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HomeMy WebLinkAboutTruss\z .� Gil SON ■A� ■ — — EA■�-��� EJ71 I\� ER �ISVIr f�\i'.7 V s Ir r Ir :.. N s I, s I s L s IL s l s l s l �I►�'�I: s I s I s I s i I ! I I� I well ( E 7 1,211" IS U.N., WIN,-\� ■\- I -_Ln ��_\■ ■ , ® �� ■ - �\- -\■ - I ��I �■�I... .1, 1I ' I 'II,■c - �' I�!I awl• ��{I���i� .i� J\■ ■ 4" ■ RECEMD NOY 14 206 Permitting Department St. Lucia County Hatch Legend 8'-1"A.F.F TRUSS END DETAIL 12 PLUMB CUT CANTILEVER 51-- 6.1116" 1EEL HEIGHT r-a, HANGER LEGEND • - ALL 2x HANGERS SHOWN ARE HTU26 UNLESS NOTED OTHERWISE • - ALL 4x2 FLOOR HANGERS SHOWN ARE HHUS46 UNLESS NOTED OTHERWISE _ MAIN WIND FORCE RESISTING SYSTEMIC-C HYBRID WIND ASCE7-10 ENCLOSED EXPOSURE CATEGORY C OCCUPANCY CATEGORY 11 ' WIND LOAD 170 MPH 'TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH ANY OTHER LIVE LOADS ROOF LOADING FLOOR LOADING TCLL: 20 PSF TCLL: PSF TCDL: 15 PSF TCDL: PSF BCDL: 10 PSF BCDL: PSF TOTAL: 45 PSF TOTAL: PSF DURATION: 1.25 DURATION: CAUTIONM DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSC1431 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (10. -SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders Flrst8ource. NO EXCEPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. TRUSS CONNECTION LIST Q PRODUCT 6 LUS26 HTU26 HTU28 1 HHUS26-2 HGUS26-2 HGUS28-2 HGUS28-3 BUILDER: TNT BLDRS RES: N/A MODEL: NIA ADDRESS: ARAPAHOE LOT IBLOCK: CITY: FORT PIECE COUNTY ST LUCIE CO DRAWN BY: JL JOB 11 : 2103091 DATE: 10103N9 SCALE: NTS REVISIONS: 1. CHANGE BEAM HEIGHTS 10110/19 2. 3. 4. IMPORTANT This Drawing Must Be Approved And Returned Before Fabrication Will Begin. For Your Protection Check All Dimensions And Conditions Prior To Approval Of Plan. Ln MA;MOM SIGNATURE BELOW INDICATES ALLrC}Snl ryr�e NOTES AND DIMENSIONS HAVE r st ou V ABEEN ACCEPTED. 701 S. KINGS HIGHWAY Ii - {I J . FORT PIECE, FL 34945 By Dale �1 Ph. (772) - 4615475 IV FILE COP' Lumber design wall es are in accordance with ANSI/TPI 1. section 6.3 These truss, designs .rely on lumber..values established by others. i i MiTek RF O RE 20103091-TNT = . ,�OV nc. _. Per... 4 ?419 :: I Mi Tek USA, I qr Site Information: �/tTampa, East Blvd. 6 04 P St 9 o mpa, F1_ K610-4115 Customer info:.TNT BLDRS Project Name: Model: Lot/Block: Subdivision: a Coun(y ent Address: ARAPAHOE STREET,. City: FORT PIECE: State: FL Name Address and License,#:of Structural Engineer of Record, If there is one,.for the building. License #: .. Name:; . Address: ......... City: State: General Truss Engineering Criteria' & Design. Loads (Individual_ Truss Design Drawings Show Special Loading -Conditions):_-, i:. :Design Code: FBC2017/TP120144 Design Program: MiTek 20/20 8.2 Wind Code:. ASCE:7-10 Wind Speed: 170 mph Roof Load: 45.0 psfq. Floor Load:. N/A psf This package includes 48 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. " No: Seal# russ ame :Date: No. Seal# :Truss' Name:.:Date- •. 1 T18336968 - Al 10/10/19 23 T1 8835985: C8 1:0%10/119 2: T18335964 A2 ... 10/10/19 24 : T18335986 C9. ; . 10/10/19 ; ; 3 :. T18335965 A3 10/10/19 25. . T18335987 CJ1 .. 10/10/19.. 4. 718335966 A4 10/10/19 26: 718335988 CJ3 10/10/19 5 T1833596.7 A5. 10/10/19: 27 T18335989: CJ5 •10/10/19 .6 T18335968 : A6 10/10/19 28 T18335990. CJ31 10/10/19 7 T18335969• A7 10/10/19 29 T18335991 CJ51 10/10/19 8 T18335970 A8 : ; 10/10/19 30 :: T18335992 D1=:: 10/10/19 9 :..T18335971 A9 10/10/19 ,31 T18335993 D2- 10/10/19 :.-.: 10. ..71.8335972 A10 . 10/10/19 ; 32 :. - T18335994 D3 - .: - . ..: 10/10/1,9 -•11 T18335973 : B1 •10/10/.19 33 T18335995: EJ1 :10/10/19 12 T1833597.4 B2 10/10/19,34 T18335996 EJ5 1.0/10/1:9 : 1$.T18335975 B3 .. - .... .10/10/19 35 ... T18335997 EJ7. • - . - .. 10/10/19 , .. ... ,- .. . . 14: T18335976 B4 _ :. 10/10/19. 36, T1.8335998 EJ21: - 10/10/19 :. 15- • • •T18335977 B5 10/10/19. 37.... T18335999 EJ22.10/10/19' - - ..16 . T18335978 . C1. _10/10/19, 38 T18336000 . EJ71 10/10/19 17 T18335979 C2 10/10/19 39 T1 8336001: 'EJ72 10/10/19 18 T18335980, C3 10/10/19. 40 T1 8336002. G1 -10/10/19 19 : 718335981 C4 :: 10/10/19 41 ; : T18336003 'HJ5. 10/10/19 ::.:: • : . 20: . T18335982 C5 • . 10/10/19 42 ' T18336004 HJ7 : ::. 10/10/19 21, . T18335983 C6 10/10/19 43 : ; • T18336005 HJ71 10/10/19 - 22 T18335984 CZ :10/10/19: 44 T18336006 .V1 :. 10/10/19 The truss drawing(s)referenced above have been re ared b ER ,P.,� Y P s P p.. •��GENS•%�,,, MiTek�U8A, Inc. under m direct.su envision based on the. ammeters provided by Builders FirstSourcc -Plant City. ;:• • No 22839. '� Truss Design Engineer's Name: Finn; Walter:: J. My -license renewal date for -the state of Florida is.February 28, 2021: .. ' IMPORTANT NOTE: The seal on these trus$ component designs is a dertification � ; STATE OF 00 that -the engineer named is; licensed.in:the jurisdiction(s)•identified and that the f .T • +�? P designs comply with ANSI/TPI 1: These designs are based Upon'parameters �� FS O R'1 shown (e.g:, loads, supports; dimensions, shapes and design codes), which were given to MiTekor:TRENCO. Any project: specific information included is for.MiTek's or .. TRENCO's customers.file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified.the _ WalterR'FnnpENo;22839 applicability. of the design parameters .or the designs for. any particular building. Before use,: MiTek 11Sll,;lnc fL GO 663A tfie.building.designer should.verify applicability of design parameters and properly:... 6904_ParlieEast BlvdiTBmpafl93610 incorporate these. designs into the overall building design per ANSI/TPI. i , Chapter 2: Date:; October 10,2019.:: Finn, W alter ...... F . - : � 1 �� FILE . .... RE: 20103091-TNT - Site Information: Customer Info: TNT BLDRS Project Name: . Model: . Lot/Block: . I Subdivision: . Address: ARAPAHOE STREET,. City: FORT PIECE State: FL No. Seal# Truss Name Date 45 T18336007 V2 10/10/19 46 T18336008 V3 10/10/1'9 47 T18336009 V4 10/10/19 48 T18336010 V5 10/10/19 2 of 2 Job Truss Truss Type r 1 y Y T18335963 20.103091-TNT Al - ROOF SPECIAL 1 1 Job Reference (optional) umaurs ruscauurua, run rracn, r...... +� , o.. „ ..,., �..... ......... .....- ..._. ..._ . _ ID:P ;;q GoIf3aThkEwERV6zC114-7xIpIGi09inTBnVovkmR'bpnwwHt12c3LbffIZSy sUh -0, 6-5-4 it-2-8 15-11-12 20-9-0 23-2-0 29-10-0 34-0-0 i-39-8-0 4p-9.1i0 44-5-0 4$�0 1-8-0 4-9-4 4-9-0 2-5-0 6-8-0 4-2-0 5-8-0 -1-1 3-7-6 O.8.0 5x6 = Scale = 1:84.1 4x10MT20HS i4x6 5 4X6 4 3: 5.00 12 5x6 8 7 3x4 28 6 21 20 22 10x16 MT20HS = 4x6 4x6 29 9 5x6 10 5x6 Special 5x6 = 2x4 II "'A11.12 13 23 6x8 � 1 . 2WX2 24 7x10 � 14 1 2 6x12 MT20HS %. 4.0012 o5 6x8- 18 17 V16 15 0 % _ 3x6 — 26 2x4 II - BX14 MT20HS = ST1.5x8 STP = 5x6 = ST1.5x8 STP = 6x8 = . Special 12x14 i 1-8-0 -0- 6-5-4 11-2-8 15-11-12 20-9-0 23-2-0 29-10-0 34-0-0 39-8-0 4 0 44-5-0 4-9-4 4-9-4 4-9-4 4-9-4 2-5-0 6-8-0 4-2-0 - 5-8-0 0 4 0 4-5-0 0-8-0 Plate. Offsets (X,Y)-- [3:0-2-4,0-1-8], [4:0-5-0,Edge], [7:0-1-8,0-1-12], [10:0-3-0,0-3-0], [16:0-3-8,0-4-4], [17:0-4-0,0-4-0], [19:0-5-8,0-5-4], [20:0-1-2,0-2-4], [25:0-5-0,0-2-8], 126.0-4-12 Edge] LOADING (pso SPACING- 2-0-0 CSL DEFL. in (loc) Weil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL _ 1.25 TC ' 0.55Vert(LL) --0.65 21-22 >700 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -1.47 21-22 >310 .240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.96 16 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.85 21-22 >538 240 Weight: 282lb FT=20% LUMBER-, BRACING-. TOP CHORD 2x4 SP M 31 `Except" TOP CHORD - Structural wood sheathing directly applied or 2-4-3 oc.purlins, except 12-14,10-12: 2x4 SP No.2 end verticals. BOT CHORD 2x6 SP M 26 'Except' BOT CHORD Fligid ceiling directly applied or 4-10-6 oc bracing. 1-26: 2x4 SP No.2, 0-18: 2x4 SP No.3, 15-18: 2x6 SP No.2 WEBS 1 Row at micipt 2-25, 7-20, 11-17 WEBS 2x4 SP No.3 'Except*, 2-26i 2x6 SP No.2, 2-25,7-21: 2x4 SP No. 1, 8-20: 2x4 SP No.2 REACTIONS. (lb/size) 26=1831/0-8-0, 16=2206/0-8-0 "' Max Harz. 26=291(LC 12) Max Uplift.26=-667(LC 42), 16=-862(LC 9) Max Grav 26=1831(LC 27),.16=2206(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-446/206, 2-27=-5844/3219, 3-27=-5721/3220, 3-4=-7903/4314, 4-5=-7857/4322, 5-6=-79133/4371, 6-28= 6961/3733, 7-28=-6886/3744, 7-8=-3989/2247, 8-29=-3989/2220, 9-29=-4087/2200, 9-10=-3725/2041, 90-11=-2072/1032, 11-12=-942/623 BOT CHORD 1-26=-218/455, 25-26=-289/11.8, 24-25=-3170/5627, 23-24=-4186/7645, 22-23=-418117663, 21-22=-4103/7721, 20-21=.-3313/6651, 19-20=-1786/3608, 9-19=-574/448, 16-17=-509/839, 15-16=-540/864 WEBS 2-26=-1563/1116; 2-25=-2936/5391, 3-25=-928/626, 3-24=-974/1946, 5-24=-369/271, 6-21=-1053/736; 7-21=-2308/4508,,8-20=-1427/2693, 9-20= 85/424, 17-19==920/2061, 10-19=-880/1665, 10-17=-1633/968, 7-2o= 4444/2488, 11-16=-2032/1448, 11=17=-1619/2417, 12-15=-942/580 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph:(3-second gust) Vasd=132mph; TCDL=4.2psf;'BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; EncL, GCpi=0.18; MWFRS (envelope) and C-C.Extedor(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 23-2-0, Extedor(2) 23-2-0 to 29-2-0, Interior(1) 29-2-0 to 45-1-0 zone; cantilever left ahcl right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding., 4) All plates are MT20 plates unless otherwise indicated. 5) 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 Walter P. Finn, PE No.22939 will fit between the bottom chord and any other members. 7) Provide mechanical, connection (by others) of truss to bearing plate capable of withstanding 667 lb uplift at joint 26 and 862 lb uplift at MiTek USA, Inc, FL Cart6634 joint 16. 6904 Padre East Blvd. Tampa FL 33610 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12 lb down and 37 lb up at Date: 45-1-0 on top chord, and 44 lb down and 10 lb up at 44-3-4 on bottom chord. The design/selection of such connection device(s) is October 10,2019 the responsibility.of others. A WARNING -Verify design parameters and READ NOTES ONTHIS AND INCLUDED MIrEK 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 . T M I W 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 of trusses and truss systems, seeANSVWII Quality Criteria, DSB-89'and SCSI Building Component E 6904 Parke Eaast East Blvd... . Saf©ty Infoanatlanovailable from Truss Plate Instltute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL I Builders FirstSource, Fort Piece, FL 34945 Run: 8.240 s Feb 11 2019 Print: 8.240 s Jul 27 2019 MITek Industries, Inc. Thu Oct 10 10:12:34 2019 .Page 2 I D:PftLgXzGof3aThkEwERV6zC114-7xlplGi09inTBnVovkmRbpnwwHt12c3LbffIZSyUsUh LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-70, 8-12=,70, 12-13=-70, 13-14=-70, 1-P6=-20, 21-26=-20, 19-21=-20, 15,18=-20 Concentrated Loads (lb) Vert: 15=4(B) Jo Truss cuss Type t � y y - T18335963 EO,;♦03091-TNT Al ROOF SPECIAL i 1 1 Job Reference (optional) Q WARNING -Verify des/gn parameters and READ NOTES ON -THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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 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, ' fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSUiPII Quality Cdtrrda, DSB•89 and SCSI Bulidlnp Component 6904 Parke East Blvd.. Safety Ntortnatbnovoiloble from Truss Plate Institute, 2113 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610. Job Truss I russ I ype r ) tyPly T18335964 20403091-TNT A2 ROOF SPECIAL 1 1 Job Reference (optional) .umuers mrstoource, run riece, rt- aY �,..��. ,..��..� �.. �.. _.. ... ......... ...___.._._..-'----'-'-_- ID:PftLgjXzGof3aThkEwERV6zC114-b7sBVcjew7vKmx4_TSHgBOKOwhBhn4BVgJOr5uyUsUg it-8-0 6-5-4 , 11.2-8 15-11-12 20-9-0 23-2-0 29-10-0 34-0-0 38-9-1039-8�0 44-5-04_$�0 0 1-8-0 4-9-4 4-9-4 4-9-4 4-9-4 2-5-0 6-8-0 4-2-0 4-9-10 0-10-6 4-9-0 5x6 = Scale = 1:84.1 5.00 12 5x6 8 7 3x4 4x6 28 29 9 . . 6 5x6 410 MT201­!S i4x6 i 10 3x6 11 5 21 5x6 = 4x6 = 4x6 4 20 11 12 13 3 22 10x16 MT20HS _ b 23 4x6 % . 6x8 1 14 27 24 2 6x12 MT20HS % 4.00 1225 7x10 N r N 1 5x6 18 0 1j Io 16 15 I� `] 7x10 0 2x4 I I 5x8 = ST1.5x8 STP = 4x10 MT20HS I I - 3x6 — 28 6x8 = ST1.5x8 STP = 12x14 i 1 B-0 -0- 6-5-4 11-2-6 15-11.12 20-9-0 23-2-29-10 0- 34-0-0 39-6-0 4 -0 1 5-0 -0- 1 4-9-4 4-9-4 4-9-4 4-9-4 2-5.0 0 6-8-0 5-8-0 04 0 4-5-0 0-6-0 Plate Offsets (X,Y)-- [3:0-2-8,6-1-8], [4:0-5-0,Edge], [7:0-1-8,0-1-12], [10:0-3-0,0-3-0], [13:0-2-8,0-2-0], [15:Edge,0-3-8], [16:0-4-0,0-3-12], [19:0-6-12,0-5-0], [20:0-1-2,0-24], [25.075-0 0-2-8] [26.0-4-12 Edge] LOADING'(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.64 21-22 >713 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -1.44 21-22 >315 240. MT20HS 187/143 BCLL 0.0 Rep Stress lncr YES WB 6.86 Horz(CT) 0.95 16 n/a n/a BCDL 10.0 Code FBC2017/TP12014, Matrix-SH Wind(LL) 0.8421-22 >539 240 Weight: 278lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except` TOP CHORD 11-14,10-11: 2x4 SP No.2 BOT CHORD 2x6 SP,M 26 *Except* BOT CHORD 1-26: 2x4 SP No.2, 9-18: 2x4 SP No.3, 15-18: 2x6 SP No.2 WEBS WEBS 2x4SPNo.3'Except` 2-26: 2x6 SP No.2, 2-25,7-21: 2x4 SP No.1, 8-20: 2x4 SP No.2 REACTIONS. (lb/size) 26=1822/0-8-0, 16=2219/0-8-0 Max Harz 26=321(LC 12) Max Uplift 26=-660(LC 12), 16=-893(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-444/206, 2-27=-5806/3220; 3-27=-5684/3221, 3-4=-7844/4312, 4-5=-7797/4321, — 5-6=-7920/4370, 6-28=-6881/3730, 7-286807/3741, 7-8=-3936/2223, 8-29=-3936/2197, 9-29=-4034/2177,'9-10=-3639/1942, 10-11=-1946/864, 11-12=-347/247, 12-13= 273/190 BOT CHORD 1-26=-216/452, 25-26=-319/95, 24-25= 3225/5590, 23-24=-4241/7587; 22-23a-4235/7605, 21-22= 4156/7651, 20-21=-3365/6574, 19-20=-1747/3526, 9-19=-594/477, 16-17=-98/320, 15-16=-190/273 WEBS 2-26=-1554/1116, 2-25=-2938/5356, 3-25— 921/626, 3-24=-973/1925, 5-24=-363/271, 6-21=-1057/731, 7-21= 2341/4464, 8-20= 1409/2653, 9-20=-114/441, 17-19_ 798/1950, 10-19= 950/1663, 10-17=-1643/1021, 11-17= 970/1665, 7-20=4404/2519, 11-16=-1280/441, 12-16=-664/856 Structural wood sheathing directly applied or 2-4-6 oc purlins, except end verticals. Rigid ceiling directly applied or 4=9-15 oc bracing. 1 Row at midpt 2-25, 7-20 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;'BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to840-0, Interior(1) 6-0-0 to 2372-0, Exterior(2) 23-2-0 to 29-2-0,.Interior(1) 29-2-0.to 45-1-0 zone; cantileverleft and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) 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 othermembers. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 660 lb uplift at joint 26 and 893 Ito uplift at Walter P. Finn PE No.22939 joint-16. p MTek USA, Inc. FL Cert 6634. $904 Parke East Blvd. Tampa FL 33610, Date: LOAD CASE(S) Standard October 10,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGEMIP7473 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. M!Tek" 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 of trusses and truss systems, seeANSVIPII Quality CrNM, DSB•89 and BCSI Bu6dtng Component 6904 Parke East Blvd. Safety Informationovollable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.. . Job Truss t ty y . � T18335965 20J03091-TNT A3 ITrussType ROOF SPECIAL 1 1 Job Reference (optional) eumersrustjource,rorrriece,r-LJwe4a—1. 1. <�,� �.�,�,.,,,'..._..._. __._. ,_. ID:PftLq]XzGog3aT lkEwERV6zC114-3JPaixjHhJlBN5fA19ovgDtCE5XBWWfe2z8PeLyUsUf 1-4-0 6-6-0 11-4-0 11r8-0 i6-2-6 0 �23-2-0 29-10-0 36-9-10' 390 -8-i 44-5-0 4541 1-44-10-0 4-6-8 2�-4-6-86-11-10 2-10-6 4-9-0 0-6-0 5.00 12 3x4 6 26 5x6 3x6 5 3x4 4 3 20 3x12 MT20HS 11 5x6 25 1 ' co 1 2 2x4 i 4.00 F12 0 24 23 22 ST1.5x8 STP = 2x4 11- ST1.5x8 STP = 3x6 = 6x8 = 19 5x6 = 5x6 = 7 18 3x4 Scale = 1:82.7 4x6 27 8 Sx12 = 2x4 II 4x6 = 9 10 11 N 26 12 b � N 1 � u 5x12 0 0 16v 15 14 13 .. 35(4 11 ST1.5x8 STP = 2x4 I I .3x4 = 6x8 = 1-4-0 -0- 6-6-0 11-4-0 11 -0 16-2-8 20-9-0 25-3-8 29-10-0 36-9=10 39-8-0 4 -0 44-50 5-2-0 - 4-10-0 4 4-6-8 4-6-8 4-6-8 4-6-8 6-11-10 2-10-6 0 4 0 4-5-0 Plate Offsets (X Y)-- [2.0-2-3 1-2-81 [5:0-2-0 0-2-0] [20:0-3-0 0-1-121 [22:03-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . (loc).. I/dell Ud TCLL 2060 Plate Grip DOL 1.25 TG 0.82 Vert(LL) -0.14 ' 19 >999 360 . TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) --0.33 18-19 >999 240 BCLL 0.0_* Rep Stresslncr. YES WB 0.91 Horz(CT) 0.16 14 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Wind(LL) 0.16 .. 19 .>999 240 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 249 lb FT = 20% LUMBER- " BRACING - TOP CHORD' 2x4 SP No.2 *Except TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlihs, except 4-7: 2x4 SP M 31 end verticals. BOT CHORD 2x4:SP No.2 *Except . BOT CHORD Rigid ceiling directly applied or 5-0-7 oc bracing. 8-16: 2x4 SP No.3 WEBS 1 Row at midpt 5-22. WEBS 2x4 SP No.3 REACTIONS: (lb/size) 24=535/0-8-0, 22=1732/0-8-0, 14=1775/0-8-0 Max Horz 24=350(LC 12) Max Uplift 24=-153(LC 8), 22=-720(LC 12), 14=-802(LC 9) Max Grav 24=541(LC 23), 22=1732(LC 1), 14=1775(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-328/47, 2-25= 450/223, 3-25=-311/224, 5-6=-2529/1440, 6-26= 3185/1663, 7-26=-3088/1683, 7-27=-2127/1254, 8-27=-2229/1234, 8-9=-2292/1204, 9-28=-507/378, 10-28 507/379, 10-11=-507/378 BOT CHORD 1-24=-53/343, 23-24=-304/354, 22-23= 304/354, 19-20=-1369/24i15, 18-19=-897/2002, 17-18— 1104/2110, 8-17= 463/426„ 14-15— 254/840 WEBS 2-24=-378/485, 3-22=-457/379, 5-20=-1346/2400, 6-20=-735/533, 6-19=-106/624, 7-19=-817/16B7, 7-18==161/278, 8-18=-197/265, 15-17=-270/835, 9-17=-848/1244, 9-14=-1667/880, 10-14=-278/280, 11-14=-472/636, 21-22=-1459/841, 5-21=-1372/838 NOTES- 1) Unbalanced roof.live loads have been considered for this design. . 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 23-2-0, Exterior(2) 2372-0 to 29-2-0, Interior(1). 29-2-0 to 45-1-0 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other liye loads. 6) * This truss has:been designed fora live load of.20.0psf on the bottom chord. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 24, 720 lb uplift at joint 22 and 802 lb uplift at joint .1.4. LOAD CASE(S) Standard Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634, 0904 Parke East Blvd. Tampa FL:33610 Date: October 10,2019 ® 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 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 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 of trusses and truss systems, seeANSVIPIi Quality Cdloda, DSB-89 and SCSI Building Component. Safety Infonnationavailable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314, p. 6904 Parke East Blvd.. - Tampa, FL 33610 . Job Truss s ype e y ty lyT18335966 20403091-TNT A4 TR',USf Special 1 1 Job Reference (optional) _ ... _. ... Fur! _,..,.._ o.._.°nnn .. c,.,. BB nn'Q PA..,•° 240 c ua272n1d M' .T IM... hi— 1— Th„In In-12:M 2019 Pana1 .Builders FirsiSuurce, furl Pi-, FL 3Y945 � ,,.,,. �.��., ., � �., � � ,-.. �., . ���......_�., .. ..... ... _...- ..... _. ..___..._-, ..._. ..._ Oct__.. _ . _ ID:PftLgjXzGof3aThkEwERV6zC114-3JPaixjHhJ1 BN5fA1 9ovgDtCj5X3WW W e2z8PeLy0s0f --6-6-0 -T16-2-B 40-9-0 2-200 29-100 -10_39-1B--06 ' 95--00 40 4-It-4-0 4100 0-0 01 5-2 Scale = 1:82.4 5x6 = 5.00 12 , 7 3x4 4x6 J 6 25 26 B 5x12 = 2x4 11 4x6 = 5x6 3x6 5 18 9 10 11 .3x4 i 4 5x6 = 27 19 17 o 3x12 MT20HS I I 3 5x6 3x4 - m 24 1 d v 2 0 1 4.00. 12 5x12 19 � 2x4 % 15 14 13,. 12 � 0 23 22 21 2x4 11 3x4 = ST1.5x8 STP = 2x4 II ST1.5x8 STP= 2x4 11 ST1.5x8 STP= 6x8 = 3x6 = 6x8 = 1-4-0 -0 6-6-0 11-4-0 11 -0 16-2-6 20-9-0 25-3-8 29-10.0 349-10 37-0-0 39-8-04 -0 44-5-0 -0 5-2-0 4-10-0 4 0 4-0-6 4. 4-6-6 46-6 4-11-10 2-2-6 . 2-6-0 0 4 0 4-5-0 0-4-0 Plate Offsets (X Y)-- [2.0-2-3 1-2-8] [5'0-2-0 0-2-0] 1`19.0-3-0 0-1-121 r2l:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.14 - 18 >999 360, MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.33 17-18 >999 240 MT20HS 187/143 BCLL 0.0 ` . Rep Stress Incr YES WB . 0.92 Horz(CT) 0.17 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.17 18 >999 240 Weight: 253lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 ocpuriins, except ' 4-7: 2x4 SP M 31 end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-10-10 oc bracing. 8-15.2x4 SP No 3 WEBS 1' Row at midpt 9-13, 5-21 WEBS 2x4 SP No.3 *Except* 11-12: 2x6 SP No.2 REACTIONS. (lb/size) 23=535/0-8-0, 21=1743/0-8-0, 13=1699/0-8-0 Max Horz 23=380(LC-12) Max Uplift 23=-136(LC 8), 21= 736(LC 12), 13=-749(LC 9) Max Gram 23=541(LC 23), 21=1743(LC 1), 13=1699(LC 1) FORCES. (lb) - Max. Comp./Max. Ten.,- All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 333/11, 2-24= 450/177, 3-24=-310/179, 5-6=-2555/1472, 6-25=-3232/1753; 7-25=-3136/1773, 7-26=-2165/1289, 8-26=-2263/1269, 8-9=-2272/1221, 9-27=-306/186, 10-27=-306/186, 10-11=-306/186 BOT CHORD 1-23=-17/343, 22r23=-316/360, 21-22=-316/360, 18-19=-1455/2430, 17-18=-1002/2037, 16-17=-1175/2202, 8.16=-400/386, 13-14=-504/1188 WEBS 2-23=-378/476, 3-21=-464/392, 5-19— 1426/2424, 6-19= 744/561, 6-18=-158/645, 7-18=-881/1707, 7-17=-141/283; 14-16=-525/1254, 9-16=-593/897, 9-14=-383/284, 9-13— 1724/977, 10-13=-3B5/382, 11-13= 259/432, 20-21=-1470/875, 5-20=-1384/872 NOTES-. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 23-2-0, Exterior(2) 23-2-0 to 29-2-0, Interior(1) 29-2-0 to 44-2-4 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint.23, 736 lb, uplift at joint 21 and 749 lb uplift at joint 13.. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 869 6904 Parke East Blvd. Tampa FL 33610. Date: -October 10,2019 Q WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE'M11-7473 rev. 1010312016 BEFORE USE. WEBS 2x4 SP No.3 *Except* 11-12: 2x6 SP No.2 REACTIONS. (lb/size) 23=535/0-8-0, 21=1743/0-8-0, 13=1699/0-8-0 Max Horz 23=380(LC-12) Max Uplift 23=-136(LC 8), 21= 736(LC 12), 13=-749(LC 9) Max Gram 23=541(LC 23), 21=1743(LC 1), 13=1699(LC 1) FORCES. (lb) - Max. Comp./Max. Ten.,- All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 333/11, 2-24= 450/177, 3-24=-310/179, 5-6=-2555/1472, 6-25=-3232/1753; 7-25=-3136/1773, 7-26=-2165/1289, 8-26=-2263/1269, 8-9=-2272/1221, 9-27=-306/186, 10-27=-306/186, 10-11=-306/186 BOT CHORD 1-23=-17/343, 22r23=-316/360, 21-22=-316/360, 18-19=-1455/2430, 17-18=-1002/2037, 16-17=-1175/2202, 8.16=-400/386, 13-14=-504/1188 WEBS 2-23=-378/476, 3-21=-464/392, 5-19— 1426/2424, 6-19= 744/561, 6-18=-158/645, 7-18=-881/1707, 7-17=-141/283; 14-16=-525/1254, 9-16=-593/897, 9-14=-383/284, 9-13— 1724/977, 10-13=-3B5/382, 11-13= 259/432, 20-21=-1470/875, 5-20=-1384/872 NOTES-. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 23-2-0, Exterior(2) 23-2-0 to 29-2-0, Interior(1) 29-2-0 to 44-2-4 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint.23, 736 lb, uplift at joint 21 and 749 lb uplift at joint 13.. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 869 6904 Parke East Blvd. Tampa FL 33610. Date: -October 10,2019 Q WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE'M11-7473 rev. 1010312016 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 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 MiT®k* - 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 of trusses and truss systems, seeANSVFPII Quality Criteria, OSB-89 and BCSI BuBding Component. . 6904 Parke East Blvd. Safaty Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - .. Tampa, FL 33610 Job Truss Truss Type CRY Ply . T18335967 20,103091-TNT A5 ROOF SPECIAL 1 1 Job Reference (optional) nuioers r8sraource, run riece, rL evvya , o,. , , �..,.. , ., ,.,., _...... _ ..... _.....---...__, ...-. .. - --- -- F -- -- -- ID:PftLgjXzGof3aThkEwERV6zC114-XWzywHkvSd927FENbtJeDRPN6UgFFygoHdtyAny sUe 1-4-0 6-6-0 11-4-0 11 -0 16-2-6 20-9-0 23-2-0 29-10-0 32-9-12 37-6-0 42-0-0 44-5-04 -1 0 1-4-0 5-2-0 4-10-0 0 0 4-6-8 - - 4-6-6 2-5-06-8 ;0 2.11-10 4-8-6 4-6-0 2-5-0 -8- u, 3x4 3 3x12 MT20HS 11 26 1 2 m 0 25 24 ST1.5xB STP = 2x4 11 3x6 = . Scale = 1:82.7 5x6 = 5.00 12 '7 23 ST1.5x8 STP = 6x8 = 17 16 2x4 II 5x8 = 5x6 = 46 M\ 12 13 31 15 14 5x8 = 3x6 II 1-4-0 1-0- 6-6-0 11-4-0 11 -0 16-2-8.20-9-0 25-3-8 29-10-0 32-9.10 42-0-0 44-5-0 4-0 5-2-0 4-10-0 4 4-6-8 4-6-8 4-6-8 2-11-10 9-2-6 2-5-0 0-4-0 r9•n-9-a_1-2-8t n t0-s-n.0-2-41. fl6:0-2-8.0-2-01. 118:0-6-8.0-1-41. 120:0-3-11.0-2-81, f23:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc).. Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.23 119 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.52 18-19 >754 240 BCLL 0.0 Rep Stress Jncr YES WEI 0.98 Horz(CT) 0.27 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -Sit Wind(LL) 0.29 18-19 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except* TOP.CHORD 4-7: 2x4 SP M 31, 7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.2'Except* BOT CHORD 8-17: 2x4 SP No.3 WEBS WEBS 2x4 SP N6.3 `Except' 5-21,16-18: 2x4 SP No.2 REACTIONS. (lb/size) 14=1523/Mechanical, 25=522/0-8-0, 23=1996/0-8-0 Max Harz 25=367(LC 12) Max Uplift 14=-588(LC 13), 25=-141(LC 8), 23=-786(LC 12) Max Grav 14=1523(LC 1), 25=533(LC 23), 23=1996(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 314/19, 2-26=-435/212, 3-26=-295/214, 5-6=-3086/1876, 6-27=-4159/2406; 7-27=4064/2426, 7-28=-3013/1910, 8-28=-3108/1890, 8-9=-3428/2115, 9-29=-1862/1202, 10-29=4862/1202, 10-11=-578/454, 11-12=-655/454, 12-14=-154011027 BOT CHORD 1-25= 26/329, 24-25=-288/342, 23-24=-288/342, 20-21=-1761/2943, 19-20=71412/2704, 18-19=-1974/3383, 16-30=-832/1351, 30-31=-832/1351, 15-31=-832/1351 WEBS 2-25=-377/485, 5-21=-1757/2964', 6-21=-933/677,6-20=-383/996, 7-20=-1118/2099, 7-19= 396/644, 8-19=-532/491, 16-18= 1616/2829, 9-18=-991/1660, 9-16= 2606/1593, 10-16= 417/834, 10-15=-1297/856, 12-15=-725/1299, 3-23=-461/375,.22-23==1726/1038, 5-22=-1621/1022 . PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 271 lb FT = 20 Structural wood.sheathing directly applied or 1-7-8 oc purlins, except end verticals. Rigid ceiling directly applied or 4-2-13 oc bracing. 1 Row. at midpt 9-16, 10-15, 5-23 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph`, TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C;.Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0=0-0 to 6-0-0, Interior(1) 6-0-0 to 23-2-0, Exterior(2) 23-2.0 to 29-2-0, Interior(1) 29-2-0 to 42-0-0, Exterior(2) 42-0-0 to 45-1-0 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) 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 Mall by 2-0=0 wide will fit between the bottom chord and any other members, with BCD = 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 588,lb uplift at joint 14, 141 lb uplift at joint25 and 786 lb uplift at joint 23. LOAD CASE(S) Standard Walter P. Finn PE No.22839 - MiTek USA, Inc. FL Cart 669. 6904Parke East Blvd. Tampa FL 33610' Date: October 10,2019 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10103I2015 BEFORE USE.wit Design valid for use only with MITekfel 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. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdleda, DSB-69 and BCSI BuIlding Component 6904 Parke East Blvd.. Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 . Job Truss russ ype i + ty y T1B335968 20403091-TNT A6 T ROOF SPECIAL 1 1' - nali Job Reference o ! -1. Buuaers Firstsource, Fort Piece, FL 34945 .3 nun: 6.44u 6 v c a� ID:PftLgiXzGof3aThkEwERV6zC114r?iXK7d[XDwH SPpZBagNIeyY_uAF_P1xWHdWiDyUsUd -0 6-6-0 11=4-0 11r6-0 16-2-8 23-2-0 29-10-0 32-3-10 36-10-13 41-6.0 44-5-0 4Q-1r0 1-4-0 5-2.04-10-0 0-4-0 4-6-B 6-11-8 6-8-0 2-5-10 4-7-3 4-7-3 2-11-0 Scale = 1:82.7 5x6 = 5.00 12 7 .. 3.4 4x6 27 28 8. 5x6 = 5x6 = - 6 3x4 = - - 5x8 i 9 .. 4x6 . .3x6 % 5 29 1 12 20 13 3x4 4 5x8 I[ 3 21 19 N NI 3x12 MT20HS I! 5x6 3x4 26 1 2 2 4.00 12 O Sx12 m 2x4 o 25 24 23 17 16 30 31 15 14 ST1.5x8 STP = 2x4 I I ST1.5x8 STP = 2x4 I 4x12 = 5x8 = 3x6 11 3x6 = 6x8 = 1-4-0 1-0- 6-6-0 11-4-0 11 -0 16-2-8 20-9-0 25-3-6 29-10-0 32-3-10 41-6-0 445-0 -0- 5-2-0 4-10-0 0-4 0 4-6-a 4-6-8 4-6-e 4-6-6 2-5.10 9-2-6 2-11-0 0-4-0 Plate Offsets (X Y)-- [2.0-2-3 1-2-8] [11.0-3-0 02-4] [16:0-5-0 0-1-12] [18:0-7-12 0-0-4] [20:0-3-11 0-2-8] [23:03-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . ([cc) Udefl Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.24 18-19 >999 360; MT20 244/190 TCDL 15.0 . Lumber DOL 1.25 BC 0.81 Vert(CT) _ -0.55 18-19 >719 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.28 14 n/a - n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.3d 18-19 >999 240 Weight:271 lb FT=20% -.LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except*. TOP CHORD Structural wood.sheathing directly applied or 2-2-0 cc purlins, except 4-7: 2x4 SP M 31, 7-9: 2x4 SP No.1 end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-2-5 oc bracing. 8-17. 2x4 SP No WEBS I Row at midpt 9-16, 10-15 WEBS 2x4 SP No.3 *Except* 5-21,16-18: 2x4 SP No.2 REACTIONS. (lb/size) 14=1523/Mechanical, 25=521/0-8-0, 23=1998/0-8-0 Max Horz 25=367(LC 12) Max Uplift 14=-588(LC 13), 25=-141(LC 8), 23=-787(LC 12) Max Grav 14=1523(LC 1), 25=532(LC 23), 23=1998(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less'except when shown. TOP CHORD , 1-2=-312/19, 2-26=-433/215, 3-26=-294/217, 5-6=-3082/1881, 6-27=-4155/2413, 7-27= 4061/2433, 7-28=-3012/1921, 8-28=-3108/1901, 8-9=-3472/2168, 9-29=-1832/1206, 10-29=-1832/1206, 10-11=-659/525, 11-12=-750/520, 12-14=-1527/1045 BOT CHORD 1-25=728/328,24r25=-285/341, 23-24=-285/341, 20-21=-1760/2939, 19-20— 1413/2703, 18-19= 2009/3428, 18-30=-855/1386, 30-31=-855L1386, 15-31=-855/1386 WEBS 2-25=-377/486, 5-21=-1759/2964, 6-21=-933/678, 6-20=-383/997, 7-20=-1117/2096, 7-19=-403/645, 8-19= 590/535, 16-18=-1805/3151, 9-18=-1205/2004, 9-16=-2991/1818, 10-16= 3711754, 10-15=-1230/813, 12-15=-727/1281, 22-23=-1728/1041, 5-22=-1621/1023, 2 Rows at 1/3 pts 5-23 3-23=-461/373 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2):0-0-0 to 6-0-0, Interior(1) 6.0-0 to 23-2-0, Exterior(2) 23-2-0 to 29-2-0, Interior(1) 29-2-0 to 41-6-0, Extedor(2) 41-6-0 to 45-1-0 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) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,will fit between the bottom chord and any other members,, with BCD = 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 588.II5 uplift at joint 14, 141 lb uplift at joint 25 and 787 lb uplift at joint 23. LOAD CASE(S) Standard Waller P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6614 6904 Parke East Blvd. Tampa FL 334% Date: October 10,2019 WARNING -Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This deslgn 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 - fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSIMII Cuailty Criteria, DSB•69 and. BCSI Building Component. Tamp Parke East Blvd. Safety Informatlo availoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Tampa, FL 33610 Job Truss Truss Type 4 Qty Ply T18335969 20403091-TNT A7 . ROOF SPECIAL 1 1 Job Reference (optional) nwiaers r0smource, roa riece, rLJ4a40 1.--1. ­, 1"...,. ,.._.._.._ ._.._..._ __._ . _a_ . I D:PftLgjXzGof3aThkEwERV6zC114-?iXK7dlXDwHvdPpZBagNleyVuuAw_P. XXW HdW i DyUsUd 44-5-0 �1-4-0 6-6-0 11-4-0 11 B-0 16-2-8 20.9-0 23-2-0 i:' . 29-10-0 i 34-3-10 42-6-0 43-6-0 4y5-1,0 ` 1-4-0 5-2-0 :4-10-0 0-4 0 .4-6-B, 4-0-0 2-5-0 6-8-0 4-5-10. 8-2-6 . t-0-0 0-8-0 0-11-0 5x6 = 5.00 12 8 3x12 MT20HS 11 32 1 2!/ . 26 25 24 ST1.5x8 STP = ST1.5x8 STP = 3x6 = US = 27 5x12 = Scale = 1:86.6 15 16 14 5x6 = 3x6 11 1-4-0 -0- 6-6-0 11.4-0 11 -0 16-2-8 20-9-0 25-3-8 29-10-0 33-8-0 3-1 42-6-0 44-5-0 -0 5-2-0 4-10-0 0 4 0 4-6-8 4-6-8 4-0-8 4-6-B 3-10-0 7-10-0 1-11-0 n-4-n 0-4.6 Plate Offsets (X Y)-- [2:0-2-3 1-2-81 [10:0-2-12 0-2-81 [11:0-4-0 0-2-2] [19.0-5-12 0-3-4] [24:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . (loc). . I/deft Lid PLATES GRIP TCLL 20_.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.32 16-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.73 16-17 >541 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.29 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.31 20' . >999 240 Weight: 276 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 'Except' 8-10: 2x4 SP No. 1, 10711: 2x6 SP No.2 BOT CHORD' 2x4 SP No.2 *Except* 9-27,15-29: 2x4 'SP No.3, 28-30: 2x4 SP M 31 WEBS 2x4 SP,No.3 *Except* 5-22,17-19,5-24: 2x4 SP No.2, BRACING - TOP CHORD - Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-15 oc bracing. WEBS 1 Row at midpt12-14, 5-24, 11-17 REACTIONS._ (lb/size) 14=1555/Mechanical, 26=515/0-8-0, 24=2007/0-8-0 Max Harz 26=367(LC 12) Max Uplift 14--570(LC 13), 26=-138(LC 8), 24=-791(LC 12) Max Grav 14=1555(LC 1), 26=526(LC 23), 24=2007(LC 1) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 304/15, 2-32=-422/188, 3-32=-283/190, 5-6=-3016/1736, 6-33=-4214/2440; 7-33=-4147/2453, 7-8= 4163/2578, 8-34=-3000/1854, 9-34=-3099/1834, 9-1 0=-3691/21 9 1, 10-11— 2326/1350, 14-16=-1520/947 BOT CHORD 1-26= 22/318,25-26=-283/331, 24-25=-283/331, 21-22— 1626/2867, 20-21— 1352/2685, 19-20=-2046/3545, 16-17=-178/306 WEBS 2-26=-376/482, 5-22=-1649/2934, 6-22=-921/637, 6-21=-529/1127, 7-21=-228/305, 8-21=-1376/2264, 8-20=-389/648, 9-20=-733/608,'17-19=-1465/2682, 10-19=-711/1177, 3-24=463/378123-24=-1736/1039, 5-23=-1617/1016, 10-17=-2309/1477, 11-16=-1600/1136, 11-17=-1245/2247 NOTES-'. 1) Unbalanced, roof live loads have been considered for this design.. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 23-2-0, Exterior(2) 23-2.0 to29-2-0, Interior(1) 29-2-0 to 43-6-0, Exterior(2) 43-6-0 to 45-1-0 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) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 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 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-othermembers. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 570 lb uplift at joint 14, 1.38 lb uplift at joint 26 and 791 lb uplift at joint 24. LOAD CASES) Standard Walter P. Finn PE No.22839 MiTek USA, Iric. FL Cert 6634. 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mll-7473 rev. 1W03/2015 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 Cuatlly Criteria. DSB-69 and BCSI Building Component satmty Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. . 6904 Parke East Blvd. Tampa, FL 33610. Job russ Truss Type Qty Ply T18335970 20403091-TNT AS .- ROOF SPECIAL 1 1 Job Reference (optional) numers r-irsmource, non niece, M u4e4a ,,. ,., �..,,, , ,.y.. . ID:PftLgjXzGof3aThkEwERV6zC114-Tu5iLzm9_EPIEZOIiIMcIsVhFIV4;i 41xM EgyUsUc 45-1-0 11-4-0 11re-0 16-2-9 21-0.0 25-4-0 29-10-0 34-e-0' ,363-10 42-6-0 44-5-0 4-10.0 0 4-6-8 -4-9-e 4-4-0 4-.10-0 1-7-10 6-2-6 1-11-00-e-0 Scale = 1:81.1 5x6 = 5x8 = 5.00 12 7 8 3x12 MT20HS 11 30 2 29 28 27 ST1.5x8 STP = ST1.5x8 STP = 3x6 = 6x8 = 21 17 20 8x14 MT20HS = 14 15 13 3x6 11 3x4 = 14-0 .. 36-6-0 . 1-0- 6-6-0 11-4-0 11 -0 16-2-8 20-9-0 25-4-0 29-10-0 348-0 6-3-10 42-6-0 44-5-0 -O- 5-2-0 4-10-0 4 4-6-8 4-6-8 4-7-0 4-6-0 4-10-0 1-7-10 6-0-0 1-11-0 0-4-0 0-2-6 Plate Offsets (X Y)-- [2.0-2-3 1-2-8] [7.0-3-0 0-2-41 [8.0-5-12 0-2-8] [11'0-3-8 0-2-8] [27:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . (loc) I/deft Ud PLATES GRIP TCLL 20:O Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.26 22-23 >999 360. MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.59 22-23 >665 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) . 0.28 13 n/a - n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Wind(LL) b.33 22-23 >999 240 Weight: 262lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 8-10: 2x4 SP No. 1, 10-12: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 `Except BOT CHORD 9-21,18-20,14.16: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 *Except* 11-13,5-25,5-27 2x4 SP No.2 REACTIONS. (lb/size) 13=1521/Mechanical, 29=515/0-8-0, 27=2006/0-8-0 Max Harz 29=339(LC 12) Max Uplift 13=-573(LC 13), 29= 141(Lb 8), 27=-749(LC 12) Max Grav 13=1521(LC 1), 29=525(LC 23), 27=2006(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. = All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 299/12, 2-30=-419/184, 3-30=-280/185, 5-31= 3012/_1872, 6-31=-2913/1887, 64=4202/2595, 7-8=-3693/2409, 8-9= 3123/2023, 9-32=-3442/2254, 10-32=-3595/2244, 10-11=-2371/1.411, 13-15=-1477/916, 11-15==1427/934 BOT. CHORD 1-29=-19/315, 28-29=-281/327, 27-28=-281/327, 24-25=-1799/2863, 23-24=-1685/2989, 22-23=-2102/3427 . WEBS 2-29=-375/481, 3-27=-457/378,,5-25=-1816/2929, 6-25=-920/698, 6-24=-565/1136, 7-24=-698/1285, 8-24=-660/993, 8-23=-240/428, 9-23=517/453, 17-22=-1547/2603, ' 10-22=-536/805, 10-17=-1963/1351, 26-27=-1735/1112, 5-26=-1616/1088, 11-17=-1498/2505 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 4-1-1 oc bracing. 1 Row at midpt 17-22, 547, 11-17 NOTES-. 1) Unbalanced, roof.live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpj=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 6-0' 0, Interior(1) 6.0-0 to 21-0-0, Exterior(2) 21-0-0 to 31-4-0, Interior(1) 31-4-0 to 45-1-0 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) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 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.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. 8) Refer to girder(s) for truss to truss connections. . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 573 lb uplift at joint 13, 141. lb uplift at joint 29 and 749 lb uplift at joint 27. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Iric. FL Cert $634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 0 WARNING -Verify design parameters and READ NOTES ON, THIS AND INCLUDED MITEK REFERANCE PAGE111I1-7473 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 MIT®k� ' Is always requlred for stability and to prevent -collapse with possible personal Injury and property damage. For general guidance regarding the: fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVTPIt Qualify Crlfrada, DSB-89 and BCSI Building Component' 6904 Parke East Blvd.. " Safety Infarmationavallable from Truss Plate Institute: 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Fruss Truss Type Qty Ply • T18335971 20403091-TNT A9 ROOF SPECIAL 1 1 Job Reference (optional) eu9aers mrscaource, rorc riece, rL a4a40 —1.. — , I �,.,.. .,.,., �, �.,,.. ,.,,, _.... __._ . _a_ . ID:PftLgjXzGof3aThkEWERV6zC114-x5f4YJmnlYiaiyyG?trr31 w3iggSJcEza6cn6yUsUb 45-1-0 it-4-0 6-0-0 11-4-0 11 3-0 16-2-6 19-0-0 23-2-0 27-4-0 29-10-0 348-0 35-6-0 38-3-10 �_ 42-0-0 1.4-0 5-2-0 4-10-0 040 4-6-8 2-9-8 42-0 4-2-0 2-6-0 4-10-0 -0-0 2-7-10 4-2-6 1-11-00-8-0 Scale = 1:79.1 5x6 = 5.00 12 3x6 = 5x6 = 7 34 8 35. 9 4x6 0 0 N 31 30 29 23 225x12 = 16 11 15 ST1.5x8 STP = ST1.5x8 STP = 3x6 I I 3x6 = 6x8 = 5x6 = 3x12 MT20HS I I 1-4-0 1 6-6-0 11-4-0 11 -0 16-2-8 - 20.9-0 27-4-0 29-10.0 34-8-0 38-6-0 5-8 38-3-10 42-6-0 445-0 -0 5-2-0 4-10.0 0 0 4-6-6 4-6-8 6.7-0 2-6-0 4-10-0 -0- 2-7-10 0- -6 4-0-0 1-11-0 0-4-0 Plate Offsets (X Y)-- [7.0-3-12 0-2-81 [9.0-3-0 0-2-4] [13.0-0-8 0-1-8] [24.0-6-8 0-1-12] [29:0-3-8 0-3-01 [31:0-2-7 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.7.0 Vert(LL) -0.31 25-26 >999 360 p MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) _ -0.74 25-26 >532 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.38 15 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-SH Wind(LL) 0.4025-26 >994 240 Weight: 263lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood_sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. 24-26: 2x4 SP No.1, 10-23,20-22,16-18: 2x4 SP No.3 BOT: CHORDRigid ceiling directly applied or 3-11-7 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 19-24, 5-29, 12-17 13-15,5-27,5-29: 2x4 SP No.2 REACTIONS. (lb/size) 15=1517/Mechanical, 31=504/0-8-0, 29=2020/0-8-0 Max_Horz 31=293(LC 12) Max Uplift 15=-556(LC 13), 31=-152(LC 8), 29= 700(LC 12) Max Grav:15=1517(LC 1), 31=514(LC.23), 29=2020(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 278/31, 2-32=-398/213, 3-32=-259/215, 5-33=-2942/1841, 6-33= 2856/1855, 6-7= 2897/2004, 7-34=-5265/3237, 8-34=-5264/3237, 8-35=-3038/2092, 9-35=-3038/2092, . 9-1 0=-3296/2210,10-36=-3467/2316, 11-36=-3543/2305, 11-12= 2577/1590, 15-17=-1473/935, 13-17=-288/245 BOT CHORD 1-31= 38/295, 30-31=-255/304, 29-30=-255/304, 27-28=-293/175, 26-27=-2080/3650, 25-26=-2558/4408, 24-25=-2064/3366, 18-19=-1526/2444, 17=18=-1492/2512 WEBS 5-27=-1748/2905, 6-27=-231/361, 7-27=-1301/681,,7-26=-1454/2573, 8-26=-686/1357, 8-25— 1581/1045, 9.25=-667/1045, 10-25= 305/359, 19-24— 1567/2554, 1"1-24=-549/863, 2-31— 375/490, 3-29=-447/361, 28-29= 1752/1146, 5-28=-1619/1.112, 11-19— 867/678, 12-17=-2592/1659 NOTES- 1) Unbalanced roof live loads have been considered for this design., 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;'TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-0-0 to 6-0-0, Interior(1) 6-0.0 to 19-0-0, Exterior(2) 19-0-0 to 25-0-0, Interior(1) 25-0-0 to 27-4-0, Exterior(2) 27-4-0 to 33-4-0, Interior(1) 33-4-0.1to 45-1-0 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 3) Provide adequate drainage to prevent water.ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 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.Opsf on the:bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Referto girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 lb uplift at jbint 15, 152 lb uplift at joint 31 and 700 lb uplift at joint 29. ' LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Iric. FL Cert 66U 6904Parke East Blvd. Tampa FL 3361Q Date: October 10,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MX7473 rev. 1WOM2015 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 verity 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 MOW 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 of trusses and truss systems, seeANSVrPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.. Safety Infonmatlanavaliabie from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 . Job I russ I russ I ype City Ply T18335972 20403091-TNT A10 ROOF SPECIAL GIRDER 1 1 Job Reference (optional) cwiaers rirstSource, Fort Fiece, FL 34945 nuu: D. u 6 rru [ I <u 1u r��rn: D-4v 5.,U, �, �..,� ,,,....c. , �s� , ID:PftLgjXzGof3aThkEwERV6zC114-OHDTmfW rgTUsX8giO4NHa3x6BSBnYNCErAJYydiia 'it-4-0 6-6-0 i 11-4-0 11r6-0 17-0-0 r18.9-9i20-9-0 22-8-7 25-0-B 29-4-0 29r10-0 34-8-0 40-3-10 44-5-0_4Q�0 1-4-0 5-2-0 4-10-0 0-4-0 5-4-0 1.9-9 1-it-7 1-11-7 2-4-1 4-3-8 0-6-05-7-10 4.1 Scale = 1:82.9 6x12 MT20HS = 5.00 12 5x6 = 2x4 II 4x12 = 2x4 fl 5x6 = 6. 7 8 9 10 11 3x6 6x8 3x4 5 21 12 Special 3x4 i�- 4 5x6 = 2x4 I 22 3 722 Bxl4MT20HS= 20 13 Special 14 rn r` 4x12 .7 ^ 2x4 II 1 15 3 7x10 —' o m t 2 3x6 � 4.. 12 co 14 0 26 .. 25 24 18 17 28 16 ST1.5xB STP= 2x4 II ST1.5x8 STP= 2x4 II 5xl2 = NAILED 6x8 = 3x6 = 6x8 = NAILED 2x4 11 1-4-0 11-4-0 11 -0 17-0-0 20-9-0 25-0-8 29-10-0 34-6-0 44-5-0 -0 5-2-0 4-10-0 0 4 0 5-0-0 3-9-0 4-3-a 4-9-8 410-0 9-9-0 0.4-0 Plate Offsets (X Y)-- [6'0-3-0 0-2-4] [7.0-5-8 0-3-0] [10'0-3-12 0-2-81 [1 9'0.2-4 0-5-0] [21:0-7-0 0-5-4] [24:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TIC 0.82 Vert(LL) -0.49 20-21 >806 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BID ; 0.77 Vert(CT)- -1.11 20-21 >357 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.54 16 n/a n/a BCDL 10.0 Code FBC20171f P12014 Matrix-SH Wind(LL) 0.59 20-21 >667 240 Weight: 266 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-9-15.oc purlins, 4-6: 2x4 SP No.1, 6-10: 2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP M 26 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-24: 2x4 SP No.2, 11-18: 2x4 SP No.3, 16-18: 2x4 SP NoA WEBS 1 Row. at midpt 13-16, 5-24 WEBS 2x4 SP.No.3 *Except* 5-22: 2x4 SP No.2, 5-24,8-21,7-21: 2x4 SP No.1 REACTIONS. (lb/size) 16=1537/Mechanical, 26=468/0-8-0, 24=2067/0-8-0 Max Horz 26=246(LC 8) Max Uplift 16=-669(LC 5), 26— 156(LC 27), 24=-663(LC 5) Max Gray.16=1537(LC 1), 26=480(LC 19), 24=2067(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-333/131, 4-5=-56/278, 5-6=-3281/1089, 6-7=-3003/1057, 7-8=-9927/3293, 8-9=-4936/1750, 9-10=-4936/1750, 10-11=-3463/1255, 11=12=-3534/1224, 12-13= 221W742 BOT CHORD 22-23=-483/161, 21-22= 1600/5122, 20-21=-2240/6922, 19-20=-1029/3338, 17-28=-691/1818, 16-28=-601/1818 WEBS 2-26=-373/258, 5-22=-992/3381, 6-22=-282/1016, 9-20=-287/181, 10-20=-669/2008, 17-19= 755/2436, 12-19=-392/1279, 12-17- 1344/522, 13-16=-2150/835, 3-24=-422/269, 23-24=-1808/602, 5-23— 1595/574, 8-20=-2311/789, 8-21=-1067/3641, 7-22==3007/1038, 7-21— 1729/5498 NOTES- 1) Unbalanced roof live loads have been considered for this design., 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 6) ' This truss has been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 669 lb uplift at joint. 16, 156 lb, uplift at joint 26 and 663 lb uplift at joint 24. 9) "NAILED" indicates 3-10d (0.148"x3") or3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)'44 lb down and 63 lb up at 42-3-4, and 19 lb down and 20:Ib up at 45-1-0 on top chord: The design/selection of such connection devices). is the responsibility of others. ' :11) In the LOAD CASE(S) section, loads applied to the face of the truss are.noted as front (F) or back (B).. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634: 8904 Parke East Blvd. Tampa FL 33610. Date: October 10,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. fa,=015 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. WOW 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 of trusses and truss systems, seeANSVFPII Quality Crtterla, DSB-89 and BCSI BuOding Component: . - 6904 Parke East Blvd. Safety Informationovallable from Truss Plate Institute; 218 N. Lee Street, Suite 312. Alexandria, VA 22314. ..... ..... Tampa, FL 33610, . . Job Truss Truss Type Qty Ply T18335972 20103091-TNT A10 - ROOF SPECIAL GIRDER 1 1 Job Reference (optional) ommers nrsiaowce, ron nece, r�.avaya , , r „ . , ID:PftLgiXzGof3aThkEwERV6zCll4-0HDTmfnPVrgTUsX8giO4NHa3x6BSBnYNCErAJYy sUa ` LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-70, 6-10=-70,.10-13=-70, 13-14=-70, 14-15=-70, 1-24=-20, 21-23=-20119-21=-20, 16-18=-20 Concentrated Loads (lb) Vert: 16=-29(F) 28=-2(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'M11.7473 rev. 11V03/2015 BEFORE USE. Design valid for use only with MI1ek® connectors. This design Is based only upon parometers'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: fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdleda, DSB-89 and BCSI Bullding Component: . 6904 Parke East Blvd. Safety Informatlohavallable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. .... . ... Tampa, FL 33610. Job russ Truss Type Qty Ply T1B335973 20W3091-TNT 61 Hip Girder 1 1 Job Reference (optional) cumars ruscocurce, run riece, rL evav0 nun. o.— a i r . 41 „ y= ID:PftLgIXzGof3aThkEwERV6zC114-uTnrz7o1G9oK506KNQvJ.wU7DmW,KwD2Xi: bjr yUsUZ it-0-0 7-2-0 11-4-0 1 15-0-0 i 23-2-0 31-4-0 3%-2 45-0.0 A6-4-Q 1-4-0 5-10-0 4-2-0 3-B-0 8.2-0 B-2-0 7-10-0 5-10-0 1-4-0 Scale = 1:81.5 5.00 12 6x8 = 7x10 = 6x8 = 5 6 7 19 18 17 16 20 " 15 21 14 13' 12 22 114x6 = ST1.5x8 STP = 2x4 11 ST1.5x8 STP = 5x6 = 5x8 = 3x6 = 2x4 11 ST1.5irB'STP = 4x6 = 3x6 = 3x8 = NAILED 2x4 II 2x4 11 1-4-0 46-4-0 1-0 7-2-0 11-4-0 15-0-0 23-2-0 31-4-0 39-2-0 45-0-0 - -0 -0- 5-10-0 - 4-2-0 3-e-0 8-2-0 B-2-0 7-10-0 5-M 0 4 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in , (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip. DOL 1.25 TG 0.82 Vert(LL) -0.26 12-13 >999 360 MT20 244/190' TCDL 15.0 Lumber'DOL 1.25 6C - 0.92 Vert(CT) -0.61 12-13 >660 240 BCLL 0.0 Rep Stress Incr NO WB - 0.98. Horz(CT) 0.05 11 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-SH Wind(LL) 0.31 12-13 >999 240 Weight: 258lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc pudins. 5-6,6-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 `Except*.. " WEBS 1 Row at midpt 5-16, 5-15, 7-15, 8-13 10-14: 2x4 SP M 31 WEBS 2x4 SP.No.3 REACTIONS. (lb/size) 19=190/0-8-0, 17=2463/0-8-0, 11=1575/0=8-0 Max Horz 19=-132(LC 9) Max Uplift 19=-169(LC 27), 17=-773(LC 4), 11=-520(LC 9) Max Grev 19=261(LC 19), 17=2463(LC 1), 11=1578(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-166/383, 2-3= 74/448, 3-4=-141/872, 4-5=-352/271, 5-6=-15301742, 6-7=-1530/742, 7-8=-1972/746, 8-9=-2360/771;;9-10=-2090/597 ' BOT CHORD 1-19=-364/135, 18-19= 364/215, 17-18=-368/214, 16-17=-773/345, 16-20= 30/371, 15-20=-36/371; 15-21=-479/1747, 14-21=-479/1747, 13-14=-479/1747,.12-13=-600/2063, 12-22=-596/2061; 11-22=-596/2061, 10-11=-596/2061 WEBS 2-19=-284/294, 3-18=0/264, 3-17=-646/299, 4-17=-2032/668, 4-16=-525/1734, 5-16=-1272/495, 5-16=-585/1595, 6-15= 671/448, 7-15=-284/168, 7-13=-58/458, 8-13=-337/311, 9-11= 663/377 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.20f; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left,and right exposed; Lum. bel DOL=1.60 plate grip DO.L=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.dpsf on the:bottom chord in all areas where a rectangle 3-6-0 Mall by 2-0=0 wide will fit. between the bottom chord and any.other members, with BCDL=1,O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 19, 773 lb uplift at joint 17 and 520 lb uplift at joint 11. 7) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.1,48"x3.25") toe -nails per NDS guidlines. 8) 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): Lumbee Increase=1.25, Plate Increase=1.25 . Uniform Loads (plf) Vert: 1-5= 70, 5-7=-70; 7-10=-70, 1-10=-20" Concentrated Loads.(Ib) Vert:. 22= 57(B) Walter P. Finn PE N6.22839 MiTek USA, Inc. FL Cart 60.4 6904 Parke East Blvd. Tampa FL:33610. Date: October' 10,2019' ® WARNING - Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERANCE PAGE 11411=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 parometers.and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss and/or chord members only.. Additional temporary and permanent brocing MiT®k' prevent web Is always required for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd.. fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Cuallty CrBedo, DSB-89 and BCSI Bulldtng Component ' Tampa, FL 33610, Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .... .: ..... .: . . Job Truss Truss Type Qty Ply .. T18335974 2M3091-TNT 62 Hip 1 1 Job Reference (optional) eumers rirsioource, run riece, rL ovava- ID:PftLgjXzGof3aThkEWERV6zC114-uTnrz?ol G9oK506KNOvJwU7FyVVOwFhXRubjr_yUsUZ 1-4 0, 7 2 0 11-4-0 13-0-0 11.7-9 26-4-15 i 33-4-0 i 39-2-0 4— --2 46-4-Q • 1-4 0 5-10-0 T 4-2-0 1-8-0 6-7-9 ~ 6-9-5 6-11-1 5-10-0 5-10 5.00 F12 4x10 5x6 = 3x6 = 3x8 = 3x6 = 2x4 Sxfi I I = 4 5 6 25 7 26 8 9 Scale = 1:84'.5 co 20HS II N 2 co I6 22 21 20 29 30 19 18 31 17 32, 16 15 14 134x6 4x6 = 2x4 II ST1.5x8 STP= 3x8 = 4x6 3x6 = 3x8 = 2x4 I I ST1.5x8 STP= ST1.5x8 STP = 6x8 = 3x8.= 1-4-0 .. 46-4-0 7.2-0 11-4-0 19-7-9 26-4-15 33-4-0 39-2-0 45-0-0 45 -0 -0- 5-10-0 42-0 8-3-9 6-9-5 6-11-1 5-10-0 5-10-0 4 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.23 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.53 14-15 >766 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr. YES WB 0.88 Horz(CT) . 0.05 13 n/a n/a BCDL 10.0 -.Cade FBC2017[TP12014 Matrix-SH Wind(LL) 0.32 14-15 >999 240 Weight: 245lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except` '. TOP CHORD ' Structural wood sheathing directly applied or 3-3-3 ocpurlins. 5-7,7-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 5-20, 8-15, 5-18 12-16: 2x4 SP M 31 WEBS 2x4SP.No.3 REACTIONS. (lb/size) 22=115/0-8-0;_20=2556/0-8-0, 13=1500/0-8-0 . Max Horz 22=116(LC 16) Max Uplift 22=-150(LC 12), 20=-863(LC 8), 13=-526(LC 9) Max Grav 22=175(LC 23), 20=2556(LC 1), 13=1511(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-376/500, 2-23=-191/525, 23-24=-183/552, 3-24=-176/583, 3-4=-459/1022, 4=5=-383/1029, 5-6=-1175/979,; 6-25=-1870/1406, 7-25=-1870/1406, 7-26=-1870/1406, 8-26=-1870/1406, 8-9==1835/1415, 9-10=-2029/1420, 10-27=-2100/1487, 27-28=-2109/1481, 11-28=-2235/1470, 11-12=-1940/1182 BOT CHORD 1-22=-484/316, 21-22=484/337, 20-21=-484/337, 20-29=-349/385, 29-30=-349/385, 19-30=-349/385, 18-19=-349/385, 18-31=-534/1175: 17-31=-534/1175, 17-32=-961/1870, 16-32=-961/1870, 15-16==961/1870, 14-15=-1204/1938, 13-14=-1204/1938, 12-13=-1204/1938 . WEBS 2-22=-233/447, 5-20=-2020/1300, 9-15— 109/368, 10-15=-193/268, 11-13=-721/744, 3-20=-663/575, 5-18=-1204/1924, 8-17=-477/460, 6-18=-1085/857, 6-17=-603/922 NOTES- 1) Unbalanced. roof live loads have been considered for this design.. 2) Wind: ASCE 7-10; Vult=170mph (3-second 'gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;'Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0'to 13-0-0, Exterior(2) 13-0-0 to 21-5-13, Interior(1) 21.5-13 to 33-4-0, Exterior(2) 334-0 to 41-9-13, Interior(1) 41-9-13 to 46-4-0 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) 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 = I O.Opsf.: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint 22, 863 lb uplift at joint 20 and 526 lb uplift at joint 13. LOAD CASE(S) Standard Walter P. Finn PE N6.22839 MiTek USA,16c. FL Cert 66U 6904 Parke East Blvd. Tampa FL.33810 Date: October 10,2019 0 WARNING - Verify design parameters and READ NOTES ONTH/S AND INCLUDED MITEK REFERANCE PAGE'MIJ-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.tiuss 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, erection and bracing of trusses and truss systems, seeANSVIPII Quality CrBoda, DSB•89 and BCSI BuBding Component: . 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 T18335975 20,003091-TNT B3 Hip 1 1 Job Reference (optional) m-uers ri—auu—, ID:PftLgjXzGof3aThkEwERV6zC114-_.1Tw- QYS_ fPMv. s_ _iMgKDLdklk7f5g_g- Y_ KG- ORyUsUYA i1-4-0 6-1-5 19-3-9 26-8-15 34-4-0 40-2-11 45-0.0 A6-4-q 1-4-0 4.9-5 13-2-5 7-5-5 5-10-11 1-4-0 5x6 = 3x6 = 5x6 = 5x6 = 20 19 18 17 16 15 14 13 12 4x6 = 2x4 1 2x4 11 ST1.5x8 STP — 3x8 —_ 4x6 = 3x6 = 3x8 — 3x8 = ST1.5x8 STP = 6x8 = _ 2x4 11 Scale = 1:80.5 c? 0 m IT a 11' _ ST1.5x8 STP = 4x10 MT20HS I I 1-4-0 .. .. 46-4-0 16-1-s 11-0-0 2-0 19-3-9 26-8-ts 34-0-0 40-2-11 45-d-0 -0 -0- 4-9-5 4-10-11 -0- 7-3-9 7-5-5 7-7-1 5-10-11 4-9-5 Plate Offsets (X Y)-- [1.0-0-0 0-1-7] [4.0-3-0 0-2-4] [6.0-3-0 0-3-4] [7.0-3-0 0-2-4] [9'0-0-12 0-1-12] [11:0-1-15 1-0-41 [11:0-0-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.22 12-13 >999 360_ MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.49 12-13 >825 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.04 11 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix-SH Wind(LL) 0.29 12-13 >999 240 Weight: 236lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 •'Except TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 6-7,4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-7 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-18, 6-13, 4-16, 5.15 10-14: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 18=2693/0-8-0, 20=8/0-8-0, 11=1469/0-8-0 Max Harz 20=107(LC 16) Max Uplift 18=-935(LC 8), 20=-175(LC'24), 1.1=-524(LC 9) Max Grav 18=2693(LC 1), 20=67(LC 23), 11=1491(LC 24) FORCES.. (lb) - Max. Comp./Max. Ten. - All.forces 250 (lb) or less except when shown. TOP CHORD 1-2=-392/554, 2-21==260/593, 3-21=-248/642, 3-4=-679/1290, 4-5=-1127/877, 5=22=-1975/1399, 22-23=-1975/1399, 6-23=-1975/1399, 6-7=1873/1390, 7-8=-2068/1390, 8-24=-2078/1410, 9-24=-2137/1396, 9-1 0=-1 868/1145 BOT CHORD 1-20=-540/364, 19-20=-540/384, 18-19=-540/3B4, 17-18=-836/726, 16-17=-836/726, 15-16= 458/1127,.14-15=-993/1988, 13-14=-993/1988, 12-13— 1144/1852,. . ' 11-12=-1144/1852, 10-11=-1144/1852 WEBS 7-13=-76/367, 3-18=-757/691, 4=18=-2228/1479, 6-13=-264/140, 4-16=-1437/2283, 6-15=-486/491, 5-16=-1168/915; 5-15= 711/1076,2=20_ 126/312, 9-11=-666/645 NOTES- 1) Unbalanced roof.live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 6-1-5, Intedor(1) 6-1-5 to 12-0-0, Extedor(2) 12-0-0 to 20-5-13, Interior(1) 20-5-13 to 34-4-0, Exterior(2) 34-4-0 to 42-9-13,' Interior(1) 42-9-13 to 46-4-0 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) 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 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 935 lb uplift at joint 18, 175 lb uplift at joint 20 and 524 lb uplift at joint 1:1. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634: 6904 Parke East Blvd. Tampa FL 13410 Date: October 10,2019 Q WARNING -Verify design parameters and READ NOTES ON. THIS AND INCLUDED MfrEK REFERANCE PAGE'M11-7473 rev. laI03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This deslgn 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, erection and bracing of trusses and truss systems, seeANSVTP11 Qua1By Criteria, DSB-89 and BCSI Building Component. 6904 Parke East Blvd., Safety Infarmatlorlavallable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ..... . Tampa, FL 33610. , Job Truss Truss Type Qty piy T18335976 20$03091-TNT B4 Hip 1 1 Job Reference (optional) burners mrstbource, t-ort niece, r-L 44e40 ID: PftLgjXzGof3aThkEwERV6zC114-gsubOgplom22LKGjVrxn7vCYFJBMOABquC4gwty9sUX 11-4-0 5-8-4 , 10-0-0 IT-4 6-2-9 17-6-9 23-9-2 , 29-11-11 , 36-4-0 40-7-12 45-0-0 A6-4-Q • r-4-0 4-4-4 4-3-12 1.4-0 6-2-9 6-2-9 6-2-9 6-4-5 4-3-12 4-4-4 1-4-0 0 5x6 = 5.00 12 4 5 4x6 =I 3x8 = 5x8 6 25 7 8 26 9. 10 2x4 II 2x4 i 24 - 3 11 27 , 2x4 I I WO MT 2 12 1 1 Scale=1:82.3 !OHS II 3 ia�J ... " 4x6 = 23 22 21 20 19 18 17 16 15 14 4x6 = ST1.5x8 STP = 3x8 -- 3x8 — ST1.5x8 STP = ST1.5x8 STP = - 6x8 2x4 11 1-4-0 - 46-4-0 5-8-0 11-4-0 17-0-9 23-9-2 29-11-11 36-4-0 45-0-0 -0- 4-4-0 5-8-0 6-2-9 6.2-9 6-2.9 6-0-5 8-8-0 0 4 0 0-4-0 1-0-0 Plate Offsets (X Y)-- [1.0-0-0 0=1-71 [4.0-3-0 0-2-4] [10'075-12 0-2-81 [12.0-1-13 1-0-0] [12.0-0-12 0-1-121 [13:0-0-0 0-0-15] [14:0-0-0 0-1-121- LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.24 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL' 1.25 BC 0.95 Vert(CT)' -0.51 15-17 >793 240 MT20HS 187/143 BCLL 0.0 Rep Stress Jncr YES W B 0.82 Horz(CT) 0.07 14 n/a n/a BCDL 10.0 Code FBC2017/TM014 Matrix-SH Wind(LL) 0.30 15-17 >999 240 Weight: 242 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 ob purlins. 4-8,8-10: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at micipt 6-21, 7-1.9 13-16: 2x4 SP No.1 WEBS 2x4 SP N6.3 WEDGE Right: 2x4 SP No'.3 REACTIONS. (ib/size) 23=-131/0-8-0, 21=2875/0-8-0, 14=1427/0-8-0 Max Harz 23=90(LC 16) Max Uplift 23= 330(LC 24), 21= 1077(LC 8), 14=-521(LC 9) Max Grav 23=108(LC 9), 21=2875(LC 1), 14=1443(LC 24), FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 528l747, 2-3=-423/865, 3-24=-224/751, 4-24=-223/797, 4-5=-831/1551, 5-6=-831/1551; 6.25=-595/459, 7-25=-595/459, 7-8=-1816/1191, 8-26=-1816/1191, 9-26=-1816/1191,:9-10=-2268/1537, 10-27=-2003/1299, 11-27=-2015/1286, 11-12= 2078/1396, 12-13=-1657/950 BOT CHORD 1-23=-735/508, 22-23=-735/531, 21-22— 1278/1012, 20-21=-161/595, 19-20=-161/595, 18-19=-835/1816, 17-18=-1192/226B, 16-17=-924/1849, 15-16=-924/1849, 14-15=-1083/1761, 13-14=-1083/1761 WEBS 3-22=-469/545, 4-22= 767/917, 4-21=-939/699, 5-21=-441/435, 12-14=-1005/961, 10-17=-336%583; 6-21=-2503/1549, 6-19=-487/1605, 9-.18=-581/437, 7-19=-1523/950, . 7-18=-182/496 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,: GCpi=0.18; MWFRS (envelope) and,C-CExterior(2) 0-0-0 to 6-'0-0, Interior(l) 6-0-0 to 10-0-0, Exterior(2) 10-0-0 to 18-6-13, Interior(1) 18-5-13 to 36-4-0; Exterior(2) 36-4-0 to 45-070, Interior(1) 45-0-0 to 46-4-0 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) All plates are MT20 plates unless otherwise indicated. 5) All. plates are 3x6 MT20 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom.chord and any other members. . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding'330 lb uplift at joint23, 1077 Ib uplift at joint 21 and 521 lb uplift at joint 14. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6964 Parke East Blvd. Tampa FL 33011 Date: - October 10,2019 ' A WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE MIF7473 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 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 Indicatedisto buckling individual truss and/or chord members only.. Additional temporary and permanent bracing. MiTeW prevent of .web Is always required for stability and to prevent.collapse with possible personal Injury and property damage. For general guidance regarding the : - ... - . ' 6904 Parke East 131vd.. fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSUTPII Quality Cdtorla, DSB-89 and BCSI Bu6ding Component, Tampa, FL 33610.. Safety Infoanationovailoble from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. . Job Truss Truss Type Qty Ply T18335977 201s03091-TNT 135 Hip Girder _ 1 1 Job Reference (optional) eun0ers rusraource, ron riece, rL 04e40 ... .. ...,.. ...- __.. _ . _.._.._ --'- ' - - I D:PftLgjXzGof3aThkEwERV6zC114-12SzbogwZ4AvyU rv3YTOX71oWje27agz7spNSJyUs0 W it-4-0 4-8-0 8-0-0 11-4-1 17-3-B 23-2.2 , 29-0-8 35-0-0 38-4-0 1 41-8-0 45.0-0 46-4-q • 1-4-0 3-4-0 3-4-0 3-4-0 5-11-8 5-10-8 5-10-8 5-11-8 3-4-0 3-4-0 3-4-0 1-4-0 NAILED NAILED NAILED NAILED NAILED 8x14 MT20HS= NAILED NAILED I NAILED NAILED NAILED NAILED 8z14 MT20HS= 5.00 F12 Special 8x10 = NAILED 7x10 NAILED 2x4 II NAILED 7x10 = NAILED 8x10 = Special 3 21 4 22 23 24 5 25 26 27 6 28 29 307 31 32. 338 34 9 4x6 7�- U m qP a a U 4x6 2 0 k_J 8x12 = 20 35 1936 37 18 1.7 38 39 40 16 41 .42 5x8 = 2x4 II ST1:5x8 STP= 6xl2 MT20HS= NAILED 5x12 = NAILED ST1.5x8 STP= Special 7x10 = NAILED 5x12 = NAILED NAILED NAILED NAILED NAILED. NAILED NAILED 4315 14 44 4513 46 12 5x12 = NAILED 7x10 = 2x4 II 6xl2MT20HS= NAILED Special NAILED NAILED NAILED Scale = 1:80.0 46 � . 10 46 0 11 co M Ire 0 ST1.5x8 STP = 8x12 = 5x8 = 1-4-0 - 46-4-0 6-0-0 11-4-0 17-3-8 23-2-0 29-0-8 35-0-0 38-4-0 45-0-0 4 -0 6-8-0 3-4-0 5-11-8 5-10-6 5-10-6 5-11-6 3-4-0 6-6-0 0 4 0 0-4-0 1-0.0 Plate Offsets (X,Y)-- [1:0-1-2,Edge], [3:0-11-12;0-4-8], [5:0-5-0,0-4-8], [7:0-5-0;0-4-8], [9:0-11-12,0-4-8], [11:0-1-2,Edge], [13:0-5-0,0-4-12], [15:0-4-12,0-2-0], [16:0-6-0,0-2-0], r47•n_A-19 n-9-nl r10-n_F_n n_d_191 LOADING (psf) SPACING- 2-0-0 C§l. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.37 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.53 15-16 >778 240 MT20HS 187/143 BCLL 0.6 ' Rep Stress Incr NO WB 6.98 Horz(CT) 0.05 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 323 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins. 5-7: 2x6 SP, No.2 BOT CHORD Rigid ceiling directly applied or 4-4-8 oc bracing. BOT CHORD 24SP.M 26 WEBS 1 Row at rilidpt 3-19; 4-17, 7-16, 5-16 WEBS 2x4 SP No.3 *Except* 4-19,8-13: 2x6 SP No.2, 8-15,4-17,7-16,5-16: 2x4 SP No.1 SLIDER Left 2x6 SP No.2 3-9-3, Right 2x6 SP No.2 3-9-3 REACTIONS. (lb/size) 1=-910/0-8-0, 11=2497/0-8-0, 19=6574/0-8-0 Max Harz 1= 69(LC 32) . Max Uplift 1_ 1100(LC 20), 11=-1158(LC 9), 19=-3192(LC 5) Max Grav 1=567(LC6), 11=2497(LC 1), 19=6574(LC 1) FORCES. (lb) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1465/3154, 2-3- 1450/3194, 3-21=-2264/4840, 4-21=-2265/4841, 4-22=-779/432, 22-23=-779/432, 23-24=-779/432, 5-24=-779/432, 5-25=-4621/2301; 25-26=-4621/2301, 26-27= 4621/2301, 6-27=-4621/2301, 6-28=-4621/2301, 28-29=4621/2301, 29-30=-4621/2301, 7-30=74621/2301, 7-31=-6273/3103, 31-32=-6273/3103, 32-33=-6273/3103, 8-33=-6273/3103, 8-34=-5958/2974, 9-34=-5959/2974, 9-10=-5299/2620, 10-11=-5425/2607 BOT CHORD 1-20=-2878/1405, 20-35=-2863/1403, 19-35=-2863/1403, 19-36=-4840/2405, 36-37=-4840/2405, 18-37= 4840/2405, 17-18=-4840/2405, 17-38=-366/906, 38-39=-366/906, 39-40= 366/906, 16-40=-366/906, 16-41=-2971/6268, 41-42=-2971/6268, 42-43- 2971/6268, 15-43=-2971/6268, 14-15=-2834/5959, 14-44=-2834/5959, 4445=-2834/5959, 13-45=-2834/5959, 1346=-2317/4907, 12-46=-2317/4907, 11-12- 2313/4887 WEBS 3-20=-81/489, 3-19=-2963/1431, 4-19=-4067/2170, 8-13_ 898/618, 9-13=-738/1593, 9-12=-118/552, 8-15=-148/413, 4-17=-3102/6447, 7-15=0/359, 5-17=-2984/1705, 7-16=-1917/942, 5-16=-2087/4325, 6-16=-899/721 :. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);:cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This=truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0:tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 7) Provide mechanical connection by others) of truss to bearing plate capable of withstanding 1100 Ib.uplift at joint 1, 1158 lb uplift at . joint 11.and 3192 lb uplift at joint 19: Walter P. Finn PE N6.22839 MiTek USA, Inc. FL Cert 6634' 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 WARNING- Verity desfgn parameters and READ NOTES ON.THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 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 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: . . ' fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSU1P11 Guallty Cdteda, DSB-89 and SCSI Bulding Component. . . 6904 Parke East Blvd., Safety Infomlatlonavallable from Truss Plate Insfltute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL'33610. . Job Truss Truss Type Qty Ply ' T18335977 20903091-TNT B5 Hip Girder 1 1 Job Reference (optional) ouimers mrsraource, run riece, rLuysro . n.,, o., ,.,.�, �., ., .... ,•.._. ..._ __.._ ._.. _..---'- ' - - ID: PftLgiXzGof3aThkEwERV6zC1.14-12SzbogwZ4AvyUrv3YTOX7loWie27agz7spNSJyUsU W NOTES- ' 8) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 266 lb down and 344 lb up at 8.0-0, and 266 lb down and 344 lb up at 38-4-0 on.top chord, and 343 lb down and 187 lb up at 8-0-0, and 343 lb down and 187 lb up at .38-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied -to .the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=41.25 Uniform Loads (plf) Vert: 1-3= 70, 3-9=-70, 9-i t=-70, 1-11=-20 Concentrated Loads (lb) Vert:3=-219(F) 9= 219(F)18=-57(F) 20=-343(F) 12=-343(F) 16=-57(F) 6=-138(F) 14=-57(F) 21— 138(F) 22= 138(F) 23=-138(F) 24— 138(F) 25=-138(F) 26=-138(F) 27=-138(F) 28=-138(F) 29= 138(F) 30=-138(F) 31=-138(F) 32=-138(F) 33=-138(F) 34=-138(F) 35=-57(F) 36=-57(F) 37=-57(F) 3B= 57(F) 39= 57(F)40=-57(F) 41=-57(F) 42=-57(F) 43=-57(F) 4.4=-57(F) 45=-57(F) 46— 57(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE 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.fruss system. Before Use, The. building designer must verify the applicabllity 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 of trusses and truss systems, seeANSMII Cua1By Criteria, DSB49 and Best Buldtng Component: 6904 Parke East Blvd. ' Safety Informationavoilable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ... Tampa, FL 33610.. Job Truss Truss Type City Ply T18335978 20103091-TNT c1 Roof Special 1 1 Job Reference (optional) omioers nrsraourca, ror[ rises, r� uYavo null. o.a+v o r'.. ' ' '.., E , o ....� �, �.. k o� ,.,, 27' �....... v% �..... ..-y., . ID:PftLgjXzGof3aThkEwERV6zC114-mFOMpMrYKOImad05cG_F4KHu27u9sOG6MWZx_myUsUV 6-5-4 i 11-2-8 15-11-12 1 20-9-0 23-2-0 29.10-0 35-5-0 39-7-15 1 46-4-0 i 49-4 49-4 4-9-4 2-5-0 6-8-04-2-15 6-8-1 Scale = 1:79.1 5x6 4x6 a 7 3x6 75-- 4x6 .. . 26 27 9 6, 3x8 Z 3xB MT20HS i 4x6 10 3x6 5.00 12 5 19 11 4x6 - 4 6x8 = 18 2x4 _ 3 20 4x12 z:z 12 4 4x6 % 5x6 5x8 %25 22 21 17 13 lb 5x6 � 2 4x10 MT20HS 4.00 12 7xl0 " 14 w 1 23 4x6 % m I� o 6x8 ; a. 4x6 = 24 16 15 ST1.5x8 STP = ST1.5x8 STP = _ 3x4 II ST1.5x8 STP = 5x12 II 5x6 6x12 MT20HS = 1-9-0 - 46-4-0 1.0-0 6-5-4 11-2-e 15-11-12 20-7.4 20i8-0 29-10-0 35-5-0 _, 45-0-0 45 -0 -IrO-d� 4-9-4 4-9-4 4-9-44-7-e 0-i 12 9-1-0 5-7-0 9-7-0 W4�0 ' 0-6-0 Plate Offsets (X Y)-- [1:0-0-0 0-1-71 rl4:1-6-11 0-2-8] rl4:0-3-8 Edge] [15:0-6-0 Edgel [19:0-4-0 0-3-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . floc) I/defl Ud PLATES GRIP TCLL 20_.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.33 20-22 '>999 360 MT20 2441190 TCDL 15.0 Lumber DOL -1.25 BC 0.80 Vert(CT) -0.76 20-22 >536 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr -YES WB 0.97 Horz(CT) _ 0.47 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.4420-22 : >912 240 Weight: 263lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP_ CHORD Structural wood.sheathing directly applied or 2-3-13 oc purlins. 10-14: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 `Except WEBS 1 Row at midpt 15-17 19-21,17-19,21-24:2x6 SP No.2, 9-16: 2x4 SP No.3 WEBS 2x4 SP N6.3 `Except 2242600N 222324SPN 2 x o. , x 0. SLIDER Right 2x8 SP 240OF 2.0.E 3-4-15 REACTIONS. (lb/size) 24=1229/0-8-0, 15=3849/0-6-0, 14=-938/0-8-0 Max Harz 24=-262(LC 13) Max Uplift 24=-471(LC 12), 15=-1162(LC 12), 14=-976(LC 23) Max Grav 24=1229(LC.1), 15=3849(LC 1), 14=394(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-277/140, 2-25=-3483/1935, 3-25= 3348/1936, 3-4=-4161/2205, 4-5=-4100/2214, 5-6=-3399/1778, 6-26=-1916/884, 7-26= 1847/898, 7-8=-651/470, 8-27=-624/422, 9-27=-728/403, 9.10=-619/1749, 10-11=-635/1704, 11-12=-1466/3368, 12-.13=-1189Y2837, 13-14=-1202/2757 BOT CHORD 1-24— 139/285, 22-23=-1717/3336, 21-22=-1873/3987, 20-21=-1859/4004, 19-20=-1337/3259, 18-19=-326/1791, 17-18=-1660/1044, 9-17=-1790/974, 14-15=-2462/1171 WEBS 2-24=-1044/835, 2-23= 1746/3207, 3-23=-521/404, 7-19= 593/1743, 15-17=-3646/1920, 11-17=-721/1593, 11-15=-1232/692, 12-15=-744/637, 3-22=-240/644, 5-20=-749/592, 6-20=-140/393, 6-19= 1401/961, 8-18= 84/259, 9-18=-764/2118, 7-18� 1876/892 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C;. Encl., GCpi=0.18; MWFRS (envelope) and: C-C: Extedor(2) 0-0-0 to 6-0-0;.Intedor(1) 6-0-0 to 23-2-0, Exterior(2) 23-2-0 to 29-2-0, Interior(1). 29-2-0 to 46-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plategrip 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 fora live load of 20.Opsf on.the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any othermembers. 6) Provide mechanical connection (by others) of tniss to bearing plate capable of withstanding 471 Ili uplift at joint 24, 1162 lb uplift at joint 15 and 976 lb uplift at joint 14: LOAD CASE(S) Standard Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL:13610. Date: October 10,2019 Q WARNING- Verity design parameters and READ NOTES.ONTHIS AND INCLUDED WEK REFERANCE PAGE MIP7473 rev. f0/03/2015 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 porameters.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 r prevent Is always required for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the:,, 6904 Parke East Blvd.. fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Quality Criteria, DSB-69 and SCSI Bu6dtnp Component: Tampa, FL 33610.. Safety Infonnatbnovallable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ..... . . ..... . .: . Job Truss Truss Type Qty y T18335979 2NO3091-TNT C2 Hip 1 1 . Job Reference (optional) timaersrimtacurce,ranriece,rL —D .,—,,­ I., „... -, ,- ...--_.._._.._..---.-.--. ID:PftLgjXzGof3aThkEwERV6zC114-mFOMpMrYKOImadQ5cG_F4KHsz7vlslh6MWZx_myUsUV i 1-8-0 11-12 16d8 5-00--08 24400 259-.610.-0 3-7-115 45--84--10 0-12 4-2.4 24 04-9-4 49-4 -157-0 5 , 5x6 = 5x6 = 7 8 3x6 6 3x8 MT20HS _ 4x6 5:� 26 5.00 F12 5 19 4x6 � 4 6x8 II 18 3 20 4x12 5x8 _ 21 4x6 25 22 1 .2 4x10 MT20HS % 4.00F2 co 23 4x6 0 6x8 4x6 = 24 ST1.5x8 STP = 5x6 7x10 4x6 9. . 16 3x4 Il 3x8 27 10 3x6 11 15 ST1.5x8 STP = 6x8 = Scale =1:82.1 2x4 28 12 5x6 C v 13 m 14 171 0 ST1.5x8 STP = 4xl0 MT20HS I I 1-6-0 - 1-0- 6-5-4 11-2-9 15-11-12 20-7-0 20 -0 24-4-0 29-10-0 35-5-0 45-4.0 -0 4-9-4 4-9-4 4-9-4 4-7-e 0- 12 3-7-0 5-6-0 5-7-0 9-11-0 n.e.n M m d, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.34 20-22>999 360 MT20 ' 244/190 TCDL '15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.76 20-22 >535 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr :YES WB 0.94 Horz(CT) 0.47 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.4420-22 >925 240 Weight: 279lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 'Except' TOP CHORD Structural wood sheathing directly applied. 10-14: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-1-15 oc bracing. BOT CHORD 2x6 SP No.2 'Except' WEBS 1 Row at micipt 15-17 1-24,14-16: 2x4 SP No.2, 9-16: 2x4 SP No.3 WEBS 2x4 SP.N6.3 "Except' 2-24: 2x6 SP No.2, 2-23: 2x4 SP No.2 SLIDER Right 2x8 SP 240OF 2.0E 3-1-5 REACTIONS. (lb/size) 24=1241/0-8-0, 14=-1021/0-8-0, 15=3860/0-6-0 Max Harz 24=-192(LC 13) Max Uplift 24=-473(LC 12), 14=-1068(LC 23), 15=-1131(LC 12) MaxGrav 24=1241(LC 1), 14=390(LC 12), 15=3860(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-279/139, 2-25=-3533/1993, 3-25=-3398/1995, 3-4=-4231/2481, 4=5=-4168/2489, 1 5-26=-3515/2131, 6-26=-3399/2140, 6-7=-977/997, 7-8=-472/468, 8-9=-602/423, 9-27=-680/1684,.10-27=-688/1646, 10-11=-696/1639, 11-28=-1521/3272, 12-28=-1523/3165, 12-13=-l177/2670, 13-14=-1194/2610 BOT CHORD 1-24— 137/287, 22-23=-1831/3385, 21-22=-2174/4052, 20-21=-2160/4069, 19-20— 1718/3381, 18-19=i 75/1113, 17-18=-1602/1134; 9-17=-1769/1014, 14-15= 2269/1158 WEBS 2-24= 1053/843, 2-23=-1850/3256, 3-23=-532/419, 12-15=-873/698, 3-22=-334/661, 7-19=-716/1758; 7-18— 1336/697, 9-18=-843/1930,.15-17=-3545/2060, 11-17=-807/1595, 11-15=-1233/786, 5-20=-703/544, 6-20— 119/375, 6c19=-1478/1277 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph:(3-second gust) Vasd=132mph; TCDL=4.2psf; 13CDL=5.0psf; h=15ft; Cat. 11; Exp C;. Encl., GCpi=0.18; MWFRS (envelope) and C-C:Exterior(2) 0-0-0 to 6-0-0;.Interior(1) 6-0-0 to 22-0-0, Ext6dor(2) 22-0-0 to 32-9-13, Interior(1) 32-9-13 to 45-4-0 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) All plates are MT20 plates unless otherwise indicated. 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 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 othermembers. 7) Provide mechanical connection.(by others) of trliss,to bearing plate capable Of withstanding 473 lb uplift atjoint 24,,1068 Ib uplift at' ' joint 14 and 1131 lb ii Ilft at ornt 15. joint P.. 1 . 8) This truss has large uplift reaction(s) from gravity load case(s): Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions. indicated. Walter P. Finn PENo.22839 MiTek USA, Inc. FL Cert 6634, .6904 Parke East Blvd. Tampa FL,33610; Date: October 10,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMX7473 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, thei building designer must verity the applicability of design porometers.and properly Incorporate this design Into the overall building design. Bracing indicated isto buckling Individual truss:web and/or chord members only.. Additional temporary and permanent bracing. p/t MiTek" prevent of Is always.required for stability and to prevent, collapse with possible personal Injury and property damage. For general guidance regarding the: ' ' .. . . 6904 Parke East Blvd., fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSM11 Quality Cdtoda, DSB-69 and SCSI BuOding Component: Tampa, FL 33610.. Safety Infonnatbnovallable from Truss Plate Institute; 218 N. Lee Street Suite 312, Alexandria, VA 22314. o russ Truss Type City y T18335980 20403091-TNT C3 Hip 1 1 Job Reference (optional) ouuuers ri—o uu, run rrccn, r� aYaYo ..., ..., .. _...., ....... _._ ._ _ __. _. __ . _ .-... _.- ...___-..__...._ ID: PftL!XzGof3aThkEwERV6zC114-ERak0isA5hQdCn71AzV UdYg1 xW F_bU3GaAl UXCyUsU U 1-8-0 fi-5-4 11-2-8 15-11-12 161-8 20-0-0 26-4-0 29-10-0 35-5-0 39-7-15 45-4-0 1-8-0 4-9-4 4.9-4 4-9-4 0-1-12 3-10-8 6-4-0 3-6-0 5-7-0 4.2-15 5-8-1 Scale=1:82.7 5x6 = 5x12 = 7 8 .. 3x6 B 9, 3x8 3x8 MT20HS % 26 10 316 2x4 . 5,00 12 5 19 11 27 28 T 4 6x8 = o 3 .. 20 18 - 12 ,� m 5x8 %25 22 21 17 13 2 4x10 MT20HS 4.00 12 7x10 4 m 1 23 (] 6x8 0 o 24 16 15 4x10 MT20HS 11 ST1.5xB STP = 3x4 11 ST1.5x8 STP = 5x6 6x8 = FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. •0 6-5-4 11.2-8 15-11-12 20.9-0 26-4-0 29-10-0 35-5-0 45-4-0 -0- 4-9-4 4-9-4 4-9-4 4-9-4-7-0 9-11-0 0-8-6 Plate Offsets (X Y)-- [1.0-0-0 0-1-7] [7.0-3-0 0-2-4] [8.0-9-12 0-2-8] [14.0-7-7 Edgel fl5.0-2-12 0-3-01 [19:0-3-0 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.98 Vert(LL) -0.33 20-22 >999 360 MT20 244/1.90 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT)' -0.74 20-22 >549 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress lncr. -.YES WB 0.93 Horz(CT) 0.48 15 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-SH Wind(LL) 0.41 20-22 >977 240 Weight: 274lb FT=20% LUMBER- I BRACING - TOP CHORD' 2x4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied. 4-7,10-14: 2x4 SP M 31 BOT CHORD " Rigid ceiling directly applied or 3-0-1 oc bracing. BOT CHORD 2x6 SP No.2 "Except' WEBS 1 Row at midpt 15-17 1-24,14-16: 2x4 SP No.2, 9-16: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' 2-24: 2x6 SP N6.2, 2-23: 2x4 SP No.2 SLIDER Right 2x6 SP No.2 3-1-5 REACTIONS. (lb/size) 24=1244/0-8-0, 14=-1011/Mechanical, 15=3847/0-6-0 Max Horz 24=175(LC 16) Max Uplift 24=-472(LC 12), 14— 1103(LC 23), 15=-1051(LC 12) Max Grav 24=1244(LC 1), 14=350(LC 12), 15=3847(LC 1). FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-283/140, 2-25=-3537/2111, 3-25=-3402/2112, 3-4=-4266/2707, 4-5=-4205/2715, 5-26=-3503/2233, 6-26=-3494/2249, 6-7=-2110/1199, 7-8=-2051%1197,.8-9=-263/288, 9-10=-737/1688, 10-27=-740/1642,.11-27=-745/1632, 11-28=-1602/3245, 12-28=-1603/3139, 12-13=-1223/2649, 13-14=-1242/2588 BOT CHORD 1-24=-139/292, 22-23=-l943/3388, 21-22=-2402/4090, 20-21=-2388/4107, 19-20=-1790/3356, 18-19= 289/501, 17-18=-1607/1198" 9-17=-1799/1028, 14-15=-2251/1227 WEBS 2-24=-1057/853, 2-23=-1952/3255, 3-23=-533/435, 12-15=-864704, 3-22= 442/692, 8-19=-1117/2278, 8-1 8=-1 160/670, 948=-828/1662, 15-17=-3515/2143, 11-17=-811/1575, 11,-15=-1239/867, 5-20=-759/588, 6-20=-149/387, 6-19=-1289/1136, 7-19=-69/480 NOTES 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASIDE 7-10; Vult=170mph:(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW.FRS (envelope) and C-C'Exterior(2) 0-0-0 to 6-0-0,.Interior(1) 6-0-0 to 20-0.0, Exterior(2) 20-0-0 to 34-9-13, Interior(1) .' 34-9-13 to 45-4-0 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) All plates are MT20 plates unless otherwise indicated. 5) All plates are 4x6 MT20 unless. otherwise indicated. 6) This.frus6 has been designed for a 1b.0 psf bottom chord live load nonconcurrent with any otherfive loads: Walter P. Finn PE No.22939 7) ' This truss has,been designed for alive 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 dtfierrilembers.MiTek Inc. FL Cart 6634. 8) Refer to girder(s) fortnlss to miss connections. � " 8904 Parke East Blvd mp a FL 33810. � ' Tampa 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint.24, 1.103 lb uplift at , Date•• . joint 14 and 1051 16 uplift at joint 15. "' October 10,20 19 10) This truss has large uplift reaction(s) from gravityload case(s). Proper connection is required to.secure truss against upward 0 WARNING -Verify design parameters and READ NOTES ON.THIS AND INCLUDED MrrEK REFERANCE PAGEM11.7473 rev. 10/03/2015 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 buckling Individual truss chord members only.. Additional temporary and permanent bracing MiTeW prevent of web and/or Is always.required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the : - ... . 6904 Parke East Blvd., fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANStMil Qualify Cdtoda, DSB-89 and BCSI BuBding Component: Tampa, FL 33610, Safety Infomlatlonavailable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .: Job Truss Truss Type QtY Ply T18335980 20103091-TNT C3 Hip 1 1 Job Reference (optional) F b 11 201 c Print 8 240 s h l 27 2019 MiTek Ind striec Inn Thl, rinr 1n 10.12.47 2019 Pace 2 Bdidem FimiSouruu, ru„ rroun, rL aYara, ....... �............ _._._ _ __. _. __._ ..... _.....___...__. ..._. 1D:PftI_gjXzGof3aThkEwERV6zC114-ERak0isA5hQdCn71AzVUdYgl xW F_bU3GaAlUXCyUsUU ` LOAD CASE(S) Standard - & WARNING -Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEKREFERIINCEPAGE'MlIL7473 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, WWI I. Is always fequlred-for stability and to prevent. collapse with possible personal Injury andproperty damage. For general guidance regarding the: .. fabricatlon; storage; delivery, erection and bracing of trusses and truss systems, seeANSI/1PII Quality Criteria, DSB-89 and BCSI BuOding Component: . 6904 Parke East Blvd.. Safety Inronnationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610. . Job Truss I russ I type Qtyply T18335981 2ON3091-TNT C4 Hip 1 1 Job Reference (optional) ..... � _...... ...... ..._... ,. __. _. __. _ .-... ID:PftLgjXzGof3a: hkEwERV6zC114-ERak0isA5hodCn?IAzVUdYg4vWEfbTRGaAIUXCyUsUU 1-4-0 6-1-12 12-0-14 18-0-0 23.2-0 28-4-0 35-5-0 40-2-12 45-4-0 1-4-0 4-9-12 5-11-2 5-11-2 5-2-0 7-1-0 4-9-12 5-1-4 Scale = 1:78.8 5.00 12 5x8 2x4 II 5x8 6 24 7 25 8 ST1.5x8 STP = zI zn zu 19 za 18 n 16 14 5x8 11 7x10 11 3x6 = 3x8 MT20HS= 3x6 = 5x8 = 3x8 = 3x8 = ST1.5x8 STP= 6x8 3x8 = 1-4-0 1-0- 9-8-0 180-0 23-2-0 28-4-0 35-5-0 45-4-0 -0- 8-4-0 8-4-0 5-2-0 5-2-0 7-1-0 9-11-0 n-a-n X LOADING (psf) TCLL 20.0 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 Cade FBC2017ITP12014 CSI. TC 0.79 BC - 0.79 WB . 0.97: Matrix-SH DEFL. in (loc) I/dell Lid Vert(LL) -0.18 19-21 5999 360 Vert(CT) -0.40 19-21 >999 240 Horz(CT) 0.08 14 n/a n/a Wind(LL) 0.16 19-21 >999 240 PLATES MT20 MT20HS Weight: 268lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-6 cc pariins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-11-6 cc bracing. 1-20: 2x4 SP No.1 WEBS 1 Row at midpt 6-18, 8-18, 9-16 WEBS 2x4 SP'No.3 SLIDER Left 2xB SP 240OF 2.0E 3-1-8, Right 2x6 SP No.2 2-9-9 REACTIONS. (lb/size) 1=1491/0-8-0, 14=2423/0-6-0, 13=136/Mechanical . . Max Horz 1=-158(LC 13) Max Uplift 1=-519(LC 12), 14==733(LC 8), 13=-122(LC 13) Max Grav 1=1491(LC 1), 14=2423(LC 1),13=217(LC 24) FORCES.. (lb) -Max. Comp./Max. Ten..- All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2934/1859, 2-3=-2847/1869, 3-22= 2622/1722,;22-23=-2613/1731, 4-23=-2527/1733, 4-5=-2475/1742, 5-6=-1831/1390, 6-24=-1395/1227, 7-24=-1395/1227, 7-25— 1395/1227, 845=-1395/1227, 8-9=-1056/849, 926=-258/674, 10-26=-261/636, 10-27=-269/582, 11-27=-273/576, 11-12=-75/391, 12-13=a86/366 BOT. CHORD 1-21=-1599/2583,21-28= 1334/2197, 20-28=-1334/2197, 19-20_ 1334/2197, . 19-29=-813/1618, 18-29=-813/1618, 17-18=-307/863, 16-17=-307/863, 15-16=-553/549, 14-15=-553/549, 13-14=-303/160 WEBS 3-21=-288/407, 5-21= 163/465, 5-19=-784/698, 6-19=-390/708, 6-18=-428/273, 7-18= 396/391, 8-18=-691/1001, 8-16=-831/615, 9-16=-1004/1713, 9-14=-2006/1459, 11-14=-474/499 NOTES- 1) Unbalanced, roof live loads have been considered for this design.. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4:2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-4-0 to 6-4-0, Interior(1) 6-4-0 to 18-0-0, Exterior(2) 18-0-0 to,26-5-13, Interior(1) 26-5-13 to 28-4-0, Exterior(2) 28;4-0 to 36-9-13, Interior(1) 36-9-13 to 45-4-0 zone; cantileverleft 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) 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.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 519.Ib uplift at joint 1, 733 lb uplift atjoint 14 and 122 lb:uplift atjoint 13. LOAD CASE(S) Standard Walter P. Finn PE No.22639 - MiTek USA, Inc. FL Cent 6634, $904 Parke East Blvd. Tampa FL 33619. Date: October 10,2019 _... .. Q 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 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 buckling individual truss.web members only.. Additional temporary and permanent bracing. MiTek' prevent of and/or chord 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 of trusses and truss systems, seeANSUIPII Quality Criteria. DSB-89 and BCSI BuBdbp Component: 6904 Parke East Blvd.. Safety Informationovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. . ' .... .: .. ..... . ..: Tampa, FL 33610.. . Job Truss russ ype Qty T18335982 201b3091-TNT C5 " Hip - 1 7Jb Reference (optional) rsumers rirsmource, ron riece, rLavevo . — . I — . I - .... - -,,,.....-1 ...- -..- ._.._..---•- . - - ID:PftLq)XzGof3aThkEwERV6zC114-id86E2tos?YUpxaUkhOj9lNDewbtKwfPpg213ey sUT 1-4-0 8-8-0 16-0-0 23-2-0 30.4-0 35-5=0 40-2-12 45-4-0 1-4-0 7-4-0 7-4-0 7-2-0 7.2-0 5-1-0 4-9-12 5-1-4 5.00 Fi2 5x8 = 2x4 II . 5x8 = 4 22 5 23 6 Scale = 1:78.8 m N I 1 ST1.5x8 STP= 19 1B 17 26 16 it) Z/ 14 d 12 5x8 II 5x12 II 2x4 II 3x6 = 5x6 = 3x8 = 3x8 = ST1.5x8 STP 3xB MT20HS = 3x8 = 6x8 = 1-4-0 1-0- a-8-0 16-0-0 23-2-0 30-4-0 35-5.0 45-4-0 7-q-0 7_q-0 7_2.0 1 2-0 5-1-0 9.11-0 0-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . (loc) Udefl Lid PLATES GRIP TCLL 2010 Plate Grip DOL, . 1.25 TC 0.92 Vert(LL) . -0.17 11-12 >712 360 MT20 244/1.90 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.34 11-12 >350 240 MT20HS 187/143 BCLL 6.0 Rep Stress Incr :YES WB 0.98 Horz(CT) 0.08 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.15 17-19 .>999 240 Weight: 259lb FT=20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. BOT CHORD 2x4 SP No.2 *Except . WEBS 1 Row at midpt 3-17, 4-16, 6-16 1-18: 2x4 sP No.1 WEBS 2x4 SP.N6.3 SLIDER Left 2x8 SP e-400F 2.0E 4-6-0, Right 2x6 SP 140.2 2-9-9 . REACTIONS. (lb/size) 11=109/Mechanical, 12=2458/0-6-0, 1=1483/0-8-0 Max Horz 1=-141(LC 13) Max Uplift 11=-126(LC 13), 12=-789(LC 8), 1=-504(LC 12) Max Grav 11=16B(LC 24), 12=2458(LC 1), 1=1483(LC 1) FORCES.. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1=2=-2848/1825, 2-20=-2722/1835, 20-21=-2696/1843, 3-21=-2654/1847, 3-4=-2052/1458, " . .. 4-22=-1576/1297, 5-22=-1576/1297, 5-23=-1576/1297, 6-23=-1576/1297, 6-7=-752/659, 7-8=-93W56, 8-24=-337/693, 24-25==341/651, 9-25=-345/643, 9-10=-58/437, 10-11= 72/413 .... BOT CHORD 1-19=-1561/2513, 18-19=-1563/2509, 17-18- 1563/2509, 17-26=-950/1807, 16-26=-950/1807, 15-16=-149/615, 15-27=-149/615, 14-27=-149/615, 13-14=-640/627, 12=13=-640/627, 11=12==341/148 WEBS 3-19=6/315, 3-17=-806/698, 4-17= 256/568, 4-16=-333/230, 5-16==573/558, 6-16=-912/1362, 6-14=-1059/758, 7-14=-1041/1716, 7-12=-2032/1437,9-12= 532/550 NOTES- 1) Unbalanced_ roof live loads have been considered for this design.. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TiCDL=4:2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-4-6 to 6-4-0, Interior(1) 6=4-0 to 16-0-0, Exterior(2) 16-0-0 to 24-5-.13, Intedor(1) 24+5-13 to 30-4-0, Extedor(2) 30,4-0 to 38-9-13, Interior(1) 38-9-13 to 45-4-0 zone; cantile.ver.left and right exposed ;C-C for members and forces &MWFRS for reactions shown; -Lumber DOL=1.60 plate grip.DOL=1.60 3) Provide adequate drainage to prevent water.ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been. designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on.the 'bottom chord in all areas where a rectangle 3-6-0 tall by 2-0=0 wide :will fit between the bottom chord end any other members,: with. BCDL = I O.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 120,lb uplift at joint 11, 789 lb uplift at joint 12 and 504 lb uplift at. joint 1. LOAD CASE(S) Standard Walter P. Finn PENo.22839 MiTek USA, Inc. FL Cart 6634. 6904 Parke East Blvd. Tampa FL 33810 Date: ::. -October 10,2019 q. WARNING - Verify design pararnefers and READ NOTES ONTHIS AND INCLUDED MIIEK REFERANCE PAGE 114II.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 � o.truss system. Before use, the.bullding designer must verify the applicability of design parameters.and properly Incorporate this design Into the overall building deslgn. Bracing Indicated is to buckling of Individual truss and/or members only., Additional temporary and permanent bracing. MiTek` prevent web chord 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 of trusses and truss systems, seeANSV1P11 Quality Crkerla, DSB-69 and SCSI BuYdtnp Component: . - 6904 Parke East Blvd. Safety Infonnatlonovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. Tampa, FL 133610. , Job Truss I russ I ype Qty Ply T18335983 20'f03091-TNT C6 Hip 11 Job Reference o tional ounuers ri—auu—, rrn, neon, rL aYaya ., o.. ....,. .,._,.. ....... _. __._ ..... _.....___...__. ..._. ..._ __.. _ . _.._.. _ __ _ _ ID:PftLgiXzGof3aThkEwERV6zC114-id86E2tos?YUpxaUkhOj91NGMwXZKxCPpg213ey sUT 1-4-0 7-8.0 14-0-0 1 23-2-0 32-4-0: 35-5-0 40-2-1245-4-0 1-4-0 6-4-0 6-4-0 9-2-0 9-2-0 4-9-12 5-1-0 c nnF,—, 6x8 = 4 7x10 = &B 205 21 6 Scale = 1:77.4 5x12 II 17 16 zv; 15 1" 13 " 11 5xB II ST1.5x8 STP 2x4"II 5x6 = Sx8 = 3x8 46=ST1.5x8 STP = 3x8 = 6x8 = 140 1-0- 7-8.0 14-0-0 23-2-0 32-4-0 35-5-0 45-4-0 0 6-4-0 6 4 0 - 9-2-0 9-2-0 3.1-0 9-11-0 LOADING (psf) SPACING- 2-0-0 . CS1. DEFL. in . (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.17 15-16 >999 360: MT20 244/190 TCDL 15.0 Lumber'DOL 1.25 BC= 1.00 Vert(CT)'-9.4315-16 >984 240 BCLL 0.0 .' Rep Stress Incr YES WB 0.94. Horz(CT).. 0.09 11 n/a n/a BCDL lob Code FBC2017[TP12014 Matrix-SH Wind(LL) 0.16 16 >999 240 Weight: 267Ib FT=20% ' LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.' 5-6,4-5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing:: ' BOT CHORD . 2x4:SP No.2 WEBS 1 Row at midpt - 4-15, 6-15 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.OE 3-11-8, Right 2x6 SP No.2 2-9-9 REACTIONS. (lb/size) 1=1478/0-8=01.10=91/Mechanical, 11=2480/0-6-0 Max Holz 1=123(LC 16) " Max Uplift 1=484(LC 12), 10=-118(LC 13), 11=-841(LC 8) Max Grav 1=1479(LC 23), 10=143(LC.24), 11=2480(LC 1) FORCES., (lb) - Max.'Comp./Maio. Ten..- All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2870/1873, 2-18=-2747/1883, 18-19= 2738/1888; 3-19=-2700/1893, 3-4=-2268/1578, 4-20=-1856/1434, 5-20=-1857/1434, 5-21 =-1 857/1434, 6-21 =-1 856/1434, 6-7=-297/344, 7-22==376/802, 8-22=-384/684, 6-23=-57/470, 9-23=-65/465, 9-10=-77/447 BOT'CHORD 1-17=-1608/2536;'16-17=-1608/2536;.16-24=-1097/2007, 15-24=-1097/2007, 14-15=0/298, 14-25=0/298, 13-25=0/298, 12-13=r6B7/639, 11-12=-687/639, 10-11=-370/145 WEBS ... 3-16— 590/577, 4-16=-205/525, 5-15=-7707727, 6-15=-1261/1936, 6-13=-1350/938, w. 7-13= 1028/1695, 7-11=-2063/1405, 8-11— 558/568' NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE.7-10; Vult=170mph'(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-4-0 to 6-4-o;.lntedor(1) 6-4-0 to 14-0-0, Extefl&(2) 14-0-0 to 22-5-13, Intetior(1) . 22-5-13 to•32-4-0, Exterior(2) 32-4-0 to 40-9=13,.Interior(1) 40-9-13 to 4574-0 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 2-6-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer.to girder(s). for truss to truss connections: 7) Provide mechanical connection (by others) of truss: to bearing plate capable of withstanding 484 lb uplift at joint:l; 1.18 lb uplift at joint 10 and 841 lb uplift atjoint 11: LOAD CASE(S) Standard Walter P. Finn PE No.22839' ..... '.: ... I eInc.e .. • mpa mpa FL 8904 Parke EastBlvd. Ta Date: - . ... .. October 10,2019 " WARNING - Veri17 design Parainefers and READ NOTES ON:TH/S AND INCLUDED M/TEK REFERANCE PAGE M/I-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 bu11ding 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 buckling of individual truss,web and/or chord members only., Additional temporary and permanent bracing MITBK• prevent Is always required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the . 6904 Parke East Blvd.. fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Crtlerla, DSB-89 and SCSI Building Component: Tampa, FL 33610. Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. . Job Truss I russ I ype Oty Ply I T18335984 20193091-TNT C7 : Hip 1 1 Job Reference (optional) Dunoem rimiouurce, run ri—, — avavu r,,., o.,,'....' ­ i �.. ,.,,, �,. jjCff., -. ...-.-_.._ .._.._ nbb ' -y' . I D: PftLgj XzG of3aThkEwE RV 6zC114-Bpi U ROtQdJg LR58 g I OXyizvO R Kx03 N rZ2 Unbb4yUsU S it-4-0, 3-10-0 6-5-10 12-0-0 1$-6-0 19-9-15 27-1-13 34-4-0 39-8-4 45-44 , 1-4� 0 2-6-0 2-7-9 5-6-6 0-6-0 7-3-15 7-3-15 7-2-3 .1t4 5.7-12 Scale = 1:78.8 3x6 11 5x6 = I 3x6 = 3x8 = 3x6 = 5x6 = -5.00 12 4 5 6 26 7 27 8 9 223 22J%4 11 2x4 11 15 29 3b 14 18 17 16 13 5x8 11 4x6 = 3x4 II 3x4 I 6x8 = 4x6 2x4 II 3x8 = ST1.5x8 STP= ST1.5x8 STP = 6x8 = 4x6 = 3x6 I I 1-0- 3-10.0 7-" 12-0-0 1 19-9-15 27-1-13 34-4-0 -5 39-8-4 45-4-0 -0- 2-6-0 3-2-0 5-0-0 0 6- 7-3-15 73-15 7-2-3 -1-0 4-3-0 5-7-12 0-4-0 Plate Offsets (X Y)-- [1.0-0-0 0-1-71 [4.0-3-0 0-2-4] [9:0-3-0 0-2-41 [19:0-4-8 0-3-01 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc)... I/deft Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC . 0.92 Vert(LL) -0.15 19-20 >999 360. MT20 244/190 TCDL 15.0 Lumber DOL: 1.25 BC 0.77 Vert(CT) '-0.3519-20 >999 240 BCLL 0.0 Rep Stress Incr . YES WB 0.98 Horz(CT.). 0.10 14 n/a n/a- BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Wind(LL) 0.20 19-20 >999 240 Weight: 257lb 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* BOT CHORD Rigid ceiling directly applied or 4-5-6 oc bracing. 21-22,5-18: 2x4 SP No.3 WEBS 1 Row at midpt " 8-17, 9-16, 9-14 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 3-1-4 REACTIONS. (lb/size) 12=-119/Mechanical, 23=1490/0-8-0, 14=2704/0-6-0 Max Horz 23=-107(LC 17) Max Uplift 12= 308(LC 23), 23=-531(LC 8), 14=7949(LC 9) " Max Grav 12=77(LC 9), 23=1492(LC 23), 14=2704(LC 1) FORCES." (lb) - Max. Comp./Max. Ten..- All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-2930/1948, 24-25=-2860/1956, 3-25= 2792/1958, 3-4=-2325/1604, 4-5= 2143/1608, 5=6=-2153/1622, 6-26=-1976/1485, 7-26=-1976/1485, 7-27=-1976/1485, 8-27=-1976/1485, 8-9= 11261993, 9-28=-600/1311, 10-28==601/1181, 10-11=-272/909, 11=12= 286/878 BOTCHORD 2-21=-1685/2574, 20-21=-1690/2640,:19,20=-1690/2640, 5-19=-484/492, 17-18=-96/261, 16-17- 585/1126;15-16=-690/581; 15-29=-690/581, 29-30= 690/581, 14;-30=-690/581, 13-14=-771/351, 12-13=-771/351 WEBS 2-23=-1434/1050, 17-19=-985/1722, 6-17=-622/556,•8-17=-672/1050, 8-16=-1155/895, 9-16=-1385/2236, 9-14=-2224/1415, 10-14=-688/646, 3-19=-605/566, 4-19=-627/854 NOTES- 1) Unbalanced roof live loads have been considered for this design. " 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C.Exterior(2) 0-0-0 to 6-070, Interior 1) 6-0-0 to 12-0-0, Exterior(2) 12-0-0 to 20-5-13, Interior(!) 26-5-13 to 34-4-0; Exterior(2) 34-4-0 to 42-9-13, Interior(!) 42-9-13 to 45-4-0 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 bottoni:chord in all areas where a rectangle 3-6-0 tall by 2-0-01ivide will fit between the bottom chord and any otherrilembers, with BCDL=10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to'bearing plate capable of withstanding 308 lb uplift at joint 12, 531 lb uplift at joint 23 and 949 lb uplift at joint.14. ..... LOAD CASE(S) Standard Wafter P. Finn PE No.22639 MiTek USA, Inc FL Cert 66U .. ... East Blvd Tap 8 804 Pattie Ea Tampa F L:33810. !)ate: Octobe r 10,2019 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 10/03/2015 BEFORE USE. Design valld 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 buckling individual truss,web chord members only.. Additional temporary and permanent bracing MoTek' prevent of and/or 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 of trusses and truss systems, seeANSVTFII Qualify Cdtoda, DSB$9 and BCSI BuBding Component. . 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, Fb 33610.. Job Truss I russ I ype City Ply T18335985 201b3091-TNT CB : Half Hip 1 1 Job Reference (optional)' omioers nrs[aourcn, ro¢ neca, --.4. . .... I . �.. I I- ......� �, . ......... ...-. ...- __.._ ._.._.__ __._ . _ _ . I D: PftLgjXzGof3aThkEW ERV6zC114-fOGseku30coC3Fjtr52BEASdBkG9og4iH8X67XyUsUR ,1-4-0 3-10-0 6-5-9 10-0-0 , 12-6-0 18-11-6 25-0-0 30-1-10 31-10-0 35-5-0 40-3-10 45-4.0 ° 1-4-0 2-6-0 2-7-9 3-6-7 2-6-0 6-5-6 6-0-10 5-i-10 1-6-6 3-7.0 4-10-10 5-0-6 Scale = 1:78.9 5.00 12 5x6 = 3x4 11 3x8 = 3x8 = 3x4 IISxB 5x6 = 3x6 = 4x6 = .. = d 5 bap 7 8 g 10 81.11 12 pm I I �.- U 3x4 = 24, V 7x10 = -- L_11 227. 26 3x6 — 22 21 20 19 16 15 14 13 46 = 3x4 11 7xl0 = 6x8 3x4 I 2x4 I ST1.5x8 STP = 3x6 = 3x4 I I ST1.5xB STP 3x4 I 5x8 = 6xB = 46 = 3x6 I I 1-4-0 .. - 1-0- 3-10-0 6-5-9 10-0-0 12-6-0 18-11-6 25-PO 37-10-0 35-5-0 40-3A 45-4-0 -0- 2-6-0 2-7-9 3172-6-0 6-5-6 6-0-10 6-10-0 3-7-0 4-10-10 5-0-6 I9 Plate Offsets (X Y)-- [1.0-0-0 0-1-71 [2.0-2-15 0-1-15] [4:0-3-0 0-2-41 [10.0-3-0 0-3-01 [15:0-3-8 0-3-0J [18:0-4-12 Loge], 121:U'4-u U-z-41, Z.tage1. 1Z5:U-U-0,u-1-01 LOADING (psf) SPACING- 2-0-0 , CSI. DEFL. in . (loc) .. Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.43 17-18 >951 360. MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC: 0..80 Vert(CT) -0.94 17-18 >435 240 BCLL 0.0 -' - Rep Stress Incr YES WB... 0.98 Horz(CT) 0.05 13 n/a n/a . BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.26 21 .>999 240 Weight: 274lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 25-26,5-22,8-20: 2x4 SP No.3, 17-18: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3'Except' 4-0-1 oc bracing: 24-25 6-21,10-15,f 1-14: 2x4 SP No.1, 18-21: 2x4 SP No.2 4-6-0 oc bracing: 23-24 7-8-9 oc bracing: 17-18.. 10-0-0 oc bracing: 18-20 WEBS 1 Row at midpt • 21-23, 18-21, 9-17. REACTIONS. (lb/size) 13=220/Mechanical; 27=1600/0-8-0, 15=2329/0-6-0 Max Harz 27=245(LC 12) Max Uplift 13=-fO2(LC 8), 27=-566(LC 8),.1 5=-881 (LC 9) FORCES., (lb) -Max. Comp./Max. Ten.,- All forces 250 (lb) or less except when shown. TOP CHORD. 2-29=-3174/2040, 3-29=-3036/2041, 3-4=-3150/2223, 4-5=-2962/1966, 5-30=-2931/1956,- 640=-2931/1956, 64= 2930/1765, 7-8=-2930/1765, 8-9=2977/1777, 9-10=-337/535, 10-31= 261/413,11-31=-261/413 BOT CHORD 26-27= 283/171, 2-25=-1815/2770,:24-25=-2099/2857, 23-24=-1713/2499, 5-23=-337/372, 21-22=-203/326, 8-18=-378/330, 17-18=-965/1496 WEBS 2-27=-1549/1161, 4-23=-469/800, 21-23=-1583/2488, 6-21=-610/529, 18-21=-1637/2710, 9-18=-966/1759, 15=17=-1781/1115, 10-17=-381/322,'3-24=-296/442, 4-24=-561/550, " 9-17=-2415/1547, 11-15=-606/418 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat..][; Exp C; Encl., GCpi=0.1,8; MWFRS (envelope) and C-C Eztedor(2) 0-0-0 to 6-0-0,1nterior.0) 6-0-0 to 10-0-0, Exterior(2) 1070-0 to 18-5-13, Interior(1)' 18-5=13 to 45-2-4 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.... . . .: .. 31 This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any ofher.live loads.. 4) ° This truss has been designed fora live; load of 20.Opsf on the bottoin.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) fortruss:to truss connections. 6) Provide mechanical connection (by others) of truss, to bearing plate capable of withstanding 102 lb uplift at joint 13, 566 lb uplift at joint 27 and 881 Ib uplift at joint .15. LOAD CASE(S) Standard • :: :: Walter P. Finn PE No 22939 M[Tek USA, Inc FL Cott 6634: East Blvd Tap 8904 Pattie E Tampa F L 33610: '.: '.' Date: .A.: .. ... .: ..... .... ... ... .... ::. October 10,2019 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 MITek® connectors. This design is based only upon parometers'shown, and Is for an Individual bullcjing component, not Nil ❑.truss system. Before use, the building designer must verify the applicability of design parometers.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: ' ' fabrlcatlon; storage: delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Quality Cdteda, DS9•89 and BCSI Building Component: 6904 Parke East Blvd.. safety Infotmatlonavailoble from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. Tampa, FL 33610. Job Truss russ ype y Y T18335986 20ib3091-TNT C9 ' Half Hip Girder 1 2 Job Reference (optional) ounue,a rns,aumce, ruu r,ecn, ram. u•,aYo ,......��..., �.. ..... ., ..,... ,.._,..,...,.. _. __ . _ ..... _.....___...__, . _. ..._ _ _.. _ . _.. _._ _ _ _ _ - _ ID:PftLgjXzGof3aThkEwERV6zC1.14-3bx?HlwxhXAmwiSSXEcusp45cxGk?CpBz61o_ksyU_osUO 114-0 3-10-0 8-0-0 12-6-0 18-11-6 25-0-0 30.1.2 31-10-Q 35-5-0 40-4-8 45.4-0 ' 1-4� 0 2-6-0 4-2-0 4-6-0 6-5-65-1-2, 1-8-14 3-7-0 4-11-6 4-11-B Scale = 1:82.2 NAILED NAILED NAILED NAILED NAILED NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5.00 12 5x8 NAILED 3x4 11 NAILED 5x8 NAILED 3x4 I I NAILED 4x6 = 3x8 = 5x8 = NAILED 3x8 = 4x6 = 4 an 5q1 nq as as 6 35 36 377 39 39 8 409 41 1042 43 1144 45 46 12 2 _ 25 48 ss Ob 0/ ou — 28 277x10 4x6 = 47 23 49 56 .51 22 52 53 54 21 20 NAILED 5x8 = 16 59 1560 61 1462 63 64 13 . 4x6 = 3x4 11 NAILED NAILED 7x10 NAILED 5x8 = NAILED 3x4 II NAILED 2x4 11 ST1.5x8 STP= 5x8 = 3x6 II ST1.5x8 STP = 3x4 11 5x12 = 2x4 . . 4x6 —_ NAILED NAILED NAILED 3x6 I NAILED NAILED NAILED NAILED NAILED 5x12 NAILED NAILED 3x6 NAILED NAILED NAILED I9 140 1-0- 3-10-0 8-0-0 12.6-0 18-11-6 25-0-0 30-1-2 - 1-10-0 35-5-0 40-4-B 4. -0- 2-6-0 4-2-0 4-6-0 6-5-6 6.0-10 5-1-2 1-6-14 3.7-0 4-11-9 4-11-8 0-4-0 Plate Offsets (X,Y)-- [1:0-0-0,0-1-7]; [2:0-2-13,0.1-11], [4:0-5-12,0-2-8), [6:0-4-0,0-3-0], [11:0-3-8,0-1-8], [17:0.7-8,0-2-8], [18:0-3-8,6-2-8], [19:0-3-4,0-2-4], [22:0-4-0,0-1-8], [24.04-12 Edge] 126'0-1-12 0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL.. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.38 22-23 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87. Vert(CT) -0.55 22-23 >738 240 BCLL 0.0 ' Rep Stress Incr NO WB 6.62 Hori(CT) 0.11 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 . Matrix-SH Weight: 554 lb FT = 20% LUMBER- BRACING-: TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, except 9-12: 2x4 SP No.1 end verticals. BOT CHORD 2x4 SP.No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6.(21-6 oc bracing. Except: 26-27,5-23,7-21: 2x4 SP No.3 4-8-0 oc bracing: 17-18 WEBS 2x4 SP N6.3'Except* 10-0-0 oc bracing: 19-21 19-22;8-19,10-18: 2x4 SP No2,.10-15,2-28: 2x6 SP N6.2 REACTIONS. (lb/size) 13=-754/Mechanical, 15=6425/0-6-0, 28=2682/0-8-0 r Max Horz 26=198(LC 23) Max Uplift 13=454(LC 1), 15=-3186(LC 5), 28— 1275(LC 4) Max Grav 13=417(LC.5), 15=6425(LC 1), 28=2682(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5500/2685, 3-4=-5750/2886, 4-30=-6934/3536, 30-31=-6934/3536, 5-31=-6933/3536, 5-32=-6816/3486; 32-33=-6816/3486; 33-34=-6816/3486, 6-34= 6816%3486; 6-35=-5131/2622,35-36=-5131/2622,36-37=-5131/2622,7-37=-5131/2622, 7-38=-5206/2643, 38-39=-5206/2643, 8-39=-5206/2643, 8-40=-736/357, 9-40=-736/357, 9-41=-736/357,10-41=-736/357,10-42=-3041/5921;42-43=-3041/5921,43-44=-3041/5921,'; 11-44=-3041 /5921, 11-45=-792/1502, 45-46= 792/1502, 12-46=-792/1502, 12-13=-377/852 BOT CHORD 2-26=-2383/4843, 25-26=-2563/5028, 25-47=-2712/5308, 47-48=-2712/5308, 24-46=-M 2/5308, 5-24=-756/594, 23-49=-407/955, 49750=-407/955, 50-51=-407/955,. 22-51=-407/955, 22-52=-100/429, 52-53=-100/429,53-54=-100/429, 21-54=-100/429; ' 19-21=0/270, 7-19— 566/429, 19-55=-357/736, 55-56= 357/736, 18-56=-357/736, ' 18-57=6168/3166, 57-58=-6167/3167, 17-58= 6166/3167, 15-60=-599/306, 60-61=599/306, 61-62=-599/306, 14-62=-599/306 WEBS 3-25=-383/538, 4725=-283/711, 4-24=-975/1914, 22-24=-2471/4818, 6-24=-696/1177, 6r22=-1144/9d2,19-22=-2804/5393, 6-19=-670/300; .15.17=-6218/3280, 10-17= 4128/2315, : 11 -1 4=-592/1568, 12-14-1906/1002, 2-28=-2551/1251., 3-26=-315/198, 8-19=-2547/4975; 8-18=-2613/1439, 10-18=-3907/7659, 14-17=-922/497, 11-17==4960/2525 NOTES- :1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -.Prow at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 rove at 0-9-0 oc. Walter P. Finn PE No.22839 Webs connected as follows:_ 2x4 - 1 raw Elf 0-9-0 oc, 2x6,- 2 rows staggered of 0-9-0 oc.. Mi rok USA, Inc. FL Cert 8834 2) All.loads are considered equally applied to all plies; except it noted as front.(F) or back (B) face in the LOAD CASE(S)'section. Ply to 8904 Parke East Blvd. Tampa FL 33810; ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Ua t e: 3) Wind: ASCE.7-10; Vult=170mph-(37second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat,:][; Exp C; Encl., October 10,2019 GC i—d 18: MWFRS (envelo e)• cantilever left and right exposed - Lumber DOL=1 60 plate gripDOL=1 60 P— P - WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/201S BEFORE USE. Design valid for use onlywith 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 buckling individual truss chord members only. Additional temporary and permanent bracing prevent of web and/or Is always.recluired for stability and to prevent, collapse with possible personal Injury and property damage. For general guidance regarding the : ...... 8 . 6904 Parke East Blvd.. - fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Cdteda, DSB-89 and BCSI Building Component: Tampa, FL 33610. Safety Infomratlonavailable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. o russ I russ I ype ty Ply . T18335986 20?03091-TNT C9 Half Hip Girder 1 2 Job Reference (optional) dunaers rust,ource, r-on Mece, rL J4a40 , o ,, , , �a� ID: Pit LgXzGof3aThkEwERV6zC114-3bx2HlwxhXAmwiSSXEcusp45cxGk7Cp8z61oksyUsUO NOTES- 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) Refer to girder(s) for truss .to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 754 lb uplift at joint 13, 3186 lb uplift at joint 15 and 1275 lb uplift at joint 28. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 163. lb down and 221 lb up at 870-0 on top 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 (p(f) Vert: 1-4=-70, 4-12=-70, 1-27=-20, 24-26=-20, 21-23=-20, 20-21=-20,"17-19=-20, 13-16= 20 Concentrated Loads (lb) Vert: 4— 127(B) 25=-458(B=-76) 18=-226(B) 30=-127(B) 31==127(B) 32=-138(B) 33=-138(B) 34=-138(B) 35=-138(B) 36=-138(B) 37=-138(B) 40=-138(B) 41=-138(B) 42=-138(B) 43— 138(B) 44=-138(B) 45=-138(B) 46=-138(B) 47=-76(B) 48=-76(B) 49=-57(B) 50=-57(B) 51=-57(B) 52=-57(B) 53=-57(B) 54=-57(B) 55=-226(B) 56=-226(B) 57=-57(B) 58= 57(B) 60= 57(B) 61=-57(B) 62=-57(B) 63=-57(B) 64=-57(B) - 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCEPAGE 11411-7473 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.bullding designer must verify the applicability of design parameters.and properly Incorporate this design Into the overall building design. Bracing Indicated9sfo buckling of individual trusstweb chord members only.. Additional temporary and permanent bracing M!Tek' prevent and/or Is always required for stability and to prevent. collapse with possible personal Injury and'property damage. For general guidance regarding the: . 6904 Parke East Blvd, fabrication: storage; delivery, erection and bracing of trusses and truss systems, seeA NSUTPII Qualify Cdterla, DSO-89 and BCSI Building Component. Tampa, FL ,33610.. Safety Infomlationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexondrlo, VA 22314. Job ruse Truss Type Qty Ply T18335987 20T03091-TNT �"Ji Jack -Open 14 1 Job Reference (optional) eunaers rnsroource, roa riece, rL avevo B ID:PftLgjXzGof3aThkEwERV6zC1.14-3bx?HlwxhXAmwiSSXEcusp4H9xTu?QBBz6loksyUsUO 1-11-4 1-11-4 3x12 MT20HS I I ST1.5x8 STP = m m 0 Scale '=1:9.4 Plate Offsets (X Y)-- [1.0-1-11 0-0-11 [1.0-2-7 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . (loc) - I/dell Ud PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 1 >999 240 MT20 244/190 TCDL 15.0.. . Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 1 >999 240 MT20HS 187/143 BCLL 0.0 .' Rep Stress Incr YES WB.. 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/iP12014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING- • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-.11-4.oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE ' Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=65/Mechanical, 3=19/Mechanical, 1=84/0-8-0 " Max,Horz 1=52(LC 12)' . Max Uplift 2=-57(LC 12), 3=-26(1_C 8), 1=-47(LC 8) . Max GraV 2=65(LC 1); 3=37(LC 3), 1=84(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. . NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4:2psf; BCDL=5.Opsf; h=15ft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding, 57 Ito uplift at joint 2, 26 )b uplift at joint 3 and 47 lb uplift at joint 1. LOAD CASE($) Standard • Walter P. Finn PE No.22839 MiTek USA, Inc FL Cert 6634: • 8904 Parke EastBlvd.Tampa ampa FL 33810. a e: , Octobeir 10,2019 ® WARNING -Verify design parameters and READ NOTES ON.THIS AND INCLUDED MITEK REFERANCEPAGEMX7473 rev. IW03120r5 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 parametersand 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 Welk' prevent Is always required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the: . - fabrication. storage; delivery, erection and bracing of trusses and truss systems, seeANSIMIJ Qualify Cdteda, DSB$9 and BCSI Bu9ding Component. 6904 Parke East Blvd. Tampa, FL 33610 Safety Infomratlonovaiiable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. . Job Truss Truss Type Qty Ply T18335988 20103091-TNT CJ3' CORNER JACK - 12 1 Job Reference (optional) oumers rnsraource, ron riece, rL eveva 1 ID:PftLgjXzGof3aThkEwERV6zC114-3bx7HlwxhXAmW SSXEcusp4GcxS27 PQ8z61oksyUsUO 1-4-0 4.0-0 1-4-0 2-8-0 �~� ST1.5x8 STP = m N co N W Scale = 1:13.7 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (lac) . I/dell Lid PLATES GRIP TCLL 20;0 Plate Grip DOL 1.25 TC .0.14 Vert(LL) _ -0.00 4-5 >999 360 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. 0.11 : Horz(CT) -0.01 3 n/a .: n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 . 4-5 .>999 240 Weight: 13lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD "' Rigid ceiling directly applied or 10-0-0 oc bracing. - WEBS 2x4 SP No.3 REACTIONS. (lb/size) ' 3=70/Mechanical, 4=16/Me6hanical, 5=268/0-8-0 Max Horz5=103(LC 12) Max Uplift 3=-71(LC 12), 4=-1(LC 12), 5=-103(LC 8) Max:Grav 3=70(LC 1), 4=39(LC 3), 5=268(LC 1) . FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(Ib) or less except when shown. WEBS 2-5=-205/371 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3=second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(?) 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 fora live load of 20.Opsf on the bottom Chord in all areas where.a rectangle 3-6-0 tall by 2-0-0-wide will fit between the bottom chord and any other members. 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 3, 1 lb uplift at joint 4 and 103 lb uplift at joint 5. LOAD CASE(S) Standard " _ Walter P. Finn PE No.22639 ..... . . ..... . R1iTek USA, Inc. FL Cert663¢ .. ... . 8984 Parke East Blvd Tampa FL 33610 Date: . October , A 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 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, . . 6904 Parke East Blvd., - fabrication; storage; delivery, election and bracing of trusses and truss systems, seeANSVIPII Quality Criteria. DSB-89 and BCSI BuIl lnp Component. Tampa, FL 33610.. Safey Infonnationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. ..... .... . Job Truss Truss Type Qty ly, T18335989 201b3091-TNT CJ5 CORNERJACK 8 d Job Reference (optional) eumers Firmource, Fort Piece, FL 34945 nun: 8.240 s Feb 11 2019 rnnr, 8z40 s dui 27 2019 rvi i en a iuuswes, a iu. POu ya ID:PftLgjXzGof3aThkEwERV6zC114-XnVNU5xZSrldYsle4x77cLz iWr 19Q6IyUsU,N 1-4.0 6-0-0 1-4.0 4-8.0 Scale = 1:22.0 1 ST1.5x8 STP 3x12 MT20HS I I' 100 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) . I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) . -0.02 4-5 '>999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.04 4-5 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WEI 0.17 Horz(CT) -0.04 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.03 .4-5 : >999 240 Weight: 20lb 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.3 REACTIONS. (lb/size) 3=141/Mechanical, 4=49/Mechanical, 5=345/0-8-0 Max Horz 5=150(LC 12) .. Max Uplift 3=422(LC 12), 5=-112(LC 8) Max Grav 3=141(LC 1), 4=83(LC 3), 5=345(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP.CHORD 1-2=,367/1.46 BOT CHORD 1-5=-114/317 WEBS 2-5=-315/567 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) 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) 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 trues connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ib uplift at joint 3 and 112 lb uplift at joint 5. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/14473 rev, 101aX2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual bulldind 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 Indicatedisto buckling of Individual truss web and/or chard 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 ' .. . . fabrication;. storage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 Quality Criteria, DSB-89 and SCSI BuBding Component: 6904 Parke East Blvd.- Safety Informatlonavallable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ..... Tampa, FL 33610 o russ russ ype ty y . T18335990 E0103091-TNT CJ31 'Comer Jack 2 1 Job Reference o tional ounoers nrstoource, run nece, r aY 1 ID:PftLgjXzGof3aThkEwERV6zC114-XnVNU5xZSrldYs1 e4x77POcRLLoHksklBmVMGIyUsUN 4.0-0 2-8-0 2x4 116 ST1.5x8 STP = 1-0-0 1.4-0 , 3-10-0 4-0-p Scale=1:13.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), I/defl L/d PLATES GRIP TCLL : 20.0 Plate Grip DOL, 1.25 TC . 0.14 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB' 0.11 Horz(CT) -0.01 3 n/a .' n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Wind(LL) 0.00 .:5-6 >999 240 'Weight:17lb FT=20% LUMBER- " .. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood. sheathing directly applied or 4-0-0 oc purlihs. BOT CHORD 2x4 SP No.2 *Except*. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5: 2x4 SP No.3 WEBS 2x4 SP,No.3 REACTIONS. (lb/size) 3=70/Mechanical, 4=36/Mechanical, 6=290/0-8-0 Max Horz6=103(LC 12) ' Max Uplift 3=-71(LC 12), 6=-92(LC 8) Max Grav 3=70(LC 1); 4=80(LC 3), 6=290(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(Ib) or less except when shown. WEBS 276=-230/359 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(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) This trilss.has been designed for a.10.0 psf bottom chord live load noiicohcurrent with any other live loads: 3) ' This truss has been designed for a rlive load of;20.Opsf on the bottofrl 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 71 lb uplift at joint 3 and 92 lb. uplift at joint 6. LOAD CASE(S) Standard Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE14II-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 isto 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.collopse with possible personal Injury and property damage. For general guidance regarding the: fabrication: storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII Cual9y Cilteda, DSB-89 and SCSI Building Component: . 6904 Parke East Blvd.. Safety Infonnatloravailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610.. . Job Truss Truss Type Qty Ply T18335991 2o1b3091-TNT CJ51' Comer Jack 2 1 Job Reference (optional) eumers mrsrsource, rort riece, rL wave 0 nuq: o.cYu a - i I cu.a nu . o.cYu a uui a cu, a �.n, cn ,,,u'au,eo, I D:PftLgjXzGof3aThkEwERV6zC1.14-XnVNU5xZSrldYste4x77POcLHLklkrfl BmVMG IyUsUN 1-4-0 3.10.0 6-0.0 1-4-0 1 2-6-0 2-2.0 ST1.5x8 STP =, " 3x6 II 1­__00 1.0-0 Scale = 1:20.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc): I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC - 0.53 Vert(LL) -0.03 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL. 1.25 BC - 0.34 Vert(CT) -0.07 5 >821 240 BCLL 0.0 Rep Stress Incr I YES WB 0.18 HOrz(CT). -0.04 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.02 .. 6 >999 240 Weight: 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. BOT CHORD 2x4 SP No.2 *Except*. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-6: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS.. (lb/size) 3=1 41 /Mechanical, 4=61/Mechanical; 7=380/078-0 Max Horz 7=150(LC 12) ; Max. Uplift 3=-120(LC 12), 7=-94(LC 8) Max Grav 3=141(LC 1'), 4=107(L63), 7=380(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown. TOP CHORD, 1-2=-373/149 BOT CHORD 1-7=-114/317 WEBS 2-7=-396/590 . .... . .: ..:.. . NOTES- 1) Wind: ASCE 7-10; Vult=170mph.(3-second gust) V.asd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp'C; Encl.; GCpi=0.18; MWFRS (envelope) and GC 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) 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 tress connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 120 lb uplift at joint 3 and 94 lb uplift at. joint 7. LOAD CASE(S) Standard t. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 669. 6904 Parke East Blvd. Tampa FL33610. Date: October 10,2019 . ' & 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 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 buckling Individual truss.web and/or chord members only.. Additional temporary and permanent bracing. MOW prevent of Is always required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the. . . 6904 Parke East Blvd. fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria. DSB-69 and BCSI Buldtng Component: Tampa, FL 33610. Safety Informationavollabie from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. . Job Truss russ ype ty ly T18335992 201�3091-TNT D1 _ Common Girder 1 1 Job Reference (optional) tsumers rusrbource, fort niece, M 34e4o �, _ . ID:P.ftLgjXzGof3aTh, Ew;gV6zC114-?z3ii` yBk9QU90c4eQxE9Ui136TDmRQQEvpkyUsUM 5-11-5 11-8-0 17-4-11 23-4-0 5-11-5 .5-8-11 5-8-11 5-11-5 13 7x10.=- .2x4 11 ..ST1.5xB STP = .. Scale = 1:38.8 4x6 = 4 HHUS26-2 LUS26 7x10 = LUS26 LUS26 LUS26 - LUS26 'ST1.5xB STP.= 2x4 II 7xl0 = LUS26 1-0-0 5-11-5 11-8.0 17-4-11 22-4-0 23-4-0 1-0.0 4-11-5 5=8-11 5-8-11 4.11-5 Plate Offsets (X Y)-- [1.0-4-10 0-4-41 [7.0-0-5 0-4-4] r9.0-5-0 0-4-81 LOADING (psf) SPACING- 2-0-0 ..... CSI. DEFL. in . (loc)... I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.68 Vert(LL) 0.09 9-10 >999 360; . MT20 244/1.90 TCDL 15.0 Lumber DOL : 1.25 BC : 0.43 Vert(CT) : -0.13 B-9 >999 240 BCLL 0.0.'' Rep Stresslncr NO WB.,.0.50_ Horz(CT) -0.03 7 n/a n/a BCDL 10.6 Code FBC201WTP12014- Matrix-SH' Wind(LL) 0.11 :8-9'..>999 240 Weight: 137lb FT=20% LUMBER-BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood_sheathing directly applied or 3-11711: oc puffins. BOT CHORD 2x6'SP M 26 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4SP No.3 .... .. SLIDER Left 2x6 SP No.2 2-9-1 1, Right 2x6 SP 1\16.2 2-9-11 REACTIONS.. .(Ib/size) 1=861/0-8-0, 7=73210-8-0 Max Horz 1=102(LC 8): Max:Uplift 1=-962(LC 8); 7=-1431,(1[=C 9) Max Grav 1=1052(LC 40), 7=1206(LC 41) FORCES. (lb) - Max..Comp./Max. Ten. -All forces 250,(lb).or less except when shown... TOP CHORD..1-2=-2159/2095, 2-3=-2084/2106, 3-4=-15,7,l686,.4r5=-1588/1688, 5-6= 2151/2536, :. 6-7= 2275/2512 BOT CHORD 1 -1 0=-1 934/1968, 10=11=-I934/1968, 11-12=-1934/1968,;9-12= 1934/1968, 9-13==2245/2037; 13-14=-2245/2037; 14=15=-2245/2037, 8-15=-2245/2037, B-16=-2245/2037, 16-17=-2245/2037;:7-17=-2245/2037 WEBS 4-9=71068/901, 5-9=-687/1022, 5-8=-667/368,.3-.9- 559/568, 3-10=-375/368 _. _. NOTES- 1) Unbalanced: roof live loads have been considered for this design. 2) Wind: ASCE 7-10; V61t=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp:C; Encl:, GCpi=0.18; MWFRS (envelope);: cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottochord' live load nonconcurrent with any other live loads.. " m 4) 'This truss has been designed for live: load. of.20.0psf on the bottom chord in all areas where a. rectangle 3-6-0 tall by 2-0-0 w.ide : will fit between the bottom chord and any other,members. 5) Provide mechanical connection .(by others) of truss: to bearing plate capable of withstanding, 962'Ib uplift at joint:1and 1431; lb uplift at joint 7. 6) Use Simpson Strong -Tie HHUS26-2 (14-10d Girder, 6.10dTruss, Single Ply Girder) or equivalent at 8-1-8 from the left end:to connect truss(es) C9. (2 ply 2x4 SP) to front face of.bottom chord. pp sd 7) Use Simpson Strong -Tie LUS26 (4-1 Oil Girder, 3-10d Truss, Singie:PlyGirder) or equivalent spaced:at 4-0-0 oc max. starting at: 10-0-12 from the left end to 16-0-12.to connect truss(es) C8 (1 ply 2x4 SP), C6 (1 ply 2x4 SP), C5 (1 ply 2X4:SP) to front face:of bottom chord. 8) Use Simpson Strong -Tie LUS26 (4-10dx1 1/2 Girder, 3-10d Truss, Single Ply Girder) or equivalent spaced at 6-010 oc max: starting at 12=0-12 from the left.end to 18-0-12 to connect truss(es)-C7 (.1: ply 2x4 SP), C4 (1 ply 2x4 SP.) to front face of bottom chord:: 9) Use Simpson Strong -Tie LUS26 (4.-SD9112 Girder, 4-SD9212 Tniss,.Single Ply Girder) or equivalent at 20-0-12 from the left end to connect truss(es) (1 ply 2x4 SP).to front face of bottom chord.. Walter P. Finn PE No.22839 .C3 10) Fill all nail holes where hanger in contact with lumber.. ldi rek USA, lKc. FL Cert 6634. ... -is 1 1)In the LOAD CASE(S) section,: loads applied to the face of the truss are noted as front (F) or back (B). East Blvd Tampa F 0904 Parke Ea m a L 33610. pate: LOAD CASE(S) Standard October 10,2019 . ' WARNING -Verity design parameters and READ NOTES ON:THIS AND INCLUDED MfrEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not .with a.truss system. Before use, the, building designer must verify the gpplicabllity of design porameters.and properly incorporate this design Into the overall building deslgn. Bracing Indicated'Isto prevent buckling of Individual truss.web and/or chord members only.. Additional temporary and permanent bracing. MOW ' is always reciulred for stability and to prevent. collapse with possible personal injury and property damage. For general guidance regarding the: . . fabrication,: storage; delivery, erection and bracing of trusses and truss systems, seeANSUfPIt Quality Cdtorla, DSB-89 and Best Building Component: . .. 6904 Parke East Blvd.. Safety Infonnatlonavailable from Truss Plate Institute: 21 B N. Lee Street, Suite 312,'Alexandria, VA 22314. .: Tampa, F4 33610.. ' . Job russ Truss Type ty y T16335992 20r'03091-TNT D1 Common Girder 1 1 Job Reference (optional) OUOuers rlrsrouuruu, ruR rleue,. rL J9 0 nun] s . Irl " < n .oa, , - . - - .a y ID:PftLgjX Gof3aThkEvvERV6zC114-?z3liRyBC9QU90cgefeMxE9UiI36TDmRQQEvpkyUsUM LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-7— 70, 1-7=-20 Concentrated Loads (lb) Vert: 11=438(F) 12=-196(F) 13=94(F) 14=-123(F) 15=-148(F) 16=-197(F) 17=580(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 verlfy the applicability of design parameters.and properly incorporate this design Into the overall building deslgn. Bracing indicated isto prevent buckling of individual truss web and/or chord members only., Additional temporary and permanent bracing Mi iT BK• 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 of trusses and truss systems, seeANSVIPII Cua1Hv CrIteda, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd., Safety Infonnatlonavallable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL '33610.. . . Job Truss Truss Type uty Ply T18335993 201b3091-TNT D2 Hip 1 1 Job Reference (optional) CU110ers rnSRlUUme, tort rleCe, rL 44e40 nun: v.Zqu s reo I I eu Is rpm: megv s JW - ZU I y ......00 4— rayc , ID: PftLlXzGof3aThkEwERV6zC114-?z3li RyBC9QU90cgefeMxE9V FIxKTHoRQQEvpkyUsUM 1-4-0 i 5-8-4 10.0-0 - 13-4-0 17-7-12 i 22-0-0 23-4-0 1-4-0 4-4-4 4-3-12 3-0-0 4-3-12 4-4-0 �1-4-0 ,Scale = 1:39:4 4x6 = 5x8 = 4 5 r7 0 ST1.5x8 STP = 3x8 = 5x6 = - ST.1.5x8 STP 3x12 MT20HS I I 3x12 MT20HS 11 23-4-0 i n-n.n. —A.n .. . 77.0-0 ..22-4.0 m T v Plate Uttsets my)- 11:0-U7U U-U-1b1 lb•U-b-12'U-2-81 l9•u-2-/ tagel 11u•U-3-U u-3-uJ 1T2'U-2-/ tagei LOADING (pso -SPACING- 2-04 CSI. DEFL. in (loc).. I(defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1:25 TG 0.58 Vert(LL) -0.15 10-11 i999 .360 MT20 244/1.90 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.28 10-11 >873 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES WB 0.25 Horz(CT) _ 0.04 9 n/a n/a BCDL 10.0 Code FBC2017/T012014 Matrix-SH Wind(LL) 0.21 10-11 .>999 240 Weight: 108lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except*:: TOP CHORD Structural wood.sheathing directly applied or 5-4-1 os purlins. 4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except:- . BOT CHORD :2x4 SP No.2 7-7-1 oc bracing: 10=11. WEBS 2x4 SP No.9 " REACTIONS.. (lb/size) 12=1050/0-8-0,.9=1050/0-8-0 Max,Horz 12=90(LC 16): Max:Uplift 12=-355(LC 12),; 9--355(LC 13) FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250:(Ib) or less except when shown. TOP CHORD 1-2=-1091/634, 273=-1367/1016, 3-.13=-.1183/848, 4-13=-1152186.1, 4-5=71067/881, 5-14=-1152/861, 6-14=-1183/849, 6-7=-1367/1016; 7:8=-1091/634 " BOT CHORD 1-12=-753/1146, 11-12=-77641146, 10-11=-515/1067, 9-10=-753/1146, 8-9=-753/1146 WEBS: 3-11 =-1 27/272, 6-10=-127/272, 2-12= 699/828, 7-9=-699/828: NOTES- 1) Unbalanced roof live. loads have been considered:for this:design. " 2) Wind: ASCE 7-10; Vult=170mph (37second gust) Vasd=132mph;.TCDL=4.2j5sf; BCDL=5.Opsf; h=15ft; Cat, II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exte.rior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 10-0-0, Exterior(2)10-0-0 to 22-0-0, Interior(1) 22-0-0 to 23-4-0 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) 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 fora live load of.20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-O.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 355 lb uplift at joint 12 and 355 lb uplift at joint 9. ." .... . .: LOAD CASE(S) Standard Walter P. Finn PE No.22839 . PdTek USA, Inc. FL Carl 6634. 6904 Parke Blvd.Tampa ampa FL 33810 East Oats: co"er 10,2019 ...... .. . . ... . ... - WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE'M11-7473 rev, 1WO312015 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. bullding designer must verjfy 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 M1Tek` prevent 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 of trusses and truss systems, seeANSVWII Quality Criteria, DS13•89 and SCSI Building Component 6904 Parke East Blvd. Safety Informationavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.. Job Truss Truss Type Qty Ply T18335994 201*03091-TNT 03 Hip Girder 1 1 Job Reference (optional) oulluam rinaouurce, run rice, rL J4U40 nun:.. u J — I I Gu I. rlml: 0.— s JUi cr — i e rvn i en 111—Ulee, nm. U I U i i c ID:PftLq)XzGof3aThkEvvERV6zC114-TAd8vnzpzSZLnABOCM9bURiil9MsCa_bf4_SLAy sUL 1-4-0 4-8-0 i 15-4-0 i 18-8-0 i 22-0-0 _ 1 23-4.0 1-4-0 3-4-0 3-4-6 7-4-0 3-4-0 3-4-0 1-4-0 ' Scale = 1:39.2 Special 6x8 = 4 Special NAILED NAILED NAILED 5x6 = 14 15 16 5 V 3x4 = NAILED 4x10 MT20HS= 3x8 ST1.5x8 STP = ST1.5x8 STP NAILED NAILED 6x8 — Special Special 6x8 — . 23-4-0 Plate Offsets (X Y)-- [1:0-0-0 0-0-151•[4:0-4-0 0-2-21 [9:0-3-8 0-3-01 [13:0-3-8 0-3-UI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.15 10-12 >999 360 , MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.37 10-12 >670 240 MT20HS 187/143 BCLL 0.0 ' : Rep Stress Incr NO WB 0.89 Horz(CT) 0.06 9 n/a .' n/a. BCDL 10.0 Code FBC2017/T012014 Matrix-SH Wind(LL) 0.12 10-12 . >999 240 Weight: 123 lb FT = 20% LUMBER- . BRACING - TOP CHORD 2x4 SP No.2 "Except TOP CHORD Structural wood sheathing directly applied or 3-0-5 or, purlihs. 4-5:'2x6 SP M 26 BOT CHORD- Rigid ceiling directly applied or 6-7-0 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 4=10 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=1904/0-8-0,.9=1905/0-8-0 Max Horz 13=72(LC 12) Max Uplift 13=-926(LC 8),_9=-925(LC 9) -.. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250:(Ib) or less except when shown.: TOP CHORD 3-4=-3124/1587; 4-14=-2871/1519, 14-15=-2871/1519, 15-16=-2871/.1.519,. 5-16=-2871/1519, 5-6=: 3130/1587 BOT CHORD 12-13=-1248/2447, 12-17=-1394/2865, 11-17=-1394/2865, 11-18=-1394/2865, 10-18=-1394/2865, 9-10=-1176/2449 WEBS 2-13=-305/214, 3-13=-2738/1334, 3=12==331/614, 4-12=0/524, 5-10=0/526, . 6-10=-332/619, 6-9=-2743/1335, 7-9==308/214 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=1 32mphi TCDL'=4:2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp Q. Encl., " GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.66 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates.are. MT20 plates unless otherwise indicated. 5) This I -miss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otheriive loads. 6) ' This truss. has been designed fora live, Load of.20.0psf on the bottom chord in all areas wherea 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 926 lb uplift at joint 13 and 925 lb uplift at joint 9. 8) "NAILED" indicates 3-10d (o.148!,x3,,) or 3-12d:(0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s):or other connection device(s) shall be provided sufficient Io supportconcentrated load(s) 266 lb down and 344 lb up at 8-0-0; and 266 lb, down and 344 lb,up at 15-4-0:on top chord, and 343 lb down and 187 lb up at. 8-0-0,, and,343 lb down and 187 lb up at 15-3-4 on bottom Chord. The design/selectjon of such connection devices) is the responsibility of others: 10) 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 1) Dead.+ Roof Live:(balanced): Lumber Increase=1.25, Plate Increase--1.25 Walter P. Finn PE N6.22839 Uniform Loads (plf) MiTek USA, Ing. FL Cert66.34: Vert: 1-4=-70,"4-5=-70, 5-8=-70, 1-8=-20 8904 Parke East Blvd Tampa FL 33810 .' Concentrated Loads (Ib) ' Date: Vert:.4=-219(B) 5==219(B) 11=-57(B) 12=-343(B) 10==343(B) 14=-138(B) 15=-138(B) 16=-138(B) 17=-57(B) 18=-57(B) ... October 10,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11114473 rev. 1WO312015 BEFORE USE. Design valid for use only with MiTeke 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 Is always required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the • ... ' fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CtBerW, DSB-89 and SCSI Building Component: 6904 Parke East Blvd., Safety Informatlonavollable from Truss Plate Institute; 218 N. Lee Street Suite 312, Alexandria, VA 22314. .. .. ... Tampa, FL 33610. - . Job l russ Truss Type Qty Ply - T18335995 20103091-TNT EA Jack -Open 1 1 Job Reference (optional) euiaers mrstbource, ron niece, rr_ 04`J4b Hun: 6.24U S Feb 11 2u1 u vnnt: 6.24u s Jul 21 2u19 mi I ex Nausines, inc. I nU UC11 U 1 U:1Z:bn ZU1 `J rage 1 ID:PftLgjXzGof3aThkEwERV6zC114-TAd8vnzpzSZLnABOCM9bURim09VSCnpbf4_SLAyUsUL -1-0.0 1-4-0 ST1.5x8 STP = 2x4 111-0-0 1-4-0 1-0-0 0-4-0 Scale = 1:10.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 7 >999. 360 MT20 . 244/190 TCDL 15,0 Lumber DOL 1.25 BC 0.04 Vert(CT) , 0.00 7 >999 240 BCLL 0.0 - Rep Stress lncr YES WEI0.01 Horz(CT): -0.00 4 n/a n/a - BCDL 10.0 . Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 7 >999 240 - Weight: 8:lb FT = 20% LUMBER- BRACING - TOR CHORD 2x4 SPNo.2 TOP CHORD Structural wood sheathing directly applied or 1-4-0 oc purlins; except BOT CHORD' 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=172/0-8-0, 4=15/Mechaniical, 5=-1/Mechanical Max Horz 7=52(LC 8) Max Uplift 7=-85(LC 8), 4=726(LC.12), 5=-6(LC 12) Max_Grav 7=172(LC 1), 4=15(LC 1), 5=14(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7==159/252 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and -fight 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 chord and any othermembers. 4) Refer to girder(s) for truss to truss connections.; 5 Provide mechanical connection b others of truss to bearin late Capable of withstanding 85 lb uplift 'at joint 7,.26. lb uplift at joint 4' (Y ) 9P P 9.1 P 1 and 6 lb uplift at joint 5.. . LOAD CASE(S) Standard Walter P. Finn PE No.22839 " MiTek USA, Inc. FL Cart 66U. 8904 Parke East Blvd. Tampa 171.038110 Date: "October 10,2019 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE MI1­7473 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 deslgn. Bracing Indicated is to buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the - .... fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSVTPif Quality Crfteda, DSB-89 and BCSI Buldlnp Component: 6904 Parke East Blvd. - Sofoty Infonnatlonavallabie from Truss Plate Instltute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610. Job Truss Truss Type Qty�Ply- 211103091-TNT E.15 ' Jack -Open 6 1 T16335996 Job Reference (optional) ounuers t-Irs[Source, t-on rlece, rL-94s4b . 1-4-0 Hun: t3.24U S t-et) 11 zUi u vnnt: tr.24U S JUI 2/ 2U1IJ MI I eK Incustnes, Inc. I nu uct 1 U 1 U:1z:b/ zu1 a rage 1 I D:PftLgjXzGof3aThkEwERV6zC114-yMBW 77_SkmhCPKmDm3ggl fEsDYnTxCW kukjOtdyUsUK 6-0.0 4-8.0 .Scale = 1:20.9 5 4:. ST1.5x8 STP = 3x12 MT20HS I I 1-0.9 6-0-0 1-0-0 5-0-0 Plate Offsets (X Y)-- [1.0-0-0 0-0-15] [5.0-2-7 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . (loc)' . Vdefl Ud _PLATES GRIP TCLL 20.0 Plate Grip, DOL 1.25 TIC ..0.5.5 Vert(LL) -0.02 4-5 >999 .360 MT20 244/190 TCDL :15.0 Lumber'DOL 1.25 C . 0.31 Vert(CT) -0.04 4-5 >999 240 _ MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.17. Horz(CT) . -0.04 3 n/a n/a BCDL lob Code FBC2017/TP12014 Matrix-P Wind(LL) 0.03 4-5 >999 240 Weight: 2b 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.3 REACTIONS. (lb/size) 3=141/Mechanical, 4=49/Mechanical, 5=345/0-8-0 Max Horz 5=150(LC 12) • Max Uplift 3=-122(LG 12), 5=-11.2(1LC 8) Max:Grav 3=141(LC 1), 4=83(LC,3), 5=345(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 1-2=-367/1,46 . BOT CHORD 1-5=-114/317 WEBS 2-5=-315/567 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) 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) All plates are MT20 plates unless otherwise indicated. 3) This truss'hag 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 122 lb uplift at joint 3 and 112 lb uplift at joint 5. .... . LOAD CASES) Standard WARNING -Verily 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 parometers.and properly Incorporate This design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chard members only.. Additional temporary and permanent bracing M prevent Is always required for stability and to prevent. collapse with possible personal injury and property damage. For general guidance regarding the: ' ... iTek` fabrication: storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 Quality CrBeda, DSB-89 and BCSI Bugding Component: 6904 Parke East Blvd., Safety Informatlonavailoble from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, K 33610. . , Job Truss Truss Type Q ty ply T18335997 20103091-TNT EJ7 Jack -Open 35 1 Job Reference (optional) ounuers risrocurce, ron rlece, rL J4s4e nun: u.44u s reo l l zUl=! rnm: tl.z4U s JUI z/ zUly mi I eK mausmes, mc. 1 nu VCr 1u 1u:1 e:D/ zul `J rage 1 I D:PftLgiXzGof3aThkEwERV6zC114-yMBW 77_SkmhCPKmDm3ggl fEngYhNxA5kukjOtdyUsUK 1-4-0 8-0-0 1-4-0 6-8-0 1 ST1.5x8 STP = 3x12'MT20HS II 8-0.0 7-0.0 cm 0 m Scale: 1/2°=1' Plate Offsets (X Y)-- f1:0-0-0 0-0-151 15:0-2-7 Edgel . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . (loc) I/defl Ud PLATES GRIP TCLL 20;0 Plate Grip, DOL 1.25 TC 0.89 Vert(LL) -0.08 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -9.19 4-5 >414 240 _ MT20HS " 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) -0.11 3 n/a We BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Wind(LL) 0.15 A-5 >533 240 Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.i TOP CHORD Structural wood.sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=208/Mechanical, 4=77/Mechanical, 5=429/0-8-0 Max Harz 5=196(LC 12) .. . Max Uplift 3=-173(LC 12), 5=-126(LC 12) Max Grav 3=208(LC 1), 4=1.23(LC 3), 5=429(LC 1)-- FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(Ib) or less except when shown.. TOP CHORD 1-2=-548/213 BOT CHORD . 1,-5=-139/387 WEBS 2-5=-462/871 NOTES- 1) Wind: ASCE 7-10; Vult=1.70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS. (envelope) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 7-11-4 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 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 173115 uplift at joint 3 and 126 lb uplift at joint 5. LOAD CASE(S) Standard Waller P. Finn PE No.22839 .. MiTek USA, Inc. FL Cart 66U. 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 . WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII-7473 rev. 10103QOIS 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, erection and bracing of trusses and truss systems, seeANSVTPII Quality CIfteda, DSB-89, and BCSI Building Component. 6904 Parke East Blvd., Safety Informatlanavoilable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610• . . Job Truss Truss Type Qty Ply T18335998 20103091-TNT EJ21 JACK -OPEN 1 1 - Job Reference (optional) B.ild s nrswuurce, Pon Piece, FL 34945 nun: e.zvu s Feb i i zui s rnnr. ezau s uw a 2019 Mi i ex industries, Inc. i nu 0ci t o i u:12:oi zut a Pagel I D:PftLgjXzGof3aThkEwERV6zCl l 4-yMBW 77_SkmhCPKmDm3ggi fEyAYg6xDOkukjOtdyUsUK -0-11-8 0 1 1 1-10.8 . 0-11-8 0-1-1 1-9-7 s_nn R _ Scale = 1:18.2 0 9 0 m 6 .. ADEQUATE 5 4 SUPPORT 2x4 II 3x4 = REQUIRED. 0-1-1 -io-e 1s7 010 Plate Offsets (X Y)-- [4•Edge 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . (16c). I/deft Ud PLATES GRIP TCLL 20,0 Plate Grip DOL - 1.25 TC 0.17 Vert(LL) -0.00 5 >999 360. 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 0.07 Horz(CT) . -0.00 3 n/a n/a . BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 5 >999 240 Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'TOP CHORD Structural wood sheathing directly applied or 1-10-8;o6 purlins. BOT CHORD 2x4 SP No.2 BOT CHORD " Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=27/Mechanical, 6=169/Mechanical, 4=39/Mechanical Max Horz6=61(LC 8). . Max Uplift 3= 28(LC 12); 6=-31(LC 8), 4=-72(LC 8) Max Grav 3=27(LC 1), 6=169(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 25b (lb) or less except when shown.: NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3=second gust) Vasd=132mph; TCDL=4,2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C•Extedor(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) 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 2-070 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 28 lb uplift at joint 3, 31 lb uplift at joint 6 and 72 lb uplift at joint 4. - LOAD CASE(S) Standard A WARNING -Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010=015 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 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 MITBk- 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 of trusses and truss systems, seeANSVTPII QualitItyy Criteria, DSB-89 and BCSI Bugdtng Component: 6904 Parke East Blvd.. Safety Infonnatlanovailoble from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33010 . Job Truss Qty Ply T18335999 20103091-TNT EJ22 JACK -OPEN 1 1 Job Reference (optional) Dormers r r touuroe, ron rieoe, rr. 04e4a mun: u.z4u s "D 11 Zulu vnnt: b.z4u s JUI Zr Zulu mi i eK Inaustnes,, Inc. 1 nu uct l u l un z:br Zulu rage l I D:PftLgjXzGof3aThkEwERV6zC114-yMBW 77_SkmhCPKmDm3gg1 fEwuYppxEBkukjOtdyUsUK 1-10-8 1-10-8 5.00 12 Scale = 1:18.2 2: ADEQUATE SUPPORT REQUIRED. 4 3 3x4 I 1 10 8 1108 m 0 M LOADING (psf) TCLL 20.0 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 FBC201.7/TPI2014 CSI. TC 0.31 BC 0.16 WB' 0.00 Matrix-R DEFL. in (loc) I/dell Ud Vert(LL) 0.00 4 >999 240 Vert(CT) . -0.0.0 3-4 >999 : 240; Horz(CT) -0.03 2 n/a n/a PLATES GRIP MT20 : 244/190 Weight: 9.Ib 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.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing." " REACTIONS. (lb/size) 4=77/Mechanical, 2=58/Mechanical, 3 19/Mechanical' Max Horz 4=40(LC.12) Max Uplift 2= 69(LC 12), 3=-18(LC 12) Max.Grav 4=77(LC 1), 2=58(LC 1), 3=34(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.- NOTES- 1) Wind: ASCE 7-10; Vult=170Mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat.:ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) 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) 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. 4) Refer.to girder(s) for truss to truss connections. 5) Provide Mechanical connection (by others) of truss to bearing plate Capable of. withstanding 69 lb uplift at joint 2 and 18 Ib uplift at joint 3. ..... LOAD CASE(S) Standard Walter P. Finn PE No.22839' MiTek USA, Inc. FL Cert6634: 69H Parke East Blvd. Tampa FL 33610 n Date:-',' October 10,2019 ® WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMll-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, storage; delivery, erection and bracing -of trusses and truss systems, seeANSVtPII QuaBByy Cdtoda, DSB-89 and BCSI Building Component: 6904 Parke East Blvd.. Safety InformaHonovailoble from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ... . .: ..... .. Tampa, FL 33610. . Job Truss Truss Type ty Ply T18336000 20103091-TNT EJ71 Jack -Partial 3 1 Job Reference (optional) ouaaers rnstoaurce, Fort Piece,. FL 34945 Run: 9.24U s Feb 11 2019 Print: u.240 s JUI'L/ 2019 MI Tek Industnes, Inc. Thu Oct 1 U l U:12:09 2019 rage i ID:PftLgjXzGof3aThkEwERV6zC114-QYkuKT_4V4p3OTKPJnB3Zsnw6yOrgftt6OTZP3yUsUJ it =4.0 3-10-0 8-0-0 1-4.0 2.6-0 4-2-0 Scale: 1/T=1' 7 2x4 11 ST1.5xB STP = 3x6 'I I 1-0.0 4• 3-10-0 1-0-0 4- 2-6.0 -0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc).,., Udefl Lid PLATES GRIP TCLL 20:0 Plate Grip DOL 125 TIC . 0.92 Vert(LL) -0.09 4-5 '>851 360 MT20 2.44/190 TCDL 15.0 LumberDOL1.25 BC 0.68 Vert(CT) -0.23 4-5 >347 240 . BCLL 0.0 ' Rep Stress Incr YES WB. 0.16 Horz(CT) 0.06 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 " Matrix-SH Wind(LL) 0.17 4-5, >468 240 Weight: 36lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP, CHORD Structural wood. Sheathing directly applied. BOT CHORD 2x4 SP No.2'Except. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: _ . 5-6: 2x4 SP No.3 8-10-1 oc bracing: 6-7. WEBS 2x4 SP No.3 REACTIONS. .(Ib/size) 3=197/Mechanical, 4=96/Mechanical, 7=468/0r8-0 Max Harz 7=196(LC 12) Max Uplift 3=-154(LC_ 12), 4=-12(LC 12), 7=-106(LC 12) Max Grav 3=197(LC 1), 4=141(LC 3), 7=468(LC 1) FORCES. (lb) - Max..Comp./Max. Ten. - All forces 250 (lb) or less except when shown.. . BOT CHORD . 6r7= 437/299, 2-5=-299/441 WEBS 2-7=-429/544 NOTES- 1) Wind: ASCE 7-10; Vult=170mph-(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,, GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 7-11-4: 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcul`rent with any other live loads.. 3) ' This truss has been designed for live load of20.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 154.Ib uplift at joint 3, 12 Ib uplift at joint 4 and 106 Ib uplift at joint 7. LOAD CASE(S) Standard . Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 663,4 6904 Parke East Blvd. Tampa FL:33610 Date: . O tober 10,2019 C ... .. & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 1W03/2015 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 building design. Bracing indicated is to buckling of individual truss.web and/or chord members only.. Additional temporary and permanent bracing MiTeW prevent Is always required for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the: ... . 6904 Parke East Blvd. fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII Qualify Cftft, DSB-69 and BCSI Building Carnpionont: Tampa, FL 33610.. Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .... .. ..... . Job Truss Truss Type City Ply T18336001 20103091-TNT EJ72 Jack•Partial 3 1 Job Reference (optional) eumers rlrstsource, t-ort t•lece, FL 34945 Hun: 5.24U S hen 11 zg19 YMt: 6.24U S Jul ZI ZU19 MI I eK Inaustnes, Inc. I nu uct lu 1un 2:bb zu19 Ya e 1 ID:PftLgiXzGof3aThkEwERV6zC114-QYkuKT_4V4p3OTKPJnB3Zsn4iy10gfpt6OTZP3y sUJ 11 6-1.8 8-0.0 1-4-0 4-9.8 1-10-8 ST1.5x8 STP = 3x12 MT20HS I 1-0-0 4- 6-1-8 8-0-0 1-0.0 4- 4.9-8 1.10-B Scale: 1/2"=1' m 0 N m Lh m O 0' Plate Offsets (X Y)-- [.1:0-0-0 0-0-151; [5:Edge 0-1-81 [8:072-7 Edgel LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.3.1 Vert(LL) -0.01 7-8 >999 : 360 MT20- 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.02 7-8 >999 240 MT20HS 187/143 - BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.03 5 n/a n/a . BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Wind(LL) 0.02 6 .>999 240 " Weight: 33lb FT=20% .. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP_ CHORD Structural wood.sheathing directly applied or 6-0-09c pudins. BOT CHORD 2x4 SP No.2 "Except BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. " 3-7:'2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS.. .(lb/size) 4=38/Mechanical, 5=246/Mechanical, 8=432/078-0 _1 . Max.Horz 8=196(LC 12): Max Uplift 4=-18(LC 12), 5=-150(LC 12), 8=-127(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(lb) or less except when shown. TOP CHORD 2-3=-265/1.03 BOT CHORD• 7-8=-278/223, 5-6=-347/283 WEBS 2-8=-336/55713-5= 370/454 . NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0.0-0 to 5-11-12, Interior(1) 5-11-12 to.7-11-4 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of,withstanding 18 lb uplift at joint 4, 150 lb uplift at.joint 5 and 127 Ip ,uplift at joint 8. LOAD CASE(S) Standard Walter P. Finn PE N6.22839 ...... '.: MiTek USA, Inc. FL Cart 034 69D4 Parke East Blvd. Tampa FL 33610 e Date: Octobe r 10,2019 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM11.7473 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.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 alwayssequired for stability and to prevent, collapse with possible personal Injury and property damage. For general guidance regarding the. . . fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSVTPII Qualify Cdfeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd., Safety Infotmafbnovallable from Truss Plate Institute: 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 . . Job russ Truss Type ty y T18336002 20103091-TNT G1 Hip Girder 1 1 Job Reference (optional) oumers mrsiaeurce, ror[ riece,, rL. avavo nun. o.wu s reu i i cu i a Hurt; o.«v s �w c, cc is rvn i en muusurcs,,um. rays ID:PftLgiXzGof3aThkEwERV6zC114-ullGXp?iGNxwedvbtU]I64K7UMIBP221 L2C7yVyUsUI 1-4-0 -4 60 , 11-1-0 16-2-0 , 20-10-0 22-2-0 1-4-0 4-8-0 5.1-0 5-1-0 4-8-0 1-40 Scale = 1:37.0 5.00 F12 Special 5x8 = NAILED 3 13 NAILED NAILED 2x4 II NAILED 14 4 15 16 Special 5xB 5 2x4 11 ryni�ou rvru�cv .5x8 = 2x4 II ST1.5x8 STP = ST1.5x8 STP = 3x12 MT20HS II Special NAILED Special 3x12 MT20HS II 1-0-0' -a- 6-0-0 11-1-0 16-2.0 20-10-0 '21.2022-2-0 1-0.0 4 4-8-0 5-1-0 5-1-0 4-8-0 -41-0-0 Plate Offsets (X 1)-- [1.0-0-0 0-0-15] [3.0-5-12 0-2-8] [5:0-5-12 0-2-8] [7:0=0-0 0-0-15] [8:0-2-7 Edge] [10:0-4-0 0-3-01 [12:0-2-7 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20:O Plate Grip, DOL 1.25 TC 0.82 Vert(LL) 0.36 9-10 >647 240 MT20 244/190 .: TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.47 10-11 >495 240 MT20HS 187/143 BCLL 6.0 ' Rep Stress Incr NO WB 0.42 HOrz(CT) 0.04 8 n/a n/a BCDL 10.6 Code FBC2017/TP12014 . Matrix-SH Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except TOP. CHORD Structural wood sheathing directly applied or 2-6-7 oc pudins. 3-5:-2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-1 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP.No.3 REACTIONS. .(Ib/size) 12=1437/0-8-0,.8m1437/0-8-0 Max.Horz 12=56(LC 8) : - Max;Uplift 12= 763(LC 4), 8- 763(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP. CHORD 1-2=-1783/962, 2-3=-2038/1144, 3-.13=-2710/1603, 13-14=-2710/.1603,.4-14=-2709/1603, 4-15=-2709/1603, 15-16=-2710/1603, 5-16=-2710/1603, 5-6=-2038/1144, 6-7=-1783/962 BOT CHORD 1-12=-947/1765, 11=12=-949/1765, 11-17=-940/1760, 17-18— 940/1760, 10-18=-940/1760, 10=19= 937/1760, 19=20=-937/1760, 9-20=-937/1760, 8-9= 947/1765, 7-8=-947/1765 WEBS 3-10=-639/1106, 4-10=-669/522, 5-10— 639/1106, 2-12=-638/428,'6-8=-638/428 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4:2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left-andright 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 lead nonconcurrent with any other. live loads. 6) ' This truss has been designed for live load of.20.Opsf on the bottom chord in all areas where a, rectangle 3-6-0 tall by 2-0-0 wide will fit -between the bottom chord and any other members. 7) Provide mechanical connection .(by others) of truss to bearing plate capable of withstanding 763'lb uplift at joint 12 and 763 lb uplift at joint 8. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 217-lb down and 293 lb up. at 6-0-0; and 217lb down and 293 lb up"at' 16-2-0 on top chord, and 104,lb down and 58 lb up at 64-0, and 104lb down and 58 lb up at 16-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others: 10) In the LOAD CASE,(S) section; loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard : . . . 1) Dead:+ -Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-70, 3-5=-70, 5-7=-70; T-7=-20 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634, 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 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 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 appllcgbllity of design parameters. and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of individual truss and/or chord members only.. Additional temporary and permanent bracing MITBK• prevent web Is always required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the: - ... ' . 6904 Parke East Blvd., fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVMII Quality Criteria, DSB49 and BCSI Building Component: ' Tampa, FL 33610.. Safety Informatlonovailable from Truss Plate Institute; 218 N. Lee Street, Suite 312. Alexandria, VA 22314. . ... . . ..... . Job Truss russ ype ty y T16336002 20103091-TNT G1 Hip Girder 1 1 Job Reference (optional) bullaers mrS[Jource, tort meCe,, rL.a4945 Hun: e.24u s 1-ea 11 Zu1.4 runt: u.z4u s Jul z/ 2u1 a mi I eK Inaustnes,inc. I nu uci l u i u:lz:oe Zulu rage z ID:PftLgiXzGof3aThkEwERV6zC114-u11GXp7iGNxwedvbtUj164K7UMIBP221 L2C7yVyUsUI LOAD CASE(S) - Standard Concentrated toads (Ib) Vert: 3=-170(F) 5=170(F) 11=-69(F) 9=-69(F) 13= 71(F) 14=-71(F) 15=-71(F) 16=-71(F) 17= 29(F) 18=-29(F) 19=-29(F) 20=-29(F) - A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCEPAGE'MIF7473 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.and properly Incorporate this design Into the overall bullding design. Bracing indicated is to buckling Individual truss,web and/or chord members only. Additional temporary and permanent bracing MiTek.. prevent of 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 of trusses and truss systems, seeANSVFPII Quality CdlOrla, DSB-89 and BCSI Budding Component: 6904 Parke East Blvd.. Safety Infonnationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.. Job Truss Truss Type Qty Ply T18336003 20103091-TNT HJ5 Diagonal Hip Girder 2 1 Job Reference (optional) eunciers mrstbource, port Nlece, I-L 34845 Hun: 5.24U S Feb 11 2U18 vnnt: 6.24U S JUI 27 ZU1 U MI I eK Inouslnes, Inc. I nu Uct 1 U 1 un Z:bu 2Ul a Page 1 ID:PftLlXzGof3aThkEwERV6zC1147ullGXp?iGNxwedvbtUj164K7cMP1 P701 L2C7yVyUsUI -4 4-2-6 8-5-1 1-11-190 4 2-4-2 4-2-11 Scale=1:19.9 5 4 2x4 11 1-4-10 1-4-10 LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (Ioc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.81 Vert(LL) 0.13 4-5 >580 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) . -0.117 4-5 >471 240.. BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT); -0.08 3 n/a .n/a . BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 26 Ib 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.3 REACTIONS. (lb/size) 3=198/Mechanical, 4=69/Mechanical, 5=482/0-11-5 Max Hori 5=150(LC 4) Max Uplift 3=-156(LC 8), 4= 1 O(LC 8), 5= 306(LC 4) Max Grav 3=198(LC 1),:4=118(LC 3), 5=482(LC 1) FORCES. (Ib) -:Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-449/349 NOTES- . 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4,2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 girders) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 3, 10 lb uplift at joint 4 and 306 lb uplift at joint 5. ` 6) "NAILED" indicates 3=10d (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 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=125; Uniform Loads (plf) Vert: 1-3=-70, 1-4=-20 Concentrated Loads (Ib) Vert: 9=3(1`=2, M) .. ... . Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 663.4 East Blvd Tampa 6994 Parke E FL 33610. .. Date: October 10,2019 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE'MIF7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITeke connectors. This deslgn Is based only upon porameters'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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' prevent 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 of trusses and truss systems, seeANSV?II CualNy Criteria, DSB-89 and BCSI Building Component: 6904 Parke East Blvd., Salety Infonnatlonavailoble from Truss Plate Institute: 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.. . . Job I russ Truss Type City Fly T18336004 20103091-TNT HJ7 Diagonal Hip Girder 4 1 Job Reference (optional) aulcers mrstJource, r•ort Mace, rL a4s4b 1-10-4 1-10-4 Hun: d.Z4u s veD 11 ZUl `J rnnc d.Z4U s JUI Z/ Zul a MI I eK ircustnes, inc. I nu uct 1 u l u:1 Z:be ZUl d ra e 1 ID:PftLgXzGof3aThkEwERV6zC114-uIIGXp?iGNxwedvbtUjl64K96MP?P221L2C7yVy sU1 6-0-0 11-3-0 4-1-12 5-3-0 2x4 II NAILED NAILED NAILED NAILED 1130 5-3-0 0 0 M Scale = 1:23.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.04 . 6-7 .>999 360 MT20 244/190 TCDL 15:0 Lumber DOL : 1.25 BC . 0.50 Vert(CT) -0.08 6-7 >999 240; , BCLL '0.0 Rep Stress Incr NO WB 0.42 Horz(CT) -0.01 4 n/a -n/a BCDL 10.0 Code FBC201.7/TPI2014 Matrix-SH Wind(LL) 0.03 6-7 >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 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing: WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=180/Mechanical, 8=636/0-11-5, 6=314/Mechanical Max Holz 8=196(LC 8) Max Uplift 4=-151(LC FORCES. .(Ib) -Max. Comp./Max. Ten.:_ All forces 250 (lb) or less except when shown. TOP CHORD 2-9— 704/376, 9-10= 630/372, 3=10= 622/356 " BOT CHORD 7-14=-465/647,.6-14=465/647 WEBS 2-8=-557/310, 2-7=-368/744, 3-6=-694/499 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3=second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;.Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 othermembers. 4) Refer to girder(s) for truss to truss connections.' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 Ib uplift at joint 4, 392 lb uplift at joint 8 and 170 lb uplift at joint 6: 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS gutdlines. 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: 1-4=-70, 1-5=-20 Concentrated Loads (lb) Vert: 11=-84(F=-42, B=-42) 1:3=3(F=2, B=2) 14— 41(F=-21,.B=-21) i Walter P. Finn PE N6.22839 MiTek USA, Inc. FL Cert6634, .6904 Parke East Blvd. Tampa FL 33610. Date: - October 10,2019' WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK 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 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 MITBk• 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 of trusses and truss systems, seeANSVMII Quality Cdtoda, DSB49 and BCSI Building Component: 6904 Parke East Blvd, Safety Infomlatlonavollable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .... Tampa, FL 33610• . Job I russ Truss Type Qty Ply T18336005 201*03091-TNT HJ71 Diagonal Hip Girder 1 1 Job Reference (optional) ouuaers nrslaource, ton rlece,, r�.a454a 1-10-, s 2x4 II NAILED - Hun: 6.44V 5 reD 1 I zu I U rrmC 0.44U 5 JUI 4/ 4U IV Nil I UK IDUU511IG5,, Inu. I IIu V gt iv I U] I J:UU N I v ruye I ID:PftLgiXzGof3aThkEwERV6zC114-Mxse190K1h3nGnUoRCEXeHsRKmhkBYlAaiygUyyUsUH B-3-10 11-3-0 -6 2-112-11-6 .Scale = 1:23.8 1-4-10 1-10 5-4-5 8.3-10 11-3-0 1-4-10 5-1 3.6-1 2-11-6 2-11-6 LOADING (psf) SPACING- 2-0-0.. CSI. DEFL. in (loc): I/defl Ud ... PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25., TC 0.24 Vert(LL) 0.04 8-9 >999. 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BG 0.72 Vert(CT) -0.06 8-9 5999 240: BCLL 0.0 ' Rep Stress Incr NO WBE 0.25 Horz(CT) 0.03 7 n/a ,n/a BCDL 10.0 . Code FBC2017fTP12014 Matrix-SH . Weight: 54 lb 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 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=80/Mechanical, 11=657/0-11-5; 7=438/Mechanical Max Harz 11=196(LC 4) Max Uplift 5= 59(LC 4), 11=-357(LC 4), 7=-205(LC 8) FORCES.' .(Ib) -; Max. Camp./Max. Ten. All forces 250 (lb) or less except, when shown. TOP. CHORD 2-12=-647/264, 3-12=604/259, 3=13=-641/266,_4-13=-613/256 BOT CHORD 9-15=-513/889, 8-15=-513/889, 7-8=-308/588 - WEBS 2-11=-610/311„ 2-10=-223/646, 3-8=-319/218, 4-8=-26/358, 4-7=7720/377 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=1 32mph;, TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpj=0.18; MWFRS (envelope); 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 3-670 tall by 2-0-0 wide will fit between the bottom chord and any othermembers. 4) Refer to girder(s) for truss to truss connections.: 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 5, 357 lb uplift at joint 11 and 205 lb uplift at joint 7. 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 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: 1-5=-70, 1-10=-20,:6-9= 20 Concentrated Loads (lb) Vert: 8= 66(F=-33, B=-33) 4=-83(F=.-42; B— 42) 15=-18(F=-9, B=-9) s. Walter P. Finn PEEN6.22639 MiTek USA, Inc. FL Cart6634E. 69 East Blvd. Tampa 64 Parke E F1.000 E .. Date:.. .. October 10,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. IW032015 BEFORE USE. Design valid for use only with MITek® connectors. This deslgn is based only upon parameters shown, and Is for an Individual building component, not a,tluss 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.collopse with possible personal Injury and property damage. For general guidance regarding the : .. . . fabrication;. storage; delivery, erection and bracing of trusses and truss systems, seeM1SVFP11 Quality CrIl la, DSB-89 and SCSI Building Component. 6904 Parke East Blvd., Safety Infonnatlonavoilable from Truss Plate Institute, 2.18 N. Lee Street. Suite 312, Alexandrla, VA 22314. ..... . .. Tampa, FL 33610 . Job Truss Iruss lype QtyPly T18336006 20103091-TNT V1 Valley 1 1 Job Reference (optional) tiumers rirsisource, tort niece, t-L 34e4b v 0 0 nun: n.z4u s t-eo i i zui a rnnt: n.e4u saw zt zui a MI i eK inousmes, mc. i nu act r u r u: i suu eu 1 a rage 1 ID:PftLgjXzGof3aThkEwERV6zC114-Mxse190K1h3nGnUoRCEXeHsROmppBZYAaiygUyyUsUH 8-0-0 8-0-0 2x4 II Scale = 1:21.3 3 5 4 2x4 i 2x4 I 2x4 II LOADING (psf) SPACING- 2-0-6 : CSI. DEFL. in (loc): I/defl Ud .-PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15:0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999. BCLL 0.0 Rep Stress Incir YES WB 0.15 HOrz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-SH Weight: 29lb . FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except . BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4:SP No.3 REACTIONS. (lb/size) 1=110/7-11-6, 4=143/7-11-6, 5=386/7-11-6 Max Horz 1=165(LC 12) . Max Uplift 4=-75(LC 12); 5= 202(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown... . TOP CHORD 1-2=-276/1,13 WEBS 2-5=-320/502 NOTES' 1) Wind: ASCE 7-10; Vult=170mph (3=second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat;,:ll; Exp C; Encl., - GCpi=0.18; MWFRS (envelope) and C-C Exterior(?) 0-9-1 to 6-9-1, Interior(1) 6-9-1 to:7-10-4 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) Gable requires continuous bottom chord bearing.: 3) This truss has been designed for a 10.0 psf bottom chord live load noriconcurrent 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 othermembers. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 4 and 202 lb uplift at joint 5. LOAD CASE(S) Standard A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE 'MIP7473 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 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: .. . . fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVrP11 Quality Cdlorla, DSB-89 and BCSI Bu9ding 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 russ Type Qty Ply T18336007 20103091-TNT V2 Valley 1 1 Job Reference (optional ID:PftLdXzGof3aThkEwERV6zC114-Mxse190K1h3nGn6o96EXeHsIPmki5d ti aiygUyyUsUH 6.0-0 6-0-0 2x4 I Scale =1:16.4 2 .. 3 . - 2x4 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15:0 Lumber DOL 1.25 BC , 0.55 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/TP12014 Matrix-P 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; except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: REACTIONS. (lb/size) 1=229/5-1'1-6, 3=229/5-11-6- Max Harz 1=119(LC 12) Max Uplift 1=-70(LC 12), 3=r120(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. \ TOP. CHORD 2-3=-204/332. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;kDL=5.0psf; h=15ft; Cat.:ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(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 70 lb uplift at joint 1 and 120 lb uplifFat' joint 3. LOAD CASE(S) Standard Walter P. Finn PE No.22839 . • . MiTek USA, Inc. FL Cart 6634: 6904 Parke East Blvd. Tampa FL 33610. Date: Otobe c r 10,2019 . - WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MTTEK REFERANCEPAGE1411-7473 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 al '- 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 buckling Individual truss.web and/or chard members only. Additional temporary and permanent bracing MiTek` prevent of Is alwayssecluired for stability and to prevent. collapse with possible personal Injury and'property damage. For general guidance regarding the' ' ' ... ' 6904 Parke East Blvd.. fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Criteria, DSB-69 and BCSI Bull Component: Tampa, FL 33610.. • Safety InformaHonavoilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. ..... .: . Job I russ Truss Type Qty Ply T1B336006 20103091-TNT V3 Valley 1 1 Job Reference (optional) om�uers nracouurue, run riew, r� ovavo v a 0 ID: PftLgjXzGof3aThkEwERV6zC114-g7Q1 yU 1 yo?Betx3_?vImBV PbOAAIt27KoMhD00yUsUG -0 -0 I Scale =1:11.0 2 3 2x4. % 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate. Grip DOL 1.25 . TC 0.28 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 FBC2017/TP12014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied Dr 4-0-0 oc purlins; except - BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=140/3-11-6, 3=139/3-11=6 Max Harz 1=73(LC 12) Max Uplift 1=-43(LC 12), 3=-73(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - Al] forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph.(3-second gust) Vasd=132mph; TCDL=4.2psf;.BCDL=5.Opsf; h=15ft; Cat. 11; Exp.C; Encl., GCpi=0.18; MWFRS (envelope) 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.ta11 by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provid'e mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 73 lb uplift at, joint 3: p. A' WARNING- Verily design parameters and READ NOTES ON: THIS AND INCLUDED mrTEK REFERANCE PAGE'M11-7473 rev. M3/2015 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 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 MiTek` is always required for stability and to prevent.coliapse with possible personal Injury and,property damage. For general guidance regarding the : , ... fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSV1Pl1 GualBy Crlterla, DSB-69 and BCSI Building Component: . _ _ ' . ' 6904 Parke East Blvd. Safety Infonnatlonavaliable from Truss Plate Institute, 2,18 N. Lee Street, Suite 312, Alexandria, VA 22314. .. ..... . .: Tampa, FL 33610.. , Job russ Truss Type Uty Ply T18336009 20103091-TNT V4 Valley 1 1 Job Reference (optional) , ...., .............. __ . ID:PftLgjXzGof3aThkEwERV6zC114-g7Q1yU1yo?Betx3_?vlmBVPf9ACpt27KWk hD6 0yUsUG r 2-0.0 r 2-0-0 5.00 F12 2 2x4 Scale = 1:6.9 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC0.03 Vert(CT) n/a n/a 999; , BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT)_ -0.00 2 n/a n/a BCDL 10.0 Code FBC201.7/rP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP.No.2 : TOP CHORD Structural Wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS: (lb/size) 1=56/1-11=6, 2=44/1-11=6, 3=12/1-11-6 .. Max Horz 1=30(LC 12) Max Uplift 1=-17(LC 12), 2=-36(LC 12) Max Grav 1=55(LC 1), 2=44(LC 1), 3=25(LC 3) FORCES. (lb) -Max. Comp./Max. Ten.-- All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp.0; Encl_ GCpi=0.18; MWFRS (envelope) and:C-CExterior(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 a11areas where a rectangle 3-6-01all by 2-0=0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to' grain value using ANSVTPI 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 17 lb uplift at joint 1 and 36 lb uplift at joint 2. LOAD CASE(S) Standard 0 WARNING- Verify design parameters and READ NOTES ON, THIS AND INCLUDED MirEK REFERANCEPAGE 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 parometers.and properly Incorporate this design Into the overall building design. Bracing Indicatedisto 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 fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSVTPl1 Quality Criteria, DSB.89 and SCSI BuOding Component: 6904 Parke East Blvd., Safety Informatlonavailable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.. .: Job I russ Truss Type uly Ply .. .. T18336010 20103091-TNT V5 Valley 1 1 . Job Reference (optional) nuuuers nrsrouurue, run rieue, rL I D: PftLgjXZGof3aThkEW ERV6zC114-g7Q1 yU1.yo?Betx3_?VlmBVPZgA72tOLKoMhDOOyUsUG 1000 10.0-0 .. 2x4 .Scale = 1:26.0 . .. .. - 3 1� 0 ...2z4 , .. 5 .. _ .. .. 2x4. I. 42x4. II .. LOADING (psf) SPACING- 2-0-11,: CSI. DEFL. in (Idc) ' I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1:25 TC 0.39 Vert(LL) Na Na 999 MT20 .: 244/190 TCDL 15.0 Lumber DOL 1.25 BC. 0.33 Vert Na - Na • .999 (CT) BCLL 0.0 Rep Stress.locr YES WB'0.18. Horz(CT)' 0.00 4 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 37 lb 'FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD St[uctural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4'SP No.3 BOT_ CHORD Rigid ceiling directly applied'or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size). 1=145/9=11-6, 4=179/9-11-6, 5=495/9-11-6 ) Max.Horz 1=212(LC 12) Max Uplift 4=-93(LC 12); 5=-259(LC 12) . . . FORCES. (lb) - Max. Comp./Max. Ten. = All forces 250 (lb) or less except when shown. TOP CHORD 1-6==332/95, 2-6==320/137 WEBS 2-5=-394/601 NOTES- 1) Wind: ;ASCE7-10; Vult=170mph (3 second gust) Vasd=132mph; TCDL=4:2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2).0-9-1 to 6-9-1, Interior(1) 6-9-1 to 9--104 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 noncgncurinent with any other live loads.. . : . ' . . . 4) *This truss, has been designed fora 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 4 and 259 lb uplift at joint 5. LOAD CASE(S) Standard .. .. • Walter P. Finn PE:No.22839 MiTek USA, Inc f.L Cert 6634 East st Blvd. Tampa :Parke. m a F4 3.3610. Date; October 10;2019 ®:WARNING -. Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIk7473 rev. 1WO12015 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, nott' 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 temporaryyand 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 of trusses and truss systems, seeANSU1PI1 Quality CrBoda, DS8-11119.and BCSI Building Component " . ... . 6904 Parke East Blvd.. Saloty Informatlo available from Truss Plate Institute, 218 N. Lee Street, Suite:312, Alexandria, VA 22314, Tampa, FL 33610 . . . Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are. indicated. Dimensions are in ff-in-sixteenths... .Apply plates to both sides of truss and fullyembed teeth. For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is . the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing . if indicated, BEARING Indicates. location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB789: Design Standard for Bracing.. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing. of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in .ff-in-sixteenths (Drawings not to. scale) 1 2 3 0 c O U d 0 8 7 -- 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE: . AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 . Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber. design values are in accordance with ANSI/TPI -1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTekO All Rights Reserved MiTek" MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 :General Safety Note Failure to Follow Could- Cause Property Damage or Personal Injury T. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI: 2. Truss bracing must be designed. by an engineer..For' wide truss spacing, individual lateral braces: themselves may require bracing, or alternative Tor I bracing should be considered: . 3. Never exceed the design loading shown and never stack materials on inadequately braced_ trusses. 4. Provide copies of this truss design to the building .. designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of.truss at each joint and embed fully. Knots and wane at joint . locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% of time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated,, or green lumber. 10. Camber is a non-structural consideration and. is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location. dimensions . . . indicated are minimum:plating requlrements. 12. Lumber used shall be of the species and size, and..*:'... in all respects, equal to or better than that specified. 13. Top chords must be sheathed. or purlins provided at spacing indicated on design. - 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, ifno ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others.. 16. Do not cut or alter truss member or plate without prior . approval of an engineer., 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use.,Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. s