Loading...
HomeMy WebLinkAboutTruss258 Southhall Lane, Suite 200 Maitland, Florida 32751 rF D P: (321)972-0491 1 F: (407)880-2304 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES January 18, 2021 Building Department Ref: Adams Homes Lot: 22 Blk. 1 Subdivision: Waterstone Address: 5364 Lugo St. Model: 2000 A 3CF RH KA # 21-0199 Truss Company: Builders First Source Date of drawings: 1/11/21 Job No.: 2597017 Wind Speed: 160 Exposure: C Truss Engineer: Walter P. Finn To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processesaJJ 411111111, techniques; and coordinating work with all other trades. ° P PBLO TO Note: Truss ID's may vary. ����•�-��•E Nsc�'•.4t��,����� No 87864 If you have any questions, please do not hesitate to call. Ff Sincerely, S TA T O F ; n ^ 4 b RR IIL \ •• 0 yl;13 1141%% 1/18/2021 1/18/2021 Carl A. Brown, P.E. Luis Pa o Torres, P.E. FL. # 56126 FL. # 8 864 FDS Engineering Associates, A TSG Company "Your Building Code Experts" 0 ao 0 38-08-00 �L1mom 077 EME 3/12 VAULT Y irk �:�=_i►r, r r. ,' R 8a iwTti Iola I ��, Illlllll.11llll■I. -t__1, _I__t_I-__�-_1`- Zmmma®® moo 7-00-00 L 10 CONNECTORS SCHEDULE ROOF TRUSS Q ID MODEL ROOF UPLIFT SYM 0 11 A-11 LUS24 / JUS24 895 / 835 490 /510 1 A HTU26/ THD26 3600 / 3470 1555 / 2330 r10 0 B HTU28 / THD28 4680 / 5040 2140 / 2330 IL 1 C HTU26-2 /THD26-2 3600 / 3355 2175 / 2340 Lc 0 D HTU28-2 / THD28-2 4680 / 5005 3485 / 2595 :J U) 0 E HGUS26-2 / THDH26-2 5320 / 5245 2155 / 2340 :J LE. 0 F HGUS28-2 / THDH28-2 7460 / 8025 3235 / 3330 I IF 0 G HGUS26-3 / THDH26-3 5230 / 5245 2155 / 2340 J:« 0 H HGUS28-3 / THDH28-3 7460 / 7835 3235 / 4370 1 IH 0 J THJA26 / HJC26 9100 / 8990 4095 / 4370 - 1 w: 3X8NOP a I a VERIFY ALL OMENSIONSANO COUNG COMMONS PRIOR TOAPPROVAL SOME CEILING FRAMONG REOURED IN HELD BY BULDER MAIN WIND FORCE RESSTINO SYSTEMIOC HYBRID WIND ASCE]•1e ENCLOSED OOCO RE OAIEBORY C OCCwOADY CATEGORY r W ND LOAD TAI E WINDIMPORTANCEFACTOR IAD TRMESES HAVE BEEN DESIGNED FOR A PSF BOTTOM CHORD LIVE LOAD M WfT NONCONCURREN ANY OTHER LNE L LOADS ROOF LOADING FLOOR LOADING TCLL: 20 PSF TCLL: 40 PSF TCDL: 07 PSF TCOL: 10 PSF BCDL: 10 PSF BCDL: 5 PSF TOTAL: 37 PSF TOTAL: 55 PSF DURATION: 1.25 DURATION: 1.00 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. SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. By Date CAUTION!!! 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. (ie. 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) UPLIFTAND'GRAVITY•REACTIONS. WARNING " Backcharges,W"' Not Be. Accepted Regardless of Fault Without Prior "NotificationBy Customer Within 48 Hours And Investigation By ' Builders'First Source. • ,NO,EXECPTIONS.. The,Geneml Contractor. Is Responsible For All Connections Other Than Truss • 3e Truss;.Gable Shear Wall; And Connections: Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ' ROOF'PITCH:-1.,,„6112 u CEILING PITCH: 3112 'TOP CHORO'SIZE:- "'2 X'4- •''BOTTOM CHORD SIZE::' 2 X 4'=. OVERHANG LENGTH:, t 16"„ - END CUT: Plumb CANTILEVER: - TRUSS SPACING: 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE Hatch Legend Ottum of BM at 10 n10 CEILING F;i FRAME ceiling TO 8' =8' ceiling E�P'-00- TO 1Z-00" KNEE WALL BUILDER: Adams Homes PROJECT: Single Family MODEL: LANAI ADDRESS: 5364 LUGO ST LOT / BLOCK: 2211 SUBDIVISION: WATERSTONE CITY: FORT PIERCE DRAWN BY: K SANCHEZ JOB 0 : 2597017 DATE: 01/08/2021 1 SCALE: NTS PLAN DATE: 2021 REVISIONS: 1. 2. 3. 4. 4408 Airport Road Plant City, FL 33563 Ph. (813) 305-1300 Fax (813) 3054301 I•M RIME ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. r" MiTe.k® RE: 2000_A_ELEVATION_CORRECTED - LOT 22/1 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blv1d1.5 Customer Info: Adams Homes Port St Lucie Project Name: 2597017 Model: 2000 �aT'8��� RO LANAI Lot/Block: 22/1 Subdivision: WATERSTONE Address: 5364 LUGO STREET,. City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 57 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# Truss Name Date No. Seal# Truss Name Date 1 T22400724 A01 S 1/11/21 23 T22400746 C I S 1/11/21 2 T22400725 A02S 1/11/21 24 T22400747 C1V 1/11/21 3 T22400726 A03S 1/11/21 25 T22400748 C3 1/11/21 4 T22400727 A04S 1/11/21 26 T22400749 C3P 1/11/21 5 T22400728 A05S 1/11/21 27 T22400750 C3S 1/11/21 6 T22400729 A06S 1/11/21 28 T22400751 C3V 1/11/21 7 T22400730 A07 1/11/21 29 , T22400752 C5 1/11/21 8 T22400731 A09 1/11/21 30 T22400753 C5P 1/11/21 9 T22400732 A10 1/11/21 31 T22400754 C5S 1/11/21 10 T22400733 All 1/11/21 32 T22400755 C5V 1/11/21 11 T22400734 Al2 1/11/21 33 T22400756 D01 1/11/21 12 T22400735 A13 1/11/21 34 T22400757 D02 1/11/21 13 T22400736 A14 1111/21 35 T22400758 D03A 1/11/21 14 T22400737 A15 1/11/21 36 T22400759 E2A 1/11/21 15 16 17 T22400738 T22400739 T22400740 A16 B01 B02 1/11/21 1/11/21 37 38 T22400760 T22400761 E5 E7 1/11/21 1/11/21 1/11/21 39 T22400762 E7P 1/11/21 18 T22400741 B04 1/11/21 40 T22400763 E7V 1/11/21' 19 T22400742 Cl 1/11/21 41 T22400764 G01 S 1/11/21 20 T22400743 C1B 1/11/21 42 T22400765 G02S 1/11/21 21 T22400744 C1C 1/11/21 43 T22400766 G03S 1/11/21 22 T22400745 C1P 1/11/21 44 T22400767 G05S 1/11/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or 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 applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly;, ,{ incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. January 11,2021 Finn, Walter 1 of 2 .® MiTek USA, Inc. RE: 2000_A_ELEVATION_CORRECTED - LOT 22/1 WATERSTONE 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: Adams Homes Port St Lucie Project Name: 2597017 Model: 2000 A 3CAR 1 OX20 LANAI Lot/Block: 22/1 Subdivision: WATERSTONE Address: 5364 LUGO STREET. City: Fort Pierce State: FL No. Seal# Truss Name Date 45 T22400768 H2 1/11/21 46 • T22400769 H5 1/11/21 47 T22400770 H7 1/11/21 48 T22400771 1-17P 1/11/21 49 T22400772 1-17V 1/11121 50 T22400773 K01 1/11/21 51 T22400774 K02 1/11/21 52 T22400775 1-01 1/11/21 53 T22400776 L02 1/11/21 54 T22400777 V01 1/11/21 55 T22400778 V02 1/11/21 56 T22400779 VO4 1/11/21 57 T22400780 V05 1/11/21 2 of 2 T22400724 KEVATION_COR- A01S Roof Special 1 • 2 Job Reference (optional FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:11 2021 Page 1 ' I D:hKY1 ep9FiDwfFyJ CybTuLLyv927-7gOkRM9cBOul zdX_4hz7cfH5uFhOUSomulgUm7zwodQ -1-4-0 6-5-7 0 12-2-13 15-9-11 19-4-8 22-3-1 26-5-7 28-10-0 33-5-12 33 1 •4 38-8-0 1.4-0 6.5-7 2-2.9 3-6-13 3-6-13 3-6-13 2-10-9 3-2-6 3-4-9 4-7-124-B-12 5x6 = 7x10 = 11 6x8 = 6.00 12 4x6 = 4x6 = 7x10 = 6x8 = 6x8 = 3 4 5 6 8 9 10 1.5x8 STP = PR 35 31 21 2 25 24 23 22 qI 1 2x4 11 7xl0 — 4x6 = 8x14 MT20HS = 0 5x8 = 19 18 17 16 15 4x6 3.00 12 20 4x6 = 5x8 = = = 5x8 5x8 2x4 II 3-4-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 1.15 20 >405 240 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.40 20 >333 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.48 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-6,6-10: 2x6 SP No.2 BOT CHORD BOT CHORD 2x6 SP No.2 `Except' 21-24: 2x6 SP M 26 WEBS 2x4 SP No.3 "Except' 9-21: 2x4 SP No.2 REACTIONS. (size) 13=Mechanical, 2=0-8-0 Max Horz 2=224(LC 11) Max Uplift 13=-802(LC 12), 2=-921(LC 12) Max Grav 13=1432(LC 1), 2=1506(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4937/3100, 3-4=-8146/5077, 4-5=-10144/6239, 5-6=-11416/6945, 6-7=-11417/6946, 7-8=-13194/8013, 8-9=-11218/6833, 9-10=-4377/2830, 10-11=-2458/1687, 11 -1 2=-2502/1656, 12-13=-2914/1869 BOT CHORD 2-25=-2780/4484, 24-25=-2765/4485, 23-24=-4915/8258, 22-23=-6006/10144, 21-22=-7822/13205,19-21=-141/288,8-21=-553/1040,18-19=-704/1177, 17-18=-2346/3893, 15-17=-2348/3891, 14-15=-1594/2583, 13-14=-1594/2583 WEBS 3-24=-2603/4293, 9-21=-4286/7263, 4-23=-1147/1983, 5-23=-597/433, 5-22=-762/1333, 6-22=-271/237, 7-22=-1862/1133, 4-24=-878/615, 9-18=-3330/2027, 18-2 1 =-2457/4140, 10-18=-385/721, 11-15=-1184/1919, 10-15=-2345/1548, 12-15=-506/414 Scale = 1:70.7 36 3x4 12 37 0 o fO 13 Iy IN 14 0 2x4 11 4x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 490 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F), or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 6-5-7, Exterior(2R) 6-5-7 to 10-5-7, Intedor(1) 10-5-7 to 28-10-0, Exterior(2R) 28-10-0 to 32-10-0, Interior(1) 32-10-0 to 38-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads. 7,ontinued on page 2 January 11,20, A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/1 Quality Criteria, OSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 T22400724 Roof Special 1 Job Reference (ootionall Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:11 2021 Page 2 ' ID:hKY1ep9FIDwfFyJCybTuLLyv92?-7gOkRM9cBOulzdX_4hz7cfH5uFhOUSomulgUm?zwodQ NOTES- • 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) BeEl(ng at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 802 lb uplift at joint 13 and 921 lb uplift at joint 2. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. A WARNING - Verily design parameters and READ. NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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, see ANSI/TPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 r _ 7 I LLI I VVf1I CRJ I UIVC 2000_A_ELEVATION_COR— A02S Roof T22400725 Special 1 1 ° Job Reference (optional) Fi Builders rstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:12 2021 Page 1 r } ID:hKY1ep9FiDwfFyJCybTuLLyv92?-bOa7eiAFyiOubn6AePUM9tgB8e0rDsQv7yP11Rzwoc1P 1 4-0 6-11-13 8-5-7 13-10-15 19-4-6 23--15 27-5-7 8-10- 33-5-12 3 -3 38-8-0 1 4-0 6-11-13 5-10 5-5-8 5-5-8 4-0-8 4-0-8 1 4-9 4-7-12 9- 4�-11 Scale=1:71.0 5x6 = 6.00 12 2x4 �\ 4 3 1.5x8 STP = 28 27 2 M 2 aI 1 6x12 I o .. 5x8 : 3.00 12 3x4 = 29 30 5 5x6 = 4x6 = 5x6 = 5x6 = 9 6 731 32 8 /TkL-_ 17 16 2x4 li 15 5x12 = 14 13 4x6 = 5x8 = 12 2x4 11 3x6 = a-6-u 13-10-15 19-4-6 19 -8 23-4-15 27-5-7 8-10 34-3-5 38-8-0 8 8-0 5-2-15 55-8 0- -2 4-0-7 4-0-8 1 4-9 5-5-5 4-4-11 Plate Offsets (X,Y)-- [2:0-2-7,Edge][4:0-3-0 0-2-0] [7:0-2-0 0-3-0] [11.0-2-12 0-1-8] [18:0-10-12 0-4-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 1.12 18-19 >415 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.38 18-19 >335 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.59 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 206 lb 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. Except: 2-20,18-20: 2x4 SP No.1, 6-16: 2x4 SP No.3 10-0-0 oc bracing: 16-18 WEBS 2x4 SP No.3 *Except* 7-18,15-18: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 11=Mechanical, 2=0-8-0 Max Horz 2=224(LC 11) Max Uplift 11=-802(LC 12), 2=-920(LC 12) Max Grav 11=1433(LC 1), 2=1507(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4708/2960, 3-4=-4525/2848, 4-5=-4223/2675, 5-6=-5648/3580, 6-7=-5982/3740, 7-8=-3113/2095, 8-9=-2373/1667, 9-10=-2473/1632, 10-11=-2870/1842 BOT CHORD 2-20=-2622/4242, 19-20=-3267/5648, 18-19=-3487/6093, 13-15=-1538/2660, 12-13=-1580/2531,11-12=-1580/2531 WEBS 3-20=-157/330, 4-20=-1098/1786, 5-20=-1554/987, 5-19=-40/367, 6-19=-522/263, 7-18=-1900/3320, 7-15=-2054/1271, 15-18=-1975/3466, 8-15=-365/724, 9-13=-1112/1840, 8-13=-1639/1082, 10-13=-473/397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf;'h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 8-5-7, Exterior(2R) 8-5-7 to 12-5-7, Interior(1) 12-5-7 to 28-10-0, Exterior(2R) 28-10-0 to 32-10-0, Interior(1) 32-10-0 to 38-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 802 lb uplift at joint 11 and 920 lb uplift at joint 2. Continued on page 2 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 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, see ANS17TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke; East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 January 11.20, T22400725 2000_A_ELEVATION_COR— A02S Roof Special 1 1 Builders FirstSource (Plant City, r � I Job Reference (optional) 8.430 s Nov 30 2020 MiTek Industries, Inc: Sun Jan 10 09:22:12 2021 Page 2 ID:hKY1 ep9Fi DwfFyJ CybTuLLyv92?-bOa7eiAFyiOubn6AePU MgtgB8eOrDsQv7vP1 IRzwodP NOTES,. . 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 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, see ANSI/TP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 V'] I'.y I LV I GGI I YVl11 CRJ 1 VIVC T22400726 JUU_A_tLtVA I IUN_GOR—rU35 I Hip 11 I 1 I Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:13 2021 Page 1 Y r ID:hKY1ep9FiDwfFyJCybTuLLyv92?-4C7Vs1BtjO81DxhNB6?bh4NM42MeyOV3Lc9bquzwodO F1 g q 7-3-3 8-8-0 10-5-7 14-10-13 23-9-6 28-2-9 3211-15 38-8-0 1-4-0' 7-3-3 -13' 1-9-7 ' 45-6 8-10-9 4-5-3 4-2-7 6-3-1 Scale = 1:68.4 5x6 = 5x6 = 2x4 II 3x6 = 5x6 = 4 27 28 5 29 6 30 7 31 8 15 14 1O 12 11 5x8 = 3.00 12 4x6 II 3x6 = 2x4 II 3x6 = 5x12 = 8-8-0 10.5-7 19-4-8 2%-9 32 4-15 38-8-0 8 8 8-11-1 8-10-1 4-2-7 6-3-1 Plate Offsets (X,Y)-- [2:0-2-7,Edge] [4:0-3-0,0-2-0], [5:0-3-0,0-3-0], [8:0-3-0 0-2-0][10:0-2-12 0-1-8] [12:0-5-8 0-2-4] [14:0-3-0 0-0-0] [16:0-4-4 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) .1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.73 16-17 >634 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.02 16-17 >456 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.46 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 208 lb 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. Except: 2-18,16-18: 2x4 SP No.1, 6-14: 2x4 SP No.3 10-0-0 oc bracing: 14-16 WEBS 2x4 SP No.3 "Except` WEBS 1 Row at midpt 12-16, 7-12 12-16: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 10=Mechanical, 2=0-8-0 Max Horz 2=237(LC 11) Max Uplift 10=-802(LC 12), 2=-920(LC 12) Max Grav 10=1433(LC 1), 2=1507(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4701/2897, 3-4=-4480/2810, 4-5=-3411/2149, 5-6=-4259/2661, 6-7=-4197/2648, 7-8=-2136/1484, 8-9=-2377/1568, 9-10=-2759/1735 BOT CHORD 2-18=-2533/4236, 17-18=-1787/3381, 16-17=-2222/3988, 11-12=-1433/2425, 10-11=-1433/2425 WEBS 3-18=-246/354, 4-17=-309/724, 5-17=-820/581, 5-16=-108/427, 12-16=-1716/3000, 7-16=-765/1490, 7-12=-1483/952, 8-12=-473/832, 9-12=-495/424, 4-18=-884/1316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 10-5-7, Exterior(2R) 10-5-7 to 16-1-5, Interior(1) 16-1-5 to 28-2-9, Exterior(2R) 28-2-9 to 33-10-7, Interior(1) 33-10-7 to 38-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Blaring atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 802 lb uplift at joint 10 and 920 ib uplift at joint 2. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20: ® WARNING -Verify design parameters and READ.NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 property incorporate this design into the overall �/� T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI)1 1�. 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, see ANSI7rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2000_A_ELEVATION_COR— AT2240072704S Hip 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:15 2021 Page 1 r ' ID:hKY1ep9FiDwfFyJCybTuLLyv927-ObFFGjD7EdPSSFrIJX23nVSjss5IQGJMpweivmzwodM - 7 3-3 8-8-0 12-5-7 19-4-0 26-2-9 30-0-0 1 4-1 38-8-0 7-3-3 4-13 3-9-7 6-10-9 6-10-9 3-9-7 -4-13 7-3-3 Scale=1:68.0 5x6 = 3x8 = 5x6 = 4 31 32 5 33 34 6 3x8 i 3.00 F12 5x8 19-4-0 26-2-9 30-0-0 38-8-0 8-8-0 3-9-7 6-10-9 66 0-9 3-9-7 8-8-0 Plate Offsets (X Y)-- [2:0-2-9 0-1-8] [4:0-3-8 0-2-4] [6:0-3-0 0-2-0] [8:0-2-7 Edge], [9:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.77 11 >603 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.96 10-11 >485 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 211 lb 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. Except: 2-14,8-9: 2x4 SP M 31 4-10-0 oc bracing: 8-9 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 9 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 8=Mechanical, 2=0-8-0 Max Horz 2=278(LC 11) Max Uplift 8=-804(LC 12), 2=-922(LC 12) Max Grav 8=1429(LC 1), 2=1504(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4710/2944, 3-4=-4469/2851, 4-5=-2874/1933, 5-6=-2877/1920, 6-7=-4487/2841, 7-8=-4729/2936 BOT CHORD 2-14=-2581/4263, 13-14=-1517/2860, 11-13=-1776/3290, 10-11=-1776/3290, 9-1 0=-1 604/2863, 8-9=-2565/4268 WEBS 3-14=-304/400, 4-13=-144/490, 5-13=-654/326, 5-11=0/282, 5-10=-651/319, 6-1 0=-1 34/488, 7-9=-315/406, 4-14=-1070/1739, 6-9=-1076/1673 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 12-5-7, Exterior(2R) 12-5-7 to 18-1-5, Interior(1) 18-1-5 to 26-2-9, Exterior(2R) 26-2-9 to 31-10-7, Interior(1) 31-10-7 to 38-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 9) BLaring at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 804 lb uplift at joint 8 and 922 lb uplift at joint 2. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20, ® WARNING - Verify design parameters and READ.NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 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 property 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 for MiTek always required 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, see ANS117P/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 • 6904 Parke East Blvd. Tampa, FL 36610 T22400728 Hip FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:16 2021 Page 1 I D:hKY1 ep9Fi DwfFyJCybTuLLyv92?-UnpdU3Dl?xXJ40QytEZIJj?syGOS9oHV2aNFRCzwodL ,1 }-0, 4-6-11 8 8-0 14-5-7 19 4-0 212-9 30-0-0 34-1-5 3%8-0 r1 4-0 4-6-11 4-1-5 5-9-7 4-10-9 4-10-9 5-9-7 4-1-5 4-6-11 6.00 12 5x6 = 3x4 = 5x6 = 30 6 31 327 Sx8 5x8 3.00 F12 8-8-0 Plate Offsets 5-9-7 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 8-10: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 'Except' 13-15,11-13: 2x4 SP No.1, 16-17: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=Mechanical Max Horz 2=319(LC 11) Max Uplift 2=-922(LC 12), 10=-804(LC 12) Max Grav 2=1736(LC 17), 10=1666(LC 18) 30-0-0 8-8-0 Scale=1:69.3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 1.00 Vert(LL) 0.69 14-15 >675 240 MT20 244/190 BC 0.93 Vert(CT) -1.15 12-14 >402 180 MT20HS 187/143 WB 0.48 Horz(CT) 0.59 10 n/a n/a Matrix -AS Weight: 223 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 4-9-0 oc bracing: 10-11 WEBS 1 Row at micipt 4-14, 8-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5540/2966, 3-4=-5388/2826, 4-5=-3237/1827, 5-6=-2892/1734, 6-7=-2803/1721, 7-8=-3139/1821, 8-9=-5183/2815, 9-10=-5362/3020 BOT CHORD 2-15=-2614/5237, 14-15=-2303/4857, 12-14=-1381/3005, 11-12=-2285/4457, 10-11=-2646/4849 WEBS 4-15=-532/1425, 4-14=-2055/1154, 5-14=-510/1158, 6-14=-338/240, 6-12=-337/243, 7-12=-510/1162, 8-12=-1958/1158, 8-11=-551/1341, 9-11 =-1 43/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 14-5-7, Exterior(2R) 14-5-7 to 20-1-5, Interior(1) 20-1-5 to 24-2-9, Exterior(2R) 24-2-9 to 29-9-5, Interior(1) 29-9-5 to 38-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ';his 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. 9) Refer to girder(s) for truss to truss connections. 10) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 922 lb uplift at joint 2 and 804 lb uplift Cont0WGi 1bAPpage 2 A WARNING - Verify design parameters and READ. NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 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, see ANS11TI ll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 January 11,20, ,uu I I Fuss I i russ i ype I ury I Fry I LU I LO'I tNH I tt<J I UNL T22400728 2000_A_ELEVATION_COR—TA05S I Hip Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:16 2021 Page 2 r r ID:hKY1ep9FiDwfFyJCybTuLLyv92?-UnpdU3Dl?xXJ4OQytEZIJj?syGOS9oHV2aNFRCzwodL NOTES= • 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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, see ANSI/rPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 _'y Iriy I — cui-miamolulm= Hip T22400729 I I I I I Job Reference (optional) FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:17 2021 Page 1 ID:hKY1ep9FiDwfFyJCybTuLLyv92?-yzNOhPENmEfAhY?8Qy4XswX19fI8uAxeGE7ozfzwodK 1-4-0 7-3-3 8-8-0 16-5-7 22-2-9 30-0-0 1-4-1 38-8-0 1-4-0 -4-13 7-9-7 5-9-2 7-9-7 -4-13 7-3-3 Scale=1:69.9 5x6 = 6.00 12 6x8 = 0 9 M N Iy 0 5x8 3.00 12 5X8 8-8-0 16-5-7 22-2-9 30-0-0 38-8-0 8-8-0 7-9-7 5-9-2 7-9-7 8-8-0 Plate Offsets (X Y)-- [2:0-2-7 Edge] [4:0-3-4 Ed e] [5:0-3-8 0-2-4] [6.0-5-4 0-2-0] [7.0-3-4 Edqe] [9 0-2-7 Edge] 10.0-4-0 Ed e] [12.0 3 8 Edge] [13.0 4 0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.73 10-11 >635 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.98 10-11 >471 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.62 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 215 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except' TOP CHORD 1-4: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.1 "Except* 14-15: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-Oi 9=Mechanical Max Horz 2=360(LC 11) Max Uplift 2=-922(LC 12), 9=-804(LC 12) Max Grav 2=1504(LC 1), 9=1429(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4690/2882, 3-4=-4548/2895, 4-5=-2525/1658, 5-6=-2194/1617, 6-7=-2533/1652, 7-8=-4565/2883, 8-9=-4713/2897 BOT CHORD 2-13=-2522/4346, 12-13=-2464/4258, 11-12=-1060/2193, 10-11=-2435/4177, 9-10=-2509/4249 WEBS 4-13=-481/1155, 4-12=-2226/1450, 5-12=-342/728, 6-12=-271/276, 6-11=-332/730, 7-11=-2084/1441,7-10=-561/1113 Structural wood sheathing directly applied. Rigid ceiling directly applied. Except: 2-2-0 oc bracing: 9-10 1 Row at midpt 4-12, 6-12, 7-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 16-5-7, Exterior(2E) 16-5-7 to 22-2-9, Exterior(2R) 22-2-9 to 27-10-7, Interior(1) 27-10-7 to 38-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) A41 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) Refer to girder(s) for truss to truss connections. 9) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 922 lb uplift at joint 2 and 804 lb uplift at joint 9. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20: --- — -- ------ ._...-------- ...------------- --- — - -- WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 vedfy the applicabilityof 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�V � . always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IS: fabrication, storage, delivery, erection and bracing of trusses and. truss systems, see ANSI?PI! Quality Criteria, DSB-89 and BCS/ Building Component e 6904 ParkEast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Parke 36610 East T22400730 Hip Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:19 2021 Page 1 ' r ID:hKY1ep9FiDwfFyJCybTuLLyv92?-uMVm65Gelsvuxs9XYN6?xLdOeTQcM4GxkYcv2Xzwodl a-4-0 7-3-3 8-8-0 13-1-12 18-5-7 20-2-9 _ 25-6-5 30-0-0 1-4-1 38-8-0 0-0-0 1-4-0 7-3-3 -4-13 4-5-12 5-3-12 1-9-2 5-3-12 4-5-12 4-13 7-3-3 1-4-0 6.00 12 5x8 3.00 12 18-5-7 5x6 = 5x6 = 3x4 = 1-9-2 ' 19-9-7 ' 8-8-0 5x8 Scale = 1:71.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.75 15-17 >619 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.15 1�5-17 >404 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.60 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 203 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 "Except" BOT CHORD Rigid ceiling directly applied. 16-17: 2x4 SP No.2 WEBS 1 Row at midpt 5-15, 8-14 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=-408(LC 10) Max Uplift 2=-920(LC 12), 11=-920(LC 12) Max Grav 2=1503(LC 1), 11=1503(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4716/2698, 3-4=-4518/2625, 4-5=-4541/2689, 5-6=-2208/1449, 6-7=-1924/1372, 7-8=-2208/1439, 8-9=-4537/2717, 9-10=-4515/2655, 10-11=-4714/2727 BOT CHORD 2-17=-2274/4451, 15-17=-1302/2727, 14-15=-730/1924, 13-14=-1348/2682, 11-13=-2334/4252 WEBS 3-17=-185/276, 5-17=-1023/2083, 5-15=-1137/814, 6-15=-448/786, 7-14=-447/783, 8-14=-1068/821, 8-13=-1037/1943, 10-13=-206/275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 18-5-7, Exterior(2E) 18-5-7 to 20-2-9, Exterior(2R) 2072-9 to 25-10-7, Interior(1) 25-10-7 to 40-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.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) Bearing atjoint(s) 2, 11 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 2 and 920 lb uplift at joint 11. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 1� Mi'%k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the v� , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Roof Special T22400731 s FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:20 2021 Page 1 ' ID:6gDIOH2OVegl NklsxoNemzyuULB-NY28KRGG3911YOjj64dEUZ9c9tlF5XA5yCLTa_zwodH 14-0 6-1-14 8-8-0 13-1-12 194-0 25 6-4 30-0-0 32-6-2 38-8-0 0-0- 14-0 6-1-14 2-6-2 4-5-12 6-24 6-24 4-5-12 2-6-- 6-1-14 14-0 5x6 = 5x8 3.00 F12 5x8 Zz 3x8 MT20HS 11 3x8 MT20HS // 6-1-2 Scale=1:73.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.68 12-13 >679 240 MT20 244/190 TCDL ' 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.04 15-16 >447 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 204 lb 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. 2-16,10-12: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-425(LC 10) Max Uplift 2=-920(LC 12), 10=-920(LC 12) Max Grav 2=1722(LC 17), 10=1723(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORb 2-3=-5622/2754, 3-4=-5408/2617, 4-5=-5444/2742, 5-6=-2849/1664, 6-7=-2785/1657, 7-8=-5124/2728, 8-9=-5091/2615, 9-1 0=-5318/2762 BOT CHORD 2-16=-2341/5438, 15-16=-1322/3351, 13-15=-688/2179, 12-13=-1347/2978, 10-12=-2373/4834 WEBS 6-13=-605/1299, 7-13=-1127/775, 7-12=-1056/2300, 6-15=-602/1358, 5-15=-1193/771, 5-16=-1065/2498 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 19-4-0, Exterior(2R) 19-4-0 to 23-4-0, interior(1) 23-4-0 to 40-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 2 and 920 lb uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 ELEVATION_COR- A10 ROOF SPECIAL 1 1 Job Reference (optional) T22400732 t FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:21 2021 Page 1 ' I D:6gD IOH2OVeg 1 Nkl sxoNemzyuULB-rlcWXnHugT9cAAIvfo9TOmiogH5XgzREBs506QzwodG . • 19-8-0 . ,-4-0 6-1-14 8-8-0 13-1-12 19-0.0 1 22-4-9 256-4 30-0-0 32-6-2 38-8-0 1-4-0 6-1-14 2.6-2 4.5-12 5-10-4 0-4- 2-8-9 3-1-11 4-5-12 2-6-2 6-1-14 0-4-0 Scale = 1:78.2 6x12 MT20HS = 0 6.00 12 ,0 „ 5x8 :::: 3.00 12 5x8 3x8 MT20HS 11 3x8 MT20HS // 8-8-0 17-7-7 ' 1-8-9 ' 4-4-9 r 7-7-7 18-8-0 Plate Offsets (X,Y)-- [2:0-1-15,1-2-15], [2:0-2-7 Ed e] [4:0-3-0 0-3-0] [8:0-3-0 0-3-Op [10:0-1-15 1-2-15] [10:0-2-7 Edge] [12.0-6-0 0-3-4] [16:0-6-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.67 Vert(LL) 0.63 12-13 >734 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.97 15-16 >478 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.57 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 "Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-11: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 'Except" 14-16,12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=422(LC 11) Max Uplift 2=-920(LC 12), 10=-920(LC 12) Max Grav 2=1723(LC 17), 10=1723(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5622/2755,3-4=-5419/2622,4-5=-5446/2735,5-6=-2852/1663,6-7=-2787/1656, 7-8=-5129/2726, 8-9=-5104/2623, 9-10=-5321/2765 BOT CHORD 2-16=-2342/5436, 15-16=-1321/3348, 13-15=-704/2200, 12-13=-1348/2977, 10-12=-2376/4838 WEBS 6-13=-589/1274, 7-13=-1098/756, 7-12=-1062/2299, 6-15=-585/1331, 5-15=-1162/752, 5-16=-1058/2496 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph;,TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 19-4-0, Exterior(2R) 19-4-0 to 23-4-0, Interior(1) 23-4-0 to 40-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify opacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 2 and 920 lb uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20: ® WARNING - verify design parameters and READ.NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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 property 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, see ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2000_A_ELEVATION_C0R— A11 Hip Truss 1 1 Job Reference (optional) T22400733 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:22 2021 Page 1 I D:20VQZH In97x9G5M9NmJalQz3Stx-JxAvl6l W bnHToKt5DVgiZ_Fv4gSRZQbOQWgZfszwodF r1-4-0, r 8-8-0 _ 17-0-0 21-8-0 30-0-0 38-8-0 AO-O-q 14-0' 8-8-0 8-4-0 4-8-0 84-0 8-8-0 1-4-0 5x8 = 6.00 12 Scale=1:71.5 5x6 = 5x8 3.00 12 5x8 21-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.67 12-13 >688 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.99 12-13 >471 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.60 7 n/a n/a BCDL 10.0 Code FBC2020(rP12014 Matrix -AS Weight: 192 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied: 1-3,6-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 3-12, 6-10 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-378(LC 10) Max Uplift 2=-920(LC 12), 7=-920(LC 12) Max Grav 2=1503(LC 1), 7=1503(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4702/2750, 3-4=-2447/1561, 4-5=-2115/1531, 5-6=-2439/1563, 6-7=-4702/2780 BOT CHORD 2-13=-2312/4382, 12-13=-2173/4078, 10-12=-905/2113, 9-10=-2230/3944, 7-9=-2373/4237 WEBS 3-13=-448/1204, 3-12=-2102/1348, 4-12=-333/764, 4-10=-260/267, 5-10=-350/715, 6-10=-1964/1367, 6-9=-461/1161 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 17-0-0, Exterior(2E) 17-0-0 to 21-8-0, Exterior(2R) 21-8-0 to 27-3-14, Interior(1) 27-3-14 to 40-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.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) Bearing at joint(s) 2, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 2 and 920 lb uplift at joint 7. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 Welk,', 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, see ANSI1rP/1 Qualify Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 12 Hip Truss T22400734 t FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:23 2021 Page 1 ID:20VQZH ln97x9G5M9NmJalQz3Stx-n7kHySJ8M4PKQTS InCBx5Bn3S4og[xCXfAa7BIzwodE �1 4-073-3 8 8-0 15-0-0 23-8-0 30-0-0 1 4-1 38 8-0 0-0- 1 �-0 7-3� - 04 64 8 8-0 6-4-0 "4-14 7 3- 1 �-0 Scale = 1:71.5 5x6 = 6.00 12 3x4 = 5x6 = 256 26 7 27 5x8 � 3.00 12 5x8 ZZ a-e-u l b-U-U 23-8-0 30-0-0 38-8-0 8-8-6 6-4-0 8-8-0 6-4-0 8-8-0 Plate Offsets (X,Y)-- [2:0-2-7,Edge], [4:0-3-0 03-0] [5:0-3-0 0-2-0] [7:0-4-0 0-2-8] [8:0-3-0 0-3-0] [10:0-2-7 Edge], [12.0-5-12 0-3-0], [16:0-5-12,0-3-0] 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 0.98 Vert(LL) 0.67 12-13 >695 240: MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -1.08 13-15 >432 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.61 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 197 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 "Except" BOT CHORD Rigid ceiling directly applied. 14-16,12-14: 2x4 SP No.1 WEBS 1 Row at midpt 4-15, 8-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=337(LC 11) Max Uplift 2=-920(LC 12), 10=-920(LC 12) Max Grav 2=1734(LC 17), 10=1734(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5543/2805, 3-4=-5388/2778, 4-5=-3176/1752, 5-6=-2777/1655, 6-7=-2686/1672, 7-8=-3024/1744, 8-9=-5139/2808, 9-10=-5299/2836 BOT CHORD 2-16=-2373/5262, 15-16=-2178/4950, 13-15=-1205/2899, 12-13=-2234/4475, 10-12=-2434/4780 WEBS 4-16=-575/1499, 4-15=-2167/1162, 5-15=-476/1113, 7-13=-417/1089, 8-13=-2072/1187, 8-12=-579/1408, 6-15=-318/221, 6-13=-282/197 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-0-0, Exterior(2R) 15-0-0 to 20-7-14, Intedor(1) 20-7-14 to 23-8-0, Exterior(2R) 23-8-0 to 29-3-14, Interior(1) 29-3-14 to 40-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.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 = IO.Opsf. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cgpacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 2 and 920 lb uplift at joint 10. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20, ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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''relR 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, see ANSIfrP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 _'y Irly I —I ­1 VVHI CRJ I UIVC 2000_A_ELEVATION_COR— A13 Hip Truss T22400735 s FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:24 2021 Page 1 I D:20VQZH 1n97x9G5M9NmJalQZ3Stx-FKlf9oKm7OXB1 d1 U LwiAePKFCU 6J 117gtgJgjIzwodD � 1--4-0 8-8-0 13-0-0 19-4-0 25-8-0 30-0-0 38-8-0 0-0-0 1-4-0 8-8-0 4-4-0 6-4-0 6-4-0 4-4-0 8-8-0 1-4-0 6.00 F12 5x6 = 22 2x4 11 235 24 25 5x6 = Scale = 1:71.5 5x8 i:r 3.00 12 5x8 8-8-0 19-4-0 10-8-0 30-0-0 10-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.71 11-13 >650 240 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -1.15 11-13 >404 180 BCLL 0.0 * Rep Stress Incr YES WB 0.94 Horz(CT) 0.58 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3,7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* 12-13: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-295(LC 10) Max Uplift 2=-920(LC 12), 8=-920(LC 12) Max Grav 2=1503(LC 1), 8=1503(LC 1) 38-8-0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 182 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4679/2740, 3-4=-4601/2963, 4-5=-3124/2021, 5-6=-3124/2021, 6-7=-4598/2993, 7-8=-4676/2771 BOT CHORD 2-13=-2299/4258, 11-13=-1343/2692, 10-11=-1370/2691, 8-10=-2359/4213 WEBS 3-13=-360/488, 4-13=-1281/2130, 4-11=-252/683, 5-11=-372/410, 6-11=-252/684, 6-10=-1299/2000,7-10=-367/487 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 13-0-0, Exterior(2R) 13-0-0 to 18-7-14, Interior(1) 18-7-14 to 25-8-0, Exterior(2R) 25-8-0 to 31-3-14, Interior(1) 31-3-14 to 40-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.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) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 2 and 920 lb uplift at joint 8. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20, ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p 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, see ANSI/rP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 II "" IyN, 2000_A_ELEVATION.COR— A14 Hip Truss t.tty My LU I GL/ 1 VVH I =KJ I UIV= T22400736 CIJ r11MJV W GC k-m ldty, rt.), ridlIt Uny, rL - 3000r, ts.nsu s Ivov au zuzu MI I eK Inaustries, Inc. bun Jan 1U U9:Z2:2b ZU21 Page 1 I ID:20VQZHln97x9G5M9NmJalQz3Stx-jWs1 N8KPuif2fncgudDPBctQLuTlmnTg6U3DFBzwodC �ii (l 8-8-0 11-0-0 19-4-0 27-8-0 30-0-0 38-8-0 40-0-Q 14-0 8-8-0 24-0 8-4-0 8-4-0 2I-0 8-8-0 111-0 Scale = 1:70.2 6.00 12 20 1.5x8 STP = �1 2 2x4 II 3 5x6 = 5x8 = 4 22 23 5 24 25 5x6 = 6 2x4 I 7 27 1.5x8 STP = 5X8 ZZ 5x8 7::; 3.00 12 8-ti-9 19-4-0 30-0-0 38-8-0 8 S-0 10-8-0 10-8-0 8-8-0 Plate Offsets (X,Y)-- [2:0-2-7,Edge], [4:0-3-8,0-2-4], [5:0-4-0,0-3-0], [6:0-3-8,0-2-4], [8:0-2.7 Edge] [10:0-6-4 0-3-0] [13:0-6-4 0-3-0] 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 0.95 Vert(LL) 0.76 11 >610 240 MT20 244/190 TCDL 7.o Lumber DOL 1.25 BC 0.94 Vert(CT) -1.18 11-13 >394 180 MT20HS 187/143 BCLL 0.0 Rep Stress lncr YES WB 0.81 Horz(CT) 0.57 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 177 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied. 12-13: 2x4 SP No.2, 10-12: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-254(LC 10) Max Uplift 2=-920(LC 12), 8=-920(LC 12) Max Grav 2=1503(LC 1), 8=1503(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4668/2712, 3-4=-4567/2968, 4-5=-4042/2516, 5-6=-4042/2516, 6-7=-4562/2997, 7-8=-4663/2743 BOT CHORD 2-13=-2268/4204, 11-13=-1641/3170, 10-11=-1657/3169, 8-10=-2328/4199 WEBS 3-13=-317/493, 4-13=-1116/1776, 4-11=-504/1101, 5-11=-494/530, 6-11=-503/1103, 6-10=-1129/1681, 7-10=-327/490 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-0-0, Exterior(2R) 11-0-0 to 16-7-14, Interior(1) 16-7-14 to 27-8-0, Exterior(2R) 27-8-0 to 33-3-14, Interior(1) 33-3-14 to 40-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.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) Bearing at joint(s) 2, 8 considers parallel to grain value, using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Rrovide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 2 and 920 lb uplift at joint 8. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20: ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I1912020 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, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute,2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 -- iivaa t 2000_A_ELEVATION_COR- A15 Hip Truss ype ld[y I my I LU I LLI'I WH I CKJ I UNt T22400737 ers FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:27 2021 Page 1 1 ID:20VQZHIn97x9G5M9NmJalQz3Stx-fv_oogMfQJvlu5m302FtG1yo7h8hEiP7ZoYKK4zwodA 1-4-0 6-2-7 9-0-0 15-10-11 22-9-5 29-8-0 32-5-9 38 8-0 0-0- 11{-0 6-2-7 2-9-9 6-10-11 6-10-11 6-10-11 6-2-7 1 4-0 6x12 MT20HS = 6.00 12 3x8 i 3.00 12 6-2-7 26 15-10-11 46 = 27 5 28 4x6 = 6- 7x10 = 0 29 30 30-0-0 6x12 MT20HS = 25-9 3x8 Scale = 1:70.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES -Code FBC2020frP12014 CSI. TC 0.81 BC 0.95 WB 0.71 Matrix -AS DEFL. in (loc) I/deft Ud Vert(LL) 0.99 13-15 >468 240 Vert(CT) -1.24 13-15 >374 180 Horz(CT) 0.62 9 n/a n/a PLATES MT20 MT20HS Weight: 220 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6,6-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 SP No.2 *Except* WEBS 1 Row at midpt 4-15, 7-13 2-16,9-12: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=212(LC 11) Max Uplift 2=-920(LC 12), 9=-920(LC 12) Max Grav 2=1503(LC 1), 9=1503(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4653/2760, 3-4=-4575/2722, 4-5=-5609/3407, 5-6=-5605/3369, 6-7=-5607/3372, 7-8=-4575/2746, 8-9=-4653/2788 BOT CHORD 2-17=-2340/4185, 16-17=-2357/4223, 15-16=-2061/3939, 13-15=-3060/5607, 12-13=-2080/3939, 11-12=-2415/4223, 9-11=-2397/4185 WEBS 4-16=-628/1192, 4-15=-1061/1874, 5-15=-462/436, 6-13=-422/445, 7-13=-1051/1871, 7-12=-642/1182 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2R) 9-0-0 to 14-7-14, Interior(1) 14-7-14 to 29-8-0, Exterior(2R) 29-8-0 to 35-3-14, Interior(1) 35-3-14 to 40-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.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) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 2 and 920 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 t* a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek* 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, see ANSI/rP/1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 A ELEVATION_COR— A16 Hip Truss 1 T22400738 q J Job Reference (optional) ers FirstSource (Plant City; FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:28 2021 Page 1 I I D:20VQZH ln97x9G5M9NmJalQZ3Stx-85XA?ANHBd 1 cW FLFamn6oFVz85TezDrGoSHus Wzwod9 F14-1 5-4-10 7-0-0 13-3-0 19 4-0 25-5-0 31-8-0 33-5-7 38 8 0 f10 0 Q 1-4-0' 5.4-10 1-7-6 6 3-0 6-1-0 6-1-0 6-3-0 1-9-7 5-2-9 1�-0 5x6 = 5x8 = 5x6 = 5x8 = 6.00 12 2x4 -Z�- 4 24 5 25 6 26 7 27 85x6 = 2x4 i 4x6 3.00 12 ox IL MI Lu"t, = 5x8 = 13-3-0 ' 19-4-0 25.5-0 31-3-8 31r$-0 38 8-0 5-10-8 ' 6-1-0 6-1-o s_1n_n n.n_n zn_n 46 Zz Scale = 1:70.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CS1. TC 0.79 BC 0.97 WB 0.51 Matrix -MS DEFL. in Vert(LL) 1.54 Vert(CT) -1.59 Horz(CT) 0.70 (loc) I/deft L/d 14 >302 240 14 >292 180 10 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 530 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins. BOT CHORD 2x4 SP No.1 "Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-17,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-172(LC 6) Max Uplift 2=-2125(LC 8), 10=-2125(LC 8) Max Grav 2=3590(LC 13), 10=3590(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12445/6975, 3-4=-12843/7217, 4-5=-12645/7110, 5-6=-19330/11281, 6-7=-19330/11281,7-8=-12520/7110,8-9=-12717/7217,9-10=-12326/6975 BOT CHORD 2-17=-6228/11536, 16-17=-9992/17781, 14-16=-9992/17781, 13-14=-9992/17625, 12-13=-9992/17625, 10-12=-6225/11299 WEBS 4-17=-2607/4995,5-17=-5477/3321,5-16=0/391,5-14=-1120/1856,6-14=-804/775, 7-14=-1120/1858,7-13=0/391,7-12=-5476/3321,8-12=-2607/4943,3-17=-548/950, 9-12=-551/962 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-4-0 oc, Except member 17-5 2x4 - 1 row at 0-9-0 oc, member 5-16 2x4 - 1 row at 0-9-0 oc, member 14-5 2x4 - 1 row at 0-9-0 oc, member 6-14 2x4 - 1 row at 0-9-0 oc, member 14-7 2x4 - 1 row at 0-9-0 oc, member 7-13 2x4 - 1 row at 0-9-0 oc, member 12-7 2x4 - 1 row at 0-9-0 oc, member 17-3 2x4 - 1 row at 0-9-0 oc, member 12-9 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to, distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) P.rovide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.0psf 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. 10) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ContitEt W80 pbWvIng surface. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with M7ekO 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, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 January 11,20, T22400738 16 IHip Truss 1 q Builders FirstSource (Plant City, FL), 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:28 2021 Page , ID:20VQZHln97x9G5M9NmJalQZ3Sb(-85XA?ANHBdlcWFLFamn6oFVz85TezDrGoSHusWzwod9 NOTES-,, , 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2125 lb uplift atjoint 2 and 2125 lb uplift atjoint 10. 12) Girder carries hip end with 7-0-0 end setback. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 802 lb down and 391 lb up at 31-8-0, and 802 lb down and 391 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-8=-112(F=-58), 8-11=-54, 18-28=-20, 17-28=-42(F=-22), 12-17=-42(F=-22), 12-29=-42(F=-22), 21-29=-20 Concentrated Loads (lb) Vert: 28=-475(F) 29=-475(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI I-7473 rev. 5/1912020 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, see ANSI/17PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 T22400739 A ELEVATION_COR-TBD1 I Hip Girder 11 I 1 I Job Reference (optional) lers FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:29 2021 Page 1 I D:20VQZH In97x9G5M9NmJalQZ3Stx-cH5YDW Nvxw9T8OvS7Tl LLS 1 F6Vy6imKP161 ROyzwod8 1 4-0 5-0-0 77 -0 12-8-0 14-0-0 1-0 5-0-0 2-8-0 5-0-0 Scale=1:25.0 46 = 4x6 = 3 15 4 3x4 = 3x4 = 5-0-0, 2-8-0 15-0-0 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 0.33 Vert(LL) 0.06 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.09 8-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 51 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Horz 2=131(LC 24) Max Uplift 2=-516(LC 8), 5=-516(LC 8) Max Grav 2=860(LC 29), 5=860(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1382/657, 3-4=-1199/640, 4-5=-1381/657 BOT CHORD 2-8=-487/1237, 7-8=-479/1249, 5-7=-483/1234 WEBS 3-8=0/290, 4-7=0/290 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 516 lb uplift at joint 2 and 516 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient.to support concentrated load(s) 331 lb down and 334 lb up at 5-0-0, and 145 lb down and 146 lb up at 6-4.-0, and 331 lb down and 334 lb up at 7-8-0 on top chord, and 140 lb down at 5-0-0, and 47 lb down at 6-4-0, and 140 lb down at 7-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) - Vert: 1-3=-54, 3-4=-54, 4-6=-54, 9-12=-20 Concentrated Loads (lb) Vert: 3=-148(F) 4=-148(F) 8=-98(F) 7=-98(F) 15=-61(F) 16=-38(F) January 11,20: WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5/19/2020 BEFOREUSE. -- Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not 's 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, see ANSUTP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 —y i "y I LU I CGr I vvm I rM0 I UIV a Common T22400740 ers FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:30 2021 Page 1 I I ID:20VQZHing7x9G5M9NmJalQz3Sbc-4UfwQrOXiEIKIYUehBpaugaMEvHJRDdZGmm_xOzwod7 4-0 6-4-0 12-8-0 14-0-0 0 6-4-0 6-4.0 1-4-0 Scale = 1:24.7 5x8 = IM 0 3x4 = 3x4 = 6-4-0 6-4-0 Plate Offsets (X,Y)-- [2:0-1-4,0-0-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.08 6-12 . >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.08 6-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 49 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 4=0-8-0 Max Horz 2=-158(LC 10) Max Uplift 2=-378(LC 12), 4=-378(LC 12) Max Grav 2=541(LC 1), 4=541(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-656/817, 3-4=-656/818 BOT CHORD 2-6=-456/532, 4-6=-456/532 WEBS 3-6=-44/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) -1-4-0 to 2-8-0, Exterior(2N) 2-8-0 to 6-4-0, Corner(3R) 6-4-0 to 10-4-0, Exterior(2N) 10-4-0 to 14-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 378 lb uplift atjoint 2 and 378 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20, ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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, see ANSI/TPl1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 ,.... I I ..... I yp. 2000_A ELEVATION_COR-PBO4 (Common '1y I LV I LG/ I VVMI rMOI VIVC T22400741 Builders FirstSource (1 FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:30 2021 Page 1 I D:20VQZH In97x9G5M9NmJalQz3Stx-4UfwQrOXiEIKIYUehBpaugaMQvHXRDhZGmm_xOzwod7 12-4-0 6-0-0 5x6 = 3x4 = 3x6 Scale: 1/2"=l' I� 0 6-4-0 12-4-0 6-4-0 6-0.0 Plate Offsets (X,Y)-- [4:0-0-15,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.08 5-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.09 5-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 47 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 4=0-4-0, 2=0-8-0 Max Horz 2=148(LC 11) Max Uplift 4=-250(LC 12), 2=-378(LC 12) Max Grav 4=452(LC 1), 2=532(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-630/694, 3-4=-634/724 BOT CHORD 2-5=-485/508, 4-5=-485/508 WEBS 3-5=-23/270 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 6-4-0, Exterior(21R) 6-4-0 to 10-4-0, Interior(1) 10-4-0 to 12-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 4 and 378 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20, ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5l1912020 BEFORE USE. valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not OF a truss system. Before use, the building designer must verify the applicability of design parameters and property 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, see ANSI1TP/1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 I Ir i LVI GGII Y.VMIGRJI VIVO W T22400742 Builders FirstSource Offsets Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:3 22021 Page 1 ID:20VQZH In97x9G5M9NmJalQZ3Stx-YgDldBP9TYQBNi3gFuKpQt6bjJkTAhXiUQWYTrzwod6 -14-0 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-3(LC 1), 2=-227(LC 12), 4=-15(LC 1) Max Grav 3=23(LC 12), 2=158(LC 1), 4=51(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 3 lb uplift atjoint 3, 227 lb uplift at joint 2 and 15 lb uplift at joint 4. January 11,20, ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 property 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 for WOW always required 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, see ANS11rP/f Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 ?000 A ELEVA T22400743 Builders FirstSource City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:32 2021 Page 1 ID:hKY1ep9FiDwfFyJCybTuLLyv92?-OsnhrXQoErY2?se0pbr2z5fmTj4xv8nsj3F5?Hzwod5 -14-0 0-11-4 1-4-0 0-114 1-4 1-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-6-0, 4=Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-3(LC 1), 2=-227(LC 12), 4=-15(LC 1) Max Grav 3=23(LC 12), 2=158(LC 1), 4=51(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 4) ' This truss has been designed for 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 3 lb uplift at joint 3, 227 lb uplift at joint 2 and 15 lb uplift at joint 4: January 11,20, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 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 property 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, see ANS11TFI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Builders FirstSource (I r , � w 1C I JACK -OPEN Plant City, FL - 33567, _'y 1. y I - cut YVl11 CRJ l VIVO T22400744 2 1 Job Reference (optional) 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:32 2021 Page 1 ID:hKY1ep9FiDwfFyJCybTuLLyv92?-OsnhrXQoErY2?se0pbr2z5fmTi1gv8nsj3F5?Hzwod5 0 1-4-0 ' 0-11-4 Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL _ 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-74(LC 1), 2=-449(LC 12), 4=-99(LC 1) Max Grav 3=125(LC 12), 2=313(LC 1), 4=172(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 74 lb uplift at joint 3, 449 lb uplift at joint 2 and 99 lb uplift at joint 4. January 11,20, ® WARNING - Ver fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 for _ MOW always required 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, see ANSI(rPl1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 _/y I 'ly ILV I GC/ I VVF11 CRJ I VIVC T22400745 4 1 1 2000_A_ELEVATION_COR— C1P Builders FirstSource (Plant City, FL 0 1, t-L-;JJbb/, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:33 2021 Page 1 ID:oHYiRCdpcl quXgUg6?iPJRzdjtT-U2L32tRQ?ggvcODDMJM H VICwD6Pzebl?yj?fXjzwod4 -14-0 0-114 1-4-0 0-11-4 Scale = 1:7.6 0- 1-4 0-11-4 i Plate Offsets (X,Y)-- [2:0-0-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-6(LC 9), 2=-246(LC 12), 4=-23(LC 17) Max Gram 3=17(LC 12). 2=158(LC 1), 4=37(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 6 lb uplift atjoint 3, 246 lb uplift at joint 2 and 23 lb uplift at joint 4. January 11,20, ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is M�Tek' 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, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 rr+= Ury rry L.UI LLI'I VVAI tt<O I UIVC T22400746 JACK -OPEN 2000_A_ELEVATION_COR- C1Su Builders FirstSource (Plant City, FL), ssoef, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:33 2021 Page 1 I D:mMq 1 pKnMQsfOZioRmROHYCzM W VQ-U2L32tRQ?9gvcODDMJM H VI C?36Pfeb1?yj?fXjzwod4 0-11-4 0 2x4 = 3 N N O V m 6 Scale = 1:6.9 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 0.01 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Weight: 3 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=29(LC 12) Max Uplift 1=-11(LC 12), 2=-20(LC 12), 3=-8(LC 12) Max Grav 1=35(LC 17), 2=22(LC 17), 3=17(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 11 lb uplift at joint 1, 20 lb uplift at joint 2 and 8 lb uplift at joint 3. January 11,20, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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, see ANSIfrP/f Qualify Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 .... IIUJJ Iyp. ?000_A_ELEVATI0N_COR— 1V Jack -Open Truss Uly r'ly LU I ZU I VVH I CKJ 1 UNC T22400747 4 1 1nh cerere e r fi,. I s FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:34 2021 Page 1 ID:20VQZH In97x9G5M9NmJalQz3Stx-yFvRGDR2mTomEAoPwOtW2Wk5zWIAN2H9ANkC4Azwod3 ' -1-4-0 0-11-4 ' 1-4-0 0-11-4 III Plate Offsets (X,Y)-- [2:0-0-15,Edge Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL' 1.25 TC 0.32 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 7 >999 180 BCLL 0.0 * Rep Stress ]nor YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-4(LC 9), 2=-211(LC 12), 4=-14(LC 1) Max Grav 3=18(LC 12), 2=158(LC 1), 4=41(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3, 211 lb uplift at joint 2 and 14 lb uplift at joint 4. N 1 22839i •r, * 1 RECEIVED �I �I a FEB � 'n2t i•:, 1 GF �j Permittifig aePartment if Fl•�� p Cda g lie County January 11,20, ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 property 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 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, see ANSI1TP/1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 -- I I.oa I yv. Lily rly LU I LLrI VVA I LKO I UIVC T22400748 ?000_A_ELEVATI0N_C0R— 3 Jack -Open 11 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:34 2021 Page 1 I D:20VQZH In97x9G5M9NmJalQz3Stx-yFvRGDR2mTomEAoPwOtW2 Wk5zWkAN2H9ANkC4Azwod3 -1-4-0 2-11-4 1-4.0 2-11-4 Scale = 1:12.7 1 Plate LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-62(LC 12), 2=-183(LC 12) Max Gram 3=70(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 62 lb uplift at joint 3 and 183 lb uplift at joint 2. January 11,20: ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 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, see ANSIfrP/t Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 T22400749 4CK-OPEN 4 1 City, FL), Plant City, FL - 1 J5ef, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:35 2021 Page 1 I D:oHYiRCdpcl quXgUg6?iPJRzdjtT-QRTpTZSgXmwdsJNbUkPlbjH Gjw2U6VXIP 1 Ulcczwod2 -1-4-0 2-11-4 1-4-0 2-11-4 2-11-4 Scale=1:12.7 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 0.32 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.02 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-73(LC 12), 2=-245(LC 12), 4=-45(LC 9) Max Grav 3=62(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 73 lb uplift at joint 3, 245 lb uplift at joint 2 and 45 lb uplift at joint 4. January 11,20, ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is MiTek 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, see ANSI17P/f Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 T22400750 JACK -OPEN (Plant City, FL), Plant city, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:36 2021 Page 1 ID:mMg1pKnMQsfOZioRmROHYCzMWVQ-vdOBhvTli42UTTyo2Rw 7xgUgKObrynRehDJ82zwod1 2 11-4 2-11-4 2x4 = 2-11-4 2-11-4 Scale: 1"=1' Plate Offsets (X,Y)-- [1:Edge,0-0-4) LOADING (psf) SPACING- 2-0-6 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=89(LC 12) Max Uplift 1=-36(LC 12), 2=-77(LC 12), 3=-6(LC 12) Max Grav 1=108(LC 17), 2=78(LC 17), 3=51(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 36 lb uplift at joint 1, 77 lb uplift at joint 2 and 6 lb uplift at joint 3. January 11,20: A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/7rP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 T22400751 _ELEVATION_COR— 3V rs FirstSource (Plant City, FL), T 0 Plate Offsets (X,Y)-- [2:0-0-15,Edge Jack -Open Truss Plant City, FL - 33567, -1-4-0 i Job Reference (optional) 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:36 2021 Page 1 I D:20VQZH In97x9G5M9NmJalQZ3Stx-vdOBhvTI I42UTTyo2Rw_7xgRTKQcrynRehDJ82zwod 1 2-11-4 2-11-4 Scale=1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-67(LC 12), 2=-174(LC 12) Max Grav 3=72(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 3 and 174 lb uplift at joint 2. January 11,20: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 Mel( 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, see ANSIfrP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 C5 Wly I"y 1 I LVI LL/I VVHI mmoI VIVO T22400752 s FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:37 2021 Page 1 ID:20VQZH In97x9G5M9NmJalQZ3Stx-NgaauFUw3OAL5dX_b9RDg8MZfjh_aPObtLzshVzwodO -1-4-0 4-11-4 1.4-0 4-11-4 3x4 = Scale = 1:17.6 Plate Offsets (X,Y)-- [2:0-1-4,0-0-2] 4-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.06 4-7 >943 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.06 4-7 >913 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=214(LC 12) Max Uplift 3=-128(LC 12), 2=-196(LC 12) Max Grav 3=133(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 13=45ft; L=40ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2R) 2-8-0 to 4-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 128 lb uplift at joint 3 and 196 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20, ®WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 vedfy the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is M�Tek' 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, see ANS11TPl1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 •�• I luaa . yp- W'y _y LU 1 4L.r 1 VVH 1 Cma 1 UIVC T22400753 ?000_A_ELEVATION_COR— 5P Jack -Open 4 1 • Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:37 2021 Page 1 I D:oHYiRCdpcl quXgUg6?iPJRzdjtT-NgaauFUw3OAL5dX_b9RDg8M W5jdlaPObtLzshVzwodO -1-4-0 4-11.4 { 1-0 4-11-4 Scale=1:17.6 4-11-4 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 0.71 Vert(LL) 0.13 4-7 >442 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.65 Vert(CT) 0.12 4-7 >504 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -AS Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=214(LC 12) Max Uplift 3=-145(LC 12), 2=-300(LC 12), 4=-81(LC 12) Max Grav 3=120(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 6=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2R) 2-8-0 to 4-10-8 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 145 lb uplift at joint 3, 300 lb uplift at joint 2 and 81 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20: ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 :rs FirstSource JACK -OPEN City, FL), Plant City, FL - 33567, .aq , y v, cu vv...no I vlvC 1 1 T22400754 I Job Reference (optional) 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:38 2021 Page 1 I D:mMq 1 pKnMQsfOZio RmROHYCzM W VQ-rO8y5bUYgh I Cjn5A9sySCMvjd7?XJsGk5?iQDxzwod? 3 3x4 = 4-11-4 Plate Offsets (X,Y)-- 1`1:0-1-0.Edoel 4-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.08 3-6 >749 240 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.06 3-6 >958 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=151(LC 12) Max Uplift 1=-63(LC 12), 2=-138(LC 12), 3=-3(LC 12) Max Grav 1=184(LC 17), 2=137(LC 17), 3=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Io Scale=1:16.9 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-0-0, Interior(1) 4-0-0 to 4-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 63 lb uplift atjoint 1, 138 Ito uplift at joint 2 and 3 lb uplift at joint 3. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20', WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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, see ANS11TFlI Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Ury I ely I LU I LL/'I VVH I tKb I UNC T22400755 0 •�� Iru5s type 2000_A_ELEVATION_COR— C5V ljack-Open Truss rs FirstSource (Plant City, FL), Plant City, FL - 33567, 1-4-0 0 3X9 � I Plate Offsets (X.Y)-- f2:0-0-15.Edael I I I Job Reference (optional) 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:39 2021 Page 1 ID:20VQZH In97x9G5M9NmJalQz3Stx-JCiKJwVBb?Q2KxgNjaThIZSuVXLm21 WuKfSzlNzwod_ 4-11-4 4-11-4 Scale=1:17.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.07 4-7 >853 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.07 4-7 >881 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=214(LC 12) Max Uplift 3=-133(LC 12), 2=-189(LC 12) Max Grav 3=134(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-4-0 to 2-8-0, Exterior(2R) 2-8-0 to 4-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift atjoint 3 and 189 lb uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20', ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 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 property 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 MiTek' 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, see ANSI1TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 .ay i, ,Y I Hip Girder T22400766 lers FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:40 2021 Page 1 ID:mMglpKnMQsfOZioRmROHYCzMWVQ-nPGiWGWpMJYvy5FZHH wHn_lrxbBnYB1ZJBWGpzwocz 7-0-0 13-6-0 20-0-0 27-0-0 28.4 0 1-4-0 7-0-0 6-6-0 6-6-0 7-0-0 1.4-0 Scale=1:48.6 NAILED Special NAILED 5x8 = Special NAILED NAILED 3x6 II NAILED NAILED 5x8 = 3 17 18 194 20 21 22 5 3x6 2x4 II NAILED NAILED 5x8 — NAILED NAILED 2x4 II 3x6 — = — — Special NAILED Special NAILED r-u-u 6-6-0 6-6-0 7-0-0 Plate Offsets (X,Y)--[2:0-2-12,0-1-8],[3:0-5-8,0-2-4] [5:0-5-8 0-2-4] [6:0-2-12 0-1-8] [9:0-4-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.35 9 >937 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.42 8-9 >779 180 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(CT) 0.13 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 123 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or2-11-7 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=172(LC 7) Max Uplift 2=-1396(LC 8), 6=-1396(LC 8) Max Grav 2=2135(LC 1), 6=2135(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4117/2539, 3-4=-4769/3083, 4-5=-4769/3083, 5-6=-4117/2539 BOT CHORD 2-10=-2077/3611, 9-10=-2080/3635, 8-9=-2080/3635, 6-8=-2077/3611 WEBS 3-10=-70/696, 3-9=-879/1374, 4-9=-899/996, 5-9=-879/1374, 5-8=-70/696 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 1396 lb uplift atjoint 2 and 1396 lb uplift at joint 6. 8) "NAILED" indicates 3-1 Od (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) 213 lb down and 408 lb up at 7-0-0, and 213 lb down and 408 lb up at 20-0-0 on top chord, and 371 lb down and 174 lb up at 7-0-0, and 371 lb down and 174 lb up at 19-11-4 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 (plf) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 11-14=-20 continued on page 2 January 11,20: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/1912020 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, see ANS11TPl1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 -- I I... I YV. Ury My LU 1 to I VVH 1 CKA 1 L;N= T22400756 2000_A ELEVATION_COR— DO1 Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:40 2021 Page 2 r 1 ID:mMglpKnMQsfOZioRmROHYCzMWVQ-nPGiWGWpMJYvy5FZHH wHn_1ncbBnYB1ZJBWGpzwocz LOAD CASE(S) Standard Concentrated Loads (lb) Vert:3=-166(F) 5=-1 66(F) 10=-371 (F) 8=-371(F) 17=-1 17(F) 18=-1 17(F) 19=-1 17(F) 20=-117(F) 21=-117(F) 22=-117(F) 23=-59(F) 24=-59(F) 25=-59(F)26=-59(F) 27=-59(F) 28=-59(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119l2020 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 property 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, see ANSI/TP/i Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 —y Ir.y I —1 ­1 vvm I=M0I VIVO 2000_A_ELEVATION_COR— DO2 Hip T22400757 ters FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:41 2021 Page 1 I D:mMq 1 pKnMQsfOZio RmROHYCzM W VQ-Fbg4kcXR7cgmaEglq_V9gXGpLyfW 9hAnzx4pGzwocy 1 4-0 6-3-6 9-0-0 13-6-0 18-0-0 20-8-10 27-0-0 1-4-0 6-3-6 2-8-10 4-6-0 4-6-0 2-8-10 6-3-6 4x6 = 3x4 = 4x6 = 4 20 21 5 22 6 O1 Scale: 1/47=1' 'P = 3x6 = 3x8 = 3x4 = 3x8 = 3x6 = 9-0.0 Plate 18-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 9-14 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.31 9-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.06 . 8, n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 8=0-8-0, 2=0-8-0 Max Horz 2=207(LC 11) Max Uplift 8=-559(LC 12), 2=-680(LC 12) Max Grav 8=997(LC 1), 2=1073(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1755/1198, 3-4=-1550/1098, 4-5=-1353/1020, 5-6=-1358/1013, 6-7=-1556/1101, 7-8=-1764/1195 BOT CHORD 2-11=-967/1533, 9-11=-865/1488, 8-9=-957/1544 WEBS 3-11=-338/382, 4-11=-336/536, 5-11=-278/242, 5-9=-274/227, 6-9=-337/542, 7-9=-349/392 PLATES GRIP MT20 244/190 Weight: 128 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2R) 9-0-0 to 14-7-14, Interior(1) 14-7-14 to 18-0-0, Exterior(2R) 18-0-0 to 23-7-14, Interior(1) 23-7-14 to 27-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 559 lb uplift at joint 8 and 680 lb uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Iv 0 January 11,20,' WARNING -Verify design parameters and READ NOTES.ON THIS AND INCLUDED MITEK REFERENCE PAGE.MII-7473 rev. 5/19/2020 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 properlyincorporate 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 M1Tek' 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, see ANSI17P/1 Quality Criteria, DSB-89 and BCS/ Building Component SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610' ,vu I I,ua. I I IUJJ .yp. Idly I'.y ILV I LU I VVf11 GRJ I VIVC Y1 0 T22400758 ELEVATION_COR- D03A HIP GIRDER 1 Job Reference (optional) s FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:43 2021 Page 1 ID:20VQZH In97x9G5M9NmJaIQZ3Stx-B_xr9lYheEwUpY_8yPYdvPcXg8gt_tSTFHQAt8zwocw 5-0-1 9-9-0 13-6-0 17-3-0 21-11-15 27-0-0 5-0-1 4-9-0 3-9-0 3-9-0 4-9-0 5-0-1 5x8 = 3x4 = 6x8 = 22 4 23 5 1 -W lL lU `J tl 7 5x12 HTU26 2x4 II 4x10 MT20HS = 3x4 = HTU26-2 7x10 = HTU26 3x8 II HTU26 6xl2 MT20HS HTU26 6x8 = HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 5-0-1 4-9-0 3-9-0 3-9-0 4-9-0 5-0-1 Scale=1:47.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. TC 0.77 BC 0.66 WB 0.96 Matrix -MS DEFL. in Vert(LL) 0.32 Vert(CT) -0.37 Horz(CT) 0.11 (loc) I/deft Ud 8-9 >998 240 8-9 >864 180 7 n/a n/a PLATES MT20 MT20HS Weight: 373 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-2-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 7=0-8-0 Max Horz 1=-195(LC 23) Max Uplift 1=-3733(LC 8), 7=-5389(LC 8) Max Grav 1=5912(LC 1), 7=9142(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12567/8027, 2-3=-10758/6742, 3-4=-1080716701, 4-5=-10987/6719, 5-6=-12143/7332,6-7=-16212/9610 BOT CHORD 1-13=-7056/11149, 12-13=-7056/11149, 10-12=-5876/9692, 9-10=-6407/10807, 8-9=-8532/14501,7-8=-8532/14501 WEBS 2-13=-1034/1475, 2-12=-1727/1380, 3-12=-2027/3009, 3-10=-903/2048, 4-10=-500/138, 4-9=-293/651, 5-9=-2982/5061, 6-9=-4081/2442, 6-8=-1804/3314 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6).Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 O} Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3733 lb uplift at joint 1 and 5389 lb uplift at joint 7. 11) Use Simpson Strong -Tie HTU26 (20-1Od Girder, 11-1Odxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 5-11-11 oc max. starting at 2-5-1 from the left end to 14-3-4 to connect truss(es) to back face of bottom chord. 12) Use Simpson Strong -Tie HTU26-2 (20-1Od Girder, 14-1 Od Truss, Single Ply Girder) or equivalent at 15-10-0 from the left end to connect truss(es) to back face of bottom chord. continued on page 2 January 11,20', ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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 property 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, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 -- I-- I „ua. , yNc HIP GIRDER ldly I rly I LU I GLr-I VVA I LKD I UIVC T22400758 2 I Job Reference City, FL), Plant City, FL - 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:43 2021 Page 2 NOTES - I D:20VQZH ln97x9G5M9NmJalQZ3Si(-B_xr9lYheEwUpY_8yPYdvPcXg8gt—tSTFHQAt8zwocw . 13) Use Simpson Strong -Tie HTU26 (20-10d Girder, 14-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 17-9-4 from the left end to 25-9-4 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1484 lb down and 1214 lb up at 6-4-12, and 782 lb down and 549 lb up at. 8-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 3-16=-54, 3-5=-54, 5-20=-54, 1-7 -20 Concentrated Loads (lb) Vert: 8=-1409(B) 19=-1409(B) 24=-86(B) 25=-160(B) 26=-1484 27=-782 28=-708(B) 29=-708(B) 30=-708(B) 31=-1412(B) 32=-1413(B) 33=-1413(B) 34=-1409(B) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI I-7473 rev. 5/19/2020 BEFORE USE.• Design valid for use only with MiTek® connectors. This design is based only upon, parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �i;Tek° fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCS/ Building Component SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 JACK -OPEN STRUCTURAL 3 1 T22400759 Builders Fir: n ' FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:44 2021 Page 1 ID:hKY1 ep9FiDwfFyJCybTuLLyv92?-gAVDMeZJPX2LRiZKVv73sSd9gRYAUjZldUx9kPbzwocv 1 -14-0 2-0-0 1-4-0 Scale = 1:10.3 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 0.26 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 2=0-6-0, 4=Mechanical, 3=Mechanical Max Horz 2=124(LC 12) Max Uplift 2=-229(LC 12), 4=-28(LC 9), 3=-38(LC 12) Max Grav 2=170(LC 1), 4=31(LC 3), 3=35(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSrPI 1. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint 2, 28 lb uplift at joint 4 and 38 lb uplift at joint 3. January 11,20: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire 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, see ANS11TP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jack -Open T22400760 3 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 1-4-0 3x4 = I I Job Reference (optional) 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:44 2021 Page 1 ID:20VQZH In97x9G5M9NmJalQZ3Stx-gAVDMeZJPX2LRiZKW 73sSd9mbY3QjZIdUx9kPbzwocv 5-0-0 5-0-0 Scale=1:17.8 ' 5-0-0 ' Plate Offsets (X,Y)-- [2:0-1-4,0-0-2] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.07 4-7 >906 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.07 4-7 >882 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix -AS Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=216(LC 12) Max Uplift 3=-130(LC 12), 2=-196(LC 12) Max Grav 3=134(LC 17), 2=264(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2R) 2-8-0 to 4-11-4 zoneC-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 130 lb uplift at joint 3 and 196 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20, ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 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 MaTpi k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rpll Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Builders FirstSource (Plant City, FL), Plant City, FL - -1-4-0 Jack -Open T22400761 12 1 I I Job Reference (optional) 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:45 2021 Page 1 ID:20VQZH In97x9G5M9NmJalQz3Stx-8M3bZ_axArAC2s8W3ga5_gidyl MSO?mibvHyl zwocu 2 0 7-0-0 Scale = 1:23.0 3x6 = 7-0-0 7-0-0 Plate Offsets (X,Y)-- [2:0-0-4,Edge] 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 0.92 Vert(LL) 0.22 4-7 >377 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.21 4-7 >389 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=278(LC 12) Max Uplift 3=-195(LC 12), 2=-217(LC 12) Max Grav 3=198(LC 17), 2=336(LC 1), 4=121(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2R) 2-8-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 195 lb uplift atjoint 3 and 217 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20', ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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, see ANSI/TPl1 Quality Criteria, DSB-69 and BCS/Building Component 6904 Parke East Blvd. Safety, Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 E7P Jack -Open T22400762 2000 A ELEVATION Builders FirstSource City, FL), 12 1 Plant City, FL - 33567, -1-4-0 Job Reference (optional) 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:45 2021 Page 1 I D:oHYiRCdpcl quXgUg6?i PJRzdjtT-8M3bZ_axArAC2s8 W3ga5_gitryLESO?mibvHyl zwocu 7-0-0 7-0-0 Scale = 1:22.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.15 4-6 >547 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.13 4-6 >651 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=280(LC 12) Max Uplift 3=-189(LC 12), 2=-367(LC 12), 4=-144(LC 12) Max Grav 3=163(LC 17), 2=336(LC 1), 4=138(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-4-0 to 2-8-0, Exterior(2R) 2-8-0 to 6-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements sPecific to the use of this truss component. 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 189 ib uplift at joint 3, 367 lb uplift at joint 2 and 144 lb uplift atjoint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Na��, 22839 January 11,20, ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS/7TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jack -Open Truss 14 1 T22400763 rs First5ource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:46 2021 Page 1 I D:20VQZH In97x9G5M9NmJalQz3Sbc-cZdznKbax9J3gOjjdY5KX2E6FMhJBSuwxFerUTzwoct 1 4-0 4-3-9 7-0-0 1-4-0 4-3-9 2-8-7 2 3x4 Scale=1:22.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.34 6-9 >247. . 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) 0.28 6-9 >302 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=278(LC 12) Max Uplift 4=-134(LC 12), 2=-210(LC 12), 5=-59(LC 12) Max Grav 4=161(LC 17), 2=336(LC 1), 5=121(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-295/116 WEBS 3-6=-102/293 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2R) 2-8-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 4, 210 lb uplift at joint 2 and 59 lb uplift at joint 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p /� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 'V I�'i'e�' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPN Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 "- I """" -I,- I—y Irly I LUI 4L/1 VVHI nm"I VIVO T22400764 Hip Girder Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:47 2021 Page 1 ID:20VQZH In97x9G5M9NmJalQz3Stx-41BL_gbCiSRwl9lvBFCZ4FnGDl_twrN3Av000vzwocs 3-9 4 7-0-0 9-10-0 12-8-0 15-10-12 19 8-0 I 1-0 3-9 4 322-12 2-10-0 2-10-0 3-2-12 3-9 4 3 - 4x6 = 3x4 = 46 = 17 5 18 19 6 Scale=1:35.2 3x4 = 3x8 = 5x8 = 3x4 = 7-0-11 9-10-0 12-8-0 3-2-12 2-10-0 2-10-0 3-9-4 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.61 BC 0.85 WB 0.33 Matrix -MS DEFL. in Vert(LL) 0.23 Vert(CT) -0.24 Horz(CT) -0.08 (loc) I/defi Ud 9-10 >999 240 9-10 >999 180 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-14 cc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-6 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 8=Mechanical, 2=0-8-0 Max Horz 2=166(LC 7) Max Uplift 8=-1097(LC 8), 2=-1194(LC 8) Max Grav 8=1433(LC 1), 2=1504(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2817/2188, 3-4=-2639/2097, 4-5=-2359/1941, 5-6=-2347/1985, 6-7=-2666/2174, 7-8=-2837/2274 BOT CHORD 2-10=-186912481, 9-1 0=-1 906/2486, 8-9=-1953/2510 WEBS 3-10=-289/198, 4-10=-545/849, 5-10=-255/304, 5-9=-271/283, 6-9=-503/863, 7-9=-298/222 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. I(; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1097 lb uplift at joint 8 and 1194 lb uplift at joint 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190 lb down and 344 lb up at -7-0-0, 112 lb down and 195 lb up at 9-0-12, and 112 lb down and 195 lb up at 10-7-4, and 190 lb down and 344 lb up at 12-8-0 on top chord, and 386 lb down and 279 lb up at 7-0-0, 84 lb down and 28 lb up at 9-0-12, and 84 lb down and 28 lb up at 10-7-4, and 386 lb down and 279 lb up at 12-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Zontinued on page 2 -- ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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>1Tek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS17rP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 January 11,20; Hip Girder Builders FirstSource (Plant City, FL), —Y 1, q Iw, cu, rvr.,uw,v,v� T22400764 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:47 2021 Page 2 I D:2OVQZH In97x9G5M9NmJalQz3Stx-41BL_gbCiSRwl9lvBFcZ4FnGDl_twrN3Av000vzwocs LOAD CAk(S) Standard Uniform Loads (plf) Vert: 1-4=-54, 4-6=-54, 6-8=-54, 11-14=-20 Concentrated Loads (lb) Vert: 4=-143(B)6=-143(B)9=-386(B)10=-386(B)17=-112(B)18=-112(B)20=-63(B) 21=-63(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 1OD 1 1 russ 11 russ I ype I Ury I Yly ' I LU I LO'I v9N I tt<J I UIVC Hip Job Reference T22400765 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:48 2021 Page 1 I D:20VQZH ln97x9G5M9NmJalQz3Stx-YxlkC?cgTmZnvJs5ly8ocTKSg9NofLUCOZ7xYMzwocr L:1-4-0 , 6-3-3 9-0-0 10-8-0 131-13 19-8-0 1�-0 6-3-3 2-8-12 1-5-0 2-8-13 6-3-3 Scale=1:35.7 4x6 = 4x6 = 4x6 = 3x4 = 3x6 = 3x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL , 1.25 TC 0.50 Vert(LL) -0.14 8-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 8-13 >780 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 89 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Horz 2=207(LC 11) Max Uplift 7=-405(LC 12), 2=-529(LC 12) Max Grav 7=725(LC 1), 2=802(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1163/1036, 3-4=-951/909, 4-5=-805/846, 5-6=-953/912, 6-7=-1169/1045 BOT CHORD 2-10=-781/1018, 8-10=-468/805, 7-8=-794/1014 WEBS 3-10=-377/467, 4-10=-290/357, 5-8=-318/371, 6-8=-389/488 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2E) 2-8-0 to 19-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 405 lb uplift at joint 7 and 529 lb uplift at joint 2. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Iv 0 January 11,20: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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, see ANSI/7P/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 w.. I i i uaa I n uaa I ypc Common 'Ary I rry I w 14ZI I VVH I CKJ I UIVC T22400766 3 urce (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:49 2021 Page 1 I D:20VQZH In97x9G5M9NmJalQz3Stx-07J6PLdSE4heXTRI Igfl9gsb2Zg4OmwMdDtV5ozwocq 5-5-5 9-10-0 14-2-11 19-3-8 1 -8 0 5-5-5 4-4-11 44-11 5-0-13 4- 3x6 = 9-10-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2020/TPI2014 CSI. TC 0.59 BC 0.87 WB 0.26 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 5=0-8-0 Max Horz 1=-203(LC 10) Max Uplift 1=41O(LC 12), 5=41O(LC 12) Max Grav 1=728(LC 1), 5=728(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1216/1351, 2-3=-927/1006, 3-4=-926/1006, 4-5=-1215/1352 BOT CHORD 1-6=-1098/1094, 5-6=-1033/1065 WEBS 3-6=-552/576, 4-6=-404/668, 2-6=-405/667 4x6 = 5x6 1 5x8 = DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) -0.15 6-10 >999 240 MT20 244/190 Vert(CT) -0.32 6-10 >729 180 Horz(CT) 0.03 5 n/a n/a Scale=1:35.7 Weight: 84 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3E) 0-0-0 to 4-0-0, Exterior(2N) 4-0-0 to 9-10-0, Comer(3R) 9-10-0 to 13-10-0, Exterior(2N) 13-10-0 to 19-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10;0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 1 and 410 lb uplift at joint 5. 8)'This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 verily the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing E�16Tek� 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, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 3.6610 I� 0 January 11,20, ,vu I,iuss Iiruss Type Common uty I cry I LU I LLI'I VVA I CKO I UIVt T22400767 Builders FirstSource (Plant City, FL), Plant City, FL - 33567,. 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:50 2021 Page 1 I D:20VQZH In97x9G5M9NmJalQz3Stx-UKtUdhe4?NpV9dOUsNAGhuPmozOJ7D9Vstc2dEzwocp 5-5-5 9710-0 14-2-11 19-3-8 1 -8 0 5-5-5 4-4-11 4-4-11 5-0-13 -4- R 4x6 = 5x6 3x6 = 5x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 REACTIONS. (size) 1=Mechanical, 5=0-8-0 Max Horz 1=-203(LC 10) Max Uplift 1=-41O(LC 12), 5=41O(LC 12) Max Grav 1=728(LC 1), 5=728(LC 1) Scale = 1:35.7 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.59 Vert(LL) -D.15 6-10 >999 . 240 MT20 244/190 BC 0.87 Vert(CT) -0.32 6-10 >729 180 WB 0.26 Horz(CT) 0.03 5 n/a n/a Matrix -AS Weight: 84 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1216/1351, 2-3=-927/1006, 3-4=-926/1006, 4-5=-1215/1352 BOT CHORD 1-6=-1098/1094, 5-6=-1033/1065 WEBS 3-6=-552/576, 4-6=-404/668, 2-6=-405/667 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) 0-0-0 to 4-0-0, Exterior(2N) 4-0-0 to 9-10-0, Corner(3R) 9-10-0 to 13-10-0, Exterior(2N) 13-10-0 to 19-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 1 and 410 lb uplift at joint 5. 8)-This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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, see ANS11FP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 IT o January 11,20, .,... I I i.uaa .ypc DIAGONAL HIP GIRDER itry I rry I LU I ZZI I vvr{ I erca I Ulvt T22400768 !rs FirstSource (Plant City, FL), Plant City, FL - 33567, _ 1-10-10 Plate Offsets LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 TCDL 7.0 Lumber DOL 1.25 BC 0.42 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2020/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-5-11, 4=Mechanical Max Horz 2=122(LC 8) Max Uplift 3=-64(LC 17), 2=-456(LC 8), 4=-85(LC 17) Max Grav 3=124(LC 24), 2=413(LC 28), 4=159(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:50 2021 Page 1 ID:hKY1ep9FiDwfFyJCybTuLLyv92?-UKtUdhe4?NpV9dDUsNAGhuPpgz7K7HEVstc2dEzwocp 2-9-3 Scale = 1:10.1 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.04 5 >789 240 MT20 2441190 Vert(CT) 0.04 5 >863 180 Horz(CT) 0.02 3 n/a n/a Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 64 Ib uplift at joint 3, 456 lb uplift at joint 2 and 85 Ib uplift at joint 4. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"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): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 9=39(B) 10=51(B) January 11,20, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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>1Tek• is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPlt Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 -- I—— I „.— 'Yr.. Diagonal Hip Girder Vky Irly I LUI GUI VVri I CKA I UIVC T22400769 (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:51 2021 Page 1 ID:20VQZH ln97x9G5M9NmJalQZ3Stx-yWQsq 1 eimhxMmnbgQ5hVE5xvb NRIskUf5XMc9hzwoco 1 110-10 3-9-6 5-3-6 7-0-14 1-0-10 3-9-6 1-6-0 1-9-8 Scale=1:17.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.18 4-7 >455 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.29 4-7 >293 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Weight: 25 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. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=216(LC 24) Max Uplift 3=-145(LC 8), 2=-189(LC 8) Max Grav 3=170(LC 28), 2=379(LC 1), 4=126(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 145 lb uplift at joint 3 and 189 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 61 lb up at 1-5-12, 119 lb down and 61 lb up at 1-5-12, and 123 lb down and 85 lb up at 4-3-11, and 123 lb down and 85 lb up at 4-3-11 on top chord, and 55 lb down and 16 lb up at 1-5-12, 55 lb down and 16 lb up at 1-5-12, and 18 lb down at 4-3-11, and 18 lb down at 4-3-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert:11=-10(F=-5, B=-5) January 11,20, ® WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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, see ANSUTP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 )Y� Vly 1.y - _1I vvN ICRJ 1 uIVC T22400770 2000_A_ELEVATI0N_C0R- H7 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) Builders FimtSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:52 2021 Page 1 ID:2OVQZH In97x9G5M9NmJaIQZ3SbX-Ri_E1 NfKX73C0xAs_oCknJ U4Rmhob6ioJ B69h7zwocn -1-10-10 5-2-5 6-10-10 9-10-13 1-10-10 5-2-5 1 8-5 3-0-3 Scale = 1:22.0 9-10-13 LOADING (psf) SPACING- 2-0-0 CS]. DEFL, in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.28 6-9 >424 240 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.57 6-9 >205 180 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS 3x4 = PLATES GRIP MT20 244/190 Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-9-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 6=Mechanical Max Horz 2=278(LC 8) Max Uplift 4=-159(LC 8), 2=-341(LC 8), 6=-159(LC 8) Max Grav 4=108(LC 1), 2=528(LC 1), 6=383(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-703/416 BOT CHORD 2-6=-482/628 WEBS 3-6=-678/521 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift atjoint 4, 341 lb uplift at joint 2 and 159 lb uplift at joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 35 lb up at 1-5-12, 119 lb down and 61 lb up at 1-5-12, 127 lb down and 101 lb up at 4-3-11, 123 lb down and 85 lb up at 4-3-11, and 165 lb down and 169 lb up at 7-1-10, and 163 lb down and 159 lb up at 7-1-10 on top chord, and 7 lb down and 13 lb up at 1-5-12, 55 lb down and 16 lb up at 1-5-12, 18 lb down and 23 lb up at 4-3-1.1, 18 lb down at 4-3-11, and 39 lb down and 31 lb up at 7-1-10, and 37 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)-Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 11=-1(F) 12=-80(F=-42, B=-37) 13=-7(F) 14=-16(F=-11, B=-5) 15=-62(F=-33, B=-28) January 11,20, A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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, see ANS11rp/1 Quality Criteria, DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 T22400771 DIAGONAL HIP GIRDER Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:53 2021 Page 1 ID:20VQZH 1n97x9G5M9NmJalQZ3Stx-vvYdFjgz11B30413XWjzJ W 1 FgA7G KaKyYrriEZzwocm 1-10-10 5-2-5 6-10-10 9-10-13 ` 1-10-10 5-2-5 1 8-5 3-0-3 Scale=1:22.0 3x4 = 9-10-13 9-10-13 Plate Offsets (X,Y)-- [2:0-1-11,Edge) 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 0.73 Vert(LL) 0.44 6-9 >270 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.50 6-9 >234 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 6=Mechanical Max Horz 2=278(LC 8) Max Uplift 4=-141(LC 8), 2=-454(LC 8), 6=-335(LC 8) Max Grav 4=109(LC 1), 2=515(LC 1), 6=349(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-600/486 BOT CHORD 2-6=-579/564 WEBS 3-6=-609/625 NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift atjoint 4, 454 lb uplift at joint 2 and 335 lb uplift at joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 12 lb up at 1-5-12, 75 lb down and 12 lb up at 1-5-12, 5 lb down and 85 lb up at 4-3-11, 5 lb down and 85 lb up at 4-3-11, and 37 lb down and 159 lb up at 7-1-10, and 37 lb down and 159 lb up at 7-1-10 on top chord, and 11 lb up at 1-5-12, 11 lb up at 1-5-12, 5 lb down at 4-3-11, 5 lb down at 4-3-11, and 29 lb down at 7-1-10, and 29 lb down at 7-1-10 on bottom chord. The design/selection of such 'connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)-Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 12=-75(F=-37, B=-37) 14=-10(F=-5, B=-5) 15=-57(F=-28, B=-28) January 11,20, ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 11 A�rei�' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M V� R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlt Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 .aq I'.y I - cc, i v......I VIVO 2000_A ELEVATION_COR-�H7V I Diagonal Hip Girder T22400772 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:53 2021 Page 1 ID:20VQZHIn97x9G5M9NmJalQz3Stx-vvYdFjgz11B30413XWjzJW1 H3A4ZKYXyYrriEZzwocm -1-10-10 5-4-1 9-10-13 1-10-10 5-4-1 4.-6-11 Scale = 1:22.6 3x4 UNu II-3 3 5-0-1 5-3-14 9-10-13 4-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.09 6-7 >999 - 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.12 6-7 >960 180 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 2=0-8-0 Max Horz 2=336(LC 8) Max Uplift 4=-276(LC 8), 5=-142(LC 8), 2=-269(LC 8) Max Grav 4=289(LC 13), 5=377(LC 13), 2=412(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1159/502 BOT CHORD 2-7=-727/1151, 6-7=-739/1156 WEBS 3-7=0/252, 3-6=-1137/722 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 lb uplift at joint 4, 142 lb uplift at joint 5 and 269 lb uplift at joint 2. 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): Lumber Increase=1.25, Plate Increase=1.25 -Uniform Loads (plf) Vert:1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-134(F=-40, B=40), 8=0(F=10„ B=10)-to-5=-49(F=-15, B=-15) January 11,20: AL -- WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/1912020 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 property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2000_A_ELEVATION_COR- K01 HIP GIRDT22400773ER 1 1 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:54 2021 Page 1 1 1 ID:hKY1ep9FiDwfFyJCybTuLLyv92?-N56?S3hb3cJweEKF5DECskZX8aYD35o5nVbGm?zwocl -1-4-0 2-0-0 5-11-0 7-11-0 9-3-0 1:-0 2-0-0 3-11-0 2-0-0 1 4-0 Special Special NAILED 4x6 = 3 5x8 = 2x4 =^� 0-5-8 1-6-8 3-11-0 ' 1-6-8 Scale = 1:19.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. TC 0.31 BC 0.17 WB 0.03 Matrix -MP DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.02 7-8 >999 240 0.02 7-8 >999 180 0.01 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 5=0-4-0 Max Horz 2=-69(LC 6) Max Uplift 2=-510(LC 8), 5=-51O(LC 8) Max Grav 2=360(LC 36), 5=360(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-502/452, 3-4=-450/404, 4-5=-504/450 BOT CHORD 2-8=-325/544, 7-8=-338/557, 5-7=-330/547 NOTES- 1). Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 2-0-0 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 510 lb uplift atjoint 2 and 510 lb uplift at joint 5. 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) 238 lb down and 151 lb up at 2-0-0, and 238 lb down and 151 lb up at 5-11-0 on top chord, and 206 lb down and 113 lb up at 2-0-0, and 206 lb down and 113 lb up at 5-10-4 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 (plf) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 9-14=-20 continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 January 11,20, •v., I I..... 1lluaa IYNc IwLy I"y I LVI LLII v-1CR 1-- HIP GIRDER Builders T22400773 I IJob Reference (optional) 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:55 2021 Page 2 I D:hKY1 ep9FiDwfFyJCybTuLLyv92?-rHgNgPiDgwRnFOvRfxmROx6iu_uSoY2E?9KplSzwock LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=33(B) 4=33(B) 8=43(B) 7=43(B) 20=0(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 andBCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 idly I rly I LU 1 LL/'I VVH 1 CKJ I UNC 2000_A_ELEVATION_COR— K02 COMMON SUPPORTED GAB 1 1 Job Reference (optional) T22400774 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:55 2021 Page 1 ID:hKY1ep9FiDwfFyJCybTuLLyv92?-rHgNgPiDgwRnFOvRfxmROx6eA_uaoXtE?9KplSzwock 1 4-0 3-11-8 7-11-0 9-3-0 1 4-0 3-11-8 3-11-8 1-4-0 4x6 = LX4 11 Scale = 1:19.6 I� 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.01 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.02 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 2=7-0-0, 4=7-0-0, 6=7-0-0 Max Horz 2=-109(LC 10) Max Uplift 2=-255(LC 12), 4=-255(LC 12), 6=-47(LC 12) Max Grav 2=229(LC 1), 4=232(LC 18), 6=271(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-203/349 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) -1-4-0 to 2-8-0, Exterior(2N) 2-8-0 to 3-11-8, Corner(3R) 3-11-8 to 7-11-0, Exterior(2N) 7-11-0 to 9-3-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Gable studs spaced at 2-0-0 cc. 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 255 lb uplift at joint 2, 255 lb uplift at joint 4 and 47 lb uplift at joint 6. 9) Non Standard bearing condition. Review required. January 11,20, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent truckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek 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, see ANS11rPN Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 I ..— , 7M� 2000_A_ELEVATION_COR—OL01 I HIP GIRDER idly I'.y i LU 1 CL/ 1 VVH I CKJ I UIVC T22400775 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:56 2021 Page 1 I D:oHYiRCdpcl quXgUg6?iPJRzdjtT-J U EltkiraDZetYUeDeHgx9fkvO28XwDOEo4Mruzwocj 14-0 5-1-3 7-0-0 10-0-0 13-0-0 15-0-6 20-0-0 21.4-0 P 1�-0 5-1-3 1-10-13 3-0-0 3-0-0 2-0-6 4-11-10 1-4-0 Scale = 1:36.9 4x6 = 3x4 = 4x6 = 19 5 20 6 3x8 = " — 3x8 = 3x6 = 3x6 = 7-0-0 13-0-0 20-0-0 7-0-0 6-0-0 7-0-0 Plate Offsets (X,Y)-- [2:0-0-0,0-0-2],[4:0-3-8,0-2-4] [6:0-3-8 0-2-4] [7:0-0-0 0-0-0] [8:Edge,0-0-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.41 10-12 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) 0.33 10-12 >725 180 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) -0.11 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 98 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 8=0-4-0 Max Horz 2=-172(LC 6) Max Uplift 2=-1934(LC 8), 8=-1934(LC 8) Max Grav 2=1516(LC 1), 8=1516(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2818/3534, 3-4=-2667/3485, 4-5=-2389/3179, 5-6=-2389/3179, 6-7=-2667/3485, 7-8=-2818/3534 BOT CHORD 2-12=-3004/2472, 10-12=-3054/2519, 8-10=-3004/2472 WEBS 4-12=-1229/927, 5-12=-249/275, 5-10=-249/275, 6-1 0=-1 229/928, 3-12=-262/243, 7-10=-263/243 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 1934 lb uplift atjoint 2 and 1934 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down and 392 lb up at 7-0-0, 93 lb down and 205 lb up at 9-0-12, and 93 lb down and 205 lb up at 10-11-4, and 179 lb down and 392 lb up at 13-0-0 on top chord, and 397 lb down and 539 lb up at 7-0-0, 98 lb down and 121 lb up at 9-0-12, and 98 lb down and 121 lb up at 10-11-4, and 397 lb down and 539 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) Vert: 1-4=-54, 4-6=-54, 6-9=-54, 13-16=-20 3ontinued on page 2 January 11,20: WARNING - Veri(y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 property 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 for MiTek" always required 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, see ANSUIP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 2000 A ELEVATION Builders FirstSource HIP GIRDER Plant City, FL - 33567, T22400775 I I Job Reference (optional) 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:56 2021 Page 2 I D:oHYiRCdpcl quXgUg6?iPJRzdjtT-JU EltkiraDZetYUeDeHgx9fkvO28XwDOEo4Mruzwocj " LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-132(F) 6=-132(F) 12=-397(F) 10=-397(F) 19=-93(F) 20=-93(F) 21=-82(F) 22=-82(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5l19/2020 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 property 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 A I'rel ' ,�r, 1� is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 —Y 1, 9 I Hip T22400776 iers FirstSource (Plant City, FL), Plant City, FL - 33567. 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:57 2021 Page 1 ID:oHYiRCdpclquXgUg67iPJRzdjtT-ngo754jTLXhWi2gmLovUMBzmnS4GP7XTSpwNKzwoci _ 1-4-0 6-3-6 9-0-0 11-0-0 133-10 20-0-0 214-0 f- 1-4=0 63-6 2 8-10 2-0-0 2-8-10 6-3-6 1_4-0 Scale=1:36.9 46 = 4x6 = Io 3x6 = 3x4 = 4x6 =3x4 = 3x6 = 9-0-0 2-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.41 9-17 >589 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.31 9-17 >778 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) -0.03 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 92 lb FT m 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 7=0-4-0 Max Horz 2=213(LC 11) Max Uplift 2=-960(LC 12), 7=-960(LC 12) Max Grav 2=812(LC 1), 7=812(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1182/1295, 3-4=-971/1189, 4-5=-823/1084, 5-6=-971/1189, 6-7=-1182/1295 BOT CHORD 2-11=-1003/1023, 9-11=-741/823, 7-9=-1003/1023 WEBS 3-11=-333/548, 4-11=-469/339, 5-9=-469/339, 6-9=-333/548 Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2E) 2-8-0 to 21-4-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 960 lb uplift atjoint 2 and 960 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. January 11,20.' ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 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 property 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, see ANSIfTP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from TrussPlateInstitute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 _'y I'.y I LVI G'I ----a Valley T22400777 ders FirstSource r I I I Job Reference (optional) City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:58 2021 Page 1 ID:20VQZH In97x9G5M9NmJaIQZ3Stx-FsLW IQk56rpM6sdOK3J 80akB8Bwz?uKhi6ZTvnzwoch -1-0-0 3-10-0 7-4-0 i8-8-0 1-0-0 3-10-0 3-6-0 1-4-0 4x6 = 3 8 7 6 3x6 11 2x4 11 3x6 11 Scale = 1:20.8 Y 9 740 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.00 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix-R Weight: 34 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 8=74-0, 6=7-4-0, 7=7-4-0 Max Horz 8=-101(LC 10) Max Uplift 8=-236(LC 12), 6=-273(LC 12), 7=-8(LC 12) Max Grav 8=209(LC 21), 6=222(LC 1), 7=233(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-228/681, 2-3=-120/327, 3-4=-127/345, 4-6=-244/750 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) -1-0-0 to 3-0-0, Exterior(2N) 3-0-0 to 3-10-0, Corner(3R) 3-10-0 to 7-10-0, Exterior(2N) 7-10-0 to 8-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 lb uplift atjoint 8, 273 lb uplift at joint 6 and 8 lb uplift at joint 7. January 11,20, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is MiTek 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, see ANS/1rPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 T22400778 ers FirstSource (Plant City, FL), V a 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 Plant City, FL - 33567, 4-4-8 Job Reference (optional) 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:58 2021 Page 1 I D:2OVQZH In97x9G5M9NmJaiQz3Sbt-FsLW IQk56rpM6sdOK3J80ak8LBvY?sAhi6ZTvnzwoch 8-9-0 4-4-8 4x6 = 2 4 2x4 i 2x4 II 2x4 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD2x4 SP No.2 OTHERS 2x4 SP No.3 Scale: 3/4"=l' 4 ,o 0 8-8-8 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.61 Vert(LL) n/a n/a 999 MT20 244/190 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a n/a 999 Rep Stress ]nor YES WB 0.13 Horz(CT) 0.00 3 n/a n/a Code FBC2020frP12014 Matrix-P Weight: 28 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=8-8-0, 3=8-8-0, 4=8-8-0 Max Horz 1=-77(LC 10) Max Uplift 1=-105(LC 12), 3=-105(LC 12), 4=-103(LC 12) Max Grav 1=139(LC 1), 3=145(LC 18), 4=275(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-184/442 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 1, 105 lb uplift at joint 3 and 103 lb uplift at joint 4. January 11,20, A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19I2020 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 property 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, see ANSItTPlt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 T22400779 •�� Huss Type 2000_A_ELEVATION_COR— VO4 GABLE FL), Plant City, FL - 33567, V a 0 wly I Yly LU 122r'I VVA I MIN 1 UNL: 2 1 Job Reference (optional) 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:22:59 2021 Page 1 ID:hKY1 ep9FiDwfFyJ CybTuLLyv92? j3vuWmljt8xDk?CDumgNZnHRSbH bkLTgwmll RDzwocg 15 15 2x4 i 2x4 II 2 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.02 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 FBC2020/TPI2014 Matrix-P LUMBER- BRACING- Scale = 1:8.6 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-15 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. (size) 1=2-3-15, 3=2-3-15 Max Horz 1=49(LC 12) Max Uplift 1=-20(LC 12), 3=-45(LC 12) Max Grav 1=58(LC 17), 3=64(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 45 lb uplift at joint 3. January 11,20: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7PI} Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - 6904 Parke East Blvd. Tampa, FL 36610 00_A_ELEVATION _ COR— V05 GABLE a,�ly r-ly V I C41 YVfil CRJ 1 VIVC 2 1 T22400780 Builders FirstSourcc I , 1 u Ak A v a a City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Sun Jan 10 09:23:00 2021 Page 1 ID:hKY1 ep9FiDwfFyJCybTuLLyv92?-CFTGj6lMeS34M9nPSU Lc5?pW8?buTojz9Q2a_fzwocf 4-3-15 4-3-15 2x4 i 2x4 II 2 3 Scale = 1:13.6 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 0.47 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W13 0.00 Horc(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-P Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-3-15 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. (size) 1=4-3-15, 3=4-3-15 Max Horz 1=111(LC 12) Max Uplift 1=-46(LC 12), 3=-102(LC 12) Max Grav 1=134(LC 17), 3=147(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-148/291 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1 and 102 lb uplift at joint 3. January 11,20, -- WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Aii'ek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1"P/1 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 14-1 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0_11 ' - -I- For 4 x 2 orientation, locate plates 0- "id" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular 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: AANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, t lgstalling & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS O 2 U IL O F- 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 MiTek® All Rights Reserved 111111M M Mffenkke MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-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% at 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 requirements. 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, if no 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 ANSUTPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.