/452 WEBS 3-5=-493/281 NOTES- 1) Unbalanced. roof.live loads 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=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left exposed; Lumber.DOL=1.60.plate grip DOL=1.60.. 3) Provide adequate' drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 1 ``�{111.� Illf��� 5) This truss has been designed.fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for live load 20.Opsf the bottom in where 3-6-0 tall by 2-0-0 ,��� VL�US ., • F 4j a of on chord all areas a rectangle wide �� . • . •'• 4. will fit between the bottom chord and any other members. •� E N 5F•••. 7) Refer to,girder(s) for truss to truss connections. ��� ; V� •: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 34 $69 5=197, 2=302. _ •. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord: 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 33 lb down and 48 lb up at 3-0-2 top 192 lb down 86 lb 3-0-2 bottom The design/selection device(s) is on chord, and and up at on chord. of such connection the responsibility of others. CASE(S) � 11) In the LOAD section, loads applied to the face of the truss are noted as front (F) or back (B). �0�.• Q` • ��/�`• �-i LOAD CASE() Standard �,0 R 1 �'•• .� e� I� •....... ``� 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ,� � Uniform Loads (plf) fit/lllll:f����, Vert: 1-3=-90, 3-4=-90, 5-7=-20 Concentrated Loads (lb) Julius Lee PE No.34869 .. _ Vert: 6=-131(B) MITek,USA, Inc. FL Cert 6634 6904. Parke East Blvd: Tampa FL 33610 Date: January 15,2019 O WARNING - Verify deslgri parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev, 10/03/2015 BEFORE USE. ! Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not p` - a:truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent. buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ellyety_eracffmandbracing-ofhusses and to isc systems_se-eANSV.TM-QuallquCr adoi, DSB-89 and -BCSLRuOdtng-Componen 994Parke.East9lmd. Safety Infonnatlonavollobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015460 506847 HJ3 .. Diagonal Hip Girder 1 1 Job Reference (optional) r IUUel15 LUMEJef Vornpany, ralm Day, rL - JZ`000, 1 LOADING (pso TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL . .10.0 .. U.24U S uec ti ZU7 ti MI I OK Inaustrles, Inc. Mon Jan 14 13:49:31J 2ul9 rage 1 I D:hGpOGRSN4PNafg4Opy?zhLyCPlo-?aHSUaBDfbjSEzvGc4nmFOnYb7Z7dbgsfkdGhMzvQKp 8-7-14 2-7-14 2x4 11 2-9.9 3.3-4 6-0.0 8-7-14 2-9-9 : 0-5-10 2-8-12 2-7-14 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 Scale = 1:18.0 CSI. 'DEFL. in (loc) I/deft Ud PLATES GRIP TC 1.00 Vert(LI-) -0.18 6-7 >359 240 MT20 244/190 BC .0.92 Vert(CT) 0.19 6-7 >334 240 WB 0.21 Horz(CT) . -0.08 4 n/a n/a Matrix -MS.: . .. .... ..: .. Weight: 34lb .FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2' " TOP CHORD BOT CHORD 2x4.SP No.2 BOT CHORD WEBS 2x4.SP No.2 REACTIONS. (lb/size) 4=48/Mechanical, 5=-24/Mechanical, 7=520/0-11-5 Max Harz 7=136(LC 24) ----Max-Uplift 4=-101(LC 8); 5=-90(L•C-16), 7=-767(LC B) Y-, • t - — - ; Max Grav 4=138(LC 28), 5=94(LC 24), 7=963(LC 31) ' FORCES. (lb) - Max. Comp./Max. Ten. - A11 forces 250.(Ib) or.less except when shown.. . • TOP CHORD 1-2=-377/925 BOT CHORD 1-7=-866/397, 6-7=-866/261 WEBS 2-7=-670/411, 3-6=-262/53, 2-6=-278/922 Structural Wood sheathing directly applied 'or 6-0-0 oc purlins. Rigid ceiling directly applied or 3-4-5 oc bracing. ' NOTES- .1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; Lumber 60L=1.60 plate grip DOL=1:60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer for ,►�I►I111//�i to girder(s) truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing capable 100 lb 5 Qt=1b) ,%%�,���U S �F,,I�� I� plate of withstanding uplift at joints) except �� � ........ . ���, 4=101, 7=767. 6) Hanger(s) device(s) be to load(s) 170 lb down 340 lb ,�� .= �G E N S+'• V' F•••.• �� or other connection shall provided sufficient support.concentrated and up at, 4-2-15, 170 lb down and 340 lb up at 4-2-15, and 113 lb down and 68 lb up at 7-0-14, and 113 lb down and 68 lb up at 7-0-14 on at `! . NO . 3.48;69 top chord, and 80:lb down and 91 lb up at 1-4-15, 80 lb down and 91 lb up .1-4-15, 117 lb down and 278 lb up at 4-2-15, 117 lb . •� down and 278 lb up at 4-2-15,:and 50 lb up at 7-0-14, and 50 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live. (balanced): Lumber Increase=1.25, Plate Increase=1:25 '�•••;C� Q Q;•'����� .Uniform Loads �sts • O R `�G•�"��,, Vert 1(4If,90,5-8=-20 Concentrated Loads (lb)�, Vert: 1.1=279(F=139, B=139) 13=-161(F=-80, B=-80) 14=283(F=142, B=142) Julius Lee PE No.34869 MITek.USA, Inc. R. Cert.6634 6904. Paike East Blvd: Tampa FL 33610 Date: January 15,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI-7473 rev. 10/0=2015 BEFORE USE. Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters. and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent, buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ie&wy,-erecjiaLoadJ2[acbg of trusses cmdhussMstems.seeANSInFil Q, alHy-CrHeft,:DSB-B4and-BCSLBu9dInp.Componont —6904Parke East Olyd. Saloty Infonnatlonavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015461 506847 HJ3A ROOF SPECIAL GIRDER 2 1 A Job'Reference (optional) i iuueus Lumuer wrnpany, raim nay, r-L - leUU0, b.z4U s Uec 6 2u1 b MI I eK Inaustries, Inc. Man Jan 14 13:49:31 2ul9 rage 1 I D: hGpO G RS N 4 P N afg4Opy?zhLyC P l o-Tng q hwCrQvrJ r7U SAn l?nE Kt uXyeM 5v?tOMpDozvQ Ko -4-1 3-6-11 1-6-1 3-6-11 2x4 II Scale = 1:18.7 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL .10.0. 8 'SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.32 Lumber DOL 1.25 BC 0.64 ' Rep Stress Incr NO WB 0.03 Code FBC9017fr.P12014 Matrix -MP 3.54 F12 3 3-6-5 3• 11 3-6-5 0- -6 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.06 4-5 >616 240 MT20 244/190 Vert(CT) 0.06 4-5 >652 180 Horz(CT) -0.00 4 n/a n/a Weight: 28 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2. TOP CHORD Structural wood sheathing directly applied'or'3-6-11 cc purlins, BOT CHORD 2x4 SP No.2I except end verticals. WEBS 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly.applied or 10-0-0 cc bracing. - -- 2-4: 2x4 SP No.2 REACTIONS. (lb/size) 5=370/0-9-14, 4=127/0-10-9 -.Max-Horz-5=173(LC 8) - - -- - - — '- --- - - - - - - - - Max Uplift 5=-450(LC 4), 4=-267(LC 8) Max Grav 5=429(LC 27), 4=203(LC 25) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250'(Ib) or -less except when shown. ' TOP CHORD 2-5=-339/162 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1.5ft;.B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has'been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 5=450, 4=267. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 237 lb up at 1-3-15, and 121 lb down and 237 lb up at 1-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Cumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-3— 90, 4-5= 20 is • No 348-69 4OR�O;r• JO N A1-S•. PE No.34869 - MITek USA, Inc. FL Cert 6634 6904 Parke Eaif fflvd: Tampa FL 33610 Date: January 15,2019 & .WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII.7473 rev. l a/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not alruss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the abrication.storage-delivetw erection and brocino oLtrusses-and truss systems ceeANSV1PII Duality Cdtada, DSB44_and.BCSI-Bu8dtnp.Componant— _ stirs Easif3lvd�- Safety Infomlatlonavoliabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015462 506847 HJ4. Diagonal Hip Girder 2 1 Job Reference (optional) I I...". lul. CI I,V IIIFIaIIy, 1 rail I I Day, FL- OGtluo, 0.44a 5 Ueo O 4U 10 IVrr I eK Inuusines, Inc. Man Jan 14 I C:4tnie ZU 1 e rage I I D:hGpOGRSN4PNafg4Opy?zhLyCPlo-xzOCvFDUBDz9TG3fkVpEKRsxIwGi5 W e9626MmEzvQKn 3-2-8 3�3r4 5.9-15 3-2-8 0- -12 2-6-12 Scale = 1:13.6 2-9.9 3-3.4 , 5-9-15 2-9-9 0-5-10 2-6-12 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.83 Vert(LL) 0.02 5-6 >999 360 MT20 .. 244/190 TCDL 15.0 Lumber DOL 1.25 'BC -0.78 - Vert(CT) 0.04. 5-6 >760 240 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(CT) -0.01 3 n/a n/a BCDL 10.0.. Code FBC2017/TPI2014 Matrix -MP Wind(LL) :0.03. 5-6 >999 240 Weight: 22lb FT=20% -LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4.SP No.2 REACTIONS. (lb/size) 3=-30/Mechanical, 4=-406/Mechanical, 6=669/0-11-5 Max Harz 6=91(LC 8) - — ---Max-Uplift 3=-146(LC 17);4=-465(LC 17); 6=-727(LC 8) -_ - -- - — - — - Max Grav 3=74(LC 28.), 4=#%8 C 24), 6=937(LC 31) . FORCES. (lb) - Max. Comp./Max. Ten. :All -forc e-S 250 (lb) or less except when shown. ' TOP CHORD 1-2=-346/851 ... ' . BOT CHORD 1-6=-766/350, 5-6=-766/259 WEBS 2-5=-283/837, 2-6=-727/440 Structural wood sheathing directly applied or 5-9-15 oc purlins. Rigid ceiling directly applied or 4-8-15 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed -, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom'chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Refer for ,,,%Ili,I,I11/lit , 4) to girder(s) truss to truss connections. 5) Provide truss to bearing lb � V S Out J mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except Qt=lb) 1 ......... E •• ���. 3=146, 4=465, 6=727. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 340 lb up at•� �� N S+ • V� F•••. _ i� 4-2-15, and 170 lb down and 340 lb up at 4-2-15 on top chord, and 80 lb down and 91 lb up at 1-4-15, 80 lb down and 91 lb up at 3.4$69. 1-4-15, and 117 lb dawn and 278 lb up at 4-2-15, and 117 lb down and 278 lb up at 4-2-15 on bottom chord.. The design/selection .. of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section,. loads applied to the face of the truss are noted as front(F) or back (B). LOAD CASE(S) Standard �,�i �(/i(/ • 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads �.Q !. �i T ' Q` •��� �� (plf) Vert: 1-3=-90, 4L7=-20. . �j� . • . . , Concentrated Loads (lb) I�Of �O NA Vert: Vert: 10=279(F=139, B=139) 11- 161(F=-80, B= 80) 12=283(F=142, 6=142) J illus Lee PE 96.34869 .... MITek USA, Inc. FL Cert 6634 6904•Parke East Blvd'. Tampa FL 33610 Date: January 15,2019 Q WARNING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not -a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p� I V I�Tek� is always required for stability and to prevent collapse with possible personal Injury and.property damage. For general guidance regarding the abticatioo-gQLage-delivew erection ond.b[aC rig of fruc es and tots sY�stems. seEANSVW-LLQuoUty-CrNorlaDS11.8"nd-SCSI.Bulding.Componrant 4 Pafke_East3lvd- Safcty Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Daniel Madn T16015463 5Q6847 HJ5 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) 1 rDDens LUMDer Company, valm bay, M - JZUUb, b.z4u s uec 6 2u1 b MI I eK industries, Inc. Mon Jan 14 13:49:J'L 2u19 rage 1 ID:hGpOGRSN4P Nafg4Opy?zhLyCP lo-xzOCvFDUBDz9TG3fkVpEKRs3BwR15Yk9626Mm EzvOKn 1-6-0 3-1-13 5"6-1 1-6-0 3-1-13 247 Scale- 1:26.2 0 2x4 11 3x4 = 3113 555 5fa1 3-1-13 2-3.9 0- 112 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.01 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL :1.25 BC 0.10. Vert(CT) -0.01" 64 >999 240 BCLL 0.0 Rep Stress [nor NO WB 0.06 Horz(CT) -0.00 4 n/a n/a BCDL .10.0.. Code FB.C2017/T.PI2014 Matrix -MP Weight: 33 Ib .. .FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-1 oc purlins, BOT CHORD . 2x4 SP No.2 except end verticals. WEBS 2x4.SP No.2 BOT CHORD Rigid ceiling directly.applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical, except (jt=length) 7=0-9-14, 6=0-11-5. (lb) - Max Harz 7=241(LC 8) -- --Max, Uplift -All uplift 100-lb or less at joint(s) 4,-5 except 7=-115(LC 4), 6=-442(LC-8) - - - - - -- -- -- - — - Max Grav All reactions 250 lb or less at joint(s) 4, 5 except 7=332(LC 1), 6=441(LC 25) FORCES. ' (Ib) -Max. Comp./Max. .Ten. - Alhforces 250.(Ib) or less except when shown. TOP CHORD 2-7=-308/114 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load. of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Refer to truss to truss 5) ,Provide mechanicalrconnection b others) truss to bearing late capable of withstanding 100 Ib uplift at joints 4, 5 except 't-Ib (Y ) 9P P 9 P 1 () P (!- ) 7=115, 6=442. `JV $, F �I 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb down and 28 lb up at .'..... .•'.�G E N & ••. • V` F ••.• 2-8-14, and 99 lb down and 32 lb up at 2-8-14 on top chord, and 117 lb. down and 212 lb up at 2-8-14 on bottom chord. The �! ; design/selection of such connection device(s) is the responsibility of others. 3.4869 i 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). a LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 "fl Uniform Loads (plf),� • �/ Vert: 1-2= 90, 2-4=-90, 5-7=-20 j �� Julius Lee PE No.34869 MITek.USA, Inc. FL Cert 6634 6964 Parke EasCBlvd: Tampa FL 3361E Date. January 15,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _fabdcghQn sto a deltveW eLectQn-Qad bracing-o tr usses.ond.lrusssystem�SUMLQuo0gr-CrBoda�DSB-8Rand.BCSI.BuOdlnp.Component 6994 Parke East Blvd. _ ..- Safety Informatbrwvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Mann T16015464 ;06847 HJ5A DIAGONAL HIP GIRDER 1 1 Job Reference (optional) i ,��oua gunwc, w-Nany, roan ony, r� - ocwq mz4u s Uea b ZU10 MI I eK mauslnes, Inc. Man Jan 14 13:49:93 ZUl U rage 1 ID:hGpOG RSN4PNafg4Opy?zhLyCPlo-P9yb6bE6yW 605QdrHCKTsfP4JKIIq?gl Li rwlhzvQKm -2-9.15 2-1-1 4.2-3 2-9-15 2-1-1 2-1-2 Scale'= 1:13.7 III 1.41 FIT 3 2- 8 - to O a N d d 0° 4 9 4 44 = 4-2-3 Plate Offsets (X,Y)-- [2:0-2-1310r0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES " GRIP TCLL 30.0 Plate Grip DOL 1.25 TC . 0.90 . Vert(LL) 0.01 4-7 >999 360 MT20 244/190 ' TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.02 4-7 >999 240 BCLL ..0.0 ` . Rep Stress Incr....: NO WB .0.00, Horz(CT) 0.00 2 n/a n/a . BCDL. 10.0 Code. EBC2017/TP12014 Matrix -MP Wind(LL) -0.02 4-7. - >999 ' 240 Weight:.20 lb FT = 20% . LUMBER- BRACING - TOP CHORD 2x4•SP No.2 TOP CHORD Structural wood sheathing directly applied or4-2-3 oc puriins. BOT CHORD 2x6.SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size). 3=108/Mechanical, 2=498/0-10-15, 4=-5/Mechanical Max Horz 2=57(LC 20) Max• Uplift 3=-62(LC-5),2=-395(LC4)'-4=-63(LC-13). - -- . , —• — -. __-- Max Grav 3=108(LC 1), 2=498(I:C 1), 4=44(LC 3) ' FORCES. (lb) -Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown...- NOTES- 1) Wind: ASCE 7710; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf;,BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Gt=lb) 2=395. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s) 87 lb down and 150 lb up at 1-4-15 on top chord, and 143 lb down and 133 lb up at, 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25,-Plate Increase--1.25 Uniform Loads (plf) Vert: 1-3=-90, 4-5=-20 Concentrated Loads (lb) Vert: 8=49(B) 9=58(B) %� . �VLIU S No 3.48,69 � r W. lvo Julius Lee PE No:3486 . MITWUSA, Inc. R Cert 6634 6904,Pdke East Blvd: Tampa R- 33610 Date: January 15,2019 ®WARNING - Verify design parameters and READ NOTES ON. THIS AND INCLUDED M1TEK REFERANCE PAGE'M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verity the applicability of design parometers.and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'. is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _ Wlicsrtion.storage-d I-e-, erection and hracing of-tmel and tru&, �PANSUIBII-Qualft►-Cdtorkz, DSB-89-and-BCSLBuUdtng-Component_ st.Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Daniel Marin T16015465 506847 HJ5B Diagonal Hip Girder 1 1 Job Reference (optional) ��� •� ��, r� r. . ­Y, . I o.cvu s uec o cu i o ivu i ex muusuies, inc. rwon uan 1,4 r �:vasv zu i a rage 1 ID:hGpOGRSN4PNafg4Opy7zhLyCPlo-tMWzKxEkjgEtiaC1 rw6PsyO8k71ZS4SZMbTg7zvQKl -1-9-1 4-2-5 1-9.1 4-2-5 Scale = 1:11.3 1.41 12 2x4 11 3 4 10 2 1 �° 11 Q° 6 Q° Q° 3x4 = 2x4 11 5 425 425 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.01 6-9 >999 240 MT20: 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 6-9 >999 180 ' BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0. Code FBC2017/TPI2014 Matrix -MP. Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2TOP CHORD Structural wood sheathing directly applied or'4-2-5 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals: WEBS 2x4.SP No.2 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. REACTIONS. (lb/size) •6=156/Mechanical, 2=340/0-11-0 Max Horz 2=47(LC:20) ---.--Max, Uplift 6=-60(LC 5), 2=7218(L•C-4)'-- --- -- - -- -- -- - - Max Grav 6=183(LC 28), 2=351(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown..: - - NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat.. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at'foint(s) 6 except (jt=lb) 2=218. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 150 lb up at ,,��. 1-5-2 on top chord, and 88 lb down and 133 lb up at 1-5-2 on bottom chord. The design/selection of such connection device(s) is �� F �I� the responsibility of others. E N •••• �� 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back, (B). �� , •• V� SF••• ��♦ LOAD CASE(S) Standard No 3.4869 1) 'Dead + Roof Live (balanced): ,Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-30, 5-7= 20 Concentrated Loads (lb) Vert: 10=49(F) 11=58(F) " •�/,/ Jullus Lee PE No.34869- MITek,USA, Inc. FL Cert 6634 6904 Parke Fast Blvd: Tampa R. 33610 Date:: January 15,2019 • 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with wek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not I truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, . Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' is always required for stability and to prevent collapse with possible personal Injury and. property damage. For general guidance regarding the bricaflon storoge delivery. erection and -]racing of trusses and trnsSsystem"eeANSVMI_Quality-CAImIa, DSB°89 and9CSLBuOdlnp-Componon 6904.Parka East Blvd, Safety Informatbnavoilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty , Ply Daniel Mad ,n T16015466 V6847 HJ7 DIAGONAL HIP GIRDER 3 1 Job Reference (optional) i wucua �uuiue� i.uniNai ry, Fail oay, rL - ocauo, mequ s uec a zu 1 tl MI I eK Inallslnes, Inc. Man Jan 14 l'J:4`J::1b 2uiu rage 1 I D:hGpOGRSN4PNafg4Opy?zhLyCP lo-LY4LXH FMU8MkKknD PdNxy4U RJ8HRIrHboOKOMZzvQKk 3-3-4 8-0-0 12-8-0 3-3-4 4.8.12 4-8-0 1 Scale = 1:22.4 I� 2-9.9 2-9-9 2x4 11 3-3-4 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.09 6-7. >999. 240 TCDL 15.0' Lumber DOL 1.25 BC . 0.84 Vert(CT) 0.08 7-8 >999 240 BCLL 0.0 '. Rep Stress Incr NO WB 0.26 Horz(CT) -0.01 4 n/a n/a BCDL .10.0 .. Code FBC2017JTP12014 Matrix -MS-: -LUMBER- BRACING - TOP CHORD 2x4 SP No.2 " TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4SPNo.2 REACTIONS. (lb/size). 4=195/Mechanical, 5=213/Mechanical, 8=645/0-11-5 Max Harz 8=199(LC 24) — - - -- -----•Max-Uplift-4=-120(LC 8), 5=-341(LC 8); 8=-928(LC 8) -•- -- -- -- —_— -- Max Grav 4=195(LC 1), 5=213(LC 1), 8=1071(LC 31) FORCES. - •(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-360/930, 2=3=-475/517 BOT CHORD 1-8— 867/379, 7-8=-867/180, 6-7=-534/398 WEBS 2-7=-642/1144, 2-8=-808/604, 3-7=-254/34, 3-6=-454/609 PLATES GRIP MT20: , : 244/190 Weight:571b .. .FT=20% Structural wood sheathing directly applied or oc purlins. Rigid ceiling directly'applied or 3-11-11 oc bracing. ' NOTES-. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch'left exposed; Lumber DOL=1.60 plate grip DOL=1.60.... 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 3) This truss has been between the bottoms herd r a live load ofm 0.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 4) Refer to for trios to truss connections.�U,',.... `uS111���,,I girder(s) -• E ��� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) • \G N S'• � �••••• �i 4=120, 5=341, 8=928. • 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 340 lb up at :� N $48:69 4-2-15, 170 lb down and 340 lb up at 4-2-15; 113 lb down and 68 lb up at 7.0-14, 113 lb down and 68 lb up -at 7-0-14, and 150 lb - _ •. * : •: down and 131 lb up at 9,10613, and 150 lb down and 131 lb up at 9-10-13 on top chord, and 80lb down and 91 lb up at 1-4-15, 80 lb down and 91 lb up at 1 4-15, 163 lb down and 278 lb up at 4-2-15, 163 )b down and 278 lb up at 4-2-15, 17 lbup at 7-0-14, 17 Ib up at 7-0-14, and 16 lb down and 36 lb up at 9-10-13, and 16 lb down and 36 lb up 9-10-13 bottom The at on chord. design/selection of such connection device(s) is the responsibility of others. -�3 �� �.44/ Z. • 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �'� •; " �(/ �� LOAD.CASE(S) Standard ����� �•.. 0 R•'N���_ 1) Dead Li(pel(balanced): Lumber Increase=1.25,.Plate Increase=1.25 ONA�-,,��,, nRoof .i��, �/11111;111� Vert: 1-4=-90, 5-9= 20 Concentrated Loads (lb) _ Julius Lee PE No.34869 . Vert: 12=279(F=139, B=139) 14=-64(F=-32, B=-32) 15=-161(F=-80, B= 80) 16=283(F=142; B=142) 18=4(F=-2, B=-2) - MITek,USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to. prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Wdk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the • , . fabricationstain ae—delivery._etection and bracing of to isses and frsssssystems,seDANSIMJLQuolly CrBo1b,DSB.84_and.BCS1.BuBdlnp.Cornpaaont 6904 Parke Past bilvd, Safety Informationovailable from Truss Plate Institute; 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Madn T16015467 e06847 HJ7A Diagonal Hip Girder 1 1 Job Reference (optional) Ne y, a may, 2x4 11 7-0-0 O.L4U S Utlu O -u 10 Ivll I eK II IuuStrleu, u1c. Mon uan 14 I:T4y:J0 zu I to rage t ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-gkejldG—FRUbyuMQyKuAUH1 bbYeT1 Kgll g4av?zvQKj 9-10-1 Scale=1:19.7 2-9-12 1 7.0-0 9.10-1 2-9-12 0-5-8 3-8-12 2-10-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.03 7-8 >999 360 MT20 244/190 TCDL 15.0 'Lumber DOL 1.25 BC .. 0.79 Vert(CT) 0.05 7-8 >999 240 : BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) -0.01 4 n/a n/a BCDL ...10.0 Code FBC2017/TP12014 Matrix -MS.. Wind(LL) -0.04. 7-8 >999 ..240 . .. .. Weight:44lb . FT=20% -LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural Wood sheathing directly applied'or 6-0-0 oc purlins. BOT CHORD. 2x4 SP No.2 BOT CHORD 'Rigid ceiling directly applied or 4-5-7 oc bracing. WEBS 2x4.SP No.2 REACTIONS. (lb/size) 4=115/Mechanical, 5=22/Mechanical, 8=537/0-10-15 Max Harz 8=154(LC 24) -Max-Uplift 4=-69(LC 24), 5= 127(LC 8), 8=-793(L-C-8)- Max Grav 4=137(LC 17), 5=194(LC 26), 8=1006(LC 31). ,FORCES. (lb) - Max. Comp./Max. Ten. - All forces.250.(Ib) or less except when shown. TOP CHORD 1-2=-329/870, 2-3 407/330 BOT CHORD 1-8=-796/349, 7-8=-796/195 WEBS 3-6= 321/260, 2-8=-746/475, 3-7=-334/130, 2-7=-369/776 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber, DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,,�({1�:� I►III��� 4) Refer to girder(s) for, truss to truss connections. ,�i. IOUs 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) �� ......S 5=127, 8=793. ��♦ •:'�Ci E N 6) Hanger(s) or other connection device(s) shall be provided sufficient to support: concentrated load(s) 170 lb.down and 340 lb up at �� ; V` F•••. �� 4-2-15, 170 lb down and 340 lb up at 4-2-15, and 113 lb down and 68 lb up at 7-0-14, and 113 lb down and 68 lb up at 7-0-14 on .� 3.4$69 10 top chord, and 80:lb down and 91 lb up at 1-4-15, 80 lb down and 91 lb up at 1-4-15, 117 lb down and 278 lb up at 4-2-15, 117 lb -. down and 278 lb up at 4-2-15; and 50 lb up at 7-0-14, and 50 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). '0 •: LOAD CASE(S) Standard ��Q �• �(/ 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 T •• Q P.•���♦♦� Uniform Loads (plf) �I� ;0 R ��..• Vert: 1-4=-90, 5-9= 20 . �I ` �♦ Concentrated Loads (lb) . Vert: 12=279(F=139, B=139) 13=-161(F=-80, B=-80) 14=283(F=142, B=142) Jullus Lee PE N0.34869 Mfrek USA,.Inc. R. Ceit.6634 15904-06ike East Blvd: Tampa FL 33610 Date.: January 15,2019 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MIP7473 rev. 10y=015 BEFORE USE. � Design valid for use only with MTel.k6 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters, and properly Incorporate this design Into the overall building design, .Bracing Indicated is to, prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing. MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r lion. storage. rlpWery. erection and hracina oLhusses-andJ[ussSystems,SeeANSI/.IPJLQuald"dta o,DSB-69 and-SCSLBuUdtng-Component -31v1. - Safefy Informallotavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Daniel Merin T16015468 506847 HJ7B: Diagonal Hip Girder 1 1 Job Reference (optional) uuo w 11— wnipduy, 1 rdnn ody, rU- ocaUo, Me'+U 5 U8U O eU 10 IVII 18K Inau51ne5, Inc. Man Jan 14 1 U;4e;3b zui a rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-gkejldG_FRUbyuMQyKuAUH1 iDYdwl Kyll g4av?zvQKj 9-10-1 2-10-1 Scale = 1:19.7 O N M N CO 2X4 11 _ 2-9.12 2. 1-11 7-0-0 9-10-1 2-9-12 011- 5 4.0-5 2-10-1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.04 7-8 >999 360 MT20 244/190 TCDL . 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) . 0.07 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) -0.01 4 n/a n/a BCDL .. 10.0.. Code FBC2017/TPI2014 Matrix -MS.. Wind(LL) :0.05. 7-8 >999 240 .- Weight: 44lb . FT=20% LUMBER- BRACING- - TOR CHORD 2x4 SP SS TOP CHORD Structural wood sheathing directly applied'or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or.3-8-2 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=118/Mechanical, 5=43/Mechanical, 8=513/0-3-14 Max Harz 8=154(LC 8) - • • • •Max -Uplift 4=-73(LC 24)-5=-167(LC 8), 8=-757(LC 8) - - ^� - - - -- - Max Grav 4=148(LC 17), 5=234(LC 30), 8=963(LC 31)' FORCES. - •(Ib) -Max. Comp./Max. Ten. - All forces 250.(Ib) or less except when shown.: - - - TOP CHORD 1-2=-355/887, 2-3=-432/362 BOT CHORD 1-8=-826/372, 7-8=-826/217, 6-7=-261/292 WEBS 3-6= 379/339, 2-8= 714/446, 3-7=-340/145, 2-7=-3401741 NOTES - Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1:60, 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer for ,til11.111//il, 't ��I to girder(s) truss to truss connections.' 6) Provide mechanical connection (by others) of truss to.bearing capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) ���• 01-IUS plate '• G E N •'•• 5=167, 8=757. �� V� SF•••. 6) Hanger(s) or other connection device(s) shall provided sufficient to, support concentrated load(s) 170; lb down and 340 lb up at•• 4-2-15, 170 lb down and 340 lb up at 4-2-15, and 113 lb down and 68 lb up at 7-0-14, and 113 lb down and 68 lb up at 7-0-14 on 3.48:69 top chord, and 80.lb down and 91 lb up at 1-4'-15, 80 lb down and 91 lb up at 1-4-15, 112 lb down and 278 lb up at 4-2-15, 112 lb - :•M down and 278 lb up at 4-2-15,.and 50 lb up at 7-0-14, and 50 lb up at 7-0-14 on bottom chord. The design/selection of.such connection device(s) is the responsibility of others.. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7� 'U LIA �: 0 `; �!✓� LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase--'1.25 i .' �i '� •. P,•• N���� 4 ID R I��,•=`C•� ,'j�� Uniform Loads(4I�90, .:;0 5 9= 20: ONAI. `. ,��It1j Concentrated Loads (lb) .. 11111 Vert: 12=279(F=139, B=139) 13=-161(F=-80, B=-80) 14=283(F=142, B=142) Jullus Lee PE No.34869 ..... Mrrek USkInc. FL Cert 6634 6904 I'Ala East Blvd: Tampa FL 33610 Date: January' 15,2019 Q'WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE 11411-7473 rev. f0/03/2015 BEFORE USE. - Design valid for use only with MITek® connectors. This design Is based only upon parametersshown, and Is for an Individual building component, not ' a:truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgn, .Bracing indicated Is to.prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , , _fabrication storage delivery erection and-bracing—offhusses-ond-husssystems iaeANSVD-il-Quality-Cdtoda, DSB-89and.BCSLBuBding.Componan 99Pail&East9tvSL, Safety Inlonnatfonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015469 :506847 HJ7C Diagonal Hip Girder 1 1 Job Reference (optional) I IUUCIW LW IIUGI l,VI1lFldlly, rdllll Ody, rL- JLdUO, Me4U 8 Uec o zU is rvu i ex inausmes, inc. mon uan 14 1s:4a:si zu1 a rage 1 I D:hGpOGRSN4PNafg4Opy7zhLyCPlo-IxC5yzHc01cSZ2xcW 2P P 1 Van7x5mmhW uGKp7RSzvQKi I 4-3-11 9-10-13 - 4-3-11 5-7-2 m' 6 3.54 12. . 6x8 4 8 . 7 6 2x4 11 3x6 = 4-3-11 2-10-8 3 7 9-10-1 9-1 -13 2_10-8 0- 15 5-6-6 0- 12 Scale = 1:56.7 Plate Offsets (X,Y)-- [4:0-3-9,0-3-01 LOADING_ (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC: 0.79 Vert(LL) . -0.036-7 >999 960 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.05 6-7 >999 240 BCLL .0.0 .`. Rep Stress Incr. .. .. NO WB .0.53_, Horz(CT) -0.03. 6 n/a n/a .. BCDL" 10.0 Code. FBC2017[TP]2014 Matrix -MS Wind(LL) -0.02 6-7 . >999 . 240 -Weight:.82 lb FT = 20% LUMBER- BRACING- " " TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-10-9 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS -----2x4 SP No.2 " — BOT CHORD "Rigid ceiling directly applied or 6-0-0 oc bracing: Except: 10-0-0 oc bracing: 7-9 WEBS 1 Row at midpt 6-9 - REACTIONS: --(Ib/size) --6=48/Mechanical, 10=549/0-3=14', 4=88/Mechanical •- Max Harz 10=152(LC 8) Max Uplift 10=-706(LC 8), 4=-185(LC 8) Max Grav 6=109(LC 3), 10=1034(LC 31);.4=278(LC 213) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-360/694, 2-3— 638/1001, 3-4=-626/881 BOT CHORD 1-10=-622/363, 9-10=-645/254,,3-9=-438/287 WEBS 4-9=-928/594, 2-9=-568/852, 2-1 0=-785/547 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 6=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 his uss has been designed for 10.0 f bottom chord live load nonconcurrent th any er ive loads. : Trtruss Thishas been designed fora lie load f 20.Opsf on the bottom chord in all alreas whefre a1 rectangle 3-6-0 tall by 2-0-0 wide 3) fit between the bottom BCDL IO.Opsf. ���v`IfJ $' I� will chord and any other members, with = .:.... •• �i�. 4) :Refer to girder(s) for truss to truss connections. .AG ENS •• F•••. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jWb) �� ; V �� 10=70614=185. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. op No 3.4869 - •• 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 340 ib:up at 4-3-10, 170 lb down and 340 Ib up at 4-3-11, and 119 lb down and 50 lb up at 7-1-9; and 119 lb down and 50 lb up at 7-1-10 on top 7k s chord, and 80 lb down and 91 lb up at 1-5-10, 80 lb down and 91 lb up at 1-5-12, 112 lb down and 278 lb up at 4-5-7, 112:lb down .. and 278 lb Up at 4:-5-7, and 14 lb down and 8 lb up at 7-1-9, and 14 lb down and 8 lb up at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others:AN 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). T ••. Q;• :�_�� R `�• �ss LOAD CASE(S) Standard •�0 I� �ON A` 1) Dead.+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �% Uniform Loads (plf) Vert: 1-4=-90, 9-11=-20, 7-8=-20. 5-7=-20 Julius Lee PE No.34869 .. Concentrated Loads (lb) MITek USA, Inc. FL Cert 6634 Vert: 9=283(F=142, B=142) 3=279(F=139, B=139) 15==161(F=-80, B=-80) 17=2(F=1,'B=1) 6904 Parke East Blvd; Tampa FL 33610 Date: January 15,2019 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITe1k6 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a:truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage liv deery lion-a0d.bracJng « of_tiuecs__ tn_,�« cv�andems,SeeANSI/iPJLQualByZAad"SB.69.and-BCSLBuedlng-Component- 224PaSke_East.Skd Safety Inforrnatlonavallable from Truss Plate Institute: 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - ' ' ' Tampa, FL 33610 Job Truss Truss Type City Ply Daniel Marin T16015470 506847 HJ7D: Diagonal Hip Girder 1 1 Jab Reference (optional) IIUUCIW LUIIIUGI lr 11pally, rdlal Ody, rL-04VUD, 1 6-0-0 n.z4u s Uec b zu i t3 Iva I eK mouslnes, inc. Mon Jan 14 1 U:4u:Jts zui y rage 1 ID:hGpOGRSN4PNafg4Opy7zhLyCPlo-m71U9JHEn3kJBBWo4lweZi6OVLOLVDd1 U_ZhzuzvQKh 9-10-13 3-10-13 Crold— 1.107 7 5 2x4 11 2-10-8 3 0-7 6-0-0 9-10-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.26 6 >314 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) 0.24: 6 >345 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(CT) 0.08 4 n/a n/a BCDL 10.0 Code FBC2017lCPI2014 Matrix -MS . .. . Weight: 38 lb FT = 20 LUMBER- j BRACING - TOP CHORD 2x4 SP SS TOP CHORD Structural wood sheathing directly applied'or 6-0-0 oc purlins. BOT CHORD 2x4 SP SS BOT CHORD' :. Rigid ceiling directly applied or 5-9-2 oc bracing. WEBS 2x4.SP No.2 REACTIONS. (lb/size) 4=133/Mechanical, 5=25/Mechanical, 7=523/0-3-14 Max Harz 7=155(LC 8) — -Max- Uplift 4= 146(LC-8), 5= 65(L-C 8), 7= 763(LC 8)- .._ --- - - -- - Max Grav 4=202(LC 28), 5=109(LC 26), 7=971(LC 31) .. FORCES. (lb) - Max.-Comp./Max. Ten. -All 'f6r:c6S 250 (lb) or:less except when shown... TOP CHORD 1-2=-448/987 . .. .. . BOT CHORD 1-7=-934/467, 6-7= 934/312 WEBS 2-7=-605i353, 3-6=-277/45, 2-6=-326/977 NOTES- 1) ;Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. Il;, Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads, - 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. `,♦t�11:111//��� 4) Refer to girder(s) for truss to truss connections: ,♦♦. L�US �I� 6) .Provide mechanical connection (by others) of truss to.bearirig plate capable of withstanding 100 lb uplift at joint(s) 6 except Gt=lb) %�♦ ��� • •.. F� �I� 4=146, 7=763. �% C E N"& •• �i� 6) 'Hanger(s) or other connection device(s) shall, be provided sufficient to support concentrated load(s) 170 lb down and 340 lb up atF•••.• 4-3-9, 170 Ib down and 340 Ib up at 4-3-11' and 113 Ib down and 68 Ib;up at 7-1-9, and 113 Ib down and 68 Ib up at 7-1-10 on top' ;� 34$69 : op • chord, and 80 lb down and 91 lb up at 1-5-10, 80 lb down and 91 lb up at 1-5-12, 112 lb down and 278 lb up'at 4-3-9, 112 lb down •. .: and 278 Ib up at 4-3-11, and 50 Ib up at 7-1-9, and 50 Ib up at 7-1-10 on bottom chord.The design/selection of such connection 'device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard .0 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �10 •• 0 R'` Q P.•��=,�� Uniform Loads(4��90, 5 8= 20 . ,i,�i , ..• ANAL `♦ Concentrated Loads (lb) 111' `y1��� . • Vert: 11=279(F=139, B=139) 13=-161(F= 80, B=-80) 14=283(F=142, B=142)a. Jullus Lee PE No.34869 .... . MITek USA, Inc. FL Cert.6634 6904 Parke East Blvd' Tampa FL 33610 Date: January 15,2019 & WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PA'GE'MX7473 rev. 10 &WO15 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a:truss system. Before use; the building designer must verify the applicability of design parometers.and properly Incorporate this design Into the overall building design. .Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and, property damage. For general guidance regarding the stmQw- iel&jw-erecfioD-aruiblaciag of trusses and lrusssystems,.seeANStnPII-GualBy-Crtfella, DSBeS"nd-SCSI.Bu9dingComponent __690-4-2al(e_EasLBivd. Safoty Informatlonavollabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Daniel Marin T16015471 ,,06847 HJ7P:. DIAGONAL HIP GIRDER P 1 Job Reference (optional) 1.11JUU115 LW OW Uumpany, rarm tray, rL - azauo, d.24U S Uec 6 2U13 MI I eK Industnes, Inc. Man Jan 14 13:49:39 2U19 - vage 1 I D:hGpOG RSN4PNafg4Opy?zhLyCP.Io-EJJsNfitYMsApL5?eTRt6wf6tlgZEfsBj el EVKzvOKg 12-8.0 3-8.0 Scale = 1:22.5 7 4x4 = 5 - 2x4 I 2-9-9 3-3-4 9-0.0 12-8-0 2-9.9 0-5-10 5-8.12 3-8.0 LOADING (psf) SPACING- 2-070 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.38 6-7 >294 240 MT20 244/190 TCDL 15.0 Lumber DOL . 1.25 BC: 0.77 Vert(CT) . -0.26- 64 >436 240 - ' BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) -0.07 4 n/a n/a BCDL .10:0. .. Code FBC2017lTPI2014 MatrixrMS.. Weight: 62lb FT=20% LUMBER- - - BRACING - TOP CHORD 2x4 SP No.2' TOP CHORD .. Structural Wood sheathing directly applied or6-0-0 cc-purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or.6-0-0 cc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size)-.4=173/Mechanical, 5=235/Mechanical, 7=644/0-11-5 Max Horz 7=201.(LC 24) TT --Max-Uplift-4==141(LC 8);,5=-319(L-C-8),-7=-930(LC 8)- - — -- - - --- — —_— - _ - Max Grav 4=173(LC 1), 5=235(LC 1), 7=1071(LC 31) FORCES. - (Ib) - Max. Comp./Max. Ten. - All'forces 250.(Ib) or less excehen own. sh--- except w TOP CHORD 1-2=544/775 _ . _ . BOT CHORD 1-7=-738/582, 67=-738/381 WEBS 2-7- 607/270, 3-6=411/235, 2-6=73861147 NOTES, 1) :Wind: ASCE 7-10; Vult=160mph'(3-second gust) Vasd=124rnph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; gave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for alive load of-20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �r1t11.1111/��' will fit between the bottom.chord and any other members. 4) Refer to for truss to truss connections. girder(s) 'connection 5) Provide mechanical (by others) of truss to bearing plate capable of withstanding, 100 lb uplift at joint(s) except (jt=lb) ,� ,%':• G E N S �i� • 4=141, 5=319, 7=930. ��� ; V� F•••,• �i 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 340 lb up at 34869 •� 4-2-15, 170 lb down and 340 lb up at 4-2-15, 113 lb down and 68 lb up at 7,0-14, 113 lb down and 68 lb up at 7-0-14, and 150 lb - down and 131 lb up at. 9-10-13, and 180 lb down and 131 lb up at 9-10-13 on top chord; and 80 lb down and 91 lb up at 1-4-15, 80 ?k :' lb down and 91 lb up at 1-4-18, 163 lb down and 278 Ib up at 4-2-15, 163 lb down and 278 Ib'up at 4-2-15, 17 lb up at 7-0-1 4, 17 7� '� �• lb: up at 7-0-14, and.16• Ib down and 36 lb up at 9-10-13, and 16 lb down and 36 lb up at 9-10-13 on bottom chord. The design/selection of such connection devices) is the responsibility of others: 7) In the LOAD CASE(S) section loads applied to the face of the truss are noted as front (F) or back (B). ,3 • �(/ �' LOAD CASE(S) Standard do 4 0 R `Q 1) Dead + Roof Live (balanced): Lumber Increase=1.25,. Plate Increase=1.25 J#I� • • •�`" ��� Uniform Loads-(4plf)90, 1 5=-20 ,ill �NA� ��o�.�. . Concentrated Loads (Ibl Jullus Lee PE No.34869 .. . Vert: 9=-161(F=-80, B=-80) 10=279(F=139, B=139) 12=-64(F=-32, B=32) 13=283(F=142, B=142) 15=-4(F=-2, B=-2) MITek.USA., Inc. FL Cert:6634 6904 Parke East Blvd: Tampa FL 33610 Date: January 15,2019 .. . .. .. A'WARNING -Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE 'M_ IF7473 rev, 1010312015 BEFORE USE. k® Design valid for use only with MiTeconnectors. This design is based only upon parameters shown, and is for an Individual building component, not a; truss system. Before use; the building designer must verify the applicability of design parometers.and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent,buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing always required, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcntion storage delivery. erection and,blaciog_ofh sses andJlusssystems seeANSI/7P.lLGualRy Cdtolla, DSB4l9-and-BCSl-Bugdlng Componen Safety Infotmatlonavallable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. � MOW e_EasLBlVd._ Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015472 506847 A Hip Girder 1 1 Job Reference (optional) I IDMUS LUmDer UOmpany, calm uay, rL - 3ZUUb, d.24U S Uec 6 MI b MI I eK Inaustnes, Inc. Mon Jan 14 13:49AU ZU19 rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-iWtEa?JVlg-1 QVgBBAy6f7BLC95lz8mKy12n2nzvQKf 2-4-0 8-4-0 9-0-0 15-0-0 17-4-0 2-4-0 ' 6-0-0 0.8-0 6.0-0 2-4-0 .. Scale = 1:30.2 4x4 = 3 Io 3z4 = 8 4x8 = 6 _ NOP2X STP = NOP2X STP 3x6 11 3x6 I I 2-0-0 2-4-0 8-8-0 15-0.0 .-4-,0 17-4O 2-0.0 4- 6-4-0 6-4-0 �0 " Plate Offsets (X,l)-- [1:0-4-5;0-1-2] LOADING_ (psf) SPACING- 2-070 CSI. DEFL. in (loc). I/defl Ud PLATES GRIP TCLL 30.G Plate Grip DOL 1.25 TC 0.61 Vert(LL) . -0.03 6-7 >999 240 MT20 244/190: TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.03 6-7 >999 .240 BCLL .. ..0.0 .'... Rep Stress Incr. . _ . NO WB 0.12. Horz(CT) : 0.01: 6 n/a n/a BCDL. 10.0 Code. FBC20171TP12014 . .,, ::. Matrix -MS Weight: 93 lb FT = 20 LUMBER- BRACING - TOP CHORD. 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Px6.SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS—'---2z4 SP.No.2 - REACTIONS. (lb/size) 8=666/0-8-0, 6=667/0-8-0 --- Max Uplift 8= 576(LC 8), 6=-468(LC 8) Max.:Grav 8=975(LC 39), 6=974(LC 38) FORCES. (lb)'- Max. Comp:/Maz: Ten. -All forces 250-(Ib) orles6 except when shown. TOP. CHORD 1-2=-300/499, 2=3=-781/357, 3-4=-781/356, 4-5=-292/505 BOT CHORD.. 1-8=-391/277, 7-8=-391/371, 6-7=-396/277, 5-6— 396/277 WEBS 2-8=-789/462, 2-7=-133/508, 3-7=-315/226, 4-6=-788/408, 4-7=-90/513 NOT.ES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph'(3-second gust) Vasd=124inph; TCDL=4.2psf; BCDL'=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat." 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and'right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `1US 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas.where a rectangle 3-6-0 tall by 2-0-0 wide ��� �� .. • F� �!j will fit between the bottom chord and any other members. ,�� G E N S •• ���. 6) Provide mechanical connection (by others) of truss to bearirfg plate capable of withstanding 100 lb, uplift, at joint(s) except at=1b) �! ; • V F•••.� �� 8=576, 6=468. • No ,'34869 . 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) .131 lb down and 273 lb up at - 4-2-0, and 131 lb down and 273 lb up at 13-2-0 on top chord, and 197 lb down and 469 lb up at 4-2-0, and 197 lb down and 469 lb up at 13-1-4 on bottom chord.. The design/selection of such connection device(s) is the responsibility of others. 8) lri the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).P. Q: LOAD CASE(S) Standard " �� �!; •:��/ 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 '•;C�' 0 _R `Q P`•• .N Uniform Loads 1 (3 I90, 3-5=-90, .1-5=-20 ," SlS/ • • �`" , Concentrated Loads (lb) , Vert A Vert: 13=113(F) 14=113(F) 15=174(F) 16=174(F) Julius Lee PE N6.34869 . . M1Tek USA, Inc. FL Cert 6634 6904 Paate East'Blvd: Tampa FL 33610 Date: January 15,2 01 9 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MIP7473 rev. 1WO312015 BEFORE USE. Design valid for use only with Ivinek@ connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use; the building designer must verify the applicability of design porameters.and properly Incorporate this design Into the overall building design, .Bracing Indicated is to, prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' fobrIccition.storage de liven,_ erectorLOOd.brocing ofJLusses and tmcc cysts_seeANSVTPII-Qua1@y�tlteAa,:DSB-89-and BCSI-Bulldtnp-Component 04 Ealke_East-Blvd: Safely Infotmatlonavailable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Daniel Marin T16015473 5061347 J2 Common, 1 1 Job Reference (optional) wuou� wu,ucvvuipai ry, ruuu oay, r� - ucaw, a.zyu s uec o ey 10 rvu r eK inausmes, inc. rvron uan rw i a:wa:v r eu i a rage r ID:hGpOG RSN4PNafg4Opy7zhLyCPlo-AiRcoKK73-6u2fFNI uTLBLkVBZTZiZdUBynLaDzvQKe 2.4-0 B-8.0 15.0-0 17-4-0 2-4-0 6-4-0 " 6-4-0 2-4-0 Scale = 1:29.7 4x6 = 3 Ia 3x4 = 8 4x8 = 6 .3x4 - NOP2X STP NOP2X STP = 2x4 11 2X4 II 2-0-0 2-4-0 8-8-0 15-0-0 �]_I1 A• _A_ C_A!1 C_A!1 to LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC _ 0.65 Vert(LL) -0.03- 7-8 >999 360 • MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.06 7-8 >999 240 BCLL iO.0 .' .. Rep Stress Incr_ ._ . YES WEI om' i Horz(CT) .0.00. 6 n/a n/a' . BCDL- 10.0 :Code- FBC2017fTP12014 :: Matrix -MS Wihd(LL) 0.01 7 >999 240 Weight;79 lb FT = 20% LUMBER- BRACING - TOP CHORD. 2x4_SP No.2 q' TOP CHORD "Structural wood sheathing directly applied or5-11-12'oc purlins. BOT CHORD 2x4.SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS - REACTIONS. (lb/size) 6=953/0-8-0, 8=953/0-8-0 - - - - -Max•Horz 8=-1-14(LC 10), .. - . _: - - ,._—r -. - - _, - - --- -- - ..... ---- - - - _ . Max Uplift 6=-280(LC 12), 8--386(LC 12) FORCES. " (Ib)- Max. Comp./Max. Ten. -:All forces 250 (lb) onless except when:shown..: -- -- TOP CHORD 1-2=-276/47, 2-3=-754/228, 3-4=-754/2281-4-5=-276/48 WEBS 4-7=-288/542, 4-6= 883/605, 2-7=-288/542, 2-8=-883/605 NOTES- 1) Unbalanced roof.live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. l; Exp C; Encl., GCpi=0:18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0:-0, Interior(!) 3-0-0 to 8-8-0, Exterior(2) 8-8-0 to 11-8-0, Interior(1) 11-8-0 to 17-4-0 zone; cantilever left and right exposed.;C-C for members and forces & MWFRS for reactions shown;'LumberDOL=1.60 plate gdp,DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) : This truss has been.designed for a live load of 20.Opsf on the bottom chord in all. areas where a rectangle 3-6-0 tall by 2-0-0 wide ,'♦N will fit between the bottom.chord and any other members. EN 6 Provide mechanical connection (by others of truss to bearing late capable of withstanding 100 lb uplift atjoint(s) except t-Ib `�. ; • V' F•••. • �� 6=280, 8=386. 3,4869, oo '�C/ • ' E Julius Lee PE No.34669 . . . 6904 PatWllastBldd: Tampa R. 33610 Date: MR January 15,2019 Job • Truss Truss Type Qty - Ply Daniel Merin . - I T16015474 506847 J3 Common 1 1 Job Reference (optional) i �uueua �oii,uci--p.,ly, rerun oay, rL - ocauo, a,Z4U s Uec b ZUl a MI I eK Inausines, Inc. Man Jan 14 1:i:49:4Z ZU19 rage i I D:hGpOG RSN4PNafg4Opy?zhLyCPlo-eu?_?gLIgHElgpgaJb?akYHgxypoROtdPcXu6fzvQKd 2-4-0 B-8-0 15.0-0 17-4-0 2.4.0 6-4-0 6.4-0 '2-4-0 Scale = 1:29.7 4x6 3 Io NOP2X STP = wa NOP2X STP 2x4 11 2x4 11 2-0=0 4- 8-8.0 15-0-0 1 -4 0 17-4-0 2-0-0 .4- 6-4-0 6-4-0 -4. 2-0-0 Plate Offsets (X,Y)-- [1:0-1-14,070-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 30'.0: Plate Grip DOL' 1.25 TC 0.65 Vert(LL) ' -0.03' 7-8 >999 360 MT20 244/190 TCDL 15.b Lumber DOL 1.25 BC . 0.28 Vert(CT) -0.06 7-8 >999 240 BCLL .. .0.0 .' . Rep Stress Incr... . YES WB .0.26.1 Horz(CT) . 0.00: 6 n/a n/a .. BCDL. 10.0 Code. FBC2017/TP12014 - . _ , • Matrix -MS Wind(LL) 0.01 7 ; >999 240 Weight:-79 lb FT = 20 LUMBER- " ' BRACING- " TOP CHORD:. 2x4.SP No.2 TOP CHORD .: Structural wood sheathing directly applied or 5-11-12 oc purlins. BOT CHORD 2x4.SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS- -.`_ 2z4 SP No.2 - - ---- .. -- — - - - REACTIONS. (lb/size) 6=953/0-8-0, 8=953/0-8-0 --_-,...Max-Horz-8=-114(LC10)._.-,--- Max Uplift 6=-280(LC 12), 8=-386(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All-forces 250 (lb) or less except when shown. . TOP CHORD 1-2= 276/47' 2-3= 754/228, 3-4=-754/228, 4-5=-276/48 WEBS 4-7- 288/542, 4-6= 883/605, 2-7=-288/542, 2-8=-883/605 NOTES- 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II;. Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interibr(1) 3-0-0 to 8-8-0, Exterior(2) 8-8-0 to 11-8-0, Interior(1).11-8-0 to 17-4-0 zone; cantilever left and dght'exposed.;C-C for members and forces & MWFRS for reactions , shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.% ' ,�. �LIU S' L� 5) This truss has been designed for a live load of 20.6psf on the bottom chord in all areas where a rectangle 3-6-0fall by 2-0-0 wide �� -I� will fit between the bottom chord and any other members. ,�� �G E N S •• �i4o. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=1b) ; V F•••;• 6=260, a=3as.: �� N. O 3.4869 MW •.COR�O•.•-�� S��NALE��`� .... Jullbs Lee PE N6.34869 ..... - MITek.USA,.Inc. FL Cert 6634 6904-Parke East' Blvd: Tampa FL 33610 Date: - January 15,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'M11-7473 rev. 1W03/2015 BEFORE USE.�� . . Design valid for use only with MRek®connectors. This design is based only upon parameters shown, and is for an Individual building component, not o truss system. Before use; the building designer must verify the applicability of design parometers,and properly Incorporate this design Into the overall building design, ,Bracing indicated is to. prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MOW Is always required for stability and To prevent collapse with possible personal Injury and. property damage. For general guidance regarding the iaastarAge-dellveTy-etecfion-and br>sgDf1[usses-aadhusc Ustem_i ee NSIM..I1.Quality-Cdtoda,:DSR-B9-and-BCSISuBding-Component--- a2DAPa[ke East BI rd._. Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Daniel Merin . T16015475 5Q6847 J4 Common 7 1 Job Reference (optional) i ruunus Lunruer "Unrpany, rerun Day, rL - OeVUD, t1.z4u s Uec b ZUl D MI I eK Industries, Inc. Mon Jan 14 13:49:43 -LU19 Vage 1 I D:hGpOG RSN4PNafg4Opy?zhLyCP l o-65ZN DOLNbbMcHzOmtJ W pGmp6M9pATeneGGSf5zvQKc 2-4.0 B-8-0 14-8-0 2-4-0 6.4-0. 6-0-0 Scale = 1:28.2 4x6 = 3 3x4 = 7 48 = 2x4 11 NOP.2X STP = 2x4 II 2-0-0 2-4-Q 8-8-0 14-8-0 2-0-0 4- 6-4-0. 6.0.0. Plate Offsets (X,Y) _ [1:0-1-14,0-0-21, [4:Edge,0-0-121 . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell. Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC- 0.65 Vert(LL) -0.03- 6-7 >999 360 - MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(CT) . -0.06 6-7 >999 240. BCLL .:0.0.* .. Rep Stresslncr -. .YES WB .0.23.. Horz(CT) .0.01. 12 n/a n/a .; .. BCDL- 10.0 Code_ FBC2017/TP12014 Matrix -MS Wind(LL) 0.01 6 :>999 . 240 Weight:,7,1lb FT=20% . LUMBER- BRACING- TOP CHORD: 2x4.SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-3.oc purlins, BOT CHORD 2x4.SP No.2 except end verticals. WEBS 2z4 SP.No.2 7- -- BOT CHORD --Rigid -- ceiling directly applied or 10-0-.0 oc Mating. OTHERS 2x4 SP No.2 -—REACTIONS.---(Ib/size) 7=952/0-8-0,-12=613/0-3-0•--- Max Harz 7=98(LC 11) Max Uplift 7=-382(LC 12), 12=-180(LC 12) .. FORCES. (lb) - Max. Comp./Mdk. Ten. - All forces 250{Ib)'or 1es§ except when shown. - TOP CHORD 1-2= 288/43, 2-3='-749/269, 3-4= 725/278 . BOT CHORD 1-7— 18/256, 5-6=-135/274 WEBS 2-7=-880/644, 2-6=-333/532, 4-6=-77/338, 4-12=-692/267 NOTES- 1) :Unbalanced roof live loads 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=15ft• B=45ft• L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-8-0, Extedor(2) 8-8-0 to ' 11-8-0, Interior(1) 11-8-0 to 14-2-12 zone; cantilever left and right exposed ;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,,�%. t� 3) All plates are MT20 plates unless otherwise indicated. ��Soups 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with'any;other live loads. ♦♦♦ �G E N S ••• • %. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0=0 wide �! •• V F•. �� will fit between the bottom chord and any other members. 3486900 6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ` . _ . •• capacity of bearing surface. 7):?rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) : 7 7=382, 12=180.�14J 04 • ��4 �DN•A1-E��`� ���/11111.►11\� Jullus Lee PE No.34869 .. . . MITek USA, Inc. R. Cert,6634 6904 Parke East Blvd: Tampa FL 33610 Date: January 15,2019 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MFTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. �� Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and is for an Individual building component, not -a-truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design, . Bracing Indicated is to. prevent. buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and.property damage. For general guidance regarding the : 3forage,_ elNe erection and hrocina of trussgs and trots csystems-seeANSIMJLQuallwCdtarla, DSB-89-and-BCSLBuShcng..Component.__ Safety Infonnatbnavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Morin T16015476 �06847 J5 Roof Special 1 1 Job Reference (optional) wueus Luuruer wmpmry, raun oay, rL - 32905, 8.240 s Dec b 2018 Mi I eK InaU5lnes, inc. Mon Jan l4 13:49:43 2019 rage l ID:hGpOG RSN4PNafg4Opy?zhLyCPlo-65ZNDOLNbbMcHzOmtJ W pGmprvM9HATmeGGSf5zvQKc 2-4-0 B-8.0 11-3.0 13-7-0 14-8-0 2-4-0 6-4.0 2-7-0 2-4-0 . 1-1-0 Scale:= 1:29.2 5x8 = 3 3x4 = 13 4x8 = 2x4 II .. .: .. NOP2X STP = 2x4 II 0 4-Q B-8-0 11-3-0 13-7-0 14 8-0 2-0.0 4= 6-4-0 2-7-0 2-4-0 4­;­ Iv V\- ri-n_1_1A nn 71ra•no-a 'n_o-n] ro-n-i-in n-n iil' ' LOADING (psf) SPACING- 2-070 „ CSI. DEFL. in (loc) - Vclefl Ud PLATES' GRIP TCLL 30.0 Plate Grip DOL 1.25 . TC:' 0.64 Vert(LL) - -0.04 12-13 0999 360 : MT20 244/190 TCDL .' 15.0 Lumber DOL 1.25 BC .0.27 Vert(CT)-0.0812-13 >999 240 BCLL .: ..0.0 .' .. Rep Stress Incr. .. . YES .WB .0.22. Horz(CT) 0.01: 7 n/a n/a .. .:' BCDL. 10.0 iCodQ FBC2017frP12014 - Matrix -MS I Wind(LL) 0.02 10 >99.9 ' 240 Weight: 78lb FT=20%, LUMBER- " BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD ' Structural wood sheathing directly applied or 5-5-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. WEBS 2X4-SP.Ne2 — BOT CHOFID JRigid ceiling directly applied 6r'10 0-0 0o bracing. Except: 6-0-0 oc bracing: 9-11 REACTIONS. (lb/size) 7=652/Mechanical, 13=954/0-8-0 — —=-----Max,Horz-13=94(LC 11)7 - ; -- - = - - — T— — -- — — ---- -- - — _ ----- — - Max Uplift 7=-188(LC 12), 13=-379(LC 12) FORCES. (lb) -"Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown.._ TOP CHORD 1-2=-284/32; 2-3=-746/261, 3-4=-997/448;'4-5=-1088/409 BOT CHORD 8-9=-329/883, 7-8=-311/872 WEBS 2-13=-879/652, 2-12=-315/510,:9-12=-161/571, 3-9=-269/553, 5-7=-941/334 NOTES-. 1) :Unbalanced roof live loads 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=15ft; B=45ft; L=24ft; eave=9ft; Cat. li; Exp C; Encl., GCpi=O.l8; MWFRS (directional) and C-C Extedor(2), 0-0-0 to• 3-0-0, Inte6or(1) 3-0-0 to 8-8-0, Exterior(2) 8-8-0 to, 11-8-0,'Interior(1) 11-8-0 to 14-6-4 zone;' cantilever left and right exposed:;C-C for members and forces &:MW FRS for reactions shown; Lumber.DOL=1.60 plate grip DOL=1.60 . Provide adequate drainage.to.prevent ��lll1 11/ill.. 3) waterponding. 4) All MT20 indicated. �LIUS �: F �I� plates are plates unless otherwise �% •• ~i 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any. other live loads. • �� G E N ••�• '•` . V� F••. ��" 6) This truss has been designed for a Iive.load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . . �� will fit between the bottom chord and any other members. 3.4869 •� . 7) Refer to girder(s) for truss to truss connections. a r * 8) Provide mechanical connection (by others) of truss to -bearing plate capable of withstanding 100 lb uplift at joint(s).except Qt=lb) :• 7=188, 13=379. 9) Graphical does depict the. size the the the top bottom pudin representation not or orientation of pudin along and/or chord.: W .• lie' •.�(/� ID SON AI� Julius Lee PE No.34869- ... . MITek.USA, Inc. FL Ced,6634 6904 Patlie East Blvd: Tampa FL 33610 Date: January 15,2019 Q :WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTk® econnectors. This design Is based only upon parameters shown, and Is.for an Individual building component, not a:truss system. Before use; the building designer must verity the applicability of design parameters. and properly incorporate This design Into the overall building design, .Bracing Indicated is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MOW_ . Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the obrjao}joD rag stoe delivery erection adnbroc]09-Qttl=eS ODcLtruss systena seeANSVM QualltV-Cdtoda DSB&9 end BCSLBuDding ComponentEast Blvd: Safely Informatlonavailable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - • • Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015477 596847 J6 Roof Special 1 1 Job Reference (optional) I IDUMIS Lumoer UUMpany, r. aim tray, rL - azaun, c.z4U s uec a zUi n MI i eK inausines, Inc. anon uan 14 i J:4u:44 zui a rage i ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-bH71QMM?MvUTv6zyQ012pzM1 hmUPVWAwtwO?BYzvQKb 2 4 0 8-6-0 10-11-8 11-7-01 14-8-0 2-4-0 6-4-0 . 2;3-8 0-7-8 3-1.0 Scale = 1:29.2 5x8 = 3 �n II NOP2X STP = 2x4 II 2-0-0 2-4-0 B-8-0 10-it-8 11-310 _ 14-8.0 6-4-0 "2+3-8 3- 3-5-0 Plate Offsets (X,Y)-- [1:0-1-14,0-0-2] LOADING (psf) TCLL 30;0: TCDL 15.0 BCLL .:0.0 .'. . _ BCD.L: 10.0 SPACING- 2-0-0 _ Plate Grip DOL :1.25 ' Lumber DOL 1.25 Rep Stress Incr .:YES Code- FBC2017[TP]2014 .. CSI. TC. . 0.64 BC 0.28 WB .0.22 : :.. Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) -0.04 11-12 . -0.b3 11-12 0.01: 7 0.02 9 Udell_ >999 >999 n/a .. :>999 Ud 360 .240. n/a 240 PLATES GRIP MTPO 244/190 Weight:,80lb FT=20% LUMBER- BRACING - TOP CHORD: .2x4.SP N0.2 TOP CHORD ' 'Structural wood sheathing directly applied or 5-8-1 oc purlins, BOT CHORD 2x4.SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. . WEBS 2x4 SP N6.2 - BOT_CHORD- Rigid ceiling directly applied or 10-040 oc bracing, Except: 8-10-12 oc bracing: 7-8. 6-0-0 oc bracing: 8-10 . --REACTIONS:-7(lb/size)--7=652/Mechanical,il2=954/0-8-0 - -- -- -- --___-:_---r---.-.---_- ----- - - -- -.-- Max Horz 12=129(LC 12) Max Uplift 7=-196(LC 12),.12=-371(LC 12) FORCES. (lb) -Max. Comp./Matt: Ten. - All forces 250 (lb)'orless except when shown. TOP CHORD 1-2=-286/32, 2-3=-746/249, 3-4=-976/427, 4-5='-1035/439 BOT CHORD: 1-12=-14/251, 7-8=-443/993• WEBS 2-12=-878/646, 2-11=-306/511, 8-11=-206/576, 3-8=-261/530, 5-7- 1055/472 • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE.7-10; Vult=160niph (3-second gust), Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C- Encl. GCpi=0.18• MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 8-8-0, Exterior(2) 8-8-0 to 11-7-0, Interior(1) 11-7-0 to 14-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions t11.111f1�� shown; Lumber DOL=1.60 plate grip DOL=1-.60 3) Provide drainage to:prevent L�U S ��� •.. FF ej adequate water ponding. ��� -.. • G E,1V •''•. �� 4) All.plates are MT20 plates unless otherwise indicated. �� •• V� s� •�. ♦♦. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� ; 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 3,4869, •� r will fit between the bottom chord and any othemembers. * .� 7) Refer to girder(s) for truss.to trusss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) '96, 'fl ► 7= 12=371. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ;� ;. �(/: •, ♦ T /0 N At-.�`,, Julius Lee PE No.34869 . MITek USA, Inc: FL Cort.6634 6904 Plate East Blvd: Tampa FL 33610 Date: January 15,2019 WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with tv 4ia connectors. This design is based only upon parameters shown, and is for an individual building component, not �- o:truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, .Bracing indicated Is To. prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW, Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _erection and btaclog of.truues.00d truss fysteros seeANSUVII-Gua1By CrBodo DS&�9and.BCSI-BuOdtnp-Compon _60Q4P_adse_iEasLBlvd. Safoly hformalionovailable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015478 506847 J7 Half.Hip 1 1 Job Reference (optional) I IDDens Lumber L;ompany, - ea_IM t3ay, I-L - 329Ub, - - 8.24U S Uec 6 2U18 MI I eK Industries, Inc. Mon Jan 14 13AVAb 2U19 I -age 1, I D:hGpOG RSN4P.Nafg4Opy?zhLyCP lo-3Th7eiNd7CcJXGY8-jYHLBvEmArReMO35aIY]_zvQKa 2-4-0 7-9-0 10-11-8 11-3 0 14-8-0 2-4.6 5.5-0 3-2=8:' 3- 3-5.0 4x8 3x4 ex4 — 11 48 = 2x4 11 NOP2X STP = 2x4 11 2x4 11 Scale = 1:27.1 2-0.0 4- 7-9-0 10-11-8 11-3 0 14-8.0 2-0-0 4- 5.5.0 3-2=8:: -3- 3-5.0 Plate Offsets (X,Y)--[1:0-1-14,0-0-21,[3:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL : 1.25 TC '0.49 Vert(LL) : -0.02 10-11 >996 360: MT26 244/190' TCDL 15.0 Lumber DOL 1.25 BC 0.22 VertCT ( ) . -0.05 10-11 >999 240 BCLL . _0.0 .' Rep Stress Incr. ...:YES .WB .0.28 : Horz(CT) . 0.01.' 6 n/a n/a .. _ BCD.L. 10.0 Code, FBC2017/TP12014 Matrix -MS :Wiod(LL) 0.01 9 , >999 240 Weight: 81 lb FT = 20 % ,LUMBER- BRACING - TOP CHORD . 2x4 SP No.2 TOP CHORD :. Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2z4 SP,No.2 - -- BOT CHORD Rigid ceiling directly appliedor 6-0-0 oc'bracing. Except:- 10-0-0 oc bracing: 7-9 REACTIONS. (lb/size) 6=652/Mechanical, 11=954/0-8-0 Max Horz- 11=174(LC 12)- -• • - Max Uplift 6=-218(LC 9), 11=-361(LC 12) FORCES. _(Ib) - Max. Comp./Max. Ten. -'All forces 250 (lb) or less except when shown. . TOP CHORD 1-2=-313/101, 2-3=-765/264, 3-4=-758/361 BOT, CHORD 1-1 1=-1 5/289, 67=-379/784 WEBS 2-11= 869/605, 2-10= 335/633, 7-10=-283/585, 4-6=-885/428 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpfi; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft;, eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-9-0, Exterior(2) 7-9-0 to 11-11-14, Interior(1) 11-11-14'to 14-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber'DOL=1.60 plate,grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 6=218, 11=361. 8) Graphical purlin representation does not depict the, size or the orientation of the purlin along the top and/or bottom chord. 31_Iu S4. • i No 348.69.. � • r AI Jullus Lee PE N6.34869 MIT*USA, Inc. FL Cert:6634 6904-Paike East Bldd: Tampa FL 33610 Date: January15,2019 WARNING- Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERANCE PAGE M_ I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �- a truss system. Before use; the building designer must verify the applicability of design parameters,and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent, buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOWis always required, for stability and to prevent collapse with possible personal Injury and, property damage. For general guidance regarding The ge-delLvety election and-blacing-oitwsseasmd-t[uss systems-seeANSIMII QuangeCrHerla, DSB,89 and-BCSI.BuUdlnp.Componen —6904_2adce_EasLU11td. Safoty Infoanatlonavailoble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Daniel Marin T16015479 506847 ' JB Half Hip . 1 1 Job Reference (optional) I 100eds Lumoer L ompany, rarm bay, rL - JZeUb, b.24u s UeC b zul tl Mr I eK Industries, Inc. mop Jan 14 1 J:49:4b ZU1 V rage 1 I D:hGpOGRSN4P.Nafg4Opy?zhLyCPlo-XfEVr2OGuW kA9Q7LYR3W uOROxa7JNIXDKEV6FQzvQKZ 7-9-0 6-11-B -3-p 12-8-0 7-9-0 "i-2-8 -3- 3.5-0 5x6 = 3x4 = Scale = 1:28.8 2 13 3 . 5.00 F12 FP N N N_. '7 4x10 1 4x8 11 46 = 4 O 0 2x4 I s. 7 6 NOP2XSTP= _ 2x4 11 7-9-0 8-11-8 9-3-0 12-8.0 7-9-0 1-2-8 0-3-8 3-5-0 Plate Offsets (X Y)-- [2:0-3-0 0-2-4] [5:0=2-8,0-2-01,[7:0-0-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES, GRIP TCLL 30.0 Plate Grip DOL :1.25 TC -0.53 Vert(LL) . -0.08' 9-10 >999 360 MT26 244/190 ' TCDL 15.0 Lumber DOL 1.25 BC . 0.50 Vert(CT) -0.16 9-10 >926 240 BCLL .. ..0.0 .`. Rep Stress Incr ... YES WB .0.55.. Horz(CT) . 0.06: 4 n/a n/a " BGDL- 10.0 Code. FBC2017lTPI2014 : .. -. Matrix -MS Wipd(LL) 0.06 6 :>999 , 240 Weight: 72lb FT=20% LUMBER- BRACING - TOP CHORD 2x4-SP SS 'Except TOP CHORD .. Structural wood sheathing directly applied or 6-6-0 oc purlins, 2-3: 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 Ti 2-3. BOT CHORD* 2z4 SP No2 --" BOT CHORD --Rigid ceiling directly applied or 104-0 oc bracing, Except: WEBS 2x4 SP No.2'Except 8-7-1,oc bracing: 9-10. 1-10: 2z6 SP No.2 REACTIONS.. (Ib/size) 4=682/Mechanical, 10=679/0-8-0 "' T Max.Horz 10=169(LC_12) - Max Uplift 4=-235(LC 12), 10=-166(LC .12) FORCES. (lb) -Max. Comp./Maio. Ten. -All forces 250,(Ib),or less except when shown. TOP CHORD _ 1-2=-748/248, 2-3=-618/368, 3-4= 573/373, 1-10=-614/329 BOT CHORD 9-10=-446/369, 7-9=-214P3 4, 5-8=-312/188 WEBS 8-9=0/310, 2-8=-330/21M, 3-8=-413/693 NOTES- 1) Wind: ASCE 7-10• Vult=160mph'(3-second gust) Vasd=124mph; TCDL=4.2psf; BGDL'6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 7-9-0, Exterior(2) 7-9-0 to 11-11-14, Interior(1) 11-11-14 to 12-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60, 2) Provide drainage to prevent Us F �j adequate water ponding. %� ..... E N �''•. �i 3) All plates are MT20 plates unless otherwise indicated: V�F ••. ��� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads; ��� - 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Z. N 348.69 •� will fit between the.bottom chord and any other members. - *' 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=235, 10=168. �. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or:bottom chord. • �(/ 00 Julius Lee. PE No:34869_ - AAIT.&A ICA Inn .CI: f1,sA RR9A: 6904-Paike East Blvd: Tampa FL 33610 Date: January15,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors, This design is based only upon parameters shown, and is for an Individual building component, not � oJruss system. Before use, the building designer must verify the applicability of design parameters, and properly Incorporate This design Into the overall building deslgn..Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lVli W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tic llon.stoLage.dellvery,-eLecoon ood.l u=boDf tn,cces-and±USLSyctemc SeBANSUMI-Quality_Cdtoda DS&64_and-BCSLBuIlding Component 69043adse FastBivd Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty Ply Daniel Madn T16015480 596847 J9 Half -Hip 1 1 Job Reference (optional) I looeres Lumber u,ompany, ralm clay, rL - JZ`JUb, t3.24U s uec b ZUl t3 MI I eK mousines, mc. Man Jan 14 1J1AU b ZUl `J rage i I D:hGpOGRSN4PNafg4Opy?zhLyCP lo-XfEVr2OGuW kA9Q7LYR3W uORR3aCaNp2DKEV6FQzvQKZ 990 500 8119- 3 12110 . ., 5-0-0 .341-8 -3-. 2-11-0 5x60-6 0 2x4 I Scale: 3/8°=1' NOP2X STP= 4x8 = 2x4 II 2x4 I N N N N I9 5-0-0 3-11-8 d-3-8 3-5-0 Plate Offsets (X Y)-- [4:0-3-00-2-4] LOADING (psf) SPACING- 2-0-0 CS]. :DEFL. in (loc) I/defl- L/d PLATES GRIP TCLL 30.0 Plate Grip DOL- 1.25 TC 0.33 Vert(LL) -0.01 10-11 >999 360 MT26' 244/190 TCDL 15.0 Lumber DOL . 1.25 BC 0.17 Vert(CT) -0.03 10-11 >999 240 BCLL .. ..0.0 .' Rep Stress Incr....:YES WB 0.26, . Horz(CT) 0.016 n/a n/a . BCDL. 10.0 Code. FBC2017lf P12014 Matrix -MS Wmd(LL) 0.01 10 >999 240 : Weight..871b FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, BOT CHORD 2x4 SP No.2 -except end verticals, and 2-0-0 oc purlins(6-0-0 max.): 4-5. WEBS 2z4 SP No,2 •Except• = BOT. CHORD —Rigid ceiling directly applied or 10-0-0 oc_ bracing. Except: 1-11: 2x6 SP No.2 10-0-0 oc bracing: 7-9 - — =REACTIONS. --(lb/size)-6=682/Mechanical,-11=679/0-8-0-- - -, -T:- -----, - -= -- -- - ----: - Max Horz 11=213(LC 12) Max Uplift 6=-252(LC 12), 11=-151(LC 12) "FORCES. (lb) - Max. Comp./Maz: Ten. - All forces 250 (lb) -or less except when shown. TOP CHORD 1-2=-876/273, 2-3= 632/273, 3-4=-567/353, 1-11=-629/275 BOT CHORD 10-11= 342/221, 6-7--250/376 WEBS 7 10=-463/719, 2-7=253/177, 4-7=-366/572, 4-6=-637/427, 1-10— 153/612 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. Il; Exp C;, Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 9-9-0, Exterior(2) 9-9-0 . to 12-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �, 2) Provide adequate drainage. to prevent water ponding. 3) All MT20 indicated. 0�IU S �. " F �j� plates are plates unless otherwise �e .'.,• • •. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • V F ••;� �� 5) This truss has.been designed for a live load of 20.0psf on the bottom.chord in all areas whefe a rectangle 3-6-0 tall by 2-0-0 wide �� ; will fit between the bottom chord and any other members. $4869 . 6) Refer to girder(s) for truss to truss connections... - ` •� * 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) '* s . �_ 6=252, 11=151. 8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. •. * "0, ► % w Q' ,. .,n P,��• Q R ��i, VON A 0��` Julius Lee PE No;34869 ... MiTek•USA,.Inc. FL Cert.6634 . $904. Parke East Mid' Tampa FL 33610 Date: January 15,2019 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekcO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters.and properly Incorporate this design Into the overall building design, ,Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . MITPrK• is always required for stability and to prevent collapse .with possible personal Injury and property damage. For general guidance regarding the . iiclation. storage dellvA[yerection a 0d-brucing-ofJrsssec and ms gyctamc,-seeANSVMIt-Qualby-CdWda DSB-89and-SCSLBuOding-Component -East.@led, Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job , Truss Truss Type - City Ply Daniel Merin T16015481 546847 K1 HALF HIP GIRDER 1 1. . Job Reference (optional) r wueus LunrUdr wmpdny, ralln Day, rL - JZyuO, - b.Z4U S UeC 6 zul tl MI I eK Inauslnes, inc. Man Jan 14 1 J:4u:4/ 2U1 u rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-?sot200ufgsl maiX68alRc_XEzQB6HxMZuEfotzvQKY 7-0.0 11-1-0 7-0-0 4-1-0 Scale=1:18.8 4x4 = 4 NOP2X STP = 3x4 II 2-0-0 2-4-0 7-0-0 11 1 0 2-6-0 0-4-6 4.8.0 4-1-0 Plate Offsets (X,Y)-- [1:1-8-3,0-2-61, [1:0-2-4,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC... 0.68 Vert(LL) -0.04 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC- ' 0.65 Vert(CT) -0.07 5 >999 240 BCLL . _0.0 .' .. Rep Stress Incr,... NO WB .0.22. Horz(CT) 0.01 4 n/a n/a BCDL- 10.0 Code, FBC2017lrP12014 Matrix -MS Wind(LL) 0.05 -5 :>999 240 Weight:•51lb FT=20% LUMBER- BRACING- - TOP CHORD 2x4 SP No.2 TOP CHORD -Structural wood sheathing directly applied or 4-8-4 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (4-11-2 max._): 2.3. WEBS 2x4 SP No.2 'Except' BOT CHORD .. Rigid ceiling directly applied or 8-6-1.1 oc bracing. 3-4: 2x6 SP No.2 REACTIONS.- (lb/size)--1=960/0-8-0,-4=648/0-8-0 - — -- - — - -- -= - -- ---- — Max Horz 1=70(LL, 17) Max. Uplift 1=-619(LC 4), 4=-366(LC 4) FORCES. (lb) - Max. Comp:/Mai: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1202/665, 2-3=-1109/656, 3-4==505/284 BOT CHORD 1-5= 672/1141 WEBS 2-5 252/175, 3-5=-577/953 NOTES- 1) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch'left exposed; Lu.mber-DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates, unless otherwise indicated. 4) This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any.other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=619; 4=366. 7) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 109 Ib up at 7-0-0, and 79 lb down and 109 lb: up at 9-0-12 on top chord, and 180 lb down and 161 lb uP at 5-0-12, and 44 lb down at 7-0-12, and 44 lb'down at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads.(plf) Vert: 1-2=-90, 2-3=-90, 1-4=-20 Concentrated Loads (lb) Vert: 2=-73(8) 5=-44(B) 11=-73(B) 12=-180(B) 13=-44(B) �. DENS .� 34869 6904 Parke East Blvd: Tampa FL 33610 Date: January 15,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a.truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, .Bracing Indicated is to. prevent, buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and. property damage. For general guidance regarding the _ .---JabdQ.aflon..stomge,-delivery elec}loa-aocLb Qbg of t_ usae3-and-truss systems.seeANSWMUQuaMy-CdlodarDSB-B9-and-BCS1.BuBding-Componen 6909.Barke East Blvd. _ Safety Infomlaticnavalloble from Truss Plate Institute', 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty Ply Daniel Mario T16015482 5g6847 K2 HALF HIP 1 1 Job Reference (optional) r robed Lumber Company, Paim Bay, FL - 32905, 8.240 s Dec 6 2018 Mi I ek industries, Inc. Mon Jan 14 13:49:48 2019 Page 1 ID:hGpOG RSN4PNafg4Opy?zhLyCPlo-T2MGGkP W Q7_uOkHjfs5_zpXjVNp2rkXW oY_DKJzvQKX 9-0-0 10-5-0 9-0-0 Scale = 1:17.7 4x12 = 3x4 =. 6x6 11 2.00F2 0 IiJ 3x6 \\ 2.0-0 2-4-0, 9-0.0 10-5.0 . 2-0-0 00 4-0. 6-8.0 1-5-0 Plate Offsets (X,Y)--[1:0-6-15,0-0-0],[1:1-0-12,1-7-3],[1:0-0-4,2-9-3],[6:0-0-0,0-2-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES- GRIP TOLL 30.0 Plate Grip DOL . 1.25 TC . 0.59 Vert(LL) -0.06 5-11 >999 360 MT20' 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.12 5-11 >999 240 BCLL .0.0 .' _. Rep Stress Incr. .: ..YES WB .0.19.. Horz(CT) ,-0.02 12 n/a . n/a . BCDL" 10.0 :Code" FBC2017/fP12014 ":. - Matrix -MS :Wind(LL) 0.15 5-11 >81;1 240 Weight. 40Ib FT=20% . LUMBER- BRACING- - TOP CHORD' 2x4.SP No.2 TOP CHORD 'Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4.SP No.2 except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 2-3. - WEBS 2z4 SP No.2 - -- " _ BOT CHORD Rigid ceiling directly applied or 8-0-12 oo bracing. ' OTHERS 2x4 SP No.2 WEDGE ---Left:-2x4 SR No.2 • -•---- -'-- REACTIONS. (lb/size) 1=702/0-8-b, 12='396/0-3-0 Max Harz 1=86(LC:8)- - - ::-_--- Max Uplift 1==478(LC 8), 12=-269(LC.8) FORCES. '(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 537/598, 3-6=-607/547 BOT CHORD 1-5=-619/488, 4-5=-669/504 WEBS 2-5= 542/264, 2-6=-815/1091, 3-12=-416/512 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 2 zone; cantilever left and right exposed porch ) h left exposed;C-C for me bers.and forces & MWFRS for reactions r)shown; Lumber 3-2-15 to lDOL=1.60 plate grip v`IV $, L�:� DOL=1.60 ,� J ....... F k 2) Provide adequate drainage to prevent water ponding. ,�� ,-'�G E IV' •• �i�. 3) All plates are MT20 plates unless otherwise indicated. �� V F•••.• �� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. M0 5.48.69 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. *' 6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. _ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplit at joint(s) except (jt=lb) 0 • 1=478, 12=269. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. '�;•;C� O Fi `Q Q'•� �_��� S. • •..+ • G ��� . ��11111111��� Jullus Lee PE W.34Bf39 MITek USA, Inc. FL Cert,6634 6904 Parke East'Blvd: Tampa FL 33610 Date. :January 15,2019 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters. and properly Incorporate this design into the overall building design. ,Bracing Indicated Is to preventbuckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . MITek- is always required for stability and to prevent collapse with possible personal Injury and.property damage, For general guidance regarding the . fabrlcaUQo-stofage delLvery.-erection and brnclnp 0 trusses and tri sc systems saPANSlITP4L-puallly-C&orla,.DSB-69_and.BCS19u0dNp"Campononf-_ kd_ Safety Infoanatlonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Daniel Morin T16015483 5Q6847 K3 : .: MONOPITCH 3 1. Job Reference (optional) r rooms Lumber i.ornpany, rarm nay, rL - azauo, 9-0-0 9-0-0 : 12 ::J- NOR�STP4_1 3x4 = 9 p• 6 3x8 11 3x6 \� 2.00 12 u.z4u s uec u zu1 a mi i eK mauslnes, Inc. mon Jan 14 1 U:4e:4e Zul u rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-xEweT3Q8BR710uswDZdDW 13u6n7BaDxfogmslzvQKW 10-5-0 1-5-0. Scale = 1:17A 3x4 = 5x6 3 = 2 j 13 8-1-0.. a 6 CV Plate Offsets (X,Y)-- [1:0-6-15,0-0-01, [1:1-0-12,17-31, [1:0-0-4,2-9-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES - GRIP TOLL 30.0. Plate Grip DOL 1.25 TC 0.59 Vert(LL) ' 0.26 4-10 >473 240. MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC- 0.62 Vert(CT) -0.16 4-10 >770 .240 BCLL .,0.0 .' .. Rep Stress Incr..._YES .WB -.0.12 . Horz(CT) -0.01, 1 n/a ., n/a BCDL- 10.0 :Code. FBC2017/TPI2014 . _. Matrix -MS Weight:.40 lb FT = 20 BRACING - TOP CHORD 2x4.SP No.2 TOP CHORD ...'Structural wood sheathing directly applied or 6-0-0:oc purlins, BOT CHORD 2x4.SP No.2 ..except end verticals. - WEBS 2z4 SP No.2 - BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. OTHERS 2x4 SP No.2 WEDGE --—L-eft:-2x4 SP-No.2 ,-- - - - - - - — - - — - --- - --- — - -- - -:- --- - - - — --' - — REACTIONS. (lb/size) 1=702/0-8-0; 11=396/0-3-0 Max Horz,1=94(LC:9) - ------ - Max Upliff 1=-4715(LC 8), 11=-271(LC 8)' FORCES. (lb.) - Max. Comp./Max. Ten.-- All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-561/525, 2-3_ 167/263, 4-5=-788/680, 3-5=-788/680 BOT CHORD 1-4=-566/520 WEBS 2-4=-723/612, 3-11=-406/494 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 6=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-2-15, Interior(1) 3-2-15 to 9-11-12 zone; cantilever MWFRS ttit 11111���� left and right exposed ; porch left exposed;C-C for members and forces & for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60J��....... �r1VS' 2) All plates are MT20 plates unless otherwise indicated. ,�� •'�G E N S+ •• ���. •� V F•••.• 10 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �! 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 34869 •� will fit between the bottom chord and any other members. - _ * 5) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection b others of truss to bearing late capable of withstandin 100 Ib uplift atjoint(s) exce t •t=1b (Y ) 9P P 9 P P (1- ) •. 1=476, 11=271• . �^ f�J 4. E.���� .... Julius Lee PE No.N869 . MITek USA„ Inc. A. Cen 6634 6904 Parke East Blvd: Tampa FL 33610 Date: January 15,2019 - A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. : Design valid for use only with Mnek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not �- a: truss system. Before -use; the building designer must verify the applicability of design parameters, and properly Incorporate this design Into the overall - - building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITeK• Is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgeneral guidance regarding the ticaUon_sto[age. delivery. ematan and braclog_oLtiusses and truss systems, sesANSU]Ft1A;kua1By Cdtoda,-DSB4t4.and-BCSLBuBdNp-Component arke Eas Safety Informatlonavailable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin ' T16015484 506847 K4 MONOPITCH 2 1 Job Reference (optional) r tuuetts Lunwet wnipany, raun oay, rt-- OeUUb, i 3x4 = 14 2 7-0-0 7-0-0 t3.24U s UeC b ZUl a MI I eK mousines, Inc. Mon Jan 14 13:49:49 ZU19 rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-xEweT3Q8BR710uswDZdDW 13tvn6FaCkfogmslzv'QKW 8-5.0 1-5.0 Scale: 3/4°=1' 5x6 = 2.00 12 3x6 \\ 15 4 1 B-5-0 B-5-0 Fate UTTsets -- LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 300. Plate Grip DOL 1.25 TC .. 0.67 : Vert(LL) 0.28 5-11 >358 240 : MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.16 5-11 >616 240 BCLL ....0.0 .". .. Rep Stress Incr. .. . YES WB .0.13,. HOrz(CT) -0.03 1 n/a n/a . BCDL: 10.0 Code, FBC2017/TP12014 Matrix -MS Weight: 33 lb FT = 20% LUMBER- BRACING - TOP CHORD .2x4 SP No.2 TOP CHORD " 'Structural wood sheathing directly applied or 6-0-0:oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. -"-. WEBS 2z4 SP No.2 ..- " --' — - BOT CHORD -Rigid ceiling directly applied or 5-1-0 oc bracing. OTHERS 2x4 SP No.2 SLIDER Left 2x4 SP No.2 1-772 REACTIONS. (lb/size) 1=474/0-8-0, 13=403/0-3-0 Max:Horz 1=77(LC 9) Max Uplift 1= 320(LC8),-13= 288(LC 8)..-- FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD' 1-3=-570/665, 3-4=-174/290, 5-6=-8821703, 4-6=-882/703 BOT CHORD 1-5=-638/538 WEBS 3-5=-747l707,4-13=-413/529 NOTES- 1) Wind: ASCE 7710;,Vult=160rrph (3-second gust) Vasd=124mph; TCDL=4.2psf;'BCDL=6:0psf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C;. Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-11-12 zone; cantilever left and right exposed ;porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip<I:t 1j i11l,/"� DOL=1.60 2) All MT20 indicated. v\,IUs plates are plates unless otherwise *•. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' (; E N `SF �•. 4) This truss has been designed for a live load of 20.Opsf on the bottom,chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . ��� V� will fit between the bottom chord and any'other members. No 348:69 •: 5) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify .: •. • capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) •. 7t 1=320, 13=288. 4. ��., �•• off R `� Q;;•,`�G(,/.`` .O S/ON AL �, 411 u: 1%,'0 Jullus Lee PE NOX869 ... . MfTek,USA, Inc. FL Cert 6634 6904•0arke East Blvd: Tampa FL 33610 Date: ... January 15,2019 0 WARNING -Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with Mlrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not o:truss system. Before use; the building designer must verify the applicability of design parameters.and properly Incorporate this design Into the overall building design• ,Bracing Indicated is to. prevent. buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MITW .: Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , . —fabrication. storage dei(very, etec8on and bracing of trusaa anti truce suds. saaANSIM-li-Auelfty-Cdtmio ASB42and.111CSI.BuBdMp-Component - ___69Q4_P_a eFast Blvd: Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015485 50g6847 K5 HALF HIP 1 1 Job Reference (optional) r rouens Lumber company, t-aim tray, f•L - OeUlJb, 824U S Ueo ti'LU16 MI I eK Industries, Inc. Mon Jan 14 13:49:5U 2019 F'age 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-PRUOhPRmylFcd1 R6nH8S2Ec7iBVoJfroFsTJOBzvQKV B-0-0 8-11-14 10-5-0 8-0-0 0.11-14 1-5-2 3x6 N\ 8-11-14 6-7-14 Scale= 1:17.7 4x12 = 3x4 = I I 22x40 3. 4 6x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)_ I/dell Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.11 6-12 >696 240 TCDL '15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) "-0.'67 6-12 >999 240 BCLL . ..0.0 ' Rep Stress Incr. : .YES WB .0.14.. Horz(CT) : 0.01. 13 n/a n/a BCDL- 10.0 Code. FBC2017/7PI2014 .. Matrix -MS 1 PLATES - GRIP MT20 244/190 Weight: 43 Ito FT = 20 LUMBER- BRACING - TOP CHORD. 2x4 SP No.2 TOP CHORD :. Structural wood sheathing directly applied or 6-0-0:oc puriins, BOT CHORD 2x4.SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. —.WEBS 2x4 SP-No.2 - . -- BOT CHORD --Rigid ceiling directly applied or 6-3 3 oc bracing. OTHERS 2x4 SP N 2 o. - WEDGE -Left:-2x4-SP-No.2 — - - - - -- - - - - - — — — -- - - _ _- ---- --- - --- REACTIONS. (lb)size) 1=702/0-8-0; 13=396/6-3-0 --- Max Horz 1=86(LC.8) - - - - Max Upliff 1==478(LC 8), 13=-269(LC 8)� FORCES. (lb.) Max. Comp./Max. Ten..-_ All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-683/721, 2-3=-329/490, 54=417/321, 4-7=-417/321 BOT CHORD 1-6=-749/643, 5-6=-545%338 WEBS 2-6=-522/427, 3-6--904/525, 3-5=-441/798, 4-13=-416/510 NOTES- 1) Unbalanced roof live loads 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=15ft; B=45ft; L=24ft; eave=9ft; Cat. Sosed v11111IIf1�� left ;p porch eft'e C C fo)r be nd forces & MW FRS for LumberlD.OL=1.60 plate e ri ,,t�`, )LIU S. LF,,,�� � F and right exposed ed me s reactions shown; 9 xP P xP P 9 P � �. C DOL=1.60 3) Provide adequate drainage to prevent water ponding. �� E N V� sue••••• ��� 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :�� NO 3.4869 �. _ •: 6) '. This truss has been designed 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 * : will fit between the bottom chord and any other members. 7) :Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should: verify capacity of bearing surface. 8) Provide mechanical truss to bearing capable 100 Ib i. Q " connection (by others) of plate of withstanding uplift at joint(s) except of=lb). �_ 0.i Q` 1=478, 13=269. , • �� �j \ �� 9) :Graphical purlin representation, does not depict the size or the orientation of the purlin'along the top and/or bottom:chord... ci R 6. S�pN•ALE�� Jullos Lee PE-No.34869 . . MITek,USA, Inc. FL Cert6634 6904 Parke East'Blud: Tampa FL 33610 - Date- January 15,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE mu-7473 rev. 10/03/2015 BEFORE USE. �- Design valid for use only with MTek® connectors. This design is based only upon parameters shown; and Is for an Individual building component, not a truss system. Before use; the bullding designer must verify the applicability of design parameters,ond properly Incorporate this design Into the overall A bullding design, Bracing indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury andproperty damage. For general guidance regarding the fninrinntion erection and bracIag of irusses9ad_tlusuystems,-seeANSVIP1LQuaINy-Cdterla, DSB-69-and A119dIng-Ccmpcnant-­-- 6904 Parke East Blvd. --.-' Safety Infarmatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply Daniel Marin T16015486 5Q6847 K6 HALF HIP GIRDER Job Reference (optional) i iaaeus Lmnuer Uumparty, raim nay, rL - azeuo, 6.24U S Uec 6 2U76 MI I eK Industries, Inc. Man Jan 14 13:49:51 2019 Nage 1 ID:hGpOG RSN4PNafg4Opy?zhLyCPlo-td2Oul ROj2NTFB0[L_fhbS9D W bnw25ByU.W.CtxezvQKU 10-5-0 3-5-2 4x4 = 7xB = 3x4 = Scale = 1:17.7 10 0 T 0 2-0-0 2-4-0, 6-11-14 10-5-0 1 2-0-0 0-4.0 4-7-14 3-5-2 Plate Offsets (X,Y)-- [1:1-8-7,0-2-6], [1:0-2-4,Edge], [3:0-1-8,Edge], [6i0-2-0,0-0-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). I/defl, Ud PLATES GRIP TOLL 30.0. Plate Grip DOL" .1.25 TC '0.66 Ve.rt(LL) . '-0.03 5-9 >999 360 MT20' 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -OA6 5-9 >999 240. BCLL ....0.0 .', Rep Stress Incr. .... NO W B 0.20 , Horz(CT) - 0.00. 10 n/a n/a BGDL- 10.0 Code. FBC2017/TPI2014 Matrix -MS Wind(LL) 0.04 5-9 .>999 240 Weight: 46lb FT=20% LUMBER- BRACING - TOP CHORb: 2x4 SP No.2 TOP CHORD ...'Structural wood sheathing directly applied or 4-8-13 oc purlins, BOT CHORD 2x6.SP No.2 except end verticals, and 2-0-0 oc purlins (5-3-7 max.): 2-3.. WEBS 2x4 SP No.2 - - `� ' ._.__ BOT CHORD =Rigid ceiling directly applied or 8-8-7 oc bracing. __ OTHERS 2x4 SP No.2 --REACTIONS:---(Ib/size)--1=1007/6-8-0,-10=647/0-3-0 - - --- - -- -- - --- - - --.-- -- - - - - - -- - Max Horz 1=70(LC 4) Max Uplift 1=-631(LC 4), 10=-351(LC 4) FORCES. (lb) -Max. Comp:/Max: Ten. -All forces 250'(Ib) or less except when shown. TOP CHORD 1-2= 1209/645, 2-3=-1121/639 BOT CHORD 1-5=-653/1148, 4-5= 162/304 WEBS 3-5= 512/879, 3-10=-729/395 NOTES- 1) Unbalanced roof live loads 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=15ft; B=45ft; L=24ft; eave=9ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and, right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60. 11111.1111/�� 3) Provide adequate drainage to.prevent water ponding.. 4) All are MT20 unless otherwise indicated. ����, r�fyu S plates plates 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ,�� •�'� (; E N S'•.%. ••.• 6) This truss has been designed for a live load_ of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� .•• V F �.0 will fit between the bottom chord and any other members. NO 34869 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI.1 angle to grain formula. Building designer should verify - •: r capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)'except Qt=lb) 1=631,10=351. r r � •. 9) Graphical purlins representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 Ib down and 109 Ib up at • :([, 6-11-14; and 79 Ib down and 109 lb up at 9-0-12 on top chord, and 318 Ib down and 217,lb up at 5-0-12, and 44 lb down at .7-0=12 '��;•.� O 1 ,•• ���� and 45 lb down at 9-b-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. R `�. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F)-or back (B). ��ON A` �;;,,�� LOAD CASE(S) Standard 1) Dead'+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase-125 Jullus Lee PE No.34869 ,. Uniform Loads (plf) . MITek USA,,Inc. R. Ceft.6634 Vert: 1-2=-90, 2-3=-90, 1-4=-20 6904.Parke East'Blvd:Tampa Fl.33610 Date: January 15,2019 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 'MIF7473 rev, f0/0312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a: truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW.., Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . , obricollaD to[ogs delivery, erection ondbraciag-ol±Dsses-and.ttuss.systema-seeANSUWJLGuallty CdteAa�DSB--89-nd9CSLBuUdtng Component 6904 P,9rkQ_EasLB1yd___ Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Tibbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Jan 14 13:49:51 2019 Page 2 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-td2OulROj2NTFBOIL_fhb$9DWbnw25ByUW CtxezvQKU LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2= 73(F) 5=-44(F) 13=-75(F) 14=-318(F) 15=-45(F) Ply Daniel Marin • T16015486 5Q6847 K6 ' .. HALF HIP GIRDER 1 1 Job Reference (optional) ' &'WARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 111147473 rev. 10/03/2015 BEFORE USE. Design valid for use only with N1Tek®connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a;truss system. Before use; the building designer must verify the applicability of design parameters,and properly Incorporate this design Into the overall - building deslgn, ,Bracing indicatedls To prey@nt,buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing , Is always required for stability and to prevent collapse with possible personal Injury and, property damage. For general guidance regarding the fabricaflon storoae delivery @rection and bLacing of.TNsses_aOdJiusisyctam___s—�eepNSI/iP.p_puafly-Cdtpdo B-4BCS1 9-and._BUOdMp-Compononf 8D4pdiB: aEasti3fvd Safety Inlormatbnovoiloblefram Truss Plate Institute; 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33010 Job Truss Truss Type Qty Ply Daniel Morin T16015487 5Q6847 L1 COMMON 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Jan 14 13:49:52 2019 Page 1 I D:hGpOGRSN4PNafg4Opy?zhiLyCPlo-Mpcm65SOUMVKtLaVuiAw6fhQJ_CgmYe5iAyQT4zvQKf 5-8-0 11-4-0 3x6 I I NOP2X STP 5-8-0 a_a_n 4x6 = 2 5-8-0 Scale=1:24.6 NOP2X STP = . 3x6 I I LOADING (psf) SPACING- 2-0-0 CSI. -DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.53 'Vert(LL) 0.06 4-5 >999 240 MT20 244/190 TCDL 15.0: Lumber DOL _ 1.25 BC 0.37 Vert(CT) -0.04 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) -0.00 4 n/a 6/a .. BCDL .10.0 Code FBCM17TFP12014 Matrix -MS.. Weight: 59 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied'or"5-8-5 oc purlins, BOT CHORD, 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 "Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-6,3-4: 2z6 SP No.2 - REACTIONS. (lb/size) 6=598/0-8-0, 4=598/0-8-0 - -- — , Max Horz=6=-72(LC 10) -- — -- - - - -- -- �. _.- — -- - — -- — - - — -- — — — — Max Uplift 6= 390(LC 12), 4=-390(LC 12) -FORCES. "(Ib) :Max. Comp/Max Teri .- Airforces 250 (Ib) or less except when shown TOP CHORD 1-2= 706/899, 2-3=-706/899, 1-6=-547/630, 3=4==547/630 WEBS 2-5=-317/147, 1-5=-496/388, 3-5=-496/388 NOTES- 1) Unbalanced roof. live loads have been considered for this design. . : 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-'12, Ihterior(1) 3-2-12 to 5-8-0, Exterior(2) 5-8-0 to 8-8-0, Interior(1) 8-8-0 to 1.1-1-4 zone; cantilever left and right exposed.; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed.for. a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been.designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of.withstanding 100 lb.uplift. at joint(s) -except Qt=lb) 6=390, 4=390. ```��►1111111I���I �JLIUS OFF ' to No 348:69 .. .0 • ( W O N A' .. . Julius Lee PE No.34869 MITekUSA,.Inc. FL Cert6634 6904-Patke East'Blvd' Tampa FL 33610 Date: January 15,2019 ;WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not �� a:truss system. Before use; the building designer must verify the applicability of design parameters,and properly Incorporate this design Into the overall building deslgn, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . . ge delivery erection-and-btacln og f trusses and truss-"ems-seeANSIM" QuaIBy Crlteda, DSB-89and-aCSLBufldfng-Component Salary Inlannaflonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MOW . 6949J��dse East Blvd. Tampa, FL 33610 _ Job Truss Truss Type Qty Ply Daniel Marin T16015488 5Q6847 L1GE Common Structural Gable 1 1 Job Reference (optional) I ibbettS Lumber company, Palm bay, I-L - 32905, 8.240• s Uec 5 2018 Mi I ek Inrlustnes, Inc. Mon Jan 14 13:49:52 2019 Page 1 I D:hGpOG RSN4PNafg4Opy7zhLyCP lo-Mpcm65SOUMVKtLaVuiAw8fhLQ_46mak5iAyQT4zvQKT 780 154.0 7-8-0 7-8-0 Scale=1:26.1 4x6 = 2 1 10 9 LOADING (psi) SPACING- 2-0-0 CSI. :DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0. Rate Grip DOL :1.25 TC. :'0.85' Vert(LL) 0A0- 4-5 >999 360 'MT20 244/190 TCDL 15.0 Lumber DOL ' 1.25 BC . 0.66 Vert(CT) 0.01 4-5 >999 240 BCLL . ..0.0 .' Rep Stress Incr... ..YES WB .0.12. Horz(CT) . 0.00.1 4 n/a n/a BCDL. 10.0 :Code. FBC2017/TPI2014 :. .. Matrix -MS Wind(LL) -0.00 4-5 >999 240 Weight: 66 lb FT = 20% : LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4.oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing:. . WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 WEDGE - Left:-2x4-SP-SS-- REACTIONS.' All bearings 11-4-0. Max Horz 10=-101(LC 10) — - Max Upiif All uplift 100 lb or less at joints)'9 except 7=-183(LC 12), 4=-266(LC 12). 10=-367(LC 12), 5=-166(LC 1) Max Gram All reactions 250 lb or less at joint(s) 8, 9, 6, 5 except 7=614(LC 1), 4=612(LC 1), 4=612(LC 1), 10=569(LC 21) FORCES. (lb) - Max. Coal Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-590/403 NOTES- 1) Unbalanced roof live loads have been considered for this design. Cat �tI �.� //,., ��I 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=.124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; 11; C-C Exterior(2) Interior(1) Exterior(2) 7-8-0 �`�US Exp C; Encl., GCpi=0.18;,MWFRS (directional) and 0-0-0 to 3-0-0, 3-0-0 to 7-8-0, to...... * �• ���, 1078-0, interior(1) 10-8-0 to 15=4-0 zone; cantilever left and right exposed ;C-C formembers and forces & MWFRS for reactions ,�� �G E N • V shown; Lumber DOL=1.60 plate grip DOL=1.60 �� ; -�•••:• �� 3) Truss designed for wind loads in the plane of the'truss only. For studs exposed to wind (normal to the face), see Standard Industry ' 5.4869 Gable'End Details as applicable, or consult qualified building designer as per ANSVTPI 1. indicated.. _ • 4) All plates are 2x4 MT20 unless otherwise' 5) Gable studs spaced at 2-0-0 oc. has been designed'for a 10.0 bottom live load live loads. '0 6) This truss psf :chord, nonconcurrent with any'other 7) * This truss, has been designed for a live load of 20.Opsf on the bottom chord in. all areas where a rectangle 3-6-0 tall by 2-0-0 wide •. A [(! will fit between the bottom chord and, any other members. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100.1b uplift at joints) 9 except Qt=lb) �i '� �• Q' • �� plate . �I,. : R 1 - 7=183, 4=266, 10=367, 5=166.. - Julius Lee PE No.34869 6904.-PAWefast`Blvd: Tampa FL 33610 Date: January 15,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE'M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIT" connectors. This design Is based only upon parameters shown, and is for an Individual building component, not '� a truss system. Before use; the building designer must verify the,opplicablllty of design parameters.and properly Incorporate this design Into the overall building design, Bracing indicated 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 and to prevent collapse with possible personal injury and, property damage. For general guidance regarding the . C9tlan. e.Q=e�delivery, ete0on and bracing of trusseS90dJlusuystam eBANSUM-QualBy.Cdtoda. DSB49nnd.BCSLBu3dlnp-Component--- 6904 Parke East Blvd: Saloty Informationovoilable from Truss Plate institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - : ' :: - :. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015489 5Q6847 L2 . COMMON. 2 1. Job Reference (optional) I IobetIS Lumber L;ompany, 6 3x6 11 t-alm Isay, VL - :i29Ub, ti.z4u s Ueo o zu i a ivu i erc muusines, ma. rvwn odn i 4 r a:va.oa cu i d rdye i I DihGpOGRSN4PNafg4Opy?zhLyCPIo-gO98J RTfFgdBUV9hSPh9gtEaUOXnV_QFxghz?W zvQKS' 5-8-0 11-4-0 5-8-0 5-8-0 Scale=1:22.9 46 = 5 4 48 = 3x6 11 5-8-0 5-8.0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES' GRIP TCLL 30.0 -Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.07 4-5 >999_ 240 MT20: 244/190 TCDL 150 .. Lumber DOL 1.25 BC . 6.39 . Vert(CT)' ' -0.04 4-5 >999 240 .' BCLL 0.0 ' Rep Stress Incr YES W B 0.28 Horz(CT) . -0.00 4 n/a rda BCDL . .10;0 . i Code FB.C2017lLP12014 Matrix —mg.. _. .. .. .. : Weight: 58 lb .FT = 20% -LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied ors-5-7 oc purlins, BOT CHORD: 2x4 SP No.2 "' . 'except end verticals. WEBS 2x4.SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=607/Mechanical, 4=607/Me6hanical Max Harz 6=-73(LC:10) Uplift 6=-396(LC-12);:4=-396(LC-12)'—_ . FORCES. (lb) -Max. Comp./Max. Ten. _ All forces.250 (lb) or less except when shown. -. TOP CHORD 1-2=-726/925; 2-3=-726/025,-1-6--555/640,:3-4=-555/640'WEBS 2-5=-328/154, 1-5=-524/408, 3-5=-524/408 - NOTES- 1) Unbalanced roof live loads 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=15ft;.B=45ft; L=24ft; eave=9ft; Cat.. .. .:' II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-1-12 to 3-1-12,.Interior(1) 3-1-12 to 5-8-0,.Exterior(2) 5-8-0 to 8-8-0, Interior(f) 8-8-0 to 11-2-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for, reactions shown; Lumber DOL=1.60. plate grip DOL=1.60 3) This truss'has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 4) ' This truss has:been designed for a live load of 20.Opsf on the bottom chord in: all areas where a rectangle 3-6-0 tall by 2-0-0 wide ll/1il) will fit betwe'enthe' bottom chord and any other members..>�IUS t"it1llifi 4I E� 5): Refer togirder(s)for trusstotruss connections. 1• ���': �3;..••.. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=1b) �� • G E N S+ .� 6=396, 4=396.:: '`� .•�\ . .. No.3.4869.•: 6904-Patke East Blvd: Tampa R- 33610 : Date: January 15,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MM7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not _ a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall - building design,. Bracing Indicated 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 and to prevent collapse with possible personal Injury and. property damage. For general guidance regarding the . atgicotto➢-storage-deRveiy eiectlon and bradog_af h cc c nP�nri truss cyctamc ceBANSVMLQuarky-Cftdc,.DSB49_andbCSI.BuBdlnp.Component 6904 Paft:.Fast J31vd- Safety Infonnationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015490 .50.6847 M1 MONOPITCH 10 1 Job Reference (optional) I IDDeUS LUMDer company, Faim bay, rL - UUUb, a.e4U s Uec b zU I rva I eK mausmeS, Inc. rviUn Uan w ro:yeav eu ro rage r I D:hGpOGRSN4PNafg4Opy?zhLyC Plo-IgXW nUH?zl26fktO6COD4nIAotdEV30ATRXXzzvQKR 2-40 880 2-4-0 6-4-0 3x4 3 Scale- 1:25.2' 5 NOP2X STP = 2x4 I I 2-0-o a-a-0 4 NOP2X STP = 46 = B-8 0 LOADING (psf) SPACING- 2-070 ' CSI. :DEFL. in (loc) I/deft: Ud PLATES GRIP TGLL 30:0: .. Plate Grip DOL 1.25 TC ..'0.57 Vert(LL) - 0.11 4-5 >638 240 MT20 244/190. TCDL :15.0 Lumber DOL 1.25 BC ' '0.41 Vert(CT)' -0.07 4-5 >999 . 240 BCLL 0.0 .• .. Rep Stress Incr. _:.:.YES .WB .0; 06.: Horz(CT) -0.00. 4 n/a n/a BCDL. 10.0 :Code. FBC2017/TP12014 ;: ; . . Matrix -MS :. Weight: 45 lb FT = 20% - LUMBER- BRACING- TOP CHORD 2x4.SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-070:OC purlins, BOT CHORD 2x4 SP No.2 except end verticals. _ - WEBS 2z4 SP No2 *Except' — 80T CHORD Rigid ceiling directly applied or 9-1-10 oc bracirig. 3-4: 2x6 SP No.2 - REACTION S.---(Ib/size)- 4=287/0=8-0; 5=641/0 8-0- _- ---, - - _ - - -- --= -- --- - ;.: - - — --- -- - Max Horz 5=189(LC 12) Max Uplift 4= 242(LC 121, 5= 363(LC 12) FORCES. (lb) - Max. Comp:/Maz: Ten. - All forces 250"(Ib)'or less except when shown. BOT CHORD 4-5=-312/130 WEBS 2-5=-567/344 NOTES- . .. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. II;. Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0.-0, Interior(1) 3-0-0 to 8-5-4 zone; cantilever left and right exposed. ;porch left exposed;C-C for members and forces &. MWFRS, for reactions. shown; Lumber DOL=1.60 plate grip. DOL=1.60 ' 2) All plates are MT20 plates unless otherwise indicated. has loads. 3) .This truss been designed.for a 10.0 psf bottom chord. live load nonconcurrent with any -other live 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas.where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. E N �v� `SF�••.: ��: 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift; at joint(s) except Qt=lb) .. 4=242, 5--363. • .. .. -�3� :4� e. Q; • ee Jullus Lee PE No.:W69 . . MITek USA, Inc. FL Cert.6634 6904.Parke East' Blvd. Tampa R- 33610 Dater .. .. January 5, p ' WARNING -Verify design parameters and READ NOTES ON THIS AND.INCLUDED MITEK REFERANCE PAGE MX7473 rev. 1WO312015 BEFORE USE A Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is toprevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek' Is always required for stability and to prevent collapse with possible personal Injury and.property damage. For general guidance regarding the ' : abllnallon.llygry et bol_a0d broring of tru«es and truss systems see/NSI/ -Qu dtodo DSB-S and-BCSLBUAdtng-Component 6904.Pa ke East Blvd: Safety Inforrnatlonavoilable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL &33610 - Job , Truss Truss Type city Ply Daniel Merin T16015491 546847 M2 :. MONOPITCH 1 1 Job Reference (optional) 6.24U S uec b ZU10 MI 1 eK mausines, Inc. ivion Jan 14 i J:4a:ao eu i a rage i ID:hGpOGRSN4P. Nafg40py?zhLyCPlo-EbrHxTVXXb?mLyuG7XFsIVs4ecYXiNPhdnwecrzvQKP 680 6-8-0 . 4x4 'I 12 Scale:=1:24.9 4 3 NOP2x STP.=. NOP2x STP = 3x4 II 4x6 = 6-8-0 - 6-8-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 'I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.15 3-4, >495: 240 MT20.'. ; 244/190 TCDL 15.0: LumberDOL. 1.26 BC - 0.51 . Vert(CT) -0.09 3-4 >833 240 BCLL •0.0 '. Rep. Stresslncr " YES WB 0.14 Horz(CT) -0.00 3 n/a n/a. BCDL . _ .10.0 _ - :: Code FBC2017/TP12014 Matrix -MS.. Weight: 39 lb .: .FT = 20% • LUMBER- BRACING - TOP CHORD, 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied:or'6-0 0 oc purlins, - BOT CHORD: 2x4.SP No.2 except end verticals: WEBS 2x6.SP No.2 `Except` BOT CHORD : ..Rigid ceiling directly.applied or 6-3-12 oc bracing_ -` 1-3: 2z4 SP No.2 — REACTIONS. (lb/size) 3=341/0-8-0, 4=341/0-8-0 ---,-____-.- -Max Horz-4=139(LC-12)---:--l------- :- ., - ----- -- - ----- -- - Max Uplift 3=-273(LC 12), 4=-173(LC 12) FORCES. (lb) --Max. Comp./Max.:Ten.-- Airforces 250.(lb) or less except when shown. --- 'TOP CHORD 2-3=-251/272, 1-4=-281/186 ;' '7. BOT CHORD 3-4=-567/253 WEBS 1=3=-212/480 NOTES- .. . 1) :Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0pst h=15ft; 13=45ft; L=24ff; eave=9ft; Cat. I[;, Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 6-5-4 zone; cantilever left and right exposed ; patch left: exposed;C-C for members=and forces &, MW FRS for reactions,shown; Lumber DOL=1.60'plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 11/,!"' .3) This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.u$ 4) • This has been designed for live load the bottom in areas 3-6-0 tall by 2-0-0 truss a of 20.0psf on chord all where a rectangle wide • G will fit between the bottom chord and any other members. ♦ E N " Ste•• ,�� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) - ♦♦♦ V� 3=273,4=173. No 3.4869. AI Jullus Lee PE No.34869. :.. . 6904Tarlte least Blvd: Tampa FL 33610 . Date: January 15,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'MII-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITek® connectors. This design Is bad seonly upon parameters shown, and is'for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters, and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent.buckiing of individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek'... . Is always required for stability and to preventcollagpssee V sse possible personal Injury nd, property damage. For general guidance regarding the laation storage_deJhIeLy erection and brocin systemsa1H1cCdtodaASB-69-and BCS19u0dNp-Comp0nent--_6904 ParkemEist blyd.:__- Safety Informal no ailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty I Ply Daniel Mann T16015492 5013847 M2G :' MONOPITCH GIRDER 1 1 Job Reference (optional) i rDDens Lumoer Lumpany, rarrn Day, rL - azaw, o uoo . — o , .. — ,. I—,1 o, 11 , oy_ I D:hGpOGRSN4PNafg4Opy?zhLyCPlo-EbrHxTVXXb?mLyuG7XFsIVs26cSDiM UhdnwecrzvQKP 680 6.6-0 ' - - 4x4 11 2 Scale = 1:24.9 NOP2X STP.= 3x4 11 6-8-0 6-8-0 NOP2X STP = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.17 3-4. >450 240 MT20: ::' 244/190 TCDL 15.0 Lumber DOL - : ' . :1.25 BC 0.85 Vert(CT):. -0:17: 3-4 >441 240 BCLL 0.0 ' Rep Stress jncr NO WB . 0.19 Horz (CT) -0.00 3 n/a n/a BCDL ...10.0 .. .: Code FB.C2017TrP12014 Matrix -MS.. Weight: 39 lb .. FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2' " , TOP CHORD Structural wood sheathing directly applied:or'6-0-0 oc. purlins, BOT CHORD 2x4 SP No.2 " 'except end verticals: WEBS 2x6 SP No.2 'Except' BOT CHORD .:. Rigid ceiling directly applied or_8-5-15 oc bracing. - . 1-3: Px4 SP No.2 . REACTIONS. (lb/size) 3=421/0-8-0, 4=551/0-8-0 -=-__77_Max-Horz 4=139(L"C 8)----::. _ ----- -- -- --- --- _ _ .: ---- -- -- - --=' — - ---- Max Uplift 3=-311(LC 8), 4==272(LC 8) FORCES. (Ib} 'Max. Comp./Max. Ten. -All-forces 250.(Ib) orless except when shown. .. --- - • TOP CHORD 2-3=-250/154, 1=4=-270/97 BOT CHORD 3-4=-374/382 WEBS 1'-3=-301/321 NOTES-. . 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 13CDI-4.0pst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; M.W FRS (directional); cantilever jeft and right exposed ; porch,left exposed; Lumber DOL=1.60 plate - grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads..1. *.This 20.Opsf 3-6.0 `,��{11,1111/��� ,I��� 4) truss has been designed for alive load of on the.bottom chord in all areas.where a rectangle tall by 2-070 wide J��US .. will fit between the bottom chord and any other members. J .. • • F � . . • �'• i� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) EN •�\ ��•••'• �'' 3=311, 4=272. ``� 6) Hanger(s) or other connection device(s) Shall be provided sufficient to support concentrated load(s) 289 lb down and 184 lb up at - No. 34869 �. 1-11-4 on bottom chord. The desighl selection of such connection device(s) is:the responsibility of others. .... -. '• " *'�• •� 7)'In the LOAD CASE(S).section,:loads applied to the face:of the truss are noted as front (F) or back (B). LOAD CASES) Standard;' 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform r, / Loads.(plf) Vert: 1-2=-90, 3-4=-20 �� ��'� O'Q';•'� `� Concentrated Loads (lb) " '•:0 R;:•!'` Vert:5=-289(B). ..... Julius Lee PE No.34869 MRek,USA, Inc. FL Cert 6634 6904-Patke East Blvd: Tampa FL 33610 Date:. - .. January 15,201'9 WARNING -Verify deslgn parameters and READ NOTES ONTHIS AND INCLUDED MlrEK REFERANCE PA'GE'MII-7473 rev. f 0/03/2015 BEFORE USE. �� .. . Designvalid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicabllity of design parometers.and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MOW always required for stability and to prevent collapse with possible personal Injury and.property damage. For general guidance regarding the . , rlcatjon-stocaga delivery erection and bracing of to mses and truss 4yctemc c NSI/]Ltt-Quallty_Crttaft,:DSB-89_and-BCSIBDOding-Componant a*e:East Blvd, Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty I Ply Daniel Marin T16015493 5g6847 M3 : :. MONOPITCH 8 1: Job Reference (optional) I iDDens Lumber company, ralm tray, rL - 64au0, 3x4 - 6 NOP2X.STP = 3x4 = 200 4 7-0.0 O.e'1U J UeU O L 10 IVII I UK U IUUDa1CJ, II IV. IVIUI I JGI I I Y 1 J,YJ GU 1 J —9. 1 ID:hGpOG RSN4PNafg4Opy?zhLyCP lo=inPf9pW 9lu7cz6TShFm5d PJv?nnRp6gsRfBBlzvOKO 1140 4.4-0 46 = Scale: 3/8"=1' 4 1 3x8 = Plate Offsets (X Y)-' [1:0-1714 0-0-21 LOADING (psf) SPACING- 2-0-0' CSI. :DEFL. in (loc)' I/defl' Ud PLATES_ : GRIP TOLL 30.0'': Plate Grip DOLT: 1.25 TC :.'0.35 Vert(LL) 0.43 5-6 >249 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 8C 0.89 Ven(CT) . -0.26 . 5-6 >407 240 BCLL : 0.0 t.. Rep Stress In' & ... YES WB : 0.23 . HOrz(CT% 0.02 : 11 n/a n/a BCDL. 10.0 Code FBC2017fTP12014 ; Matrix -MS .. _ ;Weight:63lb FT=20'/0 LUMBER- - BRACING- TOP CHORD' . 2x4 SP No.2 TOP CHORD : Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD: 2x4 SP No.2 except end verticals. .- -- _-_ WEBS 2x4 SP.No.2 .. - _ ...BOT CHORD '-Rigid ceiling directly applied or3-2-.14 ocbracing.� OTHERS 2x4 SP N6.2 REACTIONS.--(Ib/size) '. 6=778/0-8-0r,1.1=421/9-3-0-----" --- - - - - --=— -- _ — ----- _ _.. -- - - �T— Max Horz 6=243(LC 12) Max Uplift 6=-445(LC 12),' 11=-338(LC 12) FORCES. ' (Ib) - Max. Comp./Max. Ten.- All forces 250 (lb) or'less except when shown. TOP CHORD 1-2=-121/257, 273- 124/314, 5-7=-504/291, 4-7=-504/291 BOT CHORD 5-6=-361/344 WEBS 3-5=-364/328, 3-6=-457/68, 2-6=-371/176, 4-11=-422/567 NOTES-. .. . 1) Wind: ASCE 7-10; Vult=160mph,(3-second gust) Vasd=124rnph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-070 to 3-0-0, Interior(1) 3-0-0 to.10-10-12 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This live with live loads. ,o, sollus F �j truss has been designed.for a 10.0 psf bottom chord load nonconcurrent any -'other .......... ••. 4) " This truss has been designed fo'r 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 ,�� �':�G E S �i�: F ••.� will fit between the bottom chord and any other members. �� 5) Bearing at joint(s)' 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Builciir' g designer should verify """ "' 3,4869 capacity of bearing surface. capable •� *: 6) Provide mechanical connection (by others) of truss to:bearing plate of withstanding 100 lb uplift at joint(s):except at=lb) 6=445, 11=338. - •. vo NAL° Jullu 6904 Parke EastBlvd: Tampa FL 33610 : Date:.. . anuary 15,2019. . " 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �- - a:truss system. Before use; the building designer must verify the applicability of design parameters. and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent. buckling of Individual truss web and/or chord members only. Additional temporary and per bracing pA M IT *.: . ' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ____f0 ation storage delivenry, erectioand bracing of trl lamed trss55ystams. seeMSIM-li-QuaIHy-Cdtoda,-DSB4;4.and9CS1.aullding-Component- — 6904 Parke East Blvd Safety Informatlonavallable from Truss Plate Institute, 2.18 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 313610 Job Truss Truss Type Qty Ply Daniel Marin T16015494 5Q6847 M4. MONOPITCH 1 • 1 Job Reference (optional) i iooeus i_umuer L ompany, ralm may, rL - ozaaa,, ID:hGpOG RSN4PNafg4Opy?zhLyCPlo-inPf9p W 9l u7cz6TShFm5d PJG?x2RphgsRfBBIzvQKO 4.10-8 : 9-2-8 _ c . 4-10-8. 4-4-0 Scale = 1:30.1 44 = . .. 3 1 1 6 4x4 - 3x6 11 4-10-8' 9-2-8 4-10.8.' 4-4.0 LOADING (psf) SPACING- 2-0-0 CSI. 'DEFL. in (loc) I/detl . Ud PLATES. GRIP " : TCLL : 30.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.04 5-6 >999 : 240 M. 2 , 244/190 TCDL 15.0 Lumber DOL :.": : 1.P5 BC 0.24 Vert(CT) . -0.03 5 6 >9bb 240 BCLL 0.0 ' . . Rep Stress !nor YES WB 0.20 Horz(CT) .-0.01 . 8 n/a n/a.' BCDL . 10.0 ... Code FBC2017lrPJ2014 Matrix -MS: : Weight: 60 lb FT = 20% 'LUMBER- BRACING - TOP CHORD 2x4 SP No.2TOP CHORD_ . _ Structural wood sheathing directly applied:or 6-0-0 oc purlins, BOTCHORD 2x4 SP No.2 - : except end verticals. WEBS 2x4 SP No.2 'Except' .. _ BOT CHORD. _Rigid ceiling directly applied or 7-1_11 oc bracing.- - - --_ 1-6: 2z6-SP No.2 OTHERS 2x4 SP=No.2 - -- REACTIONS. (lb/size)-- -6=486/0-5-1-8=453/0-3-0- Max Horz 6=191(LC 12)' -Max Uplift 6- 257(LC 12),-8=-356(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250*(lb)'or'less except when shown. . TOP CHORD 1-2=-540/518, 4-7- 573/331, 3-7= 573/331, 1-6=-440/423 BOT CHR D "5-6=-424/190, 4-5=-641/431: _O_ _ WEBS 2-47-487/733, 2-5=-346/147, 1-5=-255/327, 3-8=-455/639 NOTES-. . 1) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124imph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. .. dl; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2=12, Interior(1) 3-2-12 to 8-9-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown;' Lumber DOL=1.60 plate grip, DOL=1.60 ' - ,�����,f l l l l l/�� 2) This truss has been designed for a 10.0 psf bottom chord. live load nonconcurrent with any. other live loads.' . fhe-bottom areas 3-6-0 by 2-0-0 ,,,0t_JuS ."e . F �j 9) This truss has been designed for a live load of 20.6psf on chord in all where a rectangle tall wide �� . • • •. E ••: will fit between the bottom chord and any other members. 'Bearing \G N S+ ���:: . F • 4) at joint(s) 8 considers parallel to, grain value'using ANSlTrPI 1:angle to grain formula. Building designer should verify �� .•• V . �� capacity of bearing surface. P tY g (Y ) 9 P P 9 P 1 () P (i -) 5 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at joints except t-Ib ' No 34869 i. .. .' - �. S'jO .,... ,� :. . 1� - Jullus Lee PE No.34869 - MITek;USA, Inc. FL Cert;6634 6904�Parke East ffl d: Tampa FL 33610 Date: Janu6ry 15,2019 - Q WARNING -Verify design parameters and READ NOTES ON.THIS AND INCLUDED MfrEK REFERANCE PAGE MIP7473 rev. 10/0302015 BEFORE USE. Design valid for use only witty Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a: truss system. Before use; the building designer must verify the applicability of design parameters: and properly Incorporate this design Into the overall building design, Bracing Indicated Is to. of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent,buckling Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the ' : bdcatfo0-_livPry. AfP.CtlolLand bLaclog of frrrend trsss.systemcSeeANSUTPUAoallfy_Cdtoda,"DSB-69-and-BCStSuBdingLomponen Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 9.04_Parke.Eas Tampa, FL 33610 Job , Truss Truss Type Qty Ply Daniel Marin T16015495 506847 M5 MONOPITCH 2 1 Job Reference (optional) r rooens Lumoer I.,ompany; r-aanDay, rL-ozaua, 0.44uJuec 04u10IVIIICIS11IuubtlICJ,II— IV ... I —I Iv Ic.Ia ray. I ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-Azz1 M8Xn3CFTbG2eFyHKNwxUOPHHAFx_55PkgkzvQKN 4-10-8 9-2-8 4-10-8, :: :4-4-0 Scale = 1:30.1' 4x6' _ 3 6 3x6 II 4-10-8 5 4x4 = 4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. :DEFL. in (loc) I/defl ; Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.04 5-6 : >999 240 MT20 244/190 TCDL . 15.0''' _ Lumber DOL :. '' : 1.25 BC : '0:24 Vert(CT)-0.03 5-6 >999 240 BCLL 0.6 Rep Stress lncr YES WB' 0.20 Harz(CT)'. -0.01 8 n/a n/a BCDL .. 10:0 ..: Code FBC20171TPI2014 Matrix-MS.'.a Weight: 60 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 : -: ": TOP CHORD Structural wood sheathing directly applied:or 6-0-0 oc pudins, BOT CHORD . 2x4 SP No.2 except end verticals: WEBS 2x4'SP No.2 *Except' BOT CHORD. Rigid ceiling directly_applied or 7.1-11 oc bracing. " •" 1-6c 2zfi SP No.2 " - OTHERS 2x4 SP N6.2 - —REACTIONS. (Ib/size)--6=486/Mechanical; 8=453/0-3-0`- - -- -- — — — - - •------- -- - — - —'--- - _ `-- Max Harz 6=191(LC 12) Max:Uplift 6=-257(LC 12), 8=-356(LC 12) FORCES.. (lb) - Max. Comp./Mai. Ten. - All forces 250*(Ib)_or'Ib66 except when shown.. TOR CHORD 1-2=-540/518, 4-7=-573/331, 3-7=-573/331; 1=6=-440/423 " BOT CHORD 5-6=-424/190, 4-5=-641/431 WEBS :i4=487/733, 2-5=-346/147, 1-5=•255/327, 3-8=-455/639 NOTES- 1) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extehor(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 8-9-4 zone; cantilever . . left and Fight exposed ; porch left exposed C C for members and forces & MWFRS for reactions shown Lumber DOL=1.60 plate grip - DOL=1.60 loads'. �� 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live ��• US 3) ' This truss has been designed for a live load of 20.0psf on the -bottom chord in all areas where a rectangle 3-6-0 fall by m-0 wide ••:. will fit between the bottom:chord and any other members. ,��� .••:�G E N S ���; 4) Refer to:girder(s) for truss'to truss connections. •� 5) Bearing at joint(s) 8 considersparallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify • 34$69 ; capacity of bearing surface. ". 6) Provide mechanical connection (by others) of truss to -bearing plate capable of withstanding 100 lb uplift at joint(s)'except (jt=lb) ..:. 6=257, 8=356. = . i-�3fil•; w. Ili ...;; '.' Jullus Lee PE No.34869'_. MITek.USA, Inc. FL Cert 6634 6904,.PaNe East'Blvd: Tampa FL 33610 Date: January 15,2019 Q WARNING -Verify design param;erers and READ NOTES ON THIS AND INCLUDED MIrEK AEFERANCE PAGE MIF7473 rev. 1e/03/2015 BEFORE USE. _�' Design valid for use only with Nlirek® connectors. This design Is basedo nly upon parameters shown, and. is for an Individual building component, not a:truss system. Before use; the building designer must verify the applicability of design parameters; and properly Incorporate this design into the overall building design. Bracing indicated is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT6W is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . _ bricLLQn storage. delivery, efEctian and hracing of trusses nndlruss ystems,.sseANSVFPll-Qua1Hy.CdterlarMB-•89-and.BCS1.Bu8dNp-Compoaea! ' —8 Safely Infoenaflonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 : . Job Truss Truss Type Qty Ply Daniel Marin T16015496 5Q6847 M6 MONOP.ITCH 1 A r . . Job Reference (optional) r rooms Lumuer uumpany, raun Day, rL - azaw, ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-eAXQaUYPgW NKCQdrpgoZw8Ul 928 4-4-0 2x4 11 3 u7J181DAzvQKM Scale=1:29.4 ' 4X4 = 2x4 I I 6x6 = 4-10.8 6-10-13 9-2-8 4-10-8 2-0-8 2-3-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 'I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.05 &7 _ i999 240 MT20-... 244/190 TCDL Lumber DOL . 1.25 BC ..0.24 Vert(CT) ' ; 0.03 6-7 >999 240 .15.0 BCLL ab Rep Stress !nor YES WB 0.22 Horz(CT) -0.01 4 n/a n/.a BCDL . 10.0 ... Code FBC2017/TPI2014 Matrix -MS :: Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied'or'6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals: WEBS 2x4 SP No.2 'Except .. BOT CHORD.. Rigid ceiling directly applied or 7-5-0 oc bracing.... -- = 1-7r236SP No.2 REACTIONS. (lb/size) 7=471/Mechanical, 4=443/2-7-3, 5=58/0-3-8 = - -- .Max Horz 7=197(L-G 12)— - -- - - -- — ------ Max Uplift 7=-242(LC 12), 4= 306(LC 12) Max Grav 7=471(LC 1), 4=443(LC 1), 5=74(LC 3) FORCES. (lb) - Max. Comp./Maio. Ten. - All forces 250 (lb)"or less except when shown. TOP:CHORD 1-2=-511/447, 1-7=420/378 BOT CHORD 6-7=-435/193, 5-6=-589/406, 4-5= 589/406 _= 2= 4 WEBS -487/710, 2-6=-298/113, 1-6"203/301 NOTES- . . 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124inph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-2-12 to 3-2-12, Intedor(1) 3-2-12 to 9-0-12 26ne; cantilever, . left and right exposed ; porch left exposed;C-C for members and forces &"MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord. live load nonconcurrent with any other live loads: 0. �ous ��j 3) . This truss has been designed 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 �� J �,.. • • .. F will fit between the bottom chord and any other members. 4) Refer to.girder(s) for truss to truss connections. `,�� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at"joint(s) except Qt=lb) N o 34869 �. 7=242; 4=306. = *.:%• r C1 AM • i .. P. f •;4 p-RHO;.• 00 Julius Lee PE No.34869 6904`Paike East Blvd: Tampa IL 33610 Date, January 15,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10103/2015 BEFORE USE. �'� Design valid for use only with MITekd connectors. This design is based only upon parameters shown, and.Is for an Individual building camponent, not a truss system. Before use; the building designer must verify the applicability of design parameters:and properly Incorporate this design Into the overall . building design, Bracing Indicated Is to prevent•buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the : . fnhri—ficD.storage-deliver/ erection and hro -I�na-athusses-ands[uss.systems,seeANSIQPJI_Gr1ada.DSB.89.and8CSLBueding.Componenf asLBk — — Wally Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job •.:: Truss Truss Type City. Ply Daniel Merin T1 6015497 5Q6847 M7 - MONOPITCH Job Reference (optional)' 1109elis LUMDer company, calm Day, rL - 04UVO, 8.240 s Dec 6 2018 MiTek Industries, Inc.: Mon Jan 1413:49:59 2019 Pagel ID:hGpOG RSN4PNafg40py?zhLyCPlo-eAXQaUYPgW NKCQdrpgoZwBUfl pccvkE7JIBIDAzvQKM 9-2-8 4-0-12 2x4 11 Scale =1:29A 3 Ox4 = 2x4 14x4 5-1-12 9-2-8 J 5-1-12 4-0-12 -.. .. LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) . I/dell _ L/d PLATES GRIP TCLL 30.0 :Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.06 5-6 >999: ; 240 MT20 244/190 TCDL :15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) - -0.03 5-6 >999 240 . BCLL 0.0 Rep Stress lncr YES WB 0.07 Horz(CT) -0.00 4 n/a n/a.' BCDL .. 10.0 ..:. Code FBC20171TP12014 Matrix -Ms. Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2" TOP CHORD Structural wood sheathing directly applied:or 6-0-0 oc pudins, " BOT CHORD' 2x4 SP No.2 except end verticals: WEBS 2x4 SP No.2 *Except* BOT CHORD .Rigid ceiling directly applied or7-11-4 oc bracing. - 1-6: 2 r SP No.2 REACTIONS. (lb/size) 6=274/Mechanical, 5=479/0-1.1-5, 4=220/Mechanical - --- - —•- • Max-Horz-6=197(L6-12)--- - --'-- = - _.-.- -- -- _ --- = =- ___- -- - --- -- — -,.— _.•, -- Max Uplift 6=-123(LC 12), 5=-219(LC 12), 4=-141(LC 12) Max. Grav 6=274(LC 1), 5=479(LC 1), 4=227(LC 17) 'FORCES. (lb) - Mai. Comp./Max, Ten. - All forces 250'(Ib)'oe less except when shown. . BOTCHORD 5-6-453/192' WEBS 2-5=-370/168,_ 1-5=-89/290 NOTES-. 1) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft;.eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 9-0-12 zone; cantilever left and right exposed ;porch left exposed;C-C for members and forces & MW FRS for reactions shown;. Lumber DOL=1.60 plate grip... DOL=1.60 . 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,%%.. �oU S ( �I� will fit between the bottom chord and any other members. �� J •,. •'• F ' 4j 4) Refer to girder(s) for truss to truss connections. ,�� .•'�G E N S ••.• ���: ' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift; at joint(s) except (jt=1b) �� V F 40 6=123, 5=219, 4=141. No .348.69. '�- r 00IO • Julius Lee PE No.34869 MITek,USA, Inc. FL Cert 6634 6904-Parke East'Bivd: Tampa FL 33610 : Date: January 15,2019 0 WARNING - Verily design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10IM01.5 BEFORE USE. ' Design valid for use only with Mliek® connectors. This design Is based only upon parameters shown, and, is for an individual building component, not a:truss system. Before use; the building designer must verify the applicabllily of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mffdk*. prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , : : fabrtc_ahQp storage deliver^erection and.bmcbg-obwsses.arid-trusssystems. ANSEMI1_QualNy_Cdteda MR!89-0nd BCSI9uBdtrrgzarnponen Safety Inlormatbnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PatkeFasL51Yd Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015498 50,6847 MB : .. MONOPITCH A Job Reference (optional) I IDDetts Lumoer company, raim Iyay, rL - szsuo, 0.4%u s uec !...„tea, � � ,aye , ID:hGpOG RSN4PNafg4Opy?zhLyCP lo-7M5ongY2bpVBgaC1 MNJoSLI ngDyMeBW HYPurlczvQKL 3-1-12 9-2-8 3-1-12 .. 6-0-12. 3x4 11 Scale = 1:29.4 3 6 5 4x4 = .. ... 2x4 II .. 4x4 3 1 12 9-2-8 3-1-12 6-0-12 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL : 30.0 Plate Grip DOL 1.25: TC 0.56 Vert(LL) -0.03 4-5 : _ >999' 360 " MT20_.. - 244/190 TCDL 15.0 Lumber DOL 1.25 BC '0.26 Vert(CT) : "-0.07 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT)'. -0.00 4 n/a n/a. BCDL .10.0 ... Code FBC2017/TPl2014 Matrix -MS Wind(LL) :-0.01 4-5 >999 .240 Weight: 53lb. FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 ' . TOP CHORD Structural wood sheathing directly applied'or'6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals: WEBS 2x4 SP No.2 `Except` . BOT CHORD Rigid ceiling directly.applied or 6-0-0 oc bracing. _ 1-6c2z6 SP No.2 REACTIONS. (lb/size) .4=291/Mechanical, 6=90/Mechanical, 5=590/0-11-5 Horz-6=197(LG 12) .. - - -- — — - — Max Uplift 4=-139(LC 12), 6=-30(LC 10), 5=-274(LC'12) . FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb)'orless -except when shown. _..._ BOT CHORD 5-6=-304/95: WEBS 2-5= 503/325 - NOTES- 1) Wind: ASCE 7710;.Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 131�45ft; L=24ft; eave=9ft;.Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-1-12, Interior(1) 3-1-12 to 9-0-12 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS.for reactions shown; Lumber IDOL=1.60 plate grip DOL=1.60 - • 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other -live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom.chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide !III' will fit between the bottom chord and any'other members.. ,���- �US F 4) Refer to girder(s) for tniss to truss connections. lb ........ ENS'•: 5) Provide mechanical connection (by others) of truss to.beadng plate capable of withstanding 100 uplift at joint(s) 6 except (jt=lb) ♦�� .• :�G . 4=139, 5=274.ft Up '• • 8 3,4 69as * .pR1�P'��_��. Ii , oil Julius Lee PE No.34869 • MITek,USA, Inc. FI: Cert:6634 6904;Paike East BidTampa FL 33610 Date: January' 15,2019 & WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MIrek®.connectors. This design is based only upon parameters shown, and"is for an Individual building component, not ��- a truss system. Before use; the building designer must verity The applicability of design parameters and properly incorporate this design Into: the overall bullding design. Bracing Indicated is to. buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . . MiTlek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - : . JiveW-erection-aadblacing-oLhussesandtrusssystemsseeANSIM-II-GuaBt Cftdo DSB-8"nd.BCSIBueding.Gomponen 904PadteEast.9lvd Safety Informatbrpvailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandrla, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015499 509847 M9 . :. MONOPITCH 2 .1 Job Reference (optional) i mpeUS Lumber Company; rarm cay, rL - Seauo, 2=0=12 .. 0.L9U J UUU O LU 10 IVII I - II1-Ul-, I-. IVIUI I U 1I - IJ.J 1 -I. 1 U. I : ID:hGpOGRSN4PNafg4Opy?zhLyCP lo-bYeA_AZgM7d2SkmDw5g1 ?YZyIdHDNcXQn3dPH3zvQKK 5-11-4 5=11-4 NOP2X STP = 3x6 I I 2.00 F12 6114 5x6 = 3 Scale'=1:21.0 5-11 4 LOADING (psf) 2-0-0 CSI. DEFL. in (loc) I/deft" Ud PLATES " GRIP TCLL 30.0 _SPACING- Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.05 45 . >999 360 MT20244/190 TCDL 15.0. Lumber DOL :. 1.25 BC ' 0.35 Vert(CT) --0.09 4-5 >718 240 BCLL 0.0 Rep Stress Incr YES WB 0.21. Horz(CT) 0.01 7 n/a n/a BCDL .. 10.0 .... Code FRC2017/TPI2014 Matrix -MP.. Wind(LL•) 0.00 : 4 >999 240 Weight: 39lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2' .. - .. TOP CHORD Structural wood sheathing directly applied'or'5-11-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. . • . WEBS 2x4-SP No.2 'Except' ... .: BOT CHORD .Rigid ceiling directly applied or 10-0-0 oc bracing.. . . 2-5i 2xl'i SP No.2 OTHERS 2x4 SP No.2 ; --REACTIONS. -(Ib/size) 5=555/0-7-477=231/0-3-0=-- - - — ---- - -- -- --- - —��- - - - - ---- ---= Max Harz 5=163(LC 12) Max Uplift 5=-300(LC 8),.7=-115(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250-(Ib) orless except when shown. ; TOP CHORD 2-5=-502/471 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BC_D.1 L=6.Opsf; h=5ft; B=45fi; L=24ft; eave=9ft;.Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Intedor(1) 0-11-4 to 5-6-Ozone; cantilever .. left and right exposed ; end vertical left exposed;C-C for members and forces & MW FRS. for reactions shown; Lumber DOL=1.60 -plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for alive load of 20.Opsf on.the bottom chord in -all areas where a rectangle 3-6-0 tall by 2-0-0 wide�iU $ I� will fit between the bottom chord and any other members:�i) ,. • • • •..• FF 5) Bearing at joint(s) 7 considers• parallel to grain value using ANSI/TPI 1 angle to grain formula. -Building designer should verify ,�� • :�C E N S+ �• ��*, capacity of bearing surface. •V' F••�.� �� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at'joint(s) except Ot=lb) o00 p5=300, 7=115.. " No 34869 ONAL ...... .: Julius Lee PE No.34869 . MITek USA, Inc. FL Cert6634 69D4,Parke East`Biud: Tampa FL 33610 . Date- . January 15,2019 , WARNING -Verify design parameters and READ NOTES ON -THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, and, Is for an Individual building component, not a:truss system. Before use; the building designer must verify, the applicability of design porometers:and properly Incorporate this design Into the overall • building design. Bracing Indicated Is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW - Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the : - . . g_e L .I : rv,glectloo_aDsibrain ca of trusses and truss.Systems,3aeANSbMI-Quality-CrNerla, DSB-89-and-BCS19uldlnp"Componen __690.4Padce-F�t Blvd,_ Safety Informationovailobie from Truss Plate Institute, 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Mann T16015500 5WB47 M10 Monopitch 2 _-.. _ _ _ _. _____.._,-:__on Job Reference (optional) ,.an I Ibbetts Lumber Company, Paim Bay, FL - 32905, _ : o.c9v s uev v cv,o rvn i on Ii LiSmeS, a iv. ry o , vanID :hGpOG RSN4PNafg4Opy?zhLyCP to-IgXW nUH?zl26fktO6COD4nmwou?ERGOATRXX7zvQKR 5.8-0 580 i. 2.00 12 5x6 - Scale '= 1:20.3 2 5-8-0 5-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) • I/clef] : Ud PLATES GRIP TCLL 30.0 .:Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.04 3-4 >999 360 MT20 244/190 TCDL 15.0. Lumber DOL :. :. 1.25 BC 0:32 Vert(CT) :. -0.08 3-4 >801 240. BCLL 0.0 Rep Stress Incr YES WB0.30 Horz(CT) 0.01 6 n/a n/a ' BCDL . 10.0 ... Code FB.C2017/TP.I2014 Matrix -MP.: Wind(LL) : 0.00t 3 >999 240 Weight: 34lb. Fr. 20% - • LUMBER- BRACING- . _TOP CHORD 2x4 SP No.2: ,: ' : "' . - TOP CHORD Structural wood sheathing directly applied:or'5-8-0 oc pudins, BOT CHORD .2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD .Rigid ceiling directly.applied or 10-0-0 oc bracing.... OTHERS' 2x4'SP N6.'2J REACTIONS. (lb/size) 4=296/0-4-0, 6=263/0-3-0 Harz •4=50(L•C 8)---- Max Uplift 4- 80(LC 8), 6=-113(LC 8) FORCES. (lb) -Max. Comp./Max. Ten.'- All forces 250:(Ib) or.less except when shown. - WEBS 2-6=-273/174 .. NOTES= 1) Wind: ASCE 7-10; Vu]t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=456; L=24ft; eave=9ft; Cat. ]l; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12.to 3-1-12, Interior(1).3-1-12 to.5-2-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for. a 10.0 psf bottom chord live load nonconcurrent with any.other live loads. ... 3) ' This truss has been designed for a live load of 20.Opsf On the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit betweenIthe bottom chord and any other members. t jbearing considers parallel to grain value using ANSl/TPI 1 angle to grain formula. Building designer should verify 4). earcapain y 4.ex6ept ,urface.,,``us F �j 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Gt=lb) �♦ . • :• 34869 i M oo pN AL E♦�♦.... . Julius Lee PE No.34969 . MITek,USA, Inc. FL Ceit 6634 6904:Park'e East Blvd: Tampa FL93610. Date: January' 15,2019 & WARNING -Verify design parameters and READ NOTES ON -THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and Is.for an Individual building component, not a truss system. Before use; the -building designer must verify the applicability of design parameters: and properly Incorporate this design Into the overall - • • - - building design. Bracing indicated is to, prevent.buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MITdk' : : Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the : :. . . rication storage deUvery,..ele-attn and hracina oth=es90d-huaSystemc-sPeANsLtTP.11.QuaIIIX.Cftda.DSB-19-and.BCSLBuUdrnp.Component-.-- 6904 Pgrke East Ad_ Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. ' : ' ' ' .:. -' _ : Tampa, FL 33610 Job I ruSS Truss Type y Daniel Marin - - T16015501 5a6847 M13' . MONOP.ITCH �qty 3 1 Job Reference (optional)' uooens Lumoer co, ra,m may, me - 1_0-12. c nnMT ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-zLS7zzPcz5QB1 Nc2ssybUeuGcQ-yx9Xg6Yfc6)¢vOwo 2-7-4 .2-7-4 2x4 li Scale = 1:18.9. 3 .6 .. .. .. .. LAI .5 4 NOP2XSTP= NOP2XSTP= fx4 II P-7.4.' .: 3x6 = .2-7-4 . LOADING (psf) :SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate. Grip DOL 1.25. .. TC 0.17 )/ert(LL) 0.00 4-5, >999 240 MT20.:. 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 ' -4-5- >999 240. BCLL 0.0 '* Rep Stress Incr YES WB ' 0.05 Horz(CT) • -0.00 4 n/a n/a "". BCDL . 10.0 P. Code FBC2017/T12014 Matrix -MP Weight: 23 lb" FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 - w . - TOP CHORD Structural wood sheathing directlyapplied.or 2-7-4 oc purlins, except BOT CHORD :2x4 SP No.2 end verticals. WEBS 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-4r2x4-SP-No:2 _�..�. - — - REACTIONS. (lb/size) ..4=83/o-8-o, 5=269/0-7-4 - - --,.Max Horz 5=175(LC_12)_ _ • - - -- - -- - - - -- - - -- - - Max Uplift 4=-171(LG 12),_5=-1.06(LC 8) . Max'Grav 4=92(LC 17),;5=269(LC;1) FORCES. (lb) - Max.-Comp:/Max; Ten. - All forces 250 (lb) or less except when shown.: WEBS 2-4=-151/277 .. . . . NOTES-: 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;,TCDL=4.20sf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-12 to 1-11-4, Interior(1) 1-11-4 to 2-4-8 zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60.. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss htruss .as; been designed for a 10.0 psf bottom chord live load nohconcurrent with any other, live loads: � 4) has been designed n the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��``US• C�lip I;,, will flit between the bottome Nord andlany otherfinembers. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 lb uplift at joint 4 and .106 lb uplift at C E N �.' �.��\ . S`�'. joint 5. ,`�. . N -34869 00 00 �i ...0 R.l O.NALE���`_ Julius Lee PE No.34869 . MITek USA, Inc. FL Cert 6634 6904:0arke•East'Blvd! Tampa FL 33610 pate. . . January 15,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 10/03,2015 BEFORE USE • Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and is,for an individual building component, not a:iruss system. Before use; the building designer must verify the applicability of design parometers:and properly Incorporate this design Into the overall building design, Bracing Indicated is to, prevent -buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the abticoJion storage siekvety. erectiopypdJ7[ocj0g of trusses and inks sv��temszseeANSVMtLGualltXCdtaAa,.DSB•84-and-BCSLBulding Componen ake_Ea3t91vd: _. Safety Infomratlonavailabie from Truss Plate institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015502 50§847 MG1 MONOPITCH GIRDER 1 1 Job Reference (optional) I iDoetts Lumber company, raim rsay, rL - azaua, 1 3x4 = 0.44V b VCV O LV I IVII I CR II IUUJl11CJ, II IV. IVIVI I J411 I - r J. ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-bYeA_AZgM7d2SkmDw5g1?YZ_cd86NbZQn3dPH3zvQKK 5+0=0 1-7-8 6z6 1 5 0.0 6-7-8 1 6x4 10 Scale =1:12.8' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)' I/dell Ud PLATES GRIP TCLL 30.0 .. Plate Grip DOL : 1.25 TC :. 0:43 Vert(LL) 0.07 5-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) . -0.08 5-9 >999 240 BCLL .. 0.0 '_- Rep Stress ll :NO 1NB : 0.27. Horz(CT) 0.01 1 n/a n/a BCDL, 10.0 Code ,FBC2017lfP12014 _ Matrix -MS Weight: 30.lb FT = 20% -LUMBER- .. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORDStructural wood sheathing directly applied or 3-11-14'oc purlins, BOT CHORD. 2x6 SP No.2 except end verticals...' WEBS ' - `-2x4'SP:No.2 ___. BOT CHORD ­ ' Rigid.ceiling directly applieii or 6-3-8 oc bracing: OTHERS 2x4 SP No.2 --=REACTIONS..- •(Ib/size) '•-1=918/0-8-0,--10=938/0-3-0 Max Harz 1=60(LC 4) Max Uplift 1=-594(LC 4),:10=-620_(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250'(Ib)'or less except when shown. TOP CHORD 1-2=-1715/1080, 2-3= 292/182, 4-6=-678/1031, 3-6=-678/1031 BOT CHORD 1-5=-1097/1660, 4-5=-1097/1660. WEBS 2-5=-814/1190, 2-4=-1928/1273, 3-10= 995/658 NOTES- 1) Wind: ASCE 7-10; Vult=160mph,(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; e6ve=9ft; Cat. ll Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and_right exposed; porch left exposed; Lumber DOL=1.60 plate, grip DOL=1.60 : .. plates2) All 3) Thistruss has been des geed for a 10 0 psf bottom chord hord live load nonconcurrent with any other live loads. ��� JtL�US' 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,� .:: • •.. .� �j� will fit between the bottom chord and any other members. `*4� . 4. •XG E N S .� ' V'' F•••. �� 5) Bearing at joints) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify . . �� ; capacity of bearing surface. 3,4.869 = i 6) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 100 lb uplift at joint(s) except Gt=lb) ., `: 1=594, 10=620. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 587 lb down and 418 lb up at 2-4-12, and 587 lb down and 416 lb up at 4-4-12 on bottom chord. The design/selectiori of such connection device(s) is the �'U �•' responsibility of others. /[/ 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted, as front (F) or back (B). �j; LOADCASE(S) Standard '. :: s �'•'' •..•.•• G'C%�� Lumber Increase=1.25, Plate Increase=1.25 . . 1) DDead+UforRo f Li(pel )balanced): Vert: T,-3= 90, 4-7=-20 Concentrated Loads (lb) . Julius Lee PE No.34869. Vert: 11- 587(F) 1.2= 587(F) a MITek,USA, Inc. FL Cert6634 6904:Parke Fast'Blvd: Tampa FL 33610 Date: January 15,2019 ® WARNING -Verity design parameters and READ NOTES ON -THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek@ connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use; the building designer must verify the applicablllty of deslgn parameters:and properly Incorporate this design into. the overall building design, Bracing Indicated is to. prevent. buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . _.—_tgbrjCOtiQfy,stgiilggsSjelNerv, e(ecfl011c]Dd brori g of iryss��a0d_truss systems seeMSUMLGuoUtvZftria,DSB-g9-and.BCSI.BuOding.Componon 0904 Parke East Blvd. Safety Infomlatlonovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin ' T16015503 50j847 MG2 : MONOPITCH GIRDER Job Reference (optional) I IDDBIIS Lumber L,ompany; ram tray, rL - JeUUD, 0 - O.LYV J UCI: O LV I V IVII I CA II IUUJIIICJ, IIIV.IVIVII JGII IY I V.JV.VL LV I� I-ayv I -- I D:hGpOG RSN4PNafg4Opy?zhLyCP lo-3kCYCW al7Rlv3tLQUoMGYm69MOUM62oaOj NypVzvQKJ 5.00 677 5=0=0a 1-7-7 66 11 Scale = 1:12.8 �� - 3 3x4 = 10 0 T ' 3x4 = " 5-0_0 6-7-7 5-0-0 1-7-7 Plate Offsets (X Y)-= [1:0-0-15 0-1-01 LOADING (psf) SPACING- 2-070 CS'- DEFL. in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOLT . 1.25 TC . '0.43 Vert(LL) 0.07 5-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC - . 0.93 Vert(CT) " -0.08 . 5-9 >999 240 - " BCLL 0,0 `... Rep Stress Incr :.: .NO W B : 0.27. Horz(CT) b.01 1 n/a n/a . BCDL_ 10.0 Code EBC2017/TP12014 Matrix -MS _ Weight: 30 lb FT = 20% LUMBER- BRACING- TOP CHORD .2x4 SP No.2, TOP CHORD :. .Structural wood sheathing directly applied or 3-11-15 oc purlins, BOT CHORD_: 2x6 SP No.2 except end verticals. _ WEBS 2z4 SP:No:2 .-` BOT CHORD___: -Rigid ceiling directly applied or 6r3-8 oc bracing: OTHERS 2x4 SP No.2 --- -REACTIONS.-:(Ib/size) :.1=917/0-6-0, 10=938/0-3-0 ---- - -- — ---- — -- - - . - — --_ -- - - — -- - -- .... ----- -- Max Horz 1=60(LC 5)' Max Uplift 1=-594(LC 4);.10=-626(LC 4) FORCES. (lb) -Max. Comp./Maio. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 1712/1078, 2-3=-293/182, 4-6=-679/-1032; 3-6=-679/1032 BOT CHORD 1-5— 1095/1658, 4-5=-1095/1658 WEBS 2-5= 815/1192, 2-4=-1928/1273, 3-10=-996/658 NOTES" 1) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and, right exposed; porch left exposed;, Lumber DOL=1.60 plate - grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • in areas 3-6-0 by 2-0-0 4) This truss has been designed for a live load of 20.0psf on the bottom chord all where a rectangle tall wide • .. • . '• !i will fit between the bottom chord and any other members. �� G E N •_ . V� SF•••. ��� 5) Bearing at joint(S) 10 considers parallel to grain value using ANSIfTPI 1, angle to grain formula. Building designer should verify•• capacity of bearing surface. '� 3,48.69 i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) Z - _ :1=594, 10=620. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 587 lb down and 416 lb up at of such device(s) is 2-4-12, and 587 lb down and 416 lb up at 4-4-12 on bottom chord. The design/selection connection the; responsibilityof•others. 8) In the LOAD_ CASE(S) section, loads applied to the face of the truss noted as front (F) or back (B).'.Q `;.�% 1, ' �L are T P �� C � � -N LOAD.CASE(S) Standard ' . �,i� ••.O R,.• •�`�,,, 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 I���'QnfAL. UniformLoads.(plf) �1111.11'I��� Vert: 1;-3=-90, 4-7=-20 Concentrated Loads (Ib) Julius Lee PE No.34869 " Vert: 11=-587(B)12=-587(B) MITek,USA, Inc. FL Cert 6634 6904 Parke East Blvd: Tampa FL33610 Date: anuarjr 15,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek®,connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use; the bullding designer must verity the applicability of design parameters: and properly Incorporate this design into. the overall building design. Bracing Indicated is to. buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek� prevent, Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the : - , _ gb_kQ 19L1_BtoLgge,-de1Lv_efy, erection and bracing ofSrusses and tr Icc c_� sYstemmsseeANSLIEIt-QualltV-Cdfada DSR-89-and-BCSI-Bufldlng-Componen 6904 Parke Epsf glyd... Safety Informafbnavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply Daniel Marin T16015504 506847 MG3 Jack -Closed Girder 2 1 Job Reference (optional) I IobeQs Lumber company; calm bay, rl_ - :lzeuo, a.zwu s Uec 0 eU 18 IVII I eK rflaUSlrreS, Irlo. !Mull adl1 14 1 J:Ou:ua Lu 1 U ragc r I D:hGpOG RSN4PNafg4Opy?zhLyCPlo-XxmwPsbwuktmhl wc2VtV4zeKLQujrZ?j EN6VMxzvQKl 420 4-2-0 .. . . Scale = 1:17A 2 3 NOP2 — 4-2-0 4-2-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES- GRIP TCLL 30.0 Plate Grip DOL 1.25 • TIC 0.42 :Vert(LL) -0.02 5-6 >999 360 MT20. . 244/190 TCDL -15.0 :. Lumber DOL .. 1.25 BC - 0:60 Vert(CT) . -0.04 5-6 >999 240 BCLL 0.0 ' . Rep Stress lncr .NO WB 0.62 Horz(CT).-0.00 5 n/a n/a. BCDL . 10.0 :.. Code FBC2017/TPI2014 Matrix -MP.. Wind(LL) 0.02 . 5-6 >999 240 : Weight: 26 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc puffins, BOT CHORD 2x6 SP No.2 except end verticals: . WEBS 2x4 SP No.2 BOT CHORD E. Rigid ceiling directly applied or 10-0-0 oc bracing... REACTIONS. (lb/size) 6=479/0-8-0, 5=506/Mechanical Max Harz:6=89(LC 8) -- --_-- .- - . „Max- Uplift 6= 147(LG8)r:5=-239(LG8) ----- - ----_-- -- ----- . -- -- -- =- -_"=- ------__..---_-- ----..-_.._ - - -' - FORCES.. (lb) - Max. Comp./Max. Ten.- All forces.250 (lb) or less except when shown. . NOTES- 1) Wind: ASCE 7-10; Vdlt=160mph'(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and;right exposed ; Lumber DOL=1.60 plate.gdp DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift' at7oint(s) except (jt=lb) 6=19. Z Hanger(s)4 or other connection devices shall be provided sufficient to support concentrated loads 660 lb down and 263, lb u at O P PP O P bottom The design/selection connection device(s) is the %����vLIIJS� [����I� J F �j 2-0-12 on chord. of such responsibility of others. 8) In the LOAD CASE(S) loads to the face of the. truss noted front.(F) or back (B). % . •: • •.. E N 5 section, applied are as ,,�� •�; Vxo LOAD CASE(S) Standard +� N 3,4869 • 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - Uniform Loads (plf) �. Vert: 1-2=-90, 2-3=-30, 4-6= 20 Concentrated Loads. ='ci :• (lb) Vert:7=-560(B) •. ICJ �:Q Jullus Lee PE No.34869:. . MITek.USA, Inc. FL Celt 6634 6904 fth East Blvd: Tampa FL 33610 . Date: January 15,2019 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MIT06 connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not � a truss system. Before use; the building designer must verify -the applicability of design parameters: and properly Incorporate this design into the overall building design, Bracing Indicated Is to, prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•.. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the : bAoofion-storage. delNery. erection and.btaci_na of trusses and truss Systems.geeANSUIPII-QuallhcCdterla,.DSB-89-and-BCSLBuSdtng-Componr n 90_4_Pafke_Eas Safety Infoffnatlanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss�TrussType ty y Daniel Marin - a T16015505 5WB47 N1 : Hip, Girder 1 1' Job Reference (optional) 1 rooegs Lumoer w, raim may, m ID:hGpOGRSN4PNafg4Opy yc;6Plo-iWOit9?rir6q 9zAOpnn9nlpbh?G4yLKbgVxvXzvOtS' 1-1-8 3-10-8 4.10.8 , B-9-0 3-10-8 . 1-0-0 3-10-8 4x4 - Scale = 1:28.6 . 4x4 = 5.00 52 3 4 9 83x4-= T .. 10 3x4 = -- - .. 2x4 2x4 11 3-10.8 4-10-8 8_9_0 3-10.8. 1-0-0 3-10-8 LOADING (pso -SPACING- 2-0-0 CS1. DEFL. in (loc) . I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.01 7-8. >999 360 MT20. 244/190 TCDL 15.0 : Lumber DOL 1:25 BG _ . 0.13 Vert(CT) _ -0.01' ` '7-8 - 5999 240 BCLL ' 0.0 '_ Rep Stress Incr NO WB 0.06' Horz(CT) = -0.00 7 n/a -ri%6 BCDL '10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL). ' 0.01 9-10 >999 240 Weight: 63lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except` TOP CHORD Structural wood sheathing directly applied:or 6-0-0 oc puriins, except - 3-4:-2x6 SP No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD 2x4 SP No.2 BOT CHORD - Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS. ...: 2x4'SPNo:2'- _:__..._---- --- - -- - -. REACTIONS. (lb/size) 10=580/Mechanical, 7=580/Mecha6ical -- - --T-•--..- Max.Hori _90=-236(LC-6)----r------ - - - Max Uplift 10=-243(LC 8),7= 243(LC 8) FORCES. (lb) : Max. .Comp,/Max. Ten. - All forces 250 (lb) or less'except when shown. - TOP CHORD 2-3==310/.180,:4-5=-310/180, 2-10= 544/265; 5=7=-544/265 WEBS 2-9=-88/259, 5-8=-89/259 NOTES- . 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss,has been designed for a 10.0 psf bottom chard live load noneoncurrent with any other live loads. �i111 i 111/r� 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas,where a rectangle 3-6-0 tall by 2-0-0 wide �%� s' will fit between the bottom chord and any other members. J``v 6) Refer to girder(s) for truss to truss connections. � '�Ci E N S `• ' !ice, . . ��,: F••.�• 71 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 10 and 243 lb uplift at i= joint 7: .. .. 8) Graphical purlin, representation does not;depict:the size or the orientation of the purlin along the top and/or: bottom chord. `� :: ` ' N $4869. •: 9) Hanger(s)'or other connection device(s) shall be provided sufficient to support concentrated load(s) 8 lb down and 53 lb, up at 3-10-8, * ; and 8 lb down and 53 lb up at' 4-10-8 on top chord, and 9 lb upat 3-10-8, and 9 lb up at 4-9=12 on bottom chord. The ' 7k design/selection of such:connection device(s) is the responsibility of others. 10) ' In the;LOAD.CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Jj .� LOAD CASE(S); Standard 1) Dead+ Roof Live Lumber Increase=1.25, Plate Increase=1.25 •: �j T' ', •� P,•' +� (balanced): Uniform Loads (2If)90,'2-3=-90, ,,,�IS� �N.p►�-�����` Vert: 1 3-4=-90, 4-5=-90,.5-6=-90,:7-10=-20 Jubs Lee PE No.*O.. . MiTek USA, Inc. FL Cert.6634 6904:Patke Easf lvd: Tampa FL 33610 . Datw, . ..January 15,20 9 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. = . Design valid for use only with IvlRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��• a truss system. Before use; the building designer must verify the applicability of design parameters. and properly Incorporate this design Into the overall _ building design, Bracing indicated is to. prevent,buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M bk•. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the very,.erentlon and bracing of tr cc, e, and to ss_systems,:aa ANSVIPII-QualNv_Cdteda DS&84and-BCSI Bu9ding.Componenf ' __ ----Q9 Safety Informationovailable from Truss Plate Institute, 2.18 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job %, Truss Truss Type City Ply Daniel Marin T16015506 509847 PB.1 .. PIGGYBACK 1 1 Job Reference (optional)' ralm bay, rL - Jzauo, r iooens Lumoer L ompany, ~— 2-0-0 o.cvu s uec O Gu 1? Ivll 1 um 111-tilub, 111u. 11I1u11 JGI 11Y I O V. r.UG ID:hGpOGRSN4PNafg4Opy?zhLyCPIo-?7KJdCcYf2?dJBVobDOkdBBUMgF9aOVsT1 s3uOzvQKH 6-8-0 8-8.0 4-8-0 2-0-0 Scale: 3/4'=1' 5.00 12 3x4 = 3x4 = LOADING (psf) SPACING- 2-070 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 30.0: Plate Grip-DOL 1.25 TO . 0.46 Vert(LL) n/a n/a 999 MT20•- 244/190 TCDL 15.0 LumberDOL1.25 BC 0.53 Vert(CT) n/a n/a 999. BCLL 0.0 '..: Rep Stress In& :.: YES W B . 0.00, Horz(CT) 0.01 4 n/a n/a: BCDL. 10.0 Code FBC2017[TP12014 Matrix-R ' . ::. , .. : W eight: 24 lb FT = 20% LUMBER- BRACING- - TOP CHORD' 2x4 SP No.2- TOP CHORD .Structural wood sheathing directly applied or 6-0-0:oc purlins, except BOT CHORD 2x4 SP No.2 -2-0-0 oc purlins (5-5-9 max.): 2-3. BOT CHORD Rigid. ceiling directly applied 6r7-4-1 oc brac'ing: REACTIONS. (lb/size) 1=396/8-8-1, 4=396/8-8-1 Max Harz 1=-17(LC'10) Max -Uplift l= 120(L-G 12)i4=-120(LC' 12) - - - - — -- --_. _ —_,_ - -- -- - -= - - ---.— - - FORCES.: (16) - Max. Comp./Max. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 1 2= 896/707; 273=-835/662, 3-4- 896/707: - :BOT CHORD 1-4=-631i835 NOTES- 1) Unbajanced roof,Hv'e loads 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=15ft; B=45ft; L=24ft; eave=9ft;.Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 6-2-15„Intedor(1) 6-2-15 to 6-870, Exterior(2) 6-8-0 to 7-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber D.OL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires. continuous bottom chord. bearing. ,�ltt�5a1 �UI�y 5) This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any. other live loads. 3-6-0 tall by 2-0-0 �F �j 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide �� •,. • • E NS' ••: �i�. will fit between the bottom;chord and any other members..•'VC • V F �•. ♦� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift. at joint(s) except 6t=1b) �� ; 1=120, 4=120. i 8 See Standard Indust Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building348.69 designer. 9) Graphical purlin representation does not depict the size or the.orientation of the puriimalong the top and/or bottom chord: � �4NA1-� Julius Lee PE No.34869 .. . MiTek•USA, Inc. FL Cert 6634 6904 Parke Fast Blvd: Tampa FL 33610 Date:. . January 15,2019 0 WARNING -Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10103QOIS BEFORE USE. �� Design valid for use only with MRekO connectors. This design is ¢used only upon parameters shown, and, is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bullding deslgn, Bracing Indicated Is to. prevent, buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M Oilk• . Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . . n. storage deIiVBN erection and bracing of trusses-acd-trusssystems.:seeANSVTPLLQuoMy-Cdtadc6.DSB,89-oneLBCSMIldtng Component- sLBb'S7 Safety inlormatio available from Truss Plate Institute. 218 N. Lee Street, Suite 312; Alexandria, VA 22314, Tampa, FL 35610 Job ► Truss Truss Type Qty Ply Daniel Marin T16015507 505847 R1 Flat Girder 1 1: Job Reference (optional) I IDoens LUMDer Company, ralm clay, rL - JZ`JUD, 0.49u , UUU O Lu 10 Ivll I UK 11 IUu5ll lub, 11 Iu. -ul1 Jal1 1 Y 1 u.ou.w ctr I. ray. I ID:hGpOGRSN4PNafg4Opy7zhLyCPlo-xW S32udoBfGLYVfBjeQCicGryegA2ke9wLL9zGzvQKF 5-11-14 11-8-0 17-4-2 i 23-4-0 5-11-14 5-B-2 5-B-2 5-11-14 Scale = 1:41.5 5x6 2x4 11 7x8 = 2x4 11 5x6 = 10 3x6 11 5x10 = 2x4 I 6x10 = NOP2X STP = 5-11-14 11-8-0 17-4-2 23-4.0 5-11-14 5.8-2, : ' 5-8-2. 5-11-14 Plate Offsets (X Y)-- [3:0-4-0 0-4-8] [9:0-4-0 0-3-41 6 NOP2X STP = 3x6 11 LOADING (psf) -SPACING- 2-0-0 CSI. :DEFL. in (loc)' I/dell Ud PLATES: GRIP TCLL :30.0 Plate Grip DOL 1.25 TC 7 0.39 Vert(LL) : - -0.17 8 >999 360 MT20 :244/190 TCDL 15.0 Lumber DOL .' . 1.25 BC 1.00 Vert(CT) '.•-0.31 8-9 >886 240 BCLL .' 0.0 '..: Rep Stress lncr ...:NO W8 :.0.79. . Horz(CT)'. 0.07 : 6 n/a n/a: BCDL. 10.0 Code FBC2017/TP12014 : Matrix -MS Wind(LL) . 0.17 :. 8 >999„ 240 Weight: 147lb FT=20% _ LUMBER- :. .. BRACING _ TOP CHORD 2x6 SP No.2 TOP CHORD 2-0-0 oc puffins (3-11-13'max.): 1-5, except end verticals: BOT CHORD_ . 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4 _11-10 oc bracing. WEBS 2z4 SP No.2'Ezce`pt' 1-10,5-6: 2x6 SP:No.2 - -- -- --REACTIONS. - (Ib/size)=-10=1787/0-8-0;-6=1841/0-8-0- Max Uplift 10=-669(LC 4), 6=-680(LC 5) " .,FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250-(Ib) or less except when shown.:. : - - TOP CHORD 1-10- 17111705, 1-2= 2867/1079, 2-3=-2867/1079, 3-4=-2863/1077, 4-5=-2863/1077, 5-6=-1730/720 BOT CHORD 8-9.=-1397/3713, 7-8=-1397/3713.. WEBS 1-9=-1174/3106, 2-9= 791 /486, 3-9=-949/381, 3-8=0/314, 3-7=-9541384, 4-7=-787/481, 54=-1170/3099 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (37second gust) Vasd=124mph; TCDL=4,2psf; BCDL=6.Opsf; h=15ft;,B=45ft; L=24ft; eave=4ft; Cat., 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. ,`,�t<1� �•� �Ii►1�,�, 3) All plates are MT20 plates unless otherwise indicated. 4) This live loads. ,��: �LIUS ♦ truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other � .'• • •. '�'• �I 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��, G E At•• SF•••.• ��� Will fit between the bottom chord and any other members.••�� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jpint(s) except at=lb)10 3,4869. •• 10=669,:6=680. . 7) Graphical purlin representation. does not depict the size or the orientation of the purlin-along the top and/or bottom -chord. �. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 lb down and 127 lb up at lb:down 127 lb at 7-11-4, lb �. 1-11-4, 148 lb down and 127 lb up at 3-11-4, 148 lb down and 127 lb up at 5-11-4and up 143 down and 127 lb up at 9-11-4, 143 lb down and 127 lb up at 11-11-4, 143 lb down and 127 lb up at 13=1A4, 146 lb down and 127 .E �• ;• 441 lb up at 15-11-4, 148 lb down and 127 lb up at 17-11-4, and 148 lb down and 127 lb up at 19-11-4,'and 148 lb down and 127 lb'up ' �j'Q •. �i�,n P• at 21-11-4'on top chord, and 40 lb down at 1-11-4, 40 lb down at, 3-11-4, 40 lb down at 5-11-4, 40 Ib down at 7-11-4, 40 lb down .•, 0. R 1 O .� ,�� at 9-11-4, 40 Ib down at '11-1:1-4, 40 lb down at 13-11-4, 40'Ib down at 15-11-4, 40 Ib down at 17-11-4, and 40 Ib down.at 19-11-4 �j ..•� • • �..`� ``�?' 0 and 40 lb down at 2171174 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ��j / N�A� 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front'(F) or back (B). LOAD CASE(S) Standard Julius Lee PE No.34860� 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MITek•USA, Inc. FL Cert,6634 Uniform Loads (plf) 6904:00ke EasYBltid: Tampa FL 33610 - Vert: 1-5=-90,'6-10= 20 Date: January 15,2019' ®-WARNING -Verity design parameter's and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1WO312015 BEFORE USE. __... Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and, is for an Individual building component, not a truss system. Before use; the building designer must verity the applicability of design parameters: and properly Incorporate this design into the overall building design, Bracing Indicated is to of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent.buckling Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabdcotion storage delivery erection and bloclog-oLtrusses-andtrLss.systems. seEANSLaPH-Quallty.Cdtoda,.DSB-A4.and SCSI Bulldtng Componon te-EasL9ivd _ Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job ♦ Truss Truss Type Oty Ply Daniel Marin - T16015507 5%847 R1 Flat Girder 1 1 Job Reference (optional) Tibbetts Lumber Gompany, - Palm bay, t-L - 32905, b.24U S uec b zul b MI I eK InauSlrles, Inc. • mon Jan 14 13:bU:Ub zU19 rage z ID:hGpOGRSN4PNafg4Opy?zhLyCP to-xW S32udoBfGLYVfBjeOCicGryegA2ke9wLL9zGzvOKF LOAD CASE(S) Standard Concentrated Loads'(Ib) Vert: 9=-18(B) 2=-81(B) 3=-81(B) 8=-18(B) 11=-81(6) 12=-81(B) 13= 81(B) 14=-81(B) 15=-81(B) 18= -81(B) 19=-81(B) 20= 81(B) 21= -81(B) 22=-18(B) 23=-18(B) 24=-18(B) 25=-18(B) 26=.18(B) 27=-18(B) 28=-18(B) 29=-18(B) 30=-18(B) & WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verity The applicability of design parameters and properly Incorporate this design Into, the overall building design, Bracing Indicated Is to, prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fobriratjon stolage. delivery erer_tion and bracing-ofStusses and triiss gystems,�WANSIRPII_Quatl y Crttoda DSB-84.and BCSI Bu9dlnp.Componon 90AP-arke_East-Blyd _._ Safety Inforrnationavollable from Truss Plate Insfitute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Jab > Truss Truss Type Qty Ply Daniel Marin T16015508 508847 R2 Flat 1 1 Job Reference (optional) 1100e115 LUmoer company, raim clay, rL - JZ`JUO, MZ4U 5 UeC 0 ZU 10 IV111 eK mUU51rle5, Inc. 1v1on d-an 14 i J;ou:ut zu t u rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-QiORF.DeRyzOCAfENHLxRFpptLI Fhn92J9?4jVizvQKE 7-10-9 15-5-7 23-4-0 7-10-9 7-6-13 7,10-9 Scale=1:41.5 3x8 = 2x4 I I 5x8 = 3x4 = 3x6 11 5x8 = 2x4 I I ... NOP2X STP = NOP2X STP p 6x6 = 7-10-9 15-5-7 23-4-0_ . 7-10-9 7-6-13 7-10-9 - Plate Offsets (X Y)-- [3:0-3-12 0-3-4] [7:0-3-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lop) I/deft Ud PLATES GRIP TOLL 90.0 " Plate Grip DOL 1.25 TC . "0.99 Vert(LL) : 0.09 6-7 >999 360 MT20 244/190 TCDL 15.0 LumberDOL 1.25 BC '.'0.67. Vert(CT) --0.20 5-6 >999 240 BCLL - 0.0 *..:.. Rep Stress Incr :..YES .WB : 0.91.. Horz CT 0.05 ( ) : 5 n/a n/a BCDL. 10.0 Code FBC2017/TP12014 Matrix -MS ;Wind(LL) 0.08 .6-7 :>999 . 240 Weight: 132lb FT=20% LUMBER- :' = BRACING- TOP CHORD . 2x4 SP SS *Except* TOP CHORD' . 2-0-0 oc purlins (2-2-0 max.): 1-4, except end verticals. 3-4: 2x4 SP No_.2 BOT CHOR_ D_ Rigid ceiling directly applied or 6-11-13 oc bracing.. BOT CHORD*2z4 _ _ SP No2 — WEBS 1 Row at rnjdpt �3-7, 3-5 WEBS - 2x4 SP No.2'Except' _ - 1-8.4-5: 2x6 SP No.2 REACTIONS. (lb/size) 8=1258/0-8-0,5=1258/0-8-0 Max. Uplift 8=-380(LC 12),'5=-38O(LC 12) FORCES. (lb) - Max. Comp./Maz. Ten. - All forces 250'(Ib) orfess except when shown. o TOR CHORD 1-8=-1185/539,:1-2=-1833/692, 2-3=-1833/692,;4-5=-312/210 BOT CHORD. 6-7=-694/1636, 5-6=-694/1836 -, WEBS 1-7=-737/1961, 2-7=-714/428, 3-6=0/317, 3-5=-1964/739 " NOTES- . 1) Wind: ASCE 7-10; Vult=160rr ph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il Exp C; Encl., GCpi=0.18; MWFRS (directional) and C=C Exterior(2) 0-2-12 to 3-2-121 Interior(1) 3-2-12 to 23-1-4 zone; cantilever. . left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60'plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. ���1 l ilt,t, 3) All plates are MT20 plates unless otherwise indicated.IL-is 4) This has been designed for 10.0 bottom chord live load live loads. • F �j truss a psf nonconcurrent with anyother 5) * This truss has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 �� •. • • •:, ••�G E N �• ���. a of on chord all areas where a rectangle wide fit between bottom ��� . S+ ` V' F•••.• will the chord and any other members. �! ; 6) Provide mechanical connection (by'others) of truss to bearing plate capable of withstanding 100'lb uplift at'joint(s) except Qt=lb) .... . NO.24869 r •'. 8=380,'5=380. .�... * r 7) .Graphical purlin representation. does not depict the size: or the orientation of the purlin along the top and/or bottom.chord. r - 01 ON Julius Lee PE No.34869- . MITekUSA, Inc. FL Cert 6634 6904;Pai'ke East'Wd: Tampa FL 33610 Date: . January 15,2019 ' WARNING - Verity design parameters and READ NOTES ON -THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MnekO connectors. This design is based only upon parameters shown, and. is.for an Individual building componentnot o: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 Indicated is to prevent,buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW: Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . - ge._delLveLy, erection.and.hraclog_af.Jtusaesnodlrusssyslems,:aeBANSIMILGuaIBy-Critorla,.DSB-e9-and.BCSLBu9ding-Componant __6904_P_adce-East Blvd: Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job a Truss Truss Type Qty Ply Daniel Marin T16015509 506847 R3 Flat 1 1 Job Reference (optional) I IbbenS Lumber Company, - Palm tlay, hL - 329Ub, - . 7109 7-10-9 8.24o S UeC 6 2018 MI I eK Industries, Inc. Mon Jan 14 13:b0:U7 2D19 rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-QiORFDeRyzOCAfENHLxRFpptA1 GHnApJ9?4jVizvQKE 15-5-7' 23.4-0 7-6-13 7-10-9 Scale = 1:41.5 3x8 = 2x4 II 5x8 = ` 3xs II :. NOP2X STP 5x8 =: 15 3x4 = 2x4 11 • NOP2X STP = 6x6 = 23-4.0 7-10-9 7-6-13 7-10-9 Plate Offsets (X,Y)-- [3:0-4-0,0-.3-4],[7:0-4-0,0-3-0] :'LOADING (psf) SPACING- 2-070; CSL " DEFL. in (loc) _ I/deft Ud PLATES GRIP TOLL . 30.0: Plate Grip DOL 1.25 TIC : 1:00 Vert(LL) -0:09 5-6 >999 360 MT20 .244/190 TCDL 15.0 Lumber DOL 1.25 BC . 0.63 Vert(CT) -0:19 5-6 >999 240 BCLL _ 0.0 •... Rep Stress Incr ..: YES 1NB . 0.86. . • Horz(CT) 0.04 . 5 n/a n/a . BCDL. 10.0 Code .FBC2017/TP12014, : Matrix -MS Wind(LL) 0.06 6 7 >999 - 240 _ Weight: 140 lb FT = 20% LUMBER- BRACING - TOP CHORD .2x4 SP SS *Except* TOP CHORD' :: .2-0-0 oc purlins: 1-4, except end verticals. 3-4: 2x4 SP N_o.2_ BOT CHOR__D Rigid ceiling directly applied or 7-8-6 oc bracing. _ _ — -BOT CHORD 2x4 SP.No.2 WEBS 1 Row at midpt $-7, 3-5 'WEBS - 2x4 SP N6.2 `Except` 1-8,4-5: 2x6 SP No.2 REACTIONS. (lb/size) 8=1258/0-8-0, 5=1258/0-8-0 Max:Uplift 8=-380(LC 12), 5=-380(LC 12) FORCES. (lb) -Max. Comp./Max. Teri. -All forces 250'(lb) brles6 except when shown. •' TOP CHORD 1-8=-1186/539, 1-2=-1505/568, 2-3=-1505/568, 4-5=-310/209 BOT CHORD 6-7=570/1508, 5-6=-570/1508 . WEBS 1-7=-635/1689, 2-7=-716/429,'3-6=0/318, 3-5= 1662/637 NOTES' 1) Wind: ASCE 7-10; Vult=1.60mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(?) 0-2-12 to 3-2-12', Interior(1) 3-2-12 to 23-1-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber D01-=1.60 plate grip DOL=1.60 2) Provide adequate; drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for 10.0 bottom live load live loads. ,,,��111.1111/���, IV S �J,;.: • C�F a psf chord. nonconcurrent with any:other �N� • • 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . • SF•••. ��� � will fit between the bottom chord and any other members. ; V� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) •� No.34869 8=380, 5=380. ` •� 7) Graphical purlin representation. does not depict the size.or.the orientation of the purlin along the top and/or bottom chord: *:• %:* �_ r.. O, • Q.- '+.. O R V.O . •. ASS/..,,....��C? �.• ONAL % ........ A lus Lee.PE No.34869 . M[Tek.USA, Inc. FL Cert 6634 6904 Parke East Blvd: Tampa FL 33610 Dater January 15,2019 WARNING -Verify design ' aameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. 9 .r connectors, Design valid for usee only with, MRekCei This design Is based only upon parameters shown, and, is for an Individual building component, not �� a truss system. Before use; the building designer must verify the applicabllity of design parameters: and properly incorporate this design Into the overall building design. Bracing indicated is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing .. MITek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the btication-stQtage delivery elecilan onClbmbgo nf-h=es.anri tr u5ssyctamc ca�VMII-QualHy-Cdtedci DS6$4-and.BCSLBuBd67g-Component 6904 PadW_East Blvd,__ Safoty Nfonnatiortavollable from Truss Plate Institute, 218 N. Lee Street Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Daniel Marin T16015510 506847 R4 Roof Special 1 1: Job Reference (optional) IDDeIIS LrlmDer l,ompany, Y81m [3ay, r'L - 3ZeUJ, 8.Z4V 5 UeC O Za 10 IVII I eK IIIUUSIneS, IIIG. IVIVII Jan y 14 I J:DU:VO LV I raye I ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-uuZpSZf3iHW3nopZg3Sgnl MB6RbhWehSOfgGl9zvQKD 4-2-4 8-2-8 it-0-0 16-7.0 22 2 0 23.4 0 4-2-4 4-0-4 2-9.8 5-7.0 5-7-0 "": 1-2-0 .. .. .. .. Scale=.1:42.5 SAO 12 x I I 2 4 5x6 - 2x4 11 - 5x6. . 4 14 1516 17 :6 ...7 c? N V 5x8 = 4x8 = NOP2X STP NOP2XSTP= . 6x6 = 8=2.8 16-7-0 _ - 23 4 0 B-2-8 B-4-8 . 6-9.0 Plate Offsets (X,Y)--[4:0-370;0-2-4],[6:0-3-0,0-2-4],[10:0-4-0,0-3-0] LOADING (psf). SPACING- 2-0-0 CSI. :DEFL. in (loc) I/defl Ud PLATES GRIP TCLL ' 30.0. Plate Grip DOL 1.25 TC :. 0:61 'Vert(LL) -0.14 9-10 >999 360 MT20 244/190 TCDL 15.6 Lumber DOL 1.25 BC -.'0.66 Vert(CT) . -0.25 . 9-10 >999 240. BCLL .. 0.0 '.: : Rep Stress Incr YES INB . 0.82 Horz(CT) j 0.03 : 8 n/a n/a BCDL. 10.0 Code FBC2017LTPI2014 Matrix -MS Wind(LL) 0.05 9-10 >999 . 240 Weight: 160Ib FT=20%: LUMBER- :. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD' Structural wood sheathing directly applied or 4-4-6 oc purlins, BOT CH_ ORD 2x4 SP No.2 _ except end verticals, and 2-0-0 oc purlins (4-5-14 max.): 1-3, 4-6. —WEBS 2x4 SP.No.2 *Except*� .. BOT CHORD Rigid.ceiling directly applied Of 7-8-0 oc bracing. 1-11,7-8: 2x6 SP:No:2_ - =REACTIONS.-(lb/size)-_-11=1258/0-8-0,-8=1258/0-8-0-- Max Horz 11=41(LC 12) Max Uplift 11=-372(LC 12), 8=-368(LC 12) FORCES. (lb) -Max. Coinp./Max, Ten. -All forces 250 (Ib) or'less except when shown. ' TOP CHORD 2-3=-1535/580,:3-4=-1739/696, 4-5=-1146/500,:5-6=-1146/500 BOT CHORD 1.0-1.1=-463/978, 9-10=-579/1320. WEBS 2-11=-1408/595, 2-16=-263/883, 3-10=-907/445, 4-10=-161/525, 5-9- 579/350, 64=-513/1295, 6-8=:1226/600 '. NOTES 1) Unbalanced, roof live loads 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.,GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1).3-2-12 to 11-0-0, Exterior(2) ,,��1� ....11-0-0 to 14-0-0, Intedor(1) 14-0-0 to 22-2-0, Exterior(2) 2272-0 to 23-1-4 zone; cantilever.left and right exposed ;C-C for members ,` OL1US ( and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �� • •,• •.. • F �j� 3) Provide adequate drainage to:prevent water ponding.- G E N & s� 4) All plates are MT20 plates unless otherwise indicated. Ao V` F•••.• �� 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3,4869. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide.. will fit between'the bottom.chord and any other members, with BCDL = 10.opsf. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=1b) 11=372, 8=388. b . 8) Graphical purin. representation does not depict the size or the odentation'of the purlin along the top and/or bottom chord. ®13 r � COX p- 1OVI. •� a _ .....:.: Julius Lee PE No.34869.: -. MITekUSA, Inc. FL Cert 6634 . 690 0arke Eastllvdi Tampa FL 33610 : Date: p. _. anuary WA NING -. Verify desi 'n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with N1Tek®aonnectors. This design is based only upon parameters shown, and. is for an Individual building component, not a:truss system. Before use; the building designer must verify the applicabllity of design parameters: and properly Incorporate this design Intothe overall - building deslgn, Bracing Indicated is to prevent, buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' is always required for stability and to preventcollopse.with possible personal Injury and property damage. For general guidance regarding the . : : . bLicatjon_sto[age,-dejtve -BLecllan-aod bmcNs-seeANSIARLL QuaIltyCB-&9and-and-Component-=- _fi99�Padce EaslEly _ Safety lnfomrallonovailable from Truss Plate Institute, 2.18 N. Lee Street, Sulte 312, Alexandria, VA 22 13 4. . ' . .:. Tampa, FL 33610 : . Job Truss aTruss Type Qty Ply Daniel Marin . T16015511 5G6847 R5 .'. Roof Special 1 1 Job Reference (optional) r rooens Lumoer company, ralm eay, rL - JZ`Jab, . 6-2-8 6-2-8' T .3x6 11 . NOP2X STP o.zvu s Uec u zu i u rva r eK inausmes, inc. rvron uan r v i J:ou:ue eu r e rage r I D:hGpOG RSN4PNafg4Opy?zhLyCP lo-M57CgvfhTaewPyOmOm_vKEuFursU F2QbdJZgZbzvQKC " 15 0-0 20.2-0 23.4-0 .6-9-8 7-2-0 3-2.0 . - Scale=.1:47.3' 6x8 MT20HS = . 5x6 5:00 12 a . . = 3x8.= - ... 5x10 = 6-2-8 = 13-0-0 23.4-0 6.2-8. 6-9-8 ...... .:. 10.4-0 NOP2X STP 6x6 = .. .. rl8ie Un5eI5 tA,il-- IJ:U-a-u;U-Z-4J 14:u-J-U,U-L-4J,1/.;U-4-IZ',U-J-UJ, Ia:U-3-O,U-�-OJ : LOADING (psf) SPACING- 2-0-0_ CSI. DEFL. in (loc) I/deft ; L/d PLATES GRIP TCLL 30.0: Plate Grip DOL ` :. 1.25 TC : 0:80 Vert(LL) -0.31 6-7 >891 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC ' . 0.90 Vert(CT) -0.58 6-7 >471 240 MT20HS 187%143 BCLL .. 0.0 '._'. Rep 'Stress lncr _.:YES .WB :0.% Horz(CT) 0.03 6 n/an/a BGpL. 10.0 Code FBC20171LP12014_ : Matrix -MS Wind(LL) 0.06 7-8. >99.9.. 240 : Weight: 147 lb FT = 20% :LUMBER- :.: BRACING TOP CHORD 2x4 SP No.2 *Except* ' : p TOP CHORD .Structural wood sheathing directly applied or 4-7-16 oc purlins, 2-3,3-4: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (2-11-6_ max.): 1-2, 3-4. _ BOT CHORD' 2x4SP.No.2 .. JJ BOT CHORD Rigid, ceiling directly applied or 6 9 6 oc bracing. WEBS 2x4 SP N6.2 *Except' 1-9,5-6: 2x6:SP No.2 REACTIONS. (lb/size) 9=1258/0-8-0, 6=1258/0-8-0 Max:Horz 9=85(LC 12) -- - - Max Oplift 9=-364(LCA2), 6=-396(LC 12) FORCES. (lb) - Max. Comp;/Max. Ten. - All forces 250 (Ib) or.]ess,except when shown.'; " ' TOP CHORD 1-9=-1197/513, 1-2=--1630/614,_2-3=-1407/543, 3-4=-1194/594 _. BOT CHORD 7-8= 721/1665, 6-7=-248/524 - WEBS 14=-689/1825,2-8=7827/426,�24=-532/251,4-7=-393J911,4-6=-1188/605 -' NOTES 1) Unbalanced, roof live loads 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(?) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 13-0-0, Exterior(2) Intedor(1) for ..13-0-0 to 16 0-O, 16-0-O to 20-2-0, Exterior(2) 20-2-0 to 23-1-4 zone; cantilever left and right exposed ;C-C members forces & MWFRS for Lumber DOL=1.60 DOL=1.60 and reactions shown; plate grip •• 3) Provide adequate drainage to:prevent water ponding E N S F•••. ems, . 4) All plates are, MT plates unless otherwise indicated. �• V 5) This truss has been designed for a 16.0 psf bottom chord live load nonconcurrent with any other live loads:hpg ice! 3,4869 6) * This truss has been designed for alive load of:20.Opsf on the bottom.chord in. all areas where a rectangle 9-6-0 tall by 2-0-0 wide * will fit between the bottom chord and anyother members; with BCDL = 10.Opsf. ' :: " • :*:'� 7) Provide mechanical connection.(by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=1b) 9=364, 6=396.''(j 8) Graphical putlin- representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. go �i R N��`�. . Jullus Lee PE No:39868 .. . MiTek USA, Inc. Fl Cert 6634 East'Blvd T 6909Patke alnpa FL 33610 . Date:. . :. January 15,2019' WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Mil- 74 Deid for use only with M[Tek®73 rev. f 0/03/2015 BEFORE USE. sign val.connectors. This design is based only upon parameters shown, and. an Individual building component, not �• a:truss system. Before use; the building designer must verify the applicability of design parameters. and properly Incorporate this design into the overall building design, Bracing Indicated Is To. prevent. buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing IV dk' : : Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the : .. _...fabrLcabon-Storage d nnyerl.-erectionlf frr �scPc on wd hracbg-odsm russ.systes MDANSlrtan o„nI� CdI da,-DSB-84-and.BCSI.Buflding-Componen 6f)94Padce East Blvd Safety lnformaWnovailable from Truss Plate Institute, 2.18 N. Lee Street, Suite312; Alexandria, VA 22314. Tampa, FL 33610 Job + Truss Truss Type Qty Ply Daniel Marin T16015512 5M.847 R6 Hip. Girder 1 2 Job Reference (optional)' flbbetts Lumber Company, - I'alm tray, FL - 329U5, - 8.z40 s Dec 6 20i a MI I eK industries, Inc. Mon Jan l4 i 3:50:l U 2019 rage l I D:hGpOGRSN4PNafg40py?zhLyCPlo-gHhatFgJ Eummi 6zyyTVBsSRPhFIh_XwlrzJN6l zvQKB 6-0.0 11-0-0 16-2-0 20.4-0 6-070 p 5-0-0 5-2-0 4-2-0 5x8 = 44 = Scale=.1:43.2 b r; NOP2X STP Bx8 = 7x8 = 8x8 = N002X STP = 3x8 MT20HS 16 3x8 MT20HS I I 6.0-0 11-0-0 16.2-0 -- - 20-4.0 :'6-0-0 5-0-0 5-2-0 4-2-0 Plate Offsets (X.Y)-- f3:0-5-12.0-2-81. T5:0-2-12.0-1-121. f6:0-4-8.0-2-41. r7:0-1'-12.0-4-121. f8:0-4-0.0-5-01, f9:0-4-0,0-4-81, f10:0-4-4,0-0-81 - .. . LOADING (psi) SPACING- 2-070 : CSI. DEFL. in (loc)' I/defl : Ud PLATES GRIP TCLL :30.0 ' Plate Grip DOL 1.25 TC -0.86 Vert(LL) 0.12 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL '1.25 BC 0.52 Vert(CT) . -0.21' . 8-9 >999 240 MT20HS 187%149 BCLL . . 0.0 '.- Rep Stress In& _ ..NO WB . 0.84. . Horz(CT) . 0.03 . 6 We • n/a: BCDL. 10.0. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 8-9 >99.9__ 240 Weight:317lb Fr 20% LUMBER- : ... _ BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD' :' Structural wood sheathing directly applied, except end verticals, and BOT CHORD_ . 2x6-SP DSS 2-0-0 oc purlins (5-6-0 max.): 3-4. _ ----WEBS- 2x4:SP No.2'Except' _ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.- . .. 1-10,5-6: 2x6 SP:No:2 -REACTIONS:--:(lb/sizey-10=6319/0-8-0,-6=8502/0-8-0-= - •-• = —'-- ---- - -- - -- - - -- - - - - - -- --- - — Ma)(Horz 10=153(LC 8) Max: Uplift 10=-1973(LC 8); 6= 2662(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. --'All forces 250 (Ib)-or less except when shown. . TOP CHORD 1-2=-7937/2452, 2-3= 6899/2189, 3-4=-4340/1440, 4-5=-4742/1510, 1-10=-5B39/1834, 5-6=-7122/2266 BOT CHORD 9-1 0=-255/30 1, 8-9=-2346/7235, 7-8=-1973/6277 WEBS 2.9=-431/898, 2-8=-1304/503,'3-6=-1447/4747, 3-7=-3241/1030, 4-7=-583/1494,. 1-9=-2229/7413, 5,7=-2066/6645 NOTES- 1) 2-ply truss; to be connected together with 10clJ0.131 "x3") nails as follows: as at at 0-9-0 oc. r �{Il is l l/it�.,, 2 rowsow Bottttomords cho chords connected as follows: 2x6 staggeredo at 0-6 0 oc. Webs LIUS �. JV • F� �j� connected as follows: 2x4 - 1 row at 0-9-0 oc. All: loads to if front back in the LOAD CASE(S) Ply to ,%�� : . .. • • • E N •� o0 2) are considered equally, applied all plies, except noted as (F) or (B)face section. �. :�G S V F_ •••.� o0 ply connections.have been provided to, distribute only loads noted as:(F) or (0), unless otherwise indicated. �� .•• 3) Unbalanced roof live loads have been considered for this design. N 3,4869 •• i 4) Wind: ASIDE � E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCD4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eavesoft;'Cat. ' � - . •• .. ' 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 - •. 5) 'Provide adequate drainage toprevent water ponding. 6) All plates are MT20 plates: unless otherwise indicated: 7) This truss ha's been designed for a 10.0 "psf bottom chord live load nonconcurrent with any other live loads, ' 8) This truss has been designed for a live load of 20.Opsf on the bottom chord.in all areas where a_rectangle 3-6-0 tall by 2-0-0 wide' will fit between'the'bottom chord and any other members. %Tc� �•:• �� �j� R ; '-`�j 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s):except at=lb) • .. ,�0 101 Graphical purlin resentation does not depict the size or the orientation.of the urlin aloe the to and/or bottom chord. P P P P P 9 P• 11) Hanger(s) or other connection devic6(s)'shall be provided sufficientto'support concentrated load(''§) 241 Ib down and 108 lb up at 1-0-12, 239 Ib down and 110 Ib up at 3-0-12 '1461 lb down and 461. lb up M 5-1-8, 1461- lb down. id 461' Ib up at 7-0-12 1464 Ib Julius Lee PE No.34869: down and 461 lb up at 9-0-12, 1461 lb down and 461 lb. up at 11-0-12, 1461 lb down and 458 lb up at 13-0-12, 1617 lb down and MiTek.USA, Inc. FL Cert 669 519 lb up at 15-1-4, and 1617 lb down and 512 lb up at 17-1-4, and 1617 lb down and 504 lb up at 19-1-4 on bottom chord. The 6904:PKe East Blvd. Tampa FL 33610 : design/selection of such connection devices) is the responsibility of others. ate.: :.:. January 15,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mffek® connectors. This design is based only upon parameters shown, and, Is for an individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters; and properly Incorporate this design Intothe overall building design. Bracing Indicated Is to. prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW: is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the :.: . ologe-dellyety. erection andra hclog.of trusses -and truss systemsaaeAySUMLQuality-Cdtsda, DSB.69.and-BCS1.9ulldtng-Component-- asLBJvd_ Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL -33610 Job Truss Truss Type Qty Ply Daniel Merin T16015512 506847 R6 Hip, Girder 1 2. Job Reference (optional) A.WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev, 1010312016 BEFORE USE. : - Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and, Is for an Individual building component not a truss system, Before use; the building designer must verify the applicability of design parameters, and properly Incorporate this design intoo the overall building design. Bracing Indicated is to. prevent, buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW . Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the : . , . abdcotIon storage delivery erectionand.bracing of t ssAg and truss systems seeANSV.Mil_000]Ity Cdtoda,DSB-B4-aad9CSI-BuBdtng-Componon 04Parke-East Blvd. Safety InformaHonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job IF Truss Truss Type Qty Ply Daniel Marin T16015513 5g6847 T4 : :. Flat 2 Job Reference (optional) I mloeRS LUn1Der l;ompany, t'alm bay, t-L - SLyUb, b.24U S UeQ b 2u1 B m1 I eK moUStrles, Inc. Man Jan 14 1 J:bU:11 ZUl9 rage 1 I D:hGpOGRSN4PNafg4Opy?zhLyCPlo-ITF.y5bhx?CudeGXBW BONPf_mffmVj BEu4d2weUzvQKA 220 . . . . . 2-2-0 . . .. 2x4 11' Scale = 1:13.3 . 2x4 114 4° 3 NOP2X STP= 3x4 = 220 2-2-0 LOADING (psf) SPACING- 2-0=0 CSI. :DEFL. in (loc) • I/defl Ud . . . .... PLATES : GRIP TCLL 30.0 'Plate Grip DOL 1.25 - TC 0.08 Vert(LL) -0; 00 4 >999 360 MT20 244/190 ,- TCDL 15.0 Lumber DOL 1.25 BC . 0:03 Vert(CT) .'-0.00 3-4 >999 240 ; BCLL 0.0 Rep Stress !nor YES WB 0.00 " Horz(CT) -0.00 " 3 n/a rda BCDL . 10.0 ... Code FBC2017/TP12014 Matrix -MP... Wind(LL) . 0.00'. 4 "" _240 Weight: 15lb. FT.=20% LUMBER- BRACING- - TOP CHORD- 2x4 SP No.2TOP CHORD 2-0-0 Do purling: 1-2, except end verticals: BOT CHORD'. 2x4 SP No.2 BOT CHORD' Rigid ceiling directly:applied or.10-0-0 oc bracing.. WEBS I 2x4 SP No.2 *Except* 1-4i 2x6 SP No.2 - — -:- - REACTIONS. (lb/size) 4=99/0-8-0, 3=99/Mechanical_ " - - -- 7Max-Uplift-4=-34(1_&8); 3=-34(L-C-8)-_- FORCES.: (16)'- Max. Comp./Max. Ten._- All forces.250 (lb) or less except when shown. ..... NOTES ". - . .. 1) ;Wind: ASCE 7-10; Vdlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. 11; Exp C; Encl., "GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60. 2) Provide adequate drainage to prevent water ponding. 3) "All, plates are MT20 plates"unless otherwise indicated: 4) This truss has been designed for. a 10.0 psf bottom chord live load nonconcurrent with any: other live loads. 5) . This truss has been designed for a live. load of 20.Opsf on the bottom.chord in all areas where a rectangle 3-6-0 fall by 2-0=0 wide - will fit between the bottom chord and any other members. ' 6) Refer to.girder(s) for truss to truss connections. bearing capable ���11.111//��� 7) Provide mechanical connection (by others) of truss to plate of withstanding 100 lb uplift at joint(s) 4, 3.. 8) Graphical representation does not depict the size -or the orientation of the along the top and/or bottom chord. ���• L1lJ S purlin purlin •" .3,4869 ':• �Z . " .0s i�i, .G R VO.p'••�, ....... _ :.: Jullus Lee 1E No.34869:: . MITek USA, Inc. FL Cert%634 6904-Patke'East'Blvdi Tampa FL 33610 , ... Date: .. ... ...... January 15,2019 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 1010312015 BEFORE USE. . . Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and. is for an Individual building component, not ° o:truss system. Before use; the building designer must verify the pppllegbility of design parameters: and properly incorporate this design Into the overall building design, Bracing Indicated is to. prevent.buckiing of Individual truss web and/or chord members only. Additional temporary and permanent bracing T Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ie fabrication. storage. del[very, erecffon and bracing of toL%Ias and busssystemasaeANSMI]-Gualfty-CrBodo DSB.84_and.BCSl.BundNp-Component 6904 Parke East Blvd, Safety Informanonavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312: Alexandria, VA 22314. . ' ' Tampa, FL 33610 Job 1► Truss Truss Type Qty Ply Daniel Marin T16015514 50E847 V1- Valley 1 1 Job Reference (optional) I IDDetIS Lumoer company, i-aim bay, rL - 3zyUb, b.Z4y S UeC b ZUl b m1 I eK Inausines, Inc. mon Jan 74 l3:ou:lz zui a rage 1 ID:hGpOGRSN4PNafg4Opy?zhLyCPlo-mgpKlxiZmVOUGQ6L3uXcytW s1241SeU2JHoUAwzvQK9 4108 4-10-8 . . . . . Scale = 1:12.9 2 3 2x4 2x4 II I LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in (loc) 'I/defl Ud PLATES. GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20: , : 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 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 . 10:0 ,_. Code F13,C20171TRI2014 Matrix-P... E Weight: 16lb FT=20% - LUMBER- . BRACING- .... TOP CHORD 2x4 SP No.2 TOP CHORD Structural Wood sheathing directly applied oY 4-10-8 oc purlins, BOT CHORD 2x4 SP No.2 -except end verticals: WEBS 2x4 SP No.2 BOT CHORD : Rigid ceiling directly.applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=219/4-9-14, 3=219/4-9-14 Max Horz,1=89(LC.12) _ --- -- - —•-------^Max Uplift 1=-47(LG=12)r3=-85(LG 12)--=-- — ----- FORCES.-. (lb) - Max. Comp./Max. Ten.- All forces 250 (lb) or less except when shown NOT,ES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L-24ft; eave=9ft; Cat. II; Exp C; Encl.,:GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1. to.3-9-1, Interior(1) 3-9-1 to 4-8-12 zone; cantilever left : • " and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires: continuous bottom chord bearing. . 3) :This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any. other live loads. 4) ' This truss has been.de.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. betweenthe bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. �11111//� L�U S ' No . 3486-9 • ...... ....... Julius Lee PE No.34860 .. _ MITek,USA, Inc. FL Celt 6634 . 6904TA6 Easf Blvd: Tampa R.33610 : ' Date: JanuaxY15,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. � Design valid for use only with WekO connectors. This design Is based only upon parameters shown, and. Is,for an individual building component not a;truss system. Before use; the building designer must verify the applicability of design parameters; and properly Incorporate this design Into, the overall pp building design, Bracing Indicated is to, prevent, buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW . Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _Storage d Ilvejy erection and bradng_nf toussessmdltusssystems,:seEANSVJPA GualBy-Crltedo DSB.B9"and"BCSLBunp" OdlComponent". d. Safety Infonnatlonovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job :r Truss Truss Type Qty Ply Daniel Marin T16015515 5"847 V2 Valley i 1. Job Reference (optional) I ibbetts LUmbef Company, Palm bay, I-L - 3Z`JUb, tf.z4u s Uec b zui t5 mi i ex inausirles, Inc. man -Jan 14 i j;ou; i e eu i v rage r I D:hGpOG RSN4PNafg4Opy?zhLyCPlo-mgpKlxiZmVOUGQ6L3uXcytWx926cSeU2JHoUAwzvQK9 2108 2-10-8 Scale = 1:8.8 2 .. j 2x4 _II 5.00 FiF a a 0 2x4 .. 2x4..1 i . 1. .. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a • 999 MT20 244/190 TCDL 15.0: Lumber DOL 1.25 BC : 0.04 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 . 10:0 ... Code FBC2017/TP.12014 Matrix P :.. Weight: 9 lb FT = 20% LUMBER- BRACING - TOP -CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-10-8 oc purlins, BOT CHORD . 2x4 SP No.2 -except end verticals: WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing..... REACTIONS._. (lb/size) 1=109/2-9-14, 3=109/2-9-14 Max Horz 1=45(LC,12) =-23(L-C 12)0=-42(LC-12) — - =— - ---- -=- — "" - --- . -... -- --- - FORCES.. (Ili) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when:ehown. NOTES- 1) Wind: ASCE 7-10; Vult='160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=9ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed,C-C for members and .' .. , forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires: continuous bottom chord bearing: 3) :This truss has been designed:for. a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. . ���urrr lu s •'; 34869 . :. �. . .. J.' • ..... ........ O .� •. ...... 'e�� S: R •' C�` ... �N A1-. Julius Lee. PE No.34869 . MiTek 11SA, Inc. FL CeIt.6634 . 6904 Parke Fast Blvd: Tampa FL 33610 Date: January 15,20 9 ' WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and, is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parometers:anci properly Incorporate this design into, the overall - bullding design, Bracing Indicated is to, prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . , _-fabricatlon31=0 delivery erection and brociDg-oL[usses-and.trusssystems:seeANSIpPU-Quality.CAterla, DS9-89-and9CSLBuOding.Componan M iTek� : . e-FasLBL'd:— Safety Informatbmvollable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. ' ' .. ' . .:. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center late on joint* unless x, � �4 p j y - offsets:are indicated. 6-4-8 dimensions shodn !n ft-in-sixteenths (Drawin s not-tascale) g Failure to.Follow Could Cal Damage or Personal Injury se' Pro ert P y ....... Dimensions are in ft-in-sixteenths.... Apply plates to both sides of truss: pp y P 1 ! : 2 3 1 Additional stability bracingfor truss syste , e.g. and fully embed teeth.: -TOP CHORDS : i :... diagonal of x bracing, is lways require See BCSI. ... �, , :: 0' W. �.. ctz• cz-s ! 2. Truss.bracing must be designed by an a gineer.:For WEBS wide truss spacing; individual lateral bra may:require bracing, or alternative Tor I es themselves : _ . - :0 c N3� O �� N ��� .! cr bracing should:be:considered. �! I. .0 3 ev r ex ee the de ' n to show brace and never:. trusses. a. • . : : stack materials on inadequately quately . , .. . R 4.: Provide copies of this truss design to;the,building :: :.: - For 4 x 2 orientation, locate cT8 : c6-7 r c", � BOTTOM CHORDS BO ! designer, erection supervisor, property 9 P, P P . Y ; all other interested • ner and plates 0-11,b" from outside 1, `_ parties. edge of truss.. . . 8 7' i 6 i 5 . j 5. Cut members to bear tightly agdinst each other: I` , ,. .... 6 Place plates on each face of truss ate ch. This Symbol indicates the.. :: JOINTS ARE: GENERALLY NUMBEREDAETTERED:CLOCKWISE:. :: joint and embed fully. Knots:aridwane tjoint : required direction of slots.irr : AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO .. locations are regulated by ANSI/TPI 1. Connector plates, THE LEFT. 7. Design assumes trusseswill'be suitably p otected from Plate. location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TP 1. software or upon request. NUMBERS/LETTERS. , I: 8. Unless otherwise noted, moisture conte of lumber ! shall 9 time o fabrnot an . PLATE SIZE : • PRODUCT CODE APPROVALS � I 9 Unless.expressly esslnoted, this desi n is applicable for . • CCReports:use I ES with fire retardant, preservative trea eor green lumber. The -first dimension is the: plate width measured perpendicular X ` ' : - ESR-131-1, ;ESR-1352; ESR 1988� ; 10. Camber is a non-structurai consideratio responsibility of truss fabricator. General and'is fhe practice is to to slots. Second dimension is, ER-3907, ESR-2362; E$R=1397,i ESR-3282 .. c er for dead d deflec ' camber load the length parallel to slots. :.. .. 1 I. -deflection. 11 : Plate type, size, orlmum Coln location a imensions .. d;c in ted.ae m .pain t grequirements. � ... . LATERAL BRACING LOCATION 12, Lumber used shall be of the spec!es:an size, and. • Indicated by symbol shown and/or by. text in the -bracing section Of the . Trusses are desi ned for wind: in the lane of the :: g .. plane truss unless otherwiseshownc - in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins . rovided at output. Use T or, I bracing ::: j spacing indicated:on design:::: if indicated. Lumber design values are in accordance:with ANSI/TPI 1 section eS@ rUSS designs rely. on,lumber er ValU2S t' 6 3 These t mb 14 tt c a a • Bottom chordsrequire lateral bracing or less, if no ceiling is installed, unless oth. acin . 10 ff. spacing, rwise noted._. BEARING established by others i . Indicates location where bearin s' ... .. . , . .. g.: (supports) occur. Icons vary but `. !: �: - ©20� 2 MITekO All Rights Reserved .. lb: C onnections not shown are the respohsi .... . .. - � 16. Do not cut or alter truss memberor plat approval of on engineer. . 'ility of others. without prioi reaction section. indicates joint number where bearings occur. 17. Install and load vertically unless indicate otherwise. Min. size shown is for crushing only. 18. Use.of.green or treated lumber may pos unacceptable ' environmental,: health or performance ri a ks: Consu It with''. project engineer before use,.,. Industry.Standalyds:, ANSI/TPI1: National Design:Specification'for Metal - i 9. Review all portions of this design (front, t ack, words Plate Connected Wood Truss.Construction. :. and pictures) be e:use. Re ' ng pic for view! u one res al DS8;89:: Design, Standard for Bracing.' : l ..� is not sufficient. BCSI: Building Component Safety Information, : ;.. r M i 20; Design assumes manufacture in accordance with Guide to Good Practice,for Handling, Te. ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate " t Connected Wood Trusses. MiTek Engineering Reference Sheet. NIII-7473 rev.; TO/03/2015 ;'