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HomeMy WebLinkAboutTrussy 258 Southhall Lane, Suite 201 D Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES March 23, 2021 Building Department Ref: Adams Homes Lot: Lot 180 Blk. 5PH3 Subdivision: Fort Pierce - Waterstone Address: 5332 Vespera St. Model: 1820 D LHG KA # 21-2999 Truss Company: Builders First Source Date of drawings: 3/15/21 Job No.: 2706182 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 processes and techniques; and coordinating work with all other trades. 't,"1111111111 Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 3/23/2021 Carl A. Brown, P.E. FL. # 56126 3/23/2021 Scott Lewkowski, P.E. FL. #78750 Luis Pablo To es, P.E. FL. # 87864 FDS Engineering Associates, A TSG Company "Your Building Code Experts" r 1 II 12-10-00 son 1"NAMINIVE wEm Zia . 1• II II II OOReviewedmd Approved ❑Bevis,-daesukit ❑ltm*wedwith Nomfions ❑Nm Reviewed (see explaaetim) Cotrecfiom ormmtoems madcm equipaunt submittals or shop drawings daring this review do tat relieve coaaaclor from colmemems aWhanm with rogof We drawings and spcdfmfions. This check is only for review of gmeral mnfrrmDre with the concept of the project and general arxe mmpliwith the mforraafim givm is the mwmet do<•Imems. The contractor is tesponsibk for —fi miog end tat I=& all ci a bee and dk—ions: selecting fbrimfian processes and techniques afconsw fiom coadimfing his work with that afag otha trades Ni perf.® his wotk I.asat ad satisfacmry rlmma IDS ENGINEERING ASSOCIATES Date: 03/23202/ By- BH Stab-tGINa.: P jeer No.: 21-2999 Project Fig.: Lois TaaIn I'mi 24—Adams Homes-Ft.Pierce-Walastwc Lat1g0BBc5PI13 TO APPROVAL MAD! MD FORCE RESISTING SYSTEM/CC HYBRID MD ASCET-16 IMPO ANT ENCLOSED E% OSURE CATEGORY C OCCUPANCY CATEGORY I This Drawing Mu Be Approved And WIND LOAD 100 CS FACTOR t.m MPORTANCE WIND I Returned Belo Fabrication Will TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LIVE LOAD Begin. For Your rotection Check All NONCONCURRENT WITH ANY OTHER LNE LOADS Dimensions And Conditions Prior To APBELO Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL: 10 PSF By Date BCDL: 10 PSF BCDL- 5 PSF TOTAL: 37 PSF TOTAL: 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTIONW DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (10. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE FEC2020 BEARING HEIGHT SCHEDULE I Adams Homes PROJECT:I Single Family I MODEL:1 1820 D I ADDRESS: 1 6332 VESPERA ST LOT I BLOCK: 18016PH3 SUBDIVISION: I WATERSTONE CITY: FT PIERCE WN BY: K SANCHEZ JOB #' 2706182 DATE: 03N _ _ _ SCALE. NTS PLAN DATE: 1 2021 REVISIONS: 1. 2 3. 4. 4408 Airport Road Plan! City, FL 33563 Ph. (813) 305.1300 Fax (813) 305-1301 RE: 2706182 MiTek USA, Inc. LOT 180/5ph3 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Adams Homes Port St Lucie Pro1'ect Name: 2706182 Lot/Block: 180/5ph3 Model: 1820 D Address: 5332 VESPERA ST Subdivision: WATERSTONE City: Fort Pierce State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: F862020/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 25 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 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 T23174789 A01 3/15/2021 21 T23174809 D03 3/15/2021 2 T23174790 A02 3/15/2021 22 T23174810 E1 3/15/2021 3 T23174791 A03 3/15/2021 23 T23174811 E7V 3/15/2021 4 T23174792 A04 3/16/2021 24 T28174812 H1 3/15/2021 5 T23174793 A05 3/15/2021 25 T23174813 H7V 3/15/2021 6 T23174794 A06 3/15/2021 7 T23174795 A07 3/15/2021 8 T23174796 A08 3/15/2021 9 T23174797 A09 3/15/2021 10 T23174798 A10 3/15/2021 11 T23174799 A11 3/15/2021 12 T23174800 A24 8/15/2021 13 T23174801 B01 3/15/2021 14 T23174802 B61A 3/15/2021 15 T23174803 B01 B 3/15/2021 16 T23174804 B11 3/15/2021 17 T23174805 C1V 3/15/2021 18 T23174806 C3V 3/15/2021 19 T23174807 C5V 3/15/2021 20 T23174808 D01 3/15/2021 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). %`��IIt��1�1����7 ��ER P l�j Truss Design Engineer's Name: Finn, Walter ,'i ,��Q` S•`•:, My license renewal date for the state of Florida is February 28, 2023. '��. �''�v� Florida COA: 6634 :•' N:O• ; . 83. IMPORTANT NOTE: The seal on these truss component designs is a certification *' that the engineer named is licensed in the jurisdictions) 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 'PT O:F to MiTek. Any information included given project specific is for MiTek ���' customers file reference purpose only, and was not taken into account in the preparation of Q,R G these designs. MiTek has not independently verified the applicability of the design the designs for building. Before �j S ••• ••:•• �� parameters or any particular use, the building designer ���f►N_ j� j����' should verifyapplicability of design parameters and properly incorporate these designs PP Y 9 P P P Y� P 9 into the overall building design per ANSI/TPI 1, Chapter 2. Walter P hnn P9 4;.2i639 MTek IISA"Inc. FLCe f 6634 6904'Parke£ist Bl d-Tampa FL 33.610 naeo• 1 of 1 Finn, Walter March 15, 2021 1J�pb 2706182 _t Truss A01 Truss Type SPECIAL City 8 Ply LOT 180/5ph3 T23174789 Job Reference c tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:15 2021 Page 1 ID:193QG WBBpX3jR187ze0m7kz5?ad-rHBpZRmncgSViNTgBAoiKdlVfvbGMg5np?F?ITzc?C6 r1 4 a 6-3-0 11-11-12 19-10-0 27-8-4 33-1 5-0 39-8-0 01-01 5-8-12 7-10-4 7-10-4 5-8-12 6-3-0 4-0 Scale = 1:73.6 5x6 = 6.00 12 4x10 MT20HS %�: 3.00 12 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 M 31 *Except* . 1-4,6-9: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 -Except` 13-14,10-13: 2x4 SP No.1 WEBS 2k4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=433(LC 8) Max Uplift 2=797(LC 10), 8=-797(LC 10) Max Grav 2=1793(LC 15), 8=1793(LC 16) 4x6 = 4xl0 MT20HS zz CSI. DEFL. in (IDc) I/dell L/d PLATES GRIP TC 0.91 Vert(LL) -0.63 1 D-11 >759 240 MT20 244/190 BC 0.90 Vert(CT) -1.15 10-11 >413 180 MT20HS 187/143 WB 0.71 Horz(CT) 0.59 8 n/a n/a Matrix-MSH Weight: 197 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. WEBS 1 Row at midpt 6-11, 4-12 FORCES. (lb) -Max. Ccmp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5905/2705, 3-4=-5621/2545, 4-5=-2780/1527, 5-6=-2739/1527, 6-7=-5299/2545, 7-8=-5593/2705 BOT CHORD 2-14=-2278/5679, 12-14=-1502/3876, 11-12=-680/2253, 10-11=1502/3376, 8-10=2278/5061 WEBS 5-11=-449/1175, 6-11=-1486/856, 6-10=708/2011, 7-10=-260/287, 5-12=-449/1229, 4-12=1574/856, 4-14=-708/2191, 3-14=246/287 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=S.Opsf; h=15ft; 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 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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 = 10.0psf. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 8=797. % P� • :: • �/1: f�I No• 22839 March 12,2021 �- ® WARNING -Veriy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7478 rev. 5/192020 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPil Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke last Blvd. .. : Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203.Waldod, MO 20601 _ Nampa; FL 36610 yob 1 Truss Type Qty Ply LOT 180/5ph3 ]Truss ' T23174790 2706182 - A02 SPECIAL 2 1 Job Reference (optional) u—ou o ruu is cuc i wu i en iii—mes, inc. m nu iviar i i 1Z:14:16 ZU21 Page 1 1D:193QG WBBpX3jR187zeOm7kz5?ad-JTIBmnnPNBaMJX1 shtKxlrHhglyj57iw1 f_Zgwzc?C5 r1-4-a 6-3-0 11-11-12 19-0-0 20-8-0 27-8-4 3%5-0 39 8-0 p1 0 Q '1-4-0 6-3-0 5-8-12 7-0-4 1-8-0 7-0-4 -- 5-8_12 6 6.00 12 5x6 = 5x6 = 5 6 Scale = 1:73.7 1.5x8 STP 2 = 16 ��S.12 15 14 0 c� d( 1 MT20HS 13 12 11 9 10 t� N l 3x6 = 3x4 =y 3x4 = I 6x12 MT20HS = d 3x4 = 5x8 3.00 F12 5x8 Z 8 19-1%11 24-0-9 31-0-0: 39-8-0 8-8-0 - 6-11-7 4-2-9 4-2-9 6-11-7 8-8-0 Plate Offsets (X,Y)-- [2:0-2-7,Edge] [4:0-4-0 0-3-0] [5:0-4-0 0-2-8] [6:0-4-0 0-2-8] [7:0-4-0 0-3-0] [9.0-2-7 Ed e] 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 0.89 Vert(LL) 0.61 11-12 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.91 11-12 >522 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0,57 9 n/a n/a BCDL 10'.0 Code FBC2020ITP12014 Matrix-MSH Weight: 218 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 1-4,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 `Except' 2-16,9-11: 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, 9=0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1). 9=1540(LC 1) BRACING- . TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing FORCES. (lb) - Max. Comp./Max. Ten: - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4905/2784, 3-4=-4621/2623, 4-5=-2726/1752, 5-6=-1932/1439, 6-7=-2726/1752, 7-8=-4621/2623,8-9=-4905/2784 BOT CHORD 2-16=-2350/4717, 15-16=-1549/3216; 13-15=-776/1929, 12-13=776/1929, 11-12=-1549/3091, 9-11=-2351/4431 WEBS 3-16=-282/293,4-16=-742/1736,4-15=-1216/792,5-15=-573/1132,5-13=-2671321, 6-13=267/320, 6-12=-573/1068, 7-12=-1137/792, 7-11=-743/1605, 8-11=-296i294 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=5.Opsf; h=15ft; 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 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2R) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for membersand 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. 71' 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, 9 considers parallel to grain value using ANSI/fPI 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 100 lb uplift at joint(s) except at=1b) 2=797, 9=797. c ER' P. r No ,22839 March 12,2021 ® WARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE 11SE. ��° 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 pITek° fabrication, storage, delivery, erection and bracing of trusses and truss systems,.see ANSI(TPIf 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 1Job Truss Truss Type Qty Ply LOT 180/5ph3 i i T23174791 2706182 A03 SPECIAL 2 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567. 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:18 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-FstxBSofvlg4ZgBFpIMPyGNOx6eZZOnDVzTfvozc?C3 r1-4-q 6-3-0 11-11-12 17-0-0 22-8-0 27-8-5 33-5-0 39-8-0 41-0-q 12 5-0-5 5-8-0 5-0-4 5-8-12 Scale = 1:75.2 6.00 FiT 5x6 = 5x8 = 4x10 MT20HS ZZ 4xl0 MT20HS 3.00 F12 39-8-0 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 Incr YES Code FBC2020/TPI2014 CSI. TC 0.91 BC 0.86 WB 0.71 Matrix-MSH DEFL. in (loc) I/defl L/d Vert(LL) -0.62 11-12 >769 240 Vert(CT) -1.12 11-12 >423 180 Horz(CT) 0.60 9 n/a n/a PLATES MT20 MT20HS Weight: 202 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. BOT CHORD 2x4 SP M 31 'Except* WEBS 1 Row at midpt 4-14, 6-14, 7-12 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Harz 2=376(LC 9) Max Uplift 2=797(LC 10), 9=-797(LC 10) Max Grav 2=1799(LC 15). 9=1801{LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5904/2977, 3-4=-558912795, 4-5=-2863/1738, 5-6=-2546/1644, 6-7=-2773/1738, 7-8=-5320/2795, 8-9=-5644/2977 BOT CHORD 2-15=-2526/5637, 14-15=-1660/3794, 12-14=-1034/2565, 11-12=-1660/3367, 9-11=2526/5110 WEBS 3-15=-2941324, 4-15=-797/2189,4-14=-1428/799, 5-14=-420/998, 6-14=-251/253, 6-12=420/1108, 7-12=-1355/799, 7-11=797/2035, 8-11=-306/324 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=5.Opsf; h=15ft; 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 2-7-10, Intedor(1) 2-7-10 to 13-0-6, Exterior(2R) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.Opsf. BrBearing at joint(s) 2, 9 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 100 lb uplift at joint(s) except Qt=lb) 2=797,.9=797. r ipa FL,33610 March 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 5/192020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery,. erection and bracing of trusses and truss systems,. see ANSI/TP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Saretylntonnafion available from Truss Plate Institute, 2670 Crain Highway, Sufle 203 Waldorf, MD 20601 - - Tampa; FL 36610 Job Truss Truss Type Qty Ply LOT 180/5ph3 � 1 T23174792 2706182 A04 SPECIAL 2 1 Job Reference (optional) Builders FirstSouroe (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:19 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-j2QJPopHg3yxA mRNOteVTvDuwzTlWpNkdDDREzc?C2 r1-4-0, 5-11-1 9-6-9 15-0-0 19-10-0 24-8-0 30-1-7 33-8-15 39-8-0 pt-0-q 1-4-0 5-11-1 3-7-9 5-5-7 4-10-0 4-10-0 5-5-7 3-7-9 5-11-1 Scale= 1:73.4 6.00 12 Sx6 = 3x4 = 5x6 25 6 26 7 28 1.5x8 STP = r \i 4x12 7:-� 3.00 F12 4x12 3x8 MT20HS ,\ 3x8 MT20HS // [ 8-8-0 15-0-0 i 24-8-0 31-0-0 39-8-0 8-8-0 6-4-0 9-8-0 6-4-0 8-8-0 Plate Offsets (X,Y)-- [2:0-1-15,1-2-15], [2:0-2-14,Edge], [4:0-3-0,0-3-0], [5:0-3.0,0-2-0], [7:0-3-0,0-2-0], [8:0-3-0,0-3-0], [10:0-1-15,1-2-15], [10:0-2-14,Edge], [12:0-7-0,0-3-8], (16:0-7-0 0-3-81 e5 d 6 d 1M A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.67 13-15 >715 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.16 13-15 >410 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.60 10 n/a Na BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEDGE WEBS Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Harz 2=335(LC 8) Max Uplift 2=797(LC 10), 10=797(1_C 10) Max Grav 2=1804(LC 15), 10=1804(LC 16) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5834/3030, 3-4=-5622/2947, 4-5=-3283/1933, 5-6=-2934/1832, 6-7=-2836/1832, 7-8=-3175/1933, 8-9=-5371/2947, 9-10=-5595/3030 BOT CHORD 2-16=-2565/5553, 15-16=-2182/4748, 13-15=-1410/3054, 12=13=-2182/4303, 10-12=-2565/5077 WEBS 4-16=-610/1626,4-15=-1922/1023,5-15=-527/1184,7-13=527/1190,8-13=-1814/1023, 8-12=610/1514, 6-15=-339/205, 6-13=-339/205 Structural wood sheathing directly applied or 2-2-0 cc purlins. Rigid ceiling directly applied or 2-2-0 cc bracing, Except: 5-3-0.cc bracing: 13-15. 1 Row at mOpt 4-15, 8-13 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=5.Opsf; h=15ft; 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 2-7-10, Intedor(1) 2-7-10 to 11-0-6, Extedor(2R) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Extericr(2E) 37-0-6 to 41-0-0 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 = 10.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 capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) .2=797, 10=797. N`o ?228'39 March 12,2021 A WARNING -Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1.912020 BEFORE, USE. Design valid for use any 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/7'PI1 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 Job Truss . Truss Type Qty Ply LOT 180/5ph3 ' I T23174793 2706182 A05 SPECIAL 1 1 Job Reference (optional) bunaerS rlrsiz ounce Iviant cny, rL), rlant Lity, rL - JJOW, O.4JV s reD lz zuzl ni I eK InQusmes, Inc. I nu Mar i i lz: l4:/u zVZI .rage l ID:193QGWBBpX3jR187zeOm7kz5?ad-BE icBgwRN4008LewjOtlhSMgwJslvswyHymzhzc?C1 r1 4 0+ 6-8-0 13-0-0 19-10-0 26-8-0 33-0-0 39-8-0 Al-0-q 1 4 0 6.8-0 6-4-0 6-10-0 6-10-0 6.4-0 6-8-0 M /2 d 1 5x8 = 6.o0 12 3x4 = 5x8 4 23 24 5 25 266 5x8 t:� 3.00 12 I 5x8 C 31-0-0 39-8-0 Scale = 1:73.4 LOADING .(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.62 10 11 >762 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 11-13 >498 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 190 lb FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 `Except' TOP CHORD 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP M 31 'Except* 12-14,10-12: 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=-294(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1540(LC 1), 8=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-4919/3101, 3-4=-4613/2924, 4-5=-3036/2083, 5-6=-3036/2083, 6-7=-4613/2924, 7-8=-4919/3101 BOT CHORD 2-14=-2640/4556, 13-14=-1511/2821, 11-13=-1772/3223, 10-11=-1511/2821, 8-10=2640/4445 WEBS 3-14=-371/397, 4-14=-1038/1926, 4-13=149/535, 5-13=-399/275, 5-11=399/275, 6-11 =1 49/535, 6-10=103811815, 7-10=-378/397 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. 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=5.Opsf; h=15ft; 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 2-7-10, Intedor(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Exterior(2R) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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. 7r * 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 100 lb uplift at joint(s) except (jt=lb) 2=797, 8=797. No' ;228.3'9 ' March 12,2021 A WARNING -Verily design parameters and'READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4478 rev. 5/192020 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 p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1AiTek` 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 ANSYTPN Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ _ Tampa; FL 36610 I yob Truss . Truss Type Qty Ply LOT 180/5ph3 T23174794 2706182 A06 SPECIAL 1 1 Job Reference (optional) BUllaefs 1-lrst5ource (Plant Glty, FL), r1 4 0, 5-11-1 INN 5-11-1 6.00 12 2x4 3 1.5x8 STP = 22 n 2 dj 1 d Plant Glty, FL - 33bb/, 11-0-0 17-0-0 5x6 = 4 2x4 11 24 25 5 b.43U s f-eb 12 2U21 MIl eK Industries, Inc. Thu Mar 11 12:14:22 2U21 Page 1 ID:193QG WB BpX3jR187zeOm7kz5?ad-8d6S1 grAz_KW2SV028QL66XhVj2LVtApQbRt2Zzc?C? 5x6 = 5x6 = 6 26 27 7 29 1.5x8 STP = 5x8 4.o0 12 5x8 Scale = 1:72.0 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 Incr YES Code FBC2020/TPI2014 CSI. TC 0.93 BC 0.68 WB 0.56 Matrix-MSH DEFL. in (loc) I/deft L/d Vert(LL) 0.73 12-14 >656 240 Vert(CT) -1.03 14-15 >464 180 Horz(CT) 0.58 9 n/a n/a PLATES MT20 MT20HS Weight: 209 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6,6-7: 2x4 SP N6.2 BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing. BOT CHORD 2x4 SP M 31 `Except* 13-15,11-13: 2x6 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, 9=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3105, 3-4=-4608/2845, 4-5=-4142/2674, 5-6=-4142/2674, 6-7=-4145/2676 7-8=-4608/2844, 8-9=-4916/3104 BOT CHORD 2-15=-2648/4483, 14-15=-1790/3279, 12-14=-2246/4158, 11-12=-1791/3281, 9-11=2647/4442 WEBS 3-15=-333/385, 4-15=-745/1516, 4-14=-511/1116, 5-14=-321/300, 6-12=-381/301, 7-12=511/1117, 7-11=-742/1461, 8-11=-342/385 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,%��..P���Fi/;P ♦♦♦ ��; \G E S' ' '� 'jam 100, 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. ♦ V. 1$1 .00 II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2R) .• N o 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 ` ,2283'9 *-: •� 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 are MT20 indicated. '131 OF • (((; Q plates plates unless otherwise 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.O. ;i C 0G Nwill 7f* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between ' R , ,�j is ',��IS�� other A 8) Bearing nt(s) 2, 9 c ns ders pa allel tograin value using ANSIIrPI 1 angle to grain formula. Building designer should verify N capacity of bearing surface. 9).?rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) Wait6ir P-TInnTENo. 22839 2=797, 9=797. M17ek.USA, IhoJL,C616634 6904 Parke Bit, BW.Taftipa FL33610 Date: March 12,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �o a truss system. Before use, the building designer must verify the applicability of design parameters andproperty incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual trussweb and/orchord 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 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 Job Truss Truss Type Qty Ply LOT 180/5ph3 ) T23174795 2706182 A07 SPECIAL 1 1 Job Reference (optional) tsuntlers Firstsource (Plant city, FL), Plant tarty, FL - 33bbl, I ti.43U s Feb 12 2U21 MiTeK Industries, Inc. Thu Mar 11 12:14:23 2021 Page 1 I D:193QG WB BpX3jR187zeOm7kz5lad-cpggEAsokIS Nfc4CcryafJ4uc7RQEJxyeFBQaozc7C_ r1-4-0, 4-6-5 9-0-0 15-10-8 23-9-8 30-8.0 35,1-11 399 8-0 Al-0-0 1-4-0 4-65 4-5-11 6-10 8 7-10-15 6-10A 45-11 4.6-5 1-4-0 r 6.00 f12 3x4 1.5x8 STP = 3 26 25 c� 1 2 o 18 3r 3.00 F1,2 5x6 = 3x4 4 27 2829 5 5x8 = 5x6 = 3031 32 7 2x4 II 3x4 = 2x4 II 14 Scale = 1:72.0 m 0 N 34 1.5x8 STP = 0 0 910 I� N v 0 3x6 zz LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL . 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15.16 >942 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.03 9 file n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 187 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. - WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except at=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=212(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 2=-288(LC 10), 9=-302(LC 10), 16=-686(LC 10), 13=-715(LC 10) Max Grav All reactions 250 lb or less, at joint(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/494, 3-4=-338/135, 4-5=325/669, 5-6=-58/715, 6-7=-348/707, 7-8=-471/221, 8-9=-1083/570 BOT CHORD 2-18=-291/979, 17-18=-295/986, 16-17=23/293, 15-16=-328/181, 13-15=-426/296, 12-13=0/332, 11-12=365/945, 9-11=-359/937 WEBS 3-17=-599/468, 4-17=-51/419, 4-16=-986/630, 5-16=-792/685, 5-15=-520/206, 6-15=4891297, 7-12=72/391, 8-12=-588/458, 6-13=-773/671, 7-13=997/703 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=5.Opsf; h=15ft; 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 2-7-10, Interior(1) 2-7-10 to 5-0-6, Extericr(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 26-8-6, Exterior(2R) 26-8-6 to 34-7-10, Interior(l) 34-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ' capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 2, 302 lb,uplift at joint 9, 686 lb uplift at joint 16 and 715 lb uplift at joint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10. 11, 12, 13, 15, 16, 17. 18 hasthave been modified. Building designer must review loads to verify that .they are correct for the intended use of this truss. 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 Except: Continued on page 2 No' ;2280`9 istrg:�O F — ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLl10ED MITEKREFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid far 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 passible 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 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 March 12,2021 Job Truss Truss Type Qty Ply 180/5ph3 i T23174795 2706182 A07 SPECIAL 1 ILOT 1 Jolt Reference (optional) Dunueis rustouurce triant tny, rLl, rianl cny, rL - 3sobr, H.43u s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:24 2021 Page 2 ID:193QG WB BpX3j R187zeOm7kz5?ad-40ECSWtQVbbEHIfP9ZTpCXd3MXnfzmB6tvw_5Szc?Bz LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=54, 7-10=-54, 17-19=20, 12-17=-20, 12-22=-20 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=105, 2-25=59, 25-26=47, 4-26=70, 4-28=70, 28-31=47, 7-31=70, 7-33=70, 33-34=47, 9-34=59, 9-10=105, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-113, 2-25=67, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56, 9-34=67, 9-10=113 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=-41, 4-7=-41, 7-9=-41, 9-10=3, 17-19=-20, 16-17=20. 13-16=10(F=30), 12-13=-20, 12-22=20 Horz: 12=17, 2-4=27, 7-9=27, 9-10=17 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42,2-4=13,4-29=45,29-32=26,7-32=16,7-9=31,9-10=21,17-19=-10,16-17=10,13-16=20(F=30),12-13=-.10,12-22=-10 Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21,2-4=31,4-27=16,27-30=26,7-30=45,7-9=13,9-10=42,17-19=-10,16-17=10,13-16=20(F=30),12-13=-10,12-22=-10 Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 I 8) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate IncreaS8=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-4=36, 4-7=-16, 7-9=5, 9-10=15, 17-19=20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15,2-4=5, 4-7=-16, 7-9=36,9-10=-26, 17-19=-20, 16717=-20, 13-16=10(F=30),12-13=-20, 12-22=-20 Horz: 1-2=-29, 2-4=-19, 7-9=-22, 9-10=-12 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=74, 2-4=45, 4-7=45, 7-9=45, 9-10=74, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=10 Horz: 1-2=82, 2-4=-54, 7-9=54, 9-10=82 11) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16,, 9-10=45, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=10 Horz: 1-2=-53, 2-4=-25, 7-9=25, 9-10=53 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=16, 7-9=-16, 9-10=5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=9, 2-4=2, 7-9=2, 9-10=9 13) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pI0 Vert: 1-2=-5, 2-4=-16, 4-7=16, 7-9=-16, 9-10=5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=9, 2-4=2, 7-9=2, 9-10=9 15) Dead { 0.75 Roof Live (bal.) 4 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-4=61, 4-7=-45, 7-9=-30, 9-10=-22, 17-19=20, 16-17=20, 13-16=61 (F=81),12-13=-20, 12-22=-20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-9=-61, 9-10=-53, 17-19=20, 16-17=20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=22, 2-4=-14, 7-9=-17, 9-10=-9 17) Dead + 0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=20, 16-17=20, 13-16=61(F=81), 12-13=20, 12-22=-20 Horz: 1-2=7, 2-4=1, 7-9=1, 9710=7 18) Dead + 0.75 Roof Live (bal,) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=20, 16-17=20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=1, 9-10=7 ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BFfORE 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/TPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Pa Safety InfoParke Fast Blvd. Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - - Tampa, rk East J'ob Truss Truss Type Qty Ply LOT 180/5ph3 r t T23174796 2706182 A08 SPECIAL 1 1 Job Reference (optional) buiiaers rlrsiz ource trlant Gny, rLJ, rlant GKy, FL - J60bf, d.43U s FeD iz zuzi mi I eK InaUsirleS, Inc. I nu mar l l lm4:zo zuzi rage 1 ID:193QG WB BpX3jRl87zeOm7kz5?ad-YCobfst2Fvj5vvEbjG_2kk9ENxl fi6nF6ZgXeuzc7By r1-4-0, 7-0-0 12-3-1 16-0-8 . 19-10-0 , 22-5-14 , 26-35 32-8-0 39-8-0 Al-0-q 1-4-0 7-0-0 5 3 1 3-9 8 3-1% 2-7-14 3-9-8 6 4-11 7-0-0 14-0t Scale = 1:72.0 J 6.00 F12 1.5x8 STP = 1 2 0 3x6 3.00 :12 5x6 = 3x8 = 2x4 II 5x6 = 5A2 = 3x4 = 5x6 = 3 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 9 17 36 37 38 36 40 15 14 41 42 43 44 45 46 12 5x8 = 5x12 = 6x8 = - 3x6 = 6x8 = 3x8 = M 1.5x8 STP = N rr 10 11 Ic? 3X6 7-1-8 12-3-1 12r6-0 .19-10-0 26-2-0 26f 5 32-6-8 39-8-0 5-1-9 0-J'15 7-4-0 6 4-0 0- -5 6-3-3 7-1-8 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [3:0-3.0,0-2-0], [4:0-3-8,0-1-8], [7:0-3-0,0-3.0], [8:0-3-8,0-2-8], [9:0-4-0,0-2-8], [10:0-0-10,Edge], [12:0-8-0,0-0-8], [13:0-3-8,0-3-0], [16:0-3-8,0-3 01[17:0-5-4 0-o-8j 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 0.83 Vert(LL) . 0.24 14-16 >696 : 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 14-16 >630 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 177 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood "sheathing directly applied or 3-10-9 oc pudins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=356(LC 8). 10=-429(LC 8), 16=1695(LC 8). 13=-1859(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -,All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=1038/444, 4-5=-573/923, 5-6=-856/1302, 6-7=856/1302, 7-8=-866/1022,8-9=-1360/708,9-10=-1598/729 BOT CHORD 2=17=-263/1089, 16-17=-923/751, 14-16=-529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-102/288, 4-16=-1311/939, 5-16=-1398/1438, 5-14=-602/680, 6-14=-421/437, 7-14=775/753,7-13=1427/1490,8-13=-1441/1137,9-12=-14/366,4-17=-1017/2098, 8-12=1419/2494 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=5.Opsf; h=15ft; 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 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)'Bearing at joint(s) 2, 10. considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 2, 429 lb uplift at joint 10, 1695 lb uplift at joint 16 and 1859 lb uplift at joint 13. 9):Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. Continued on page 2 `,,,�1111111/I/���I No' 2283`9 lryw, s iliaFL3.3610 March 12,2021 ® WARNING -Verily design parameters and -READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I1,92020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design, parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 Job Truss Truss Type Qty Ply ) �LOT18015ph2l T23174796 2706182 A08 SPECIAL 1 1 Job Reference (optional) Builders FirstScurce (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:25 2021 Page 2 ID:193QG WB BpX3jRl87zeOm7kz5?ad-YCobfst2Fvj5vvEbjG_2kk9ENxl fiBnF6ZgXeuzc?By NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb. down and 159 lb up at 7-0-0, 111 lb down and 197 lb up at 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up. at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111 lb down and 197 lb up at 19-0-12, 111 lb down and 197 lb up at 20-7-4. 111 lb down and 197 lb up at 22-7-4, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197 lb up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and 111 lb down and 197 lb up at 30-7-4, and 175 lb down and 356 lb up at 32-8-0 on top chord, and 353 lb down and 128 Ito up at 7-1-8, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 Ib down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 lb down at 19-0-12, 92 lb down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 92 lb down at 28-7-4, and 92 lb down at 30-74, and 353 lb down and 128 lb up at 32-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=54, 9-11=-54, 17-18=20, 12-17=-20, 12-21=-20 Concentrated Loads (Ib) Vert: 3=-175(B) 7=-111(B) 9=-175(B) 17=-330(B) 15=46(B) 12=-330(B) 24=111(B) 25=-111(B) 26=111(13) 28=-111(8) 29=-111(B) 30=-111(B) 31=111(13) 32=-111(B) 33=-111(13) 34=111(B) 35=-111(B) 36=46(B) 37=46(B) 38=46(B) 39=46(B) 40=46(B) 41=46(B) 42=-46(B) 43=46(B) 44=-46(B) 45=46(B) 46=-46(B) 4) Dead + 0.6MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-3=13, 3-27=45, 27-34=26, 9-34=16, 9-10=31, 10-11=21, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Concentrated Loads (lb) Vert: 3=130(B)7=156(B)9=257(B).17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=156(B) 34=156(B) 35=165(B) 36=-23(B) 37=-23(B) 38=23(B) 39=23(13) 40=-23(B) 41=-23(13) 42=-23(B) 43=-23(8) 44=23(13) 45=-23(B) 46=-23(B) 5) Dead + 0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-25=16, 8-25=26, 8-9=45, 9-10=13, 10-11=42, 17-18=-10, 16-17=10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Concentrated Loads (lb) Vert: 3=159(B)7=156(B)9=246(B)17=108(B)15=-23(B)12=108(B)24=165(B)25=156(B)26=156(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(B) 37=-23(B) 38=23(B) 39=23(13) 40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=23(B) 45=-23(B) 46=-23(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60,•Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17-18=20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Harz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb.) Vert: 3=54(B)7=197(B)9=315(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=13(B) 39=13(13) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=13(13) 45=-13(B) 46=43(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 17-18=20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Harz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert:3=54(B) 7=197(B)9=356(B)17=128(B)15=-13(B)12=128(B)24=197(13)25=197(B)26=197(B)28=197(13)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=13(1]1) 40=-18(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=13(B) 45=-13(B) 46=-13(B) 8) Dead +0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber In6rease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74,2-3=45,3-9=45,9-10=45,10-11=74,17-18=-10,16-17=10,13-16=49(F=59),12-13=-10,12-21==10 Harz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert: 3=130(B)7=136(B)9=214(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=136(B)29=136(B) 30=136(B)31=136(B)32=136(B)33=136(B)34=136(B)35=136(B)36=-23(13)37=-23(B)38=-23(B)39=23(B)40=-23(B) 41=-23(B) 42=-23(B) 43=23(B) 44=-23(B) 45=-23(8) 46=-23(B) 9) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads'(plo Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=116(B) 7=165(B) 9=271(B) 17=108(B) 15=-23(B) 12=108(B) 24=165(B) 25=165(B) 26=165(B) 28=165(B) 29=165(B) 30=165(B) 31=165(B) 32=165(B) 33=165(B)34=165(B) 35=165(B) 36=-23(B) 37=-23(B) 38=23(B) 39=23(B) 40=-23(8) 41=-23(B) 42=-23(B) 43=23(13) 44=-23(B) 45=-23(8) 46=-23(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=16, 9-10=-16, 10-11=5, 17-18=20, 16-17=20, 13-16=39(F=59), 12-13=20, 12-21=-20 Harz: 1-2=9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B) 30=197(B)31=197(B)32=197(B)33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=13(13) 40=-13(B) 41=-13(9) 42=-13(B) 43=13(6) 44=-13(B) 45=-13(B) 46=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=16, 9-10=-16, 10-11=-5, 17-18=20, 16-17=20, 13-16=39(F=59), 12-13=20, 12-21=-20 Harz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Continued on page 3 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 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 iNiTek' 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 ANSYTP11 Duality 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 Job ' Truss Truss Type Qty Ply LOT 180/5ph3 T23174796 2706182 A08 SPECIAL 1 1 Job Reference (optional) n srauw ce Irianr any, rLl, rianr miry, rL - aaoor, 11.48U s "D 12 21.121 MI I ek Industries, Inc. Thu Mar 11 12:14:25 2021 Page 3 ID:193QG WBBpX3jR187zeOm7kz5?ad-YCobfst2Fvj5vvEbjG_2kk9ENxl fi8nF6ZgXeuzc?By LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(6)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(8) 34=197(B) 35=197(B) 36=-13(B) 37=-13(13) 38=13(B) 39=13(B) 40=-13(B) 41=-13(13) 42=-13(B) 43=-13(B) 44=13(B) 45=-13(B) 46=-13(B) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-3=-61, 3-9=-45, 9-10=-30, 10-11=-22, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=20, 12-21=-20 Horz: 1-2=9, 2-3=17. 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=232(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(8) 35=145(B) 36=-13(B) 37=-13(B) 38=13(13) 39=13(131) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(8) 44=13(B) 45=-13(B) 46=-13(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=20; 12-21=-20 Horz: 1-2=-22, 2-3=-14, 9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=262(B) 17=76(B) 15=-13(B) 12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B)36=-13(B) 37=-13(B) 38=13(13) 39=13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=13(B) 45=-13(B) 46=-13(B) 15) Dead +0.75 Roof Live (bat.) +0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumberincrease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=20, 12-21=-20 Horz: 1-2=7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=75(B),7=145(13) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B) 25=145(B) 26=145(B) 28=145(B) 29=145(B) 30=145(B) 31=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=13(B) 39=13(13) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(13) 44=13(B) 45=-13(B) 46=-13(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert:3=-5(B) 7=145(8)9=247(B)17=76(8) 15=-13(8)12=76(B)24=145(B)25=145(B)26=145(B)28=145(13)29=145(B)30=145(S)31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=13(B) 39=13(121) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=13(B) 45=-13(B) 46=-13(B) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II4473 rev. 5/19/2020 BEFORE USE. Designvalid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the 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/TPI1 Duality Criteria, DSB-99 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- Job Truss Truss Type City Ply LOT 180/5ph3 ' T23174797 2706182 A09 'SPECIAL 1 1 Job Reference (notional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:26 2021 Page 1 ID:193QG WB BpX3jR187zeOm7kz5?ad-OOMztBugODryvv3onH_VHHyiN9KMFRdIPLDP4ALzc?Bx r'1l--44-0a ' 19-10-0 $3'Cr 2010 20 300 3-8-0 ¢1-0.Q -2Q-0 1-4-03 2-10-0640 60 NO 5xB = a nn Scale = 1:75.5 54 i 3x6 = 6x12 MT20HS 5x8 3.00 F12 5x8 ZZ 24-0-11 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.63 12-13 >757 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 13-15 >497 180 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 FBC2020ITP12014 Matrix-MSH Weight: 199 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* : TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP No.1 1 Row at midpt 6-8 BOT CHORD 2x4 SP M 31 'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 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=-351(LC 8) Max Uplift 2=-797(LC 10), 10=797(LC 10) Max Grav 2=1540(LC 1), 10=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3040, 3-4=4613/2864, 4-5=-3032/2004, 5-6=-3037/1932, 6-8=-2899/1832, 8-9=-4664/2728, 9-10=-4929/2866 BOT CHORD 2-16=-2647/4620, 15-16=-1516/2827, 13-15=-1718/3209, 12-13=-1412/2856, 1D-12=-2425/4456 WEBS 3-16=-368/396, 446=-1041/1945, 4-15=103/484, 5-15=-339/221, 5-13=-415/327, 8-13=186/531,8-12=-942/1816, 9-12=-298/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 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 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Exterior(2R) 21-0-7 to 23-10-0, Exterior(2E) 23-10-0 to 26-4-1, Interior(1) 26-4-1 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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 joints) 2, 10 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 797 lb uplift at joint 2 and 797 lb uplift at joint 10. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. No- 228. March 12,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 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-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 - Jab f Truss Truss Type Qty Ply LOT 180/Sph3 T23174798 2706182 A10 SPECIAL 1 1 Job Reference (optional) �•`""'�• ^ _w' . �h _1.1 a. ly, — ­." ag3U s reo iz zuzl NII I eK Inaustfres, Inc. i nu Mar 11 12:14:2[ 2021 Page 1 ID:193QG WB BpX3jR]87zeOm7kz5?ad-UavL4XvJnWzo8D N_rhOWp9FXAkifASMYZl9einzc?Bw r1-4-Q 5-11-1 11-050 16-10-1 19-0-0 , 22-9-15 23-10r0 28-8-0 33-8-15 39-8-0 p1-01 1-4-0 5-11-1 5-0-15 5-10-1 2-1-15 3-9-15 0- 4-10-0 5-0-15 5-11-1 1-4-0 Scale = 1:75.5 5x6 = 6x12 MT20HS 8 31 5x8 t:: 3.00 F12 5z8 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 FBC2020ITP12014 CSI. TC 1.00 BC 0.67 WB 0.56 Matrix-MSH DEFL. in (loc) I/defl L/d Vert(LL) 0.68 15-17 >704 240 Vert(CT) -0.95 17 >499 180 Horz(CT) 0.55 12 n/a n/a PLATES MT20 MT20HS Weight: 228 lb GRIP 244/190 .187/143 FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,10-13:2x4 SP M 31 Except: BOT CHORD 2x4 SP M 31 'Except• 1 Row at midpt 6-7, 7-10 16-18,14-16: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. WEBS 2x4 SP No.3 JOINTS 1' Brace at Jt(s): 7 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=351(LC 8) Max Uplift 2=797(1_C 10), 12=797(LC 10) Max Grav 2=1540(LC 1), 12=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4912/3208, 3-4=-4607/2953, 4-5=-4155/2803, 5-6=-4155/2803, 6-7=-3887/2655, 7-9=-3697/2494, 9-1 0=-3697/2494, 10-11 =-4713/2868, 11-12=4921/3021, 6-8=-336/262, 8-10=359/270 BOT CHORD 2-18=-2784/4606, 17-18=-1907/3299, 15-17=225413973, 14-15=-1844/3338, 12-14=-2569/4446 WEBS 3-18=-326/377, 4-18=-785/1550, 4-17=-577/1023, 5-17=-457/439, 7-17=-172/405, 7-15=293/294, 10-15=-471/888, 10-14=703/1474, 11-14=-229/273 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=5.Opsf; h=15ft; 8=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 7-0-6, Exterior(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Exterior(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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. 6j 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, 12 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 797 lb uplift at joint 2 and 797 lb uplift at joint 12. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. March 12,2021 ® WARNING - Verily design parameters and .READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. SI1.9R020 BEFORE USE. rs: Design valid for use only with MiTek® connectoThis 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/1 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyIntormation available from Truss Plate Institute, 2670. Crain Highway, Suite 203 Waldorf, MD 20601 . _ . _ _ Tampa; FL 36610 - Jpb Truss Truss Type Qty Ply LOT 180/5ph3 ' T23174799 2706182 All SPECIAL 1 1 Job Reference (optional) ouuuer5 rir5touarue Iriant uny, rLI, rlant uny, rL - JJDor, 0,43U s reo lG zuzi wM7 ll I eK Inausines, Inc. I nu Mar i i 2:14:zo zuzi rage i ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-ynTjltwxYg5fm NyAOPXIMNniT82svWphoXUBEDzc?Bv r1-4-q 6-3-0 , 9-2 2 17-0-0 20-1-8 23-10-0 31-6-0 39-11-0 p1-0-Q 1-4-D6-3-0 2-9-0 8-00 -- - 3-1-8 3-8-8 7-8-0 8-2-0 1-4-0 Scale = 1:73.7 5x6 = 14 13 — ,- .,,. ..I 4x6 = 3x6 = 3x6 = 3x6 3.00 F12 6x6 = 20-1-8 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 FBC2020/TP12014 CS1. TC 0.97 BC 0.86 WB 0.87 Matrix-MSH DEFL. VerI Vert(CT) Horz(CT) in (loc) I/deft Lid -0.26 11-13 >887 240 -0.40 11-13 >582 180 -0.02 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 198 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 or 5-2-0 oc bracing. Except: 6-13: 2x4 SP No.3, 9-12: 2x4 SP No.1 3-4-0.oc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0-8-0 Max Horz 2=351(LC 9) Max Uplift 2=-495(LC 10), 13=614(LC 10), 9=-482(LC 10) Max Grav 2=911(LC 15), 13=1807(LC 15), 9=1002(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2386/1504, 3-4=-2061/1313, 4-5=-1309/930, 5-6=-245/302, 6-7=-205/413, 7-8=-1244/782, 8-9=-1366/742 BOT CHORD 2-17=-1231/2415, 16=17=-854/1893, 15-16=-4731773, 13-15=1016/719, 11-13=0/251,, 9-11=454/1151 WEBS 3-17=-327/308, 4-17=-352/913, 4-16=-530/308, 5-16=141/814, 5-15=-1061/824, 7-13=688/240, 7-11=-466/1148, 8-11=-537/503 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; `,111111111���� (3-second gust) B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS , -(ER, P (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, 1nterior(1) 12-11-10 to 19-10-6, Extehar(2R) 19-10-6 to 27-9-10, 1nterior(1) 27-9-10 37-0-6, Exterior(2E) 37-0-6 ,S V E'•!V �i�; to to 41-0-0 for ,�. V�-• �Ci S+ y" zone;C-C members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60F•l••, 3). Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific .` No r22839 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 'fl will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at 2 to ANSIrl-PI 1 i OF 04�(/ joint(s) considers parallel grain value using angle to grain formula. Building designer should verify bearing 4�' capacity of surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 2, 614 lb uplift at ��j` 51 C 0 R , joint 13 and 482 lb uplift at joint 9. I1Am 1 i. ipa FL 33610 March 12,2021 ® WARNING - Veriy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI0473 rev. 5/1=020 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 ANS11TPl1 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- Jpb r Truss Truss Type Qty Ply LOT 180/5ph3 T23174800 2706182 A24 SPECIAL 1 1 Job Reference (optional) u w,�c,a ruaw�ww (r,cnr _uy, 'ey, r�-owol, o.9Ju 5 reu lL LUCI IVIII UK InuU5Ine5, inc. I nu Mar -i -i iz: i4:JV duzi rage 1 ID:3xt?Yd6RbYnXO16Sf6ghhz4cnz-v9bUj7?xB4RLN?g6ZWpaDRot6cyjwNUu_FrN IJ6zc?Bt r1-4-0, 7-0-0 , 9-2-2 , 12-8-0 , 15-0-0 , 17-1-13 20-1-8 23-10-0 30-11-8 35-4-2 39-8-0 p1-0-0 1-4-0 7-0-0 2-2-2 3-5-14 2-4-0 2-1-13 2-11-11 3-8 8 7-1-8 4-49 4-3-14 1 4-0 C 3.81 \1 5x6 3.00 F12 8x12 = Scale = 1:73.7 5x6 = 9 3x4 I I 8 5x6 10 2x4 11 0 19 0 � II o = 121. r6 17 34 3$ 16 15 14 18 I 3x4 = 3x8 = 3x6 = 3x6 = 6x12 MT20HS = 20-2-0 26-7-2 33-7-10 39-8-0 , 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 Incr NO Cade FBC2020/TP12014 CSI. TC 0.73 BC 0.95 WB 0.64 Matrix-MSH DEFL. in Vert(LL) 0.27 Vert(CT) -0.34 Horz(CT) -0.03 (loc)I/defl L/d 23 >891 240 23 >725 180 17 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 227 lb FT = 20% LUMBER- :BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 ocpurlins. BOT CHORD 2x4 SP No.2 *Except BOT CHORD Rigid ceiling directly applied or 4-9-6 oc bracing. Except: . 5-22: 2x8 SP 240OF 2.OE, 19-21: 2x6 SP M 26, 8-17: 2x4 SP M 31 6-0-0 oc bracing: 17-19 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-17 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-4-0, 12=0-8-0 Max Horz 2=351(LC 7) Max Uplift 2=709(LC 8), 17=-905(LC 8), 112=431(LC 8) Max Grav 2=1171(LC 1), 17=2119(LC 2), 12=965(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3391/1822, 3-4=-3057/1795, 4-5=-3044/1865, 5-6=-3427/2073, 6-7=-1394/1009, 7-8=-290/543, 8-9=238/458, 9-1 0=-716/373, 10-11 =-1 419/542, 11-12=-1526/559 BOT CHORD 2-24=-1494/3064, 23-24=-1469/3036, 22-23=-912/1676, 5-21=-243/260, 20-21=-1087/1935, 19-20=-228/455, 17-19=-1116/722, 8-19=-270/228, 14-16=-233/946, 12-14=-372/1319 WEBS 3-24=-433/1145, 3-23=-346/31, 4-23=-219/286, 21-23=-668/1422, 6-21=-802/1678, 6-20=1539/980, 7-20=-847/1623, 7-19=1119/684, 9-17=-991/257, 10-16=-681/424, 10-14=-69/464, 9-16=-267/819 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=5.Opsf; h=15ft; 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 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. 71 `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. 8) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709 Ib.uplift at joint 2, 905 lb uplift at joint 17 and 431 lb uplift at joint 12. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 156 lb up at 7-0-0, and 111 lb down and 197 lb up at 9-0-12, and 111 lb down and 197 lb up at 11-0-12 on top chord, and 353 lb down and 124 lb up at 7-1-8, and 92 lb down at 9-0-12, and-92 lb down at 11-0-12 on bottom chord. The design/selection of such connection Cont0"0001eth62'esponsibility of others. ft ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7478 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p p iTek• 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 ivi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 March 12,2021 Job Truss Truss Type Qty Ply LOT 180/5ph3 ' T23174800 2706182 A24 :SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:30 2021 Page 2 ID:3xt?Yd6RbYnX016Sf6ghhz4cnz-vbbUjZxB4RLN?g6ZWpaD Rot6cyjwNU u_FrN IJ6zc?Bt NOTES- 11) In the LOAD CASE(S) section, loads applied to the:face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-13=-54, 24-25=-20, 22-24=-20, 19-21=20, 17-18=-20, 17-28=-20 Concentrated Loads (lb) Vert: 3=-159(F) 24=-312(F) 23=-46(F) 4=111(F) 31=-111(F) 33=-46(F) ® WARNING -Verify design parameters end 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 �e 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 Job 7 Truss Truss Type Qty _ LOT 18015ph3 1PIy T23174801 2706182 B01 SPECIAL 1 1 Jab Reference (optional) Builders FirstSource, Plant City, FL. 33563 8.430 s Nov 30 2020 MiTek Industries, Inc. Fd Mar 12 09:26:17 2021 Page 1 ID: 193QG WBBpX3jR187zeOm7kz5?ad-WOM WwN?iTgP2yKy?auGuNkgFsaeXF WEgC6H7iOzbjRq 8.6-0 11-10-0 19-6-0 27-8-0 129-0-0 ' 1-4-0 ' 8-6-0 3-4-0 7-8-0 8-2-0 1-4-0 46 = 3x4 1.5x8 STP = 7xl0 = 3x6 11 17-5-12 Scale = 1:55.5 t 0 N 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 0.61 Vert(LL) 0.39 10-13 >246 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.33 10-13 >287 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) -0.01 9 n/a n/a BCDL 10.0 Code FBC2020ITPI2014 Matrix-MSH Weight: 145 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.1 TOP CHORD Sheathed or 5154 oc purlins. BOT CHORD 2x4 SP M 31 'Except BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-9: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=324/0-4-0, 9=1085/0-8-0, 6=783/0-8-0 Max Harz 2=317(LC 9) Max Uplift 2=-403(LC 10), 9=-616(LC 10), 6=460(LC 10) Max Grav 2=352(LC 19). 9=1085(LC 1), 6=827(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-86/380, 4-18=871/754, 5-18=-960/739, 5-19=1055/729, 6-19=-1098/709 BOT CHORD 2-20=250/150, 9-10=-1009/1095, 3-10=409/483, 6-8 441/908 WEBS 4-10=696/241, 4-8=''-449/839, 5-8=-529/526, 8-10=-58/286 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=5.Opsf; h=15ft; 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 2-7-10, Interior(1) 2-7-10 to 7-10-6, Extedor(2R) 7-10-6 to 15-9-10, Interior(1) 15-940 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 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 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 403 lb uplift at joint 2, 616 lb uplift at joint 9 and 460 lb uplift at joint 6. LOAD CASE(S) Standard ,``,1111111111/1�', %� ER . F •. ... •f. No 22839 � r ri- Walter P. Fjnn,PE'No.22839 MITekUSA , In'c. FL Cert 6634 69.0 e4 Parke EastBNd..7arnPa FL33610 •Dat March 12,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511.92020 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 ANSI7TPI1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23174802 2706182 B01A SPECIAL 2 1 �1-0718015P!13 Job Reference (optional) 1—JU LULU ml I ex Inbuslrles, Inc. rn mar lz =zt:ub zuZi rage i ID:193QG WBBpX3jR187zeOm7kz5?ad-aRg2C7bRwja5KsB PygeNs3CZjKGGEgR1 TEeDx3zbjR3 0 , 8-6-0 11-10-0 19-6-0 27-B-0 29-0-0 6-6-0 ' 3-4-0� 7-8-0 B-2-0 1-4-0 4x6 = 10 3x4 6x8 1.5x8 STP = 6x12 MT20HS = Scale = 1:56.4 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 YES Code FBC2020ITP12014 CSI. TC 0.86 BC 0.77 WB 0.89 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ltd 0.22 11-19 >438 240 -0.40 8-9 >587 180 -0,05 9 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 136lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD Sheathed or 3-10-2 oc purlins. BOT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-10,6-8: 2x4 SP No.1 B-5-3 oc bracing: 6-8. WEBS 2x4 SP No.3 6-0-0 oc bracing: 9-11 WEDGE WEBS 1 Row at midpt 4-9 Left: 2x6 SP No.2 REACTIONS. (lb/size) 9=950/0-8-0, 6=808/0-8-0. 2=440/0-4-0 Max Horz 2=314(LC 9) Max Uplift 9=414(LC 10), 6=-497(LC 10), 2=565(LC 10) Max Grav 9=1045(LC 15), 6=1050(LC 16), 2=497(LC 21) FORCES. (lb) - Max. Comp./Max. Ten.. All forces 250 (lb) or less except when shown. TOP CHORD 2-20=391/371, 3-20=-320/391, 3-4=-313/517, 4-21=-1266/856, 5-21=-13561841, 5-22=1433/812,6-22=-1474/791 BOT CHORD 9-11=401/700, 3-11=-365/394, 9-24=-11/369, 24-25=11/369, 8-25=-11/369, 6-8=-515/1247 WEBS 4-9=-557/154, 4-8=478/1148, 5-8=-537/524 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=5.Opsf; h=15ft; 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 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 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 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 ttuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. ,7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 414 lb uplift at joint 9, 497 lb uplift atjoint 6 and 565 lb uplift at joint 2. LOAD CASE(S) Standard 'IftNo' 228.39 March 12,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 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 passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIVTP11 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 Job Truss Truss Type City Ply LOT 180/5ph3 T23174803 2706182 B01B SPECIAL 1 1 Job Reference o tional WEBS tsutaers mrstbource (Plant l;rty, hL), Plan lacy, t-L - 33bbf, 0.4:1U s t-el) 12 ZU21 NII I,eK maustrles, urc. I nu mar i l .1 Z:14:33 2U21 rage 1 ID 193QGWBBpX3jRI87zeOm7kz5?ad-JkHcLb_3NMjys8r7By7w3QVbx9kEalVQypcywRzc?Bq -1-4-0 , 8-6-0 , 11-t 0-0 , 19-6-0 , 27-8-0 ,29-0-a , 1-0-0 8-6-0 3-0-0 7-8-0 8-2-0 1-4-0 Scale = 1:56.4 4x6 = 4 103x6 6x8 = 5x8 8-2-0 7-10-0 B'1,p 17-6-5 27-8-0 r 7-1 Ho 0. - 9-0-5 10-1-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.25 8-9 >933 24.0 MT20 -244/190 TCDL . 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.51 11-14 >198 120 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 139 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* " BOT CHORD 3-9: 2x6 SP No.2 2x4 SP No.3 REACTIONS. (size) 9=0-4-0, 6=0-8-0 Max Horz 9=314(LC 9) . . Max Uplift 9=-834(LC 10), 6=-334(LC 10) Max Grav 9=1811(LC 15), 6=824(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-641/949, 3-4=-182/546, 4-5=854/408, 5-6=-972/364 BOT CHORD 2-1 1=-802/768,9-11=-831/582, 3-11=-633/575, 8-9=-200/414, 6-8=115/801 WEBS 4-9=-1093/688, 4-8=518/1150, 5-8=-546/528 WEBS Structural wood sheathing directly applied or 4-10-0 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 2-2-0 oc bracing: 9-11 1 Row at midpt 4-9 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=5.Opsf; h=15ft; 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 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(21R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Extedor(2E) 25-0-6 to 29-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 lb uplift at joint 9 and 334 lb uplift at joint 6. F : s N' 22839 r %p a OF . 41 ipa FL,33610 March 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7478 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 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 Jpb } Truss Truss Type Qty Ply LOT 180/5ph3 T23174804 2706182 B11 .GABLE 1 1 Job Reference (optional) D-u— rn k—u ua inapt tiny, rLf, rlGm Idly, rL - OODOr, OA3U s reO l L LUCI IVII I eK Incusuies, Inc. I nu Ivlar 11 iz:14:34 zuzi rage 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-nxq_Yx_i8grpU I QKlfe9cel m FZ4RJHCaATLWStzc?Bp -1-4-0, 8-6-.0 , 10-4-0 111-10-0.13.4.0. 19-6-0 27-e-0 � Q9-0-Or 1-4 0 8-6-0 1-10-0 1-S-0 1-6.0 6-2-0 8-2-0 41 0 6.00 12 3x4 = US i 5x8 8 9 10 25 24 23 22 21 20 1 1.5x8 STP — 2x4 11 2x4 11 2x4 11 6x8 = 2x4 11 12x4 11 18 2x4 II 5x8 = 17-6-5 \16I'T O N 3x4 = Scale = 1:65.6 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 0.88 BC 0.92 WE 0.68 Matrix-MSH DEFL, in ([cc) Vdefl L/d Vert(LL) 0.24 18-19 >988 240 Vert(CT) -0.43 17-44 >552 160 Horz(CT) 0.09 15 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 217lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-5 cc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 7-24: 2x6 SP No.2 5-10-4 cc bracing: 2-26 WEBS 2x4 SP No.3 7-10-1 cc bracing: 15-17. OTHERS 2x4 SP No.3 6-0-0 cc bracing: 24-26 WEBS 1 Row at midpt 8-24 JOINTS 1 Brace at Jt(s): 27, 30, 33, 35, 36 REACTIONS. (size) 2=0-3-8, 24=0-8-0, 15=0-8-0 Max Horz 2=315(LC 9) Max Uplift 2=639(LC 10), 24=390(LC 10), 15=-584(LC 10) Max Grav 2=599(LC 1). 24=790(LC 1), 15=986(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP,CHORD 2-3=-951/1052, 3-5=575/436, 5-6=-564/448, 6-7=-533/456, 7-8=-321/566, 10-11=-1211/961, 11-12=-1182/900, 12-13=-1218/857, 13-15=1336/856 BOT CHORD 2-26=-742/907, 24-26=-281/487, 26-29=193/282, 7-29=-167/258, 23-24=-108/462, 22-23=-108/462, 21-22=-108/461, 20-21=108/461, 19-20=-108/462, 18-19=108/462, 17-18=-108/462, 15-17=-516/1134 WEBS 17-34=454/398, 13-34=-458/327, 22-35=-235/500, 8-35=-217/488, 20-36=341/164, 10-36=-353/183, 8-10=-609/640, 24-28=827/248, 8-28=-896/288, 10-32=-553/1082, 32-33=-499/917, 17-33=-476/919, 3-31=-606/695, 30-31=-608/699, ,��I111fil% 29-30=-608/699 �,�ER; P NOTES- V; ••. �(r E:•N S ti �ii 1) Unbalanced roof live loads have been considered for this design. ��� ,� ••: V F•••� �� ' 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. N;o 228.39 II; Exp 0; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -2-0-0 to 1-10-10, Interior(1) 1-10-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-10-0, Interior(1) 15-10-0 to 25-8-6, Exterior(2E) 25-8-6 to 29-8-0 left zone; parch exposed;C-C far members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 n. ► 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'0 1, Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, i p OF 4 4) Building Designer / Project engineerresponsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. ;o O 0' R �i�ts 5) All plates are MT20 plates unless otherwise indicated. ('1:� •'• •- 6) Gable studs spaced at 2-0-0 cc. `!I� l) ' ��� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 8) This truss has been designed for a jive load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. Mter PFlnn'PE W 22839 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 639 lb uplift at joint 2, 390 lb uplift at .MITek USA, Inc. FL Cert 6634 joint 24 and 584 lb uplift at joint 15. 690d`Parke'E40 BQ1.1i rtipa FL_33610 :Date: Continued on page 2 March 12,2021 A WARNING - Verify design parameters and'READ NOTES ON THIS 'AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19/2020 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 mustveriy 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 MEW 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 last Blvd. Safety Information. available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ _ - Tampa, FL- 36610 - Job ? Truss Type Qty Ply LOT 180/5ph3 ' _ . T23174804 2706182 B11 ..GABLE �Truss 1 1 Job Reference (optional) Huimers rirsc5ource tviant Gny, r-L), Plant Lity, rL - JJOUf, O.4JU s reD I ZUZI mi I eK Inaustries, Inc. I nu mar I i iLn4:s4 ZUZI rage Z ID:193QGWBBpX3jR187zeOm7kz5?6d-nxq_YK iBgrpUIQKlfe9ce1mFZ4RJHCaATLWStzc?Bp NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 lb down and 17 lb up at 1-0-0. 10 lb down and 15 lb up at 3-0-0, and 10 lb down and 15 lb up at 5-0-0, and 10 lb down and 15 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1� Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-54, 9-16=-54, 26-37=-20, 24-25=20, 24-40=-20 Concentrated Loads (lb) Vert: 39=10(1`) 47=-9(F) 48=9(F) 49=-9(F) ®WARNING -Verify design pars meters 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 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 BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 . _ - — - - Tampa, FL 36610 Jab I, Truss Truss Type Qty Ply LOT 180/5ph3 ' T23174805 2706182 C1V SPECIAL 6 1 Jab Reference (optional) Builders Firstbource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MITek Industries, Inc. Thu Mar 11 12:14:35 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-F7OMmG?Kv_zg5S WJN908ra5DzeM2t6jP753_Jzc?Bo 1-4-0 0-114 1 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 0.23 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >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: 5 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=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Grav 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 0-11-4 oc pudins. Rigid ceiling directly applied or 6-0-0 oc bracing.'- NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 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) 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, 181 lb uplift at joint 2 and 14 lb uplift at joint 4. No i22839 March 12,2021 ® WARNING - Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1.9I2O20 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 Job t Truss Truss Type Qty Ply LOT 180/5ph3 '2706182 - T23174806 C3V SPECIAL 6 1 Job Reference (optional) tlunaers rlrsiJource trlant L uy, t-L), rlant Gny, rL - JJDa/, d.4JU s reo lZ ZUZI MI I ex maUsmes, Inc. I nu marl l .1,:14:Jb ZU21 rage 1 ID: 193QG WBBpX3jR187zeOm7kz5?ad-jJylzcOygH5XjcZis4hdh37GzMzPnKMtemgcWlzc?Bn -1-4-0 2-11-4 1-4-0 2-11-4 Scale = 1:12.7 • Plate Offsets (X,Y)-- [2:0-0-15,Edge 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 0.23 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 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/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=0-8-0, 4=Mechanical Max Horz 2=132(11C 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 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=5.Opsf; h=15ft; 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) Bearing at joint(s) 2 considers parallel to grain value using ANSlrrPI 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 57 lb uplift at joint 3 and 149 lb uplift at joint 2. _F1 `��• , v�G E"NSF.; %'''��' No 2283'9 March 12,2021 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 MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSI/TP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available. from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - - Tampa; FL 36610 Job 1 Truss Truss Type Qty - Ply LOT 180/5ph3 ' T23174807 2706182 C5V SPECIAL 6 1 Job Reference (optional) oueueia rn mouui ce Inapt Illy, rL/, a ridnt Idly, rL - JJJOr, C.4JU s reloiz ZU21 MI I eK maustrles, Inc. I nu Mar l l 12:14:37 2U21 Pagel ID:193QG WB BpX3j RI87zeOm7kz5?ad-BW W7Byl aRbD OLIBvQoCsDGfMXm EcWnbOsQaA3Czc?Bm 4-11-4 4-11-4 Jx4 i Scale = 1:17.6 male UTTsels IR Y)-- I2:U-U-lb,tagej LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.06 4-7 >925 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.07 4-7 >875 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MP 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=185(LC 10) Max Uplift 3=-112(LC 10). 2=-161(LC 10) Max Grav 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. Structural wood sheathing directly applied or 4-11-4 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Ezp 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) 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 112 lb uplift at joint 3 and 161 lb uplift at joint 2. i. No' :22839 pa FL33610 March 12,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 5/1 M020 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 �e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITe'(• 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 ANSUTPI1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from.Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ Tampa; FL 36610 - Job l Truss Truss Type Qty Ply LOT 180/5ph3 � l'23174808 2706182 D01 Common 2 1 Job Reference (optional) o."OU a — - — I IVII I UR 111— lU], IM, I nU Mar l l-IL:-i4:4u ZUZI rage i ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-c5C Fp_3SjWcyCDtU5wIZrvHtD_7lj5sSZOoggXzc?Bj 1 4 0 5-8-0 10-0-0 14-4-0 20-0-0 21-4-0 1-4-0 5-8-0 4-4-0 4-4-0 - 5-8-0 1-4-0 Scale = 1:36.5 46 = Id I 3x6 = 5x8 = - 3x6 = 10-0-0 10-0-0 Plate Offsets (X Y)-- [2.0-6-0 0-0-2] [6:0-2-12 0-1-81 [8:0-4-0 0-3-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.16 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.35 8-11 >695 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.03 6 n/a n/a BCDL 10,0 Code FBC2020ITP12014 Matrix-MSH Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=-232(LC 8) Max Uplift 2=-450(LC 10), 6=-450(LC 10) Max Grav 2=812(LC 1), 6=812(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1212/968, 3-4=928/756, 4-5=-928/756, 5-6=-1212/968 BOT CHORD 2-8=-672/1121, 6-8=671/1057 WEBS 4-8=-372/587, 5-8=-409/438, 3-8=408/439 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=5.Opsf; h=15ft; 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 2-7-10, Interior(1) 2-7-10 to 6-0-7, Exterior(2R) 6-0-7 to 13-11-10, Interior(1) 13-11-10 to 17-4-6, Exterior(2E) 17-4.6:to 21-4-0 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 450 lb uplift at joint 2 and 450 lb uplift at joint 6. l C� V �� P`�••• ' No- 22839 • OF O' R .X N TN {ia FL;33610 March 12,2021 ®WARNING - Verify design parameters and -READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. �— Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building truss and property incorporate this design into the overall component, notM�� a ss system. Before use, the building designer must verify the applicability of design pa 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/TPH 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 - Job � Truss Truss Type City Ply LOT 180/5ph3 T23174809 2706182 D03 .Hip Girder 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:41 2021 Page 1 I D:3xl7Yd6RbYnXO16Sf6ghjjz4cnz-4HmeOK45UgkppNSgfdGoO6g61NcnSZScn2YNCzzc?Bi 1 4-0 4-4-12 B-0-0 12-0-0 15-7-5 2%0 0 21-4-0 ' 1-4-0 ' 4-4-12 ' 3-7-4 4-0-0 3-7-5 4-4-11'I-4-0 Scale = 1:37.8 5x8 = 46 = m Io 3x4 = 2x4 11 5x6 = US = 2x4 II 3x4 = 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 FBC2020ITP12014 CSI. TC 0.23 BC 0.36 WB 0.14 Matrix-MSH DEFL. in (loc) Vdefl L/d Vert(LL) 0.05 11 >999 240 Vert(CT) -0.08 10-11 >999 180 Horz(CT) 0.03 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 104 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing, directly applied or 4-11-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-5 oc bracing.' WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=192(LC 6) Max Uplift 2=-450(LC 8), 7=-450(LC 8) 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=-1326/605, 3-4=1031/530, 4-5=-881/511, 5-6=-1024/526, 6-7=1325/604 BOT CHORD 2-12=-415/1200, 11-12=-415/1200, 10-11=-242/882, 9-10=414/1147, 7-9=414/1147 WEBS 3-11=-375/203, 4-11=-72/272, 5-10=-69/272, 6.10=-380/204 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=5.Opsf; h=15ft; 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 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. 1111111►/ 4) Provide adequate drainage to prevent water ponding. ER, P 4F 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�N 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide V�� will fit between the bottom chord and any other members..r��i` " SF�•:�,• �� �. 7) joint 7 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 2 and 450 lb uplift at N;Q' 022839 CC 13 : OF Wager' P..- F1nn'PE'No.22839 MlTeki, SA,16c. FL Cetf 6634 69Q, Parke Eas Blvd.:TaMi A FL,33610 Date: March 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 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 BCSI Building Component 6904 Parke East Blvd. _ 'Safety Information available from Truss. Plale.lnsl'dute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ Tampa. FL 36610 Job Truss Truss Type Qty Ply LOT 180/5ph3 T23174810 2706182 E1 :SPECIAL 14 1 Job Reference (optional) p -1.1 —Y. , ter, , ,an, v„y, i I - w , 1-4-0 1 0 au s reu IG LUG I IVII I eK Inuustrles, Inc. I nu iviar 11 12:14:4z zuzi rage 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-YTJOEg5jF7sgRX1 sDLn 1 wKMHSnl uB2rlbiHxkPzc?Bh 1-0-0 1-0-0 1-0-0 3 Scale = 1:7.8 LOADING (psf) SPACING- _ 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC , 0.05 Vert(CT) 0.00 7 .>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/TP12014 Matrix -MP Weight: 6 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc, purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-8-0, 4=Mechanical Max Horz 2=88(LC 10) Max Uplift 2=-190(LC 10), 4=-11(LC 1) Max Grav 2=158(LC 15), 4=47(LC 6) 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Ezp 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 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 190 lb uplift at joint 2 and 11 lb uplift at joint 4. No 228:3'9 March 12.2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 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 tm,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/ntormation available from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa; FL 36610 Job 7 Truss Truss Type Qty Ply LOT 180/5ph3 ' T23174811 2706182 E7V .SPECIAL � 17 1 Job Reference (optional) Builders Firstbource (Plant City, FL), . Plant City, FL - 33b67, 8.430 s Feb 12 2021 Mfl ek Industries, Inc. T nu Mar 11 12:14:43 2021 Page 1 ID: 193QGWBBpX3jR187zeOm7kz5?ad-OftOR?5LOR_X3gc2n2JGTXvGEBA7wV5vFM1 UGrzc?Bg 700 7-0-0 Scale = 1:22.6 3 6.00 12 N O O Pl 2 1• - 3.00 12 3x6 Plate Offsets (X,Y)-- [2:0-0-14,0-0-71 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 1.00 Vert(LL) 0.23 4-7 >354 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.23 4-7 >356 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n!a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 q TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-5 cc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3==166(LC 10), 2=-179(LC 10) Max Grav 3=200(LC 15), 2=341(LC 15), 4=124(LC 3) FORCES. (lb) -Max. Camp./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=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. It; Eicp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterl0f(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) 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 166 lb uplift at joint 3 and 179 lb uplift at joint 2. March 12,2021 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 M iTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. . SafetyJnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa; FL-36610 Job I Truss Truss Type City Ply - LOT 180/5ph3 T23174812 2706182 H1 SPECIAL 3 1 Job Reference (optional) owiue,a ruawuu4a:e lt"IOIII . 'y, rLl, 11-1 Idly, IL -....1, "A u 5 reu -I L NCI IVII I eK Inausmle5, Inc. I nu Mar 11 12:14:4d 2U21 rage 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-OftOR?5LOR_X3gc2n2J GTXvRV13 N2wV5vFM1 UGrzc?Bg -2-8-13-1-10-10 1-4-4 '.1" 1-10-10 1-44 Scale = 1:7.6 1 Plate Offsets (X,Y)-- [2:0-2-4,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Harz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-8-0, 4=Mechanical, 3=Mechanical Max Horz 2=80(LC 8) Max Uplift 2=-292(LC 8), 4=26(LC 13), 3=8(LC 5) Max Grav 2=223(LC 1), 4=35(LC 8), 3=19(LC 8) 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; 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 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 292 lb uplift at joint 2, 26 lb uplift at joint 4 and 8 lb uplift at joint 3. E1V'9 G' No 22839 ••': March 12,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 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/TP11 Quality Criteria, DSE-89 and BCS/ Building Component 6904 Parke Fast Blvd. 'Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ - Tampa, FL- 36610 Job r } Truss Truss Type Qty Ply LOT 160/5ph3 T23174813 2706182 H7V SPECIAL 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Feb 12 2021 MiTek Industries, Inc. Thu Mar 11 12:14:44 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-UsRmfL6znl6OggAFKmgV01SXCb6Bft?2TOm1 plzc?Bf -1-10-10 5-4-1. 9-10-1 5-4-1 4-6-0 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 3x4 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL- 1.25 Rep Stress Incr NO Code FBC2020/TP12014 REACTIONS. (size) , 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-170(LC 8), 2=-248(LC 8). 5=-163(LC 5) Max Grav 4=141(LC 1). 2=439(LC 1), 5=300(LC 3) Scale = 1:22.1 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 2441190 BC 0.63 Vert(CT) -0.12 6-7 >999 180 WB 0.34 HOrz(CT) 0.01 5 n/a n/a Matrix-MSH Weight: 41 lb FT = 20% BRACING- TOP.CHORD Structural wood sheathing directly applied or 5-8-1 oc purlihs. BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS3-7=0/293, 3-6=-918/685 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 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 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 ANSIITPI 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 170 lb uplift at joint 4, 248 lb uplift at joint 2 and 163 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12, 67 lb down and 52 lb up at 1-5-12, 80 lb up at 4-3-11, 80 lb up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11. 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 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, 5-8=-20 Continued on page 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1,92020 BEFORE USE. Design valid for use only with MiTek® connectors: This 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 andproperly 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/7'P/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 Waldod, MD 20601 .. _ - - - Tampa; FL 36610 Pa FL;33610 March 12,2021 Jotl j Truss Truss Type Oty Ply LOT I80/5ph3 T23174813 2706182 H7V SPECIAL 3 1 Job Reference (optional) tsunaers t-Irst3oufce (Plant tarty, rL), Plant Glty, FL - JJb6r, 6AJU 9 FeD 12 2u21 ml I etc Industries, Inc. I nu Mar 11 12:14:44 2u21 Page 2 ID:193QGWB BpX3j RI87ze0m7kz5?ad-UsRmfL6zn16OggAFKmgV01SXCbaBft?2TOml plzc?Bf LOAD CASE(S) Standard • Concentrated Loads (Ib) Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13=-99(F=50, B=-50) 14=23(F=11, B=11) 15=-11(F=-5, 9=5) 16=-51(F=-25, B=-25) I ® WARNING -Verify design parameters end READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I192020 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 tmss 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/TPN. Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway,Suite 203 Waldorf, MD 20601 _ - Tampa; FL 36610 Symbols PLATE LOCATION AND ORIENTATION 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. Ole - For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the, required direction of slots in connector plates. Plate location details available in MiTek 20/20 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: ANSI/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, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 TOP CHORDS 3 0 Of O U a O H 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR=1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved 11/IiTe:k® MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 A General .Safety Notes 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 ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. Utilities Quick Guide H 0 - M _'ES - Underground utilities are essential in building a high -quality Adams home. To ensure that the electricity is running properly, it is important to provide the right information to the utility company. Step 1 Enter the House Information: ► Service Area. o. Street Number: Single Family House: P. Street Name.: P- Street Suffix., city, state, zip: 00- 110- 1> l!> � > Step 2 ► Name of Subdivision: ► Block Lot., - i,Pdte Service.Requested. Corporate Contact (AEC/LLCILSE) /Vaam e:Cipdy Little % P-'.Office Phone.*,,850-934-0470 i- Email., clittle@adamshomes.com Corporate Contact MYSIN/EC) P- Name: Caitlyn Cooper Email: ccooper@adbmshomes.com e Offic Phone..850-934-0410 Divisional Office Contact 'Narne i-'•Cfffce Ph6n6: o. Email. ►►�y= Step * All Invoices are to be sent to: 3000 Gulf Breeze Pkwy, Gulf Breeze, FL 32563 Corporate Contact (AEC/LLC/LSE) ► Name:,Cindy Little ►; Office Phone; 850-934-0470, ► Email: clittle@adamshomes.com Corporate Contact,(NW/SW/EC) . ► Name: Caitlyn Cooper LL , .► -Email; ccoop&@adamshomes.com - ►.Office Phone 850-934-0470 ► Taxpayer ID: wCorporate Address' 3060 Gulf Breeze ,Pkwy Gulf Breeze,.FL 32563 • ►►►► G Step 4 ► Contractor Name: ►►►►> Step 5 ►►►►► Step 6 ► Number of A/C Units: ► Heat Type: ► Total strip heat in KlN• ► Service Size%Main Breaker: ► Service Type: ► Total Square Footage: