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HomeMy WebLinkAboutTruss® Lumber designivalues'are in accordance with ANSI/TP:1.1 'section:6.3 NJThese truss designs rely on lumber values established by.others. MiTek: ... .. . RE: ' 2866237 - 1820 B 3CAR BLK NO HS ..MiTek USA, Inc. Site Information: 6904 Parke East Blvd. TT�r�p FFLL 3 10-4115 Customer Info: Adams Homes Port St. Lucie Project Name: 1820 3CAR Model: Lot/Block: 60/1 Subdivision: WATERSTONE ' Address: 8705 Merano Ave, City: Fort Pierce State: FL Name Addres's-and License # of Structural Engineer of Record, If there is one, for the building. Name: ... License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions Design Code:: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code:: ASCE:7-16 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load:. N/A psf This package-.inc ludes 37 individ.ual,Truss Design D.ravvings 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 T24979686 A01 8/10/21 23 T24979707""M 8/10/21 2 T24979686 A02 8/10121 24 T24979708 C5 8/10/21 REVIEWED FOR 3 " 724979687 A03 8/10/21 25 T24979709 C5 B' : 8/10/21 ®� COMPLIANCE 4 - T24979688 A04 8/10/21 26 T24979710 C5V 8/10/21 5 T24979689T24979690. A05 8/10/21 27 T24979711 D02B 8/10/21!"®� �+ 7 T249796911 A07 8/10/21 ' 29 T2497971.3 E7 8/1"0/21 6®V:VI UN TY 8 T24979692 A08. 8/10/21 30 :T24979714 E7V 8/10/21 9 T24979693 A09 8/10/21 31 T24979715 E7VP. 8/10/21 BO :.. 10 724979694 A10.: 8/10/21 32 T24979716 H3, 8/10/21 11 T24979695 : A11 B 8/10/21 33 T24979717 H7 8/10/21 12 T24979696. Al2B 8/10/21. 34 T24979718 H7V 8/1:0/21 13 724979697 B02B 8/10/21 35 T24979719 K20 8/10/21 14 T24979698 B03B 8/10/21 36 T24979720 K21 8/10/21 - 15 : T-24979699 B04B : 8/10/21 37 T24979721 K2 8/10/21 16 T24979700 . B05B 8/10/21. 17 T2497970:1 : C1 8/10/21 18 T24979702:: C1 B 8/10/21' 19 T24979703 C1 P 8/10/21 20 T24979704 C1 V 8/10/21 21 724979705 C3 8/10/21 22 T24979706.. C3B 8/10/21 The truss drawing(s) referenced above have been prepared by . �;� MiTek USA, Inc. under my direct supervision based -on the. parameters �� .•• C E S'•.. .� provided by Builders FirstSource (Plant City, FL). �' F '�� Truss Design En ineer's:Name` Velez, Joaquin NO 81 My license: renewal date for the state of Florida is February 28, 2023. k IMPORTANT NOTE: The seal on these truss component designs is a certification ATE that the, engineer named is licensed in the jurisdiction(s) identified and that"the �� ,n'• .�` , ... Q, �••_, ��� designs comply with ANSIlrPI. 1: These designs are based upon parameters \ O" R 1 O..•,�� . shown (e.g., loads, supports, dimensions, shapes and design codes), which were ij .s�. •'••�� ,�� given to MiTek or.TRENCO. Any project specific information included is: for MiTek's or � N"A1 s TRENCO's customers.file reference purpose only, and was not taken -into account in the r r r 11►� preparation of these designs. MiTek or TRENCO has not independently verified the Joaq in Velez P No.68182 applicability of the design parameters or the designs for any particular building. Before use, MRe M, Inc: L Gert 6634 the building designer should verify applicability of design parameters and properly ::. 6904 arks East Ivd. Tampa FL 33610 incorporate these designs into the overall building design per'ANSlf rPI 1, Chapter 2. Date: .. . .: 'August 10,202L Velez, Joaquin: 1 of 1 .: Job Truss Truss Type �� City Ply 1820 B 3CAR BLK NO HS t T24979685 2866237 A01 SPECIAL 8 1 Job Reference o tional tsuucers rtrsibource trianc uny, raj, riani carry, rL - oaaoc,. ""' o aui, «­ - ." . o ,,,..„„.. ,,o � y I D:193QGW BBpX3jR187zeOm7kz57ad-dqi T615uW d4ioBcBK14F9_mKtfpva3c81c23jDypHKH rt=4-0, 6-3-0 11-11-12 19-10-0 2.7; 33-5-0 39-8-0 Ai-O-q 1.4-0 6-3-0 5.8.12 7-10-4 7-10.4 5.8-12 6-3.0 1-4.0 Scale=1:72.2 co 0 0 5x6 = 6.00 12 5 ST1.SxB ST.P = ST1.5x8 STP = 5x12 3.00 F12 5x12 zz 8-8-0 17-6.8 22-1-8 31.0.0 39-8-0 8-8-0 8-10.8 4.6-15 B-10-8 8-8-0 LOADING (psf) SPACING- 2-0-0 CSI. " DEFL. in (loc) 1/0efl . Ud TCLL 20.0: PlateGrip.DOL.. 1.28 TC 0.96 Vert(LL). .0.4910-11 >960 240.:. TCDL 7:0 : Lumber DOL . 1.25 BC 0.75 Vert(CT).. -0.83 10-11 >561 180 BCLL 0.0 Rep Stress Incr YES WB 0.71. Horz(CT) 0.48 8 n/a n/a BCDL 10.0 Code FBC2020(rP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD . 1-4,6-9: 2x4 SP No.2 BOT CHORD BOT CHORD 2x6 SP M 26 -Except' WEBS 13-14,10-13: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0: Max Horz 2=433(LC 9) Max Uplift 2=-810(LC 10), 8=-810(LC 10) .. Max Grav 2=1782(LC 15), 8=1782(LC 16). FORCES. (10) -1 Max. Comp./Max. Ten. -All forces'250 (lb) or less except when shown. TOP CHORD- 2-3=-5794/2627, 3-4=-5566/2469; 4-5=-2715/1481, 5-6=-2676/1481, 6-7=-523B/2469, 7-8=-5483/2628 BOT CHORD 2-14=-2202/5538, 12-14=-1441/3786, 11-12=-649/2204, 10-11=-1441/3291, 8-10= 2202/4922 WEBS 5-11=-425/1139, 6-11= 1436/820, 6-10=-682/2000, 7-1 0=-1 88/281, 5-12=-425/1190, 4-12=-1522/820, 4-14=-682/2184, 3-14=-173/281 PLATES. GRIP MT20 244/190 Weight: 230 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 6-1-9 oc bracing. 1 Row at midpt 6-11, 4-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124niph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II;'Exp C; Erl ., 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, Intedor(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) 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, with BCDL = I O.Opsf. 6) Bearing at joint(s) 2, 8 considers parallel to grain.value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface: - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=1b) 2=810, 8=810. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33810 Date: August .10,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord. only. Additional temporary and permanent bracing Welk' prevent members 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 ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203:Waidorf, MD 20601 Tampa, FL:36610 Job Truss Truss Type t Qty Ply 1820 B 3CAR BLK NO HS T24979686 2866237 A02 SPECIAL 2 1 Job Reference (optional) tsuuaers rirstsource Imam Illy, rLl, riarn utry, rL - aaaor, 7-0-4 5.8-12 .. Scale-1:75.1 6.00 12 5x6 = 5x6 = 5 6 IO 0 Ia1`v O ST1.5xB STP = 3x4 = ST1.5xB STP 6x8 3:00 F12 6x8 R-R-O 15-7-7 19-10.0 B-8-0 6-11-7 4-2-9 4-2-9 6-11-7 8-6-0 Plate Offsets (X Y)-- [2.0-5-9 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] [9:0-5-9 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES, GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.53 - 12 >890 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT).. -0.8011-12 >584 '180 BCLL 0.0 Rep Stress Incr, YES WB 0.70. Horz(CT) . 0.54 9 n/a n/a BCDL 10.0 Code FBC2020/fP12014 Matrix-SH Weight: 218lb 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 4-2-2 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11:2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horc.2 41T.(LC 8) Max Uplift 2=-810(LC 10), 9= 81 O(LC_ 10) Max Gram 2=1593(LC 1), 9=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except When shown. TOP CHORD 2-3=-4678/2623, 3-4— 4460/2503, 4-5=-2621/1685, 5-6=-1866/1397, 6-7=-2621/1685, 7-8=-4460/2503, 8-9=-4678/2623 BOT CHORD 2-16=-2192/4471, 15-16=-1473/3093, 13-15= 740/1864, 12-13=-740/1862, 11-12=-1473/2962, 9-11=-2192/4181 WEBS 4-16=-695/1675, 4-15— 1162/756, 5-15=-535/1071, 5-13=-261/320, 6-13=-261/320, 6-12=-535/1010, 7-12=-1086/756, 7-11=-695/1545 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-sec9nd gust) Vasd=124mph; TCDL=4:2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Extedor(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 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 waterponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 61 .• This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0.1tall 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 100 lb uplift at joint(s) except (jt=lb) 2=810; 9=810. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904.Parke East Blvd. Tampa FL 33610 Date: August 10,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Indicated is to buckling individual truss web and/or chord only. Additional temporary. and permanent bracing MOW Bracing prevent of members 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 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 T ti Qty Ply 1820 B 3CAR BLK NO HS T24979687 2866237 A03 SPECIAL 2 1 ' Job Reference (optional) duncersrirstsourcetriamcity,r.Lj, riarnuny,rL- oaDDr, ,. ���.......... ._._.._...__-..__. ID:193QGWBBpX3jR187ze0m7kz5?ad-1 Picl38npYSHffKmOteyncOudtobnNhaRaGjKXypHKE r1 4 Q 6-3-0 11-11-12 17-0-0 22-8-0 211-5 33-5-0 39-8.0 Al-0-q 1-4-0 6-3-0 5-8-12 5-0-4 5-8-12 l3 0 CO '?1 O 6.00 FIT 5x6 = 5x8 = 5 6 Scale-1:75.1 m 0 ro 0 6 0 m N IR 6 ST1.5x8 STP = ST1:5x8 STP = 5x8 3.00 12 Sx8 8.8-0 17-0-0 22-8-0 31-0-0 39.8-0 8-8-0 8-4-0 5-8-0 8-4-0 8-8-0 Plate Offsets (X Y)-- [2.0-5-3 0-1-6] [4.0-3-0 0-3-0] [5.0-3-0 0-2-0] 16:0-6-0 0-2-8] [7:0-3-0 0-3-0] [9:0-5-3 0-1-6] [11:0-4-0 0-4-8],[15:0-3-12,0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (!oc) ' I/deft . Ud PLATES, GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0:80 Vert(LL). 0.53 11-12 >891 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Verl(CT) -0.79.11-12 >590 180 BCLL 0.0 ' Rep Stress Incr. YES WB 0.94, Horz(CT) 0.49 . 9 n/a n/a . BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 235 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2;0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=376(LC 9) Max.Uplift 2=-810(LC 10), 9=-810(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) -Max. Cbrnp:/Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 2-3=-4846/2901, 3-4=-4578/2723, 4-5=-2453/1692, 5-6— 2150/1604, 6-7=-2451/1691, 7-8=4578/2723, 6-9=-4846/2901 BOT CHORD 2-15=-2453/4599, 14-15=-1569/3074, 12-14=-998/2148, 11-12— 1599/2984, 9-11=-2453/4352 WEBS 3-15=-26V317, 4-15=-775/1762, 4-14=-1.183/761, 5-14=-394/792, 6-12=-394/816, 7-12= 1111/761, 7-11=-775/1647, 8-11= 275/317 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 Extedor(2E) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 13-0-6, Ezterior(2R) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Extedor(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 fora 10.0 psf bottom chord live.load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s).2, 9 considers parallel to grain value using ANSUiPI 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) excepf Gt=lb) 2=810, 9=810. Joaquin Velez PE. No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 10,2021 Q 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 buckling of individual truss web and/or chord members only: Additional temporary andpermanentbracing MiTek° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see. ANSI?P11 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 1820 B 3CAR BLK NO HS T24979688 2866237 A04 SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 6.430 s ,fun z zuzl MITek industries, Inc. I ue ID:193QGW BBpX3jR187zeOm7kz5lad-WbG_yP9Para7HpvzZb9BJ 4--8-5 A 7 -790-0 -9 470-0 44-0 3 5-1r1q 5.11-1 3 Scale = 1:75.1 6.00 F12 5x6 = . = 3x4 = 5 19 6 20 7 0 ST1.5x8 STP = ST1.5x8 STP = 5x12 % 3.00 12 5x12 Zz 15-0-0 24-8-0 31-0-0 39-8-0 8-8-0 6-4-0 9-8-0 6-4-0 B-8-0 Plate Offsets (X,Y)-- [2:0-0-3,1-11-7],[2:0-3-7,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;0-0-3,1-11-7], [10:0-3-7,Edge], [12:0-3-8,0-5-0], r1R•n_a_R'n_F.ni LOADING (psf) :. SPACING- 2-0-0 CSI. DEFL. Jn (loc) I/deft . Ud . PLATES GRIP TCLL 20.0 .. Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.48 13-15 >975 NO MT20 244/190 TCDL 7.0 Lumber DOL ' . 1.25 BC 0.81 Vert(CT) -0.84 13-15 >560 180 . BCLL 0.0 Rep Stress Incr YES WB 0.53 HOrz(CT) 0.48 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 237 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD, Structural wood sheathing directly applied or 2-2-0'oc puffins. BOT CHORD 2x6 SP M 26 'Except` BOT CHORD Rigid ceiling directly applied or 5-0-14 cc bracing. 14-16,12-14: 2x6 SP No.2 WEBS 1 Row at micipt 4-15, 8-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2p335(LC 9) Max Uplift 2=-81O(LC 10), 10=-81 O(LC 10) Max Grav 2=1791(LC 15), 10=1791(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5703/2964, 3-4=-5526/2858, 4-5=-3211/1882, 5-6=-2872/1788, 6-7=-2776/1788, 7-8=-3105/1882, 8-9=-5278/2858, 9-10=-5465/2964 BOT CHORD 2-16=-2507/5375, 15-16— 2095/4637, 13-15=-1368/2990, ,12-13= 2095/4197, 10-12=-2507/4901 WEBS 4-16=-587/1599, 4-15=-1857/965, 5-15= 495/1140, 7-13=-495/1148, 8-13=-1751/965, 8-12=587/1485, 6-15=-332/201, 6-13=-332/201 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=16to 11-0-6, Exterior(2R) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Extedor(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Extedor(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 waterponding. 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 BCD = 10.Opsf. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSV PI 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 Qt=lb) 2=810,10=810. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: August 10,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'Ml1-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/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 ANSbTplt 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 f t Qty Ply 1820 B 3CAR BLK NO HS T24979689 2866237 A05 SPECIAL 1 1 Jab Reference (optional) builders rtrsmource (rlant uty, t-L), rlant ury, t-L - J=bf, o.vau s Jul 44uz r ,V„ I CB 111uu51,1CD, u— , u6 _.9 .. , o. , . av , U. , ID:193QGW BBpX3jR1B7zeOm7kz5?ad-S_OkN5Af5TgrW63Lh?BfPF0004pq_nF17XVNxsypHKB r1-4:q 6-8-0 13.0-0 19-10-0 26-8-0 33-0-0 39-B-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 6.00 F12 5x6 3x4 = 5x6 = 4 17 18 . 5 19 206 ST1.5x8 STP = 6x8 % 3.00 12 ST1.5x8 STP = 6x8 Z Scale=1:75.1 m 0 4 0 0 N I4 a 8-8-0 15-7-5 24.0-11 31-0.0 39-8-0 8-8-0 6-it-5 6-5.6 6-11-5 8-8-0 Plate Offsets (X Y)-- [2:0-5-9 Edge] [3:0-3-0 0=3-0] [4:0-3-4 0-2-0] [6:0-3=4 0-2-0] [7:0-3-0 0-3-01; [8:0-5-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL). .' 0.55 11-13 >845 240.. MT26' 244/190 TCDL 7:0 Lumber DOL. 1.25 BC 0.91 Vert (CT) -0.89 11-13 >526 180, BCLL 0.0 Rep Stress Incr YES WB 0.76. Horz(CT) . 0.57 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 190 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* " TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-10-15 oc bracing.' BOT CHORD 2x4 SP No.2 *Except* 2-14,8-10: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-810(LC 10), 8=-810(LC.10) Max Grav 2=1533(LC 1), 8=1533(LC 1) FORCES. (lb) -.Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4722/2949, 3-4=-4466/2806, 4-5=-2924/2005, 5-6=-2924/2005, 6-7=-4466/2806, 7-8=-4722/2949 BOT CHORD 2-14=-2492/4340, 13-14=-1444/2714' 11-13=-1702/3110, 10-11=-1444/2714, 8-10=-2492/4222 " WEBS 3=14=-282/338, 4-14=7985/1859, 4-13=-142/522, 5-13=-394/275, 5-11=-394/275, 6-11=-142/522, 6-10— 985/1749, 7-10=-292/338 NOTES- 1) Unbalanced roof dive 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 9-0-6, Extedor(2R) 9-0-6 to 16-11-10, Interior(l) 16-11-10 to 22-8-6, Extedor(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) 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, 8 considers parallel to grain value using ANSUTPI 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 Qt=lb) 2=810, 8=810: Joaquin Velez PE No.66182 M]Tek USA, Inc. FL Cert 6634 6904-Paake East Blvd. Tampa FL 33610 Date: August 10,2021 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general, guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSIMP11 Quality Criteria, DSB49 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 t Oty Ply 1820 B 3CAR BLK NO HS T24979690 2866237 A06..: SPECIAL 1 1 Job Reference (optional) timaers rtrsi6ource triarn any, rL), riant uny, rL - JJDor, r1-4-Q 5-11-1 11-0-0 1-4-0 5.11-1 5.0-15 5x6 2x4 11 4 18 19 5 'ze0m7kz5?ad-wAy6aOBHsmyiBGeXFji uxSYYYUMG?AMBEXTJypHKA 33-8-15 39.8-0 41-0-0 6-0-0 5x6 = 5x6 = 6 20 21 7 0 ST1.5x8 STP = ST1.5x8 STP = 6xB % 3.00 12 6x8 Z 0 16-10.11 22-9.5 31-0-0 39•B-0 0 8-2-11 5-10-11 8-2-11 B-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell. Ud TOLL 20.0 Plate Grip.DOL: 1.25 TIC 0.94 Vert(LL). 0.68 12-14 >6B9 240 :.. TCDL 7.0 Lumber DOL 1.25 BC 0.86 . Vert(CT) -0.97 12-14 >481 180. BCLL 0.0 Rep Stress Inor YES WB 0:54 Horz(CT) 0..57 9 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD .2x4 SP No.1 "Except" BOT CHORD 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=-81Q(LC 10), 9=-81 O(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) -.Max. Comp./Max. Ten.: All forces 250 (lb) or less except when shown. TOP CHORD :2-3=-4676/2926, 3-4=74455/2724; 4-5=-3991/2570, 5-6= 3991/2571, 6-7= 3994/2572, 7-8=-4455/2724, 8-9=-4675/2926 BOT CHORD 2-15= 2472/4227, 14-15= 1709/3153, 12-14=-2149/4007, 11-12=-1710/3155; 9-11=-2472/4178 WEBS 3-15=-214/309, 4-15=-702/1462, 4-14=-493/1086, 5-14— 319/298, 6-12=-376/300, 7-12=-493/1086, 7-11=699/1408; 8-11=-227/308 Scale-1:73.6 PLATE_ S GRIP MT20 244/190 Weight: 209 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 3-11-8 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2R) 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, Extedor(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 ANSVTPI 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 Ib uplift at joints) except Qt=lb) 2=810, 9=810: Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904,Parke East Blvd. Tampa Fl. 33610 Date: August 10,2021 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 propedy.incorporate this design into the overall - building design. Bracing Indicated is to prevent buckling of Individual truss web and/or.chgrd 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 . ANSIM11 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 t r Qty Ply 1820 B 3CAR BLK.NO HS T24979691 2866237 A07 SPECIAL 1 1 Job Reference (optional) ttugoers rirstbource (flan l;ny, rt•), rlani ully, ri - 00001, 5x6 = 6.00 V2 4 3x4 -5- 3 20 19 m 2 1 17 0 18 5) ST1.5x8STP= 2x4 11 4x6' 3.00 12 6-10-8 3x4 = 21 2223 5 16 3x4 = 12-B-0 12-8-14 8.430 s Jun 2.2021 MI I eK Industries, Inc. I ue Aug 10 1 O:1 9:16 2021 rage 1 I D:193QG W BBpX3j Rl87ie0m7kz57ad-OMW UomCwd44ZIQDkoOD7Ug5loubnSjnJar_U71ypHK9 3-9-8 30-8-0 35-1-11 39-8.0 41-0-q 10-15 6-10-B 4.5.11 4-6-5 1-4.0 Scale- 1:73.6 5x8 = 5x6 = 6 2425 26 7 3x4 -zz� w 0 827 N 28 IT Ic? F:3x6= 13 12 10 Iw 3x4 = 5x6 = 11 0 3x4 = 2x4 II ST1.5x8 STP= 4x6 26=0-0 31-0.0 35-1-11 3! 6-2-0 51- -0 4-1-11 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (!oc) Well Ud 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 >943 180, BCLL 0.0 ' Rep Stress Incr NO WB 0.57 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 191 lb FT = 20%. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7=10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 15-16,13-15. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS.' All bearings 0-8-0 except at=length) 16=04-0, 13=0-4-0.. (lb) - Max Horz 2=-212(LC 8) Max Uplift. All uplift 100 lb of less at joint(s). except 2=-312(LC 10), 9=7326(LC 10), 16=-675(LC 10), 13=-703(LC 10) Max Grav All reactions 250 lb or less at joint(s) except 2=461(LC 15), 9=538(LC 16), 16=1106(LC 19), 13=1162(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. -All forces.250 (lb) or less except when shown. TOP CHORD 2-3=-917/4.50, 3-4= 338/147, 4-5=-287/644, 5-6=-74/688, 6-7=-307/675, 7-8=-470/228, 8-9=-1055/524 - BOT CHORD 2-18=-251/931, 17-18=-257/935, 16-17=-28/292, 15-16=-301/136, 13-15==391/248, 12-13=0/331, 11-12=-323/894, 9-11=-317/890 WEBS 3-17=-553/413, 4-17=739/401, 4-16=-951/598, 5-16=-787/686, 5-15=-513/208, 6-15= 487/295, 7-12= 58/372, B-12=-542/404, 6-13=-766/671, 7-13=-961/665. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 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 Extedor(2E)-1-4-O.to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(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(1) 34-7-10 to 37-0-6, Extedor(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 jive 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Joaquin Velez PE; No.68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 2, 326 lb uplift at MiTek USA, Inc. FL Cart 6634 joint 9, 675 16 uplift at joint 16 and 703 lb uplift at joint 13. 6904 Parke East Blvd. Tampa FL 33610 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that Date: 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). August 10,2021 ontinued on bade 2 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 propedy incorporate this design into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary, andpermanentbracing MiTek" prevent is always,required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203. Waidod, MD 20601 Tampa, FL 36610- Job Truss Truss Type j Qty Ply 1820 B 3CAR BLK NO HS t T24979691 2866237 A07 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2.2021 MI I eK Industries, Inc. I ue Aug i u i 0:1 a:i b tun rage e ID:193QGWBBpX3lRl87zeOm7ki5?ad-OMWUomCwd44ZIQDkoQD7Ug5loubnSjnJar U?IypHK9 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, 2-17=-20, 12-17=-20, 9-12=-20 4) Dead + 0.6.C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=105, 2-19=59, 19-20=47, 4-20=70, 4-22=70, 22-25=47, 7-25=70, 7-27=70, 27-28=47, 9-28=59, 9-10=105, 2-17=-10,16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12- 10 Horz: 1-2=-113, 2-19=-67, 19-20=-56, 4-20=-78, 7-27=78, 27-28=56, 9-28=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, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-17, 2-4=27, 7-9=-27, 9-10=17 6) bead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: ir2=42, 2-4=13, 4-23=45, 23-26=26, 7-26=16, 7-9=31, 9-10=21, 2-17=-16, 16-17=40, 13-16=20(F=30), 12-13=-10, 9-12=r10 Horz: 172=-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 (plo Vert: 1-2=21, 24=31, 4-21=16, 21-24=26, 7-24=45, 7-9=13, 9-10=42, 2-17=-101 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12= 10 Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead + 0.6-MWFRS Wind (Neg. Internal). Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-26, 2-4=-36, 4-7=-16, 7-9=5; 9-10=15, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-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 (plo Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 2-17=-20, 16-17= 20, 13-16=10(F=30), 12-19=-20, 9-12= 20 Horz:,1-2- 29, 2-4=-19, 7-9=-22, 9710=-12 10) Dead + 0.6 MWFRS. Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-4=45, 4-7=45, 7-9=45, 940=74, 2-17=-10, 16-17=-10, 13-16=200=30), 12-13=-10, 9-12- 10 Horz::1=2=-82, 2-4=-54, 7-9=54, 9-10=82 11) Dead + 6.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16, 9-10=45, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-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, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-9, 2-4=2, 7-9=-21 9-10=9 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10= 5, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9 i6=9 15) 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, 2-4=-61, 4-7=-45, 7-9=-30, 9-10=-22,,2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-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, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-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, 2-17=-20,16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 12=-7, 2-4=1, 7-9= 1, 9-10=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, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE-Mll-7473 rev. 5/19/2020 BEFORE USE: " Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vedty;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 miss systems, see " . ANSIITP11 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 1820 B 3CAR BLK NO HS r T24979692 2866237 A08 SPECIAL 1 1 Job Reference (optional) uuacters t-IrstSource triam l;ny, t-L), rtam Uly, t-L - ddObf, b.vau 5 Jun z LUL r rvu r UK niuuaures, uru. r ua r+ug r u ru. r a. r o — I Faye I I D:193QG W BBpX3j RI87zeOm7kz5?ad-KIeFDSOA9hKH?kN6wrGbZ5A42hBLwXOc29Tb4dypHK7 r1-4 q 7-0-0 12-3.1 16-0-8 19-10-0 22-5-14 , 26-3-5 32-8-0 39.8-0 0-Q 1-4-0 7-0-0 5-3-1 3.9-8 3-9-8 2-7-14 3.9-8 6-4-11 t-4-0 Scale-1:73.6 0 0 5x6 = 3x8•= 3x4 = 2x4 II 5x6 = 5x12 = 5x6 6.00 12 = 3 18 19 4 2021 22 5 23 246 25 7 26 827 28 29 9 ST1.5xB STP = 3x6 3.00 12 3xB = 10 11 ST1.5x8 STP= 5x6 ZZ 7-1-8 12-3-1 12 -0 19-10-0 26-2-0 26 -5 32-6-8 39-8-0 7-1-8 5-1-9 0• -15 7-4-0. 6-4-0 0-1-5 6.3-3 7-1-8 Plate Offsets (X,1)-- [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;0-4-7,Edge], [12:0-8-0,0-0-8], [13:0-3-8,0-3-0], [16:0-3-8 0-3-0] [17:0-5-8 0-0-8] LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) Weill Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 : Vert(LL). 0.24 14-16 >709 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.27 14-16 >635 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Hbrz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2020[TP12014 Matrix-SH Weight: 179 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except" TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc pudins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 WEDGE Right: 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=-362(LC 8), 10=-445(LC 8), 16=-1709(1-C 8), 13=-1849(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 10=700(LC 1), 16=2275(LC 1),13=2378(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown., TOP CHORD 2-3=-1151/341, 3-4=-933/356, 4-5=-632/1043, 5-6=-775/1231, 6-7=-775/1231, 7-8=-706/1076, 8-9— 1294/649, 9-10=-1549/671 BOT CHORD 2-17=-205/984, 16-17=-1043/643; 14-16— 548/221, 13-14= 465/179, 12-13— 1077/936, 10-12=455/1346 WEBS 3-17— 147/318,4-16=-1312/942,5-16=-1420/1451,5-14= 610/696,6-14=-420/437, 7-14=-761/737, 7-13=-1411/1476, 8-13=-1431/1132, 9-12= 46/367, 4=17=-1025/2111, 8-12=-1408/2480 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40fi; eave=5ft; Cat. II; E.xp C; Encl., GCpi=0.18; MWFRS (directional); LUmberDOL=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 Joaquin Velez PE No.68182 capacity'of bearing surface. MiTek USA, Inc. FL Cert 6634 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 lb uplift at joint 2, 445 lb uplift at 6904;Parke East Blvd. Tampa FL 33610 joint 10, 1709 lb uplift at joint 16 and 1849 lb uplift at joint 13. Date: 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. August 10,2021 ;o tinued on Dace A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. " Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not .. . a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always, required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 f Qty Ply 1820 B 3CAR BLK NO HS T24979692 2866237 A08 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 6.43u S uun z zun ml l etc indusmes, inc. ue Aug. i u I u: i a: I o 20e I raye c ID:193QGWBBpX3jR187zeOm7kz5?ad-KIeFDSDA9hKH?kN6wrGbZ5A42hBLwXOc29Tb4dypHK7 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 1970-12, 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 lb up at 7-1-12, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 lb 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 30-7-4, and 353 lb down and 128 lb up at 32-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11.) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-11=-54, 2-17=-20, 12-17=-20, 10-12=-20 Concentrated Loads (lb) Vert: 3- 175(B) 7=-111(B) 9=-175(B) 17=-330(B) 15=-46(B) 12=-330(B) 18=-111(B) 19- 111(B) 20=-111(B) 22=7111(B) 23=-111(B) 24- 111(B) 25=-111(B) 26=411(B) 27=-111(8) 28=-111(B) 29=-111(B) 30=-46(B) 31=46(B) 32=-46(B) 33=-46(B) 34=-46(B) 35=-46(B) 36- 46(B) 37=46(B) 38=46(B) 39=-46(B) 40=-46(B) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=42, 2-3=13, 3-21=45, 21-28=26, 9-28=16, 9-10=31, 10-11=21, 2-17=-10, 16-17=-10, 13-16=49(F=59); 12-13=-10, 10-12= 10 Horz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Drag: 3-4=-0, 8-28=0, 9-28=0 Concentrated Loads (lb) Vert: 3=130(B)7=156(B)9=257(B)17=108(B)15= 23(B)12=108(B)18=136(B)19=136(B)20=136(B)22=156(B)23=156(B)24=156(B)25=156(B)26=156(B) 27=156(B) 28=156(B) 29=165(B) 30= 23(B) 31=-23(B) 32=-23(B) 33= 23(B) 34=-23(B) 35=-23(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-19=16, &-19=26, 8-9=45, 9-10=13, 10-11=42, 2-17- 10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10,12=-10 Horz: 1-2= 29, 2-3=-39, 9-10=92, 10-11=50 Drag: 3-19=-0, 4-19=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=159(B)7=156(B)9=246(B)17=108(B)15=-23(B)12=108(B)18=165(B)19=156(B)20=156(B)22=156(B)23=156(B)24=156(B)25=156(B)26=156(B) 27=136(B)28=136(B)29=136(B)30= 23(B)31=-23(B)32=-23(B)33=-23(B) 34=-23(B)35= 23(B)36=-23(B) 37=-23(B) 38_ 23(B)39=-23(B)40=-23(B) 6) Dead + 0.6 MWFRS Wind (Neg. Intemal) 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=15i 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 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) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32- 13(B) 33=-13(B) 34=-13(B) 35=-13(B)36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert:4='54(B)7=197(B) 9=356(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B)25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) M---13(B).37=-13(B) 38= 13(B) 39=-13(B) 40=-13(B) By Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) . Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74, 2-17=-10, 16-17= 10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Drag: 3-4=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=130(B) 7=136(B) 9=214(B) 17=108(B) 15=-23(B) 12=108(B) 18=136(B) 19=136(B) 20=136(B) 22=136(B) 23=136(B) 24=136(B) 25=136(B) 26=136(B) 27=136(B) 28=136(B) 29=136(B)_30=-23(B) 31=-23(B) 32=-23(B) 33=-23(B) 34=-23(6) 35= 23(B) 36= 23(B) 37- 23(B) 38=-23(B) 39=-23(B) 40=-23(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 2-17= 10, 16-17- 10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-53; 2-3= 25, 9-10=25, 10-11=53 Drag: 3-4=-0, 8-9=0 Concentrated Loads (Ib) Vert:3=116(B) 7=165(B) 9=271(B).17=108(B) 15=-23(B) 12=108(B) 18=165(B) 19=165(B) 20=165(B) 22=165(B) 23=165(B) 24=165(B)25=165(B)26=165(B)27=165(B)28=165(B)29=165(B)30=-23(B)31=-23(B)32=-23(B)33=-23(B)34=-23(B) 35=-23(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-5, 2-3_ 16, 3-9=-16, 9-10- 16, 10-11= 5, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12= 20 Horz: 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)18=197(B)19=197(B)20=197(B)22=1,97(B)23=197(B) 24=197(B)25=197(B)26=197(8) 27=197(B)28=197(B)29=197(B)30=-13(B)31=-13(B)32=-13(B)33=-13(B)'34=-13(B) 35=-13(B) 36= 13(B) 37=-13(B).38=-13(B) 39=-13(B) 40=-13(B)' 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase.71.60, Plate Increase=1.60 C0 tinued o e 3 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE: - Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MUM( prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general. guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 r Qty Ply 1820 B 3CAR BLK NO HS T24979692 2866237 A08 SPECIAL 1 1 Job Reference (optional) bultaers rlrsibource trlanl t ny, rL), rianr flay, rL - 00001, o.You a gun c cuc I .,.- , - -..a - '- ---. ' -y- Ib:193QGW BBpX3jR187zeOm7kz57ad-KIeFDSDA9hKH?kN6wrGbZ5A42hBLwXOc29Tb4dypHK7 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-5, 2-3- 16, 3-9= 16, 9-10=-16, 10-.11=-5, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13- 20, 10-12=-20 Horz: 1-2=-9, 2-3=2,.9-10= 21 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)18=197(B)19=197(B)20=197(B)22=197(B)23=197(B)24=197(B)25=197(B)26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38- 13(B) 39=-13(B) 40=-13(B) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS 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, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-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) 18=145(B) 19=145(B) 20=145(B) 22=145(13) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(13) 32=-13(B) 33=-13(B) 34=-13(B) 35- 13(B) 36=-13(B) 37- 13(B) 38=-13(B) 39=-13(B) 40- 13(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS 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, 2-17= 20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-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) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B)26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=713(B)37=-13(B)38=-13(1]1)39=-13(B)40=-13(B) 15) 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, 2-3=-45, 3-9=-45, 9-10- 45, 10-11=-37,.2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12= 20 - Horz: 1-2=-7; 2-3=1, 9-10- 1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)18=145(B)19=145(B)20=145(B)22=145(B)23=145(B)24=145(B)25=145(B)26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-.13(B) 31- 13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35==13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(6.6 MW.FRS 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, 2-17= 20, 16-17= 20,;13-16=24(F=44), 12-13= 20,,10-1,2=-20 Horz: 1-2=-7, 2-3=1, 9=10=-1, 10-11=7 Concentrated Loads (lb) V6& 3=-5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)18=145(6)19=145(B)20=145(B)22=145(B)23=145(B)24=145(B)25=145(B)26=145(B) 27=145(B) 28=145(B) 29=.145(B)30- 13(B) 31=-13(B) 32- 13(B) 33=-13(B) 34=-13(B) 35=-13(B).36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the: building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord, members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality 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 t City Ply 1820 B 3CAR BLK NO HS T24979693 2866237 A09 SPECIAL 1 1 Job Reference (optional) buimers t-irstbource (riant Lary, i-L), mane 1ary, rL - CJdbbf, O.4Ju s Jun z zuz i ivu i er, uwusums, arc. , ue Muy r u r U. 1 V.4v CV4I raye r ID:193QG W BBpX3j Rl87zeOm7kz5?ad-H61?dBFQhJa?Ei W Vi G13eW GPxVstOUhvVTyi9W ypHK5 r1-4-q 6-8-0 13-0-0 19-10-0 21-0-0 23=10-0 , 26-8-0 31-0-0 33-0.0 , 39-8-0 41-0-q 1 4 0 6-8.0 6-4-0 6-10.0 2- 2-10.0 2-10-01 4-4-0 6-8-0 1-4-0 0 Tr-Iecr 5x6 = 3x6 = 5x6 i 7 7x8 2 ST1.5x8 STP = ST1.5x8 STP = 6x8 3.00 12 6x8 Scale=1:76.6 8-8-0 15-7-5 21.2-11 26-8-0 , 31-0-0 39-8-0 8-8-0 6-11-5 8-5-6 2-7-5 4-4.0 t3-8-0 Plate Offsets (X Y)-- [2:0-5-9 Edge] 13:0-3-0 0-3-0] [4:0-3-8,0-2-0], [7:0-3-%Edge], [8:0-3-8,0-0-0], [10:0-3-0,0-3-01, [11:0-5-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL: : 1.25 TIC 0.89 Vert(LL) 0.55 15-17 >848 240 MT20 244/.190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.90 15-17 >521 18D BCLL 0.0 Rep Stress Incr YES WB ' 0.76 Horz(CT) . 0.57 11 n/a n/a , BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight:'207 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except TOP CHORD Structural wood sheathing directly applied. Except: : .3-4,8-10: 2x4 SP M 31, 1-3,10-12: 2x4 SP No.1 1 Row at midpt 6-8 BOT CHORD 2x4 SP No.2 `Except BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-18,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=.0-8-0, 11=0-8-0 Max Hori .2=351(LC 9) Max Uplift 2=-810(LC 10), 11=-810(LC 10) Max Grav 2=1533(LC 1), 11=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4720/2891, 3-4=-4465/2748, 4-5=-2921/1929, 5-6=-2908/1848, 6-8=-2747/1725, 8-9= 3092/1920, 9-10=-4489/2594, 10-11=-4691/2667 BOT CHORD 2-18=-2503/4403; 17-18=-1451/2727, 15-17=-1651/3095, 14-15=-1331/2738, 13-14=-1975/3908, 11'-13=-2229/4190 WEBS 3618=-279/338, 4-18=-989h877, 4-17=-98/473, 5-17=-332/223, 5-15=-422/342, 8-15=-195/501,8-14=-35?1676,9-14=-13171724,9-13=-564/1195 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 Extedor(2E)-1-4-010 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, Extedor(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, Extedor(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 waterponding. 5) This truss has been designed for a 10.0 psf bottom chordiive 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, 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify Joaquin Velez PE. No.68182 capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at M[Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 joint 11. 9) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. Date: August 10,2021 ® 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 MITek0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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 M ek' 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/TPII Quality Criteria, DSB49 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 1820 B 3CAR BLK NO HS T24979694 2866237 A10 SPECIAL 1 1 Job Reference (optional) timaers mrstsource imam uty, rui, ream uny, M - aaooc, O.YJV J JUI I L LVL I IYII I CIS 11 IUUJ11160, 11IU. I U /buy , u , v. l a.�� cvc , , 19-0-0 5x6 = 8 10x12 2-8-15 Scale,= 1:76.6 6x8 2x4 II 5x6 i 4 5 26 7 6.00 12 27 4x4 2x4 = 22 23 24 6 2x4 II 11 2x4 � o 3 12 6 CO 21 25 20 co2 19 18 17 16 15 � 13 m o 14 a 1 Bx10 = 4x8 = 4x4 = 4x4 = 7xB = o 5xB = 1 a o ST1,.5x8 STP = ST1.5x8 STP 6x8 3.00 12 6x8 8-8-0 16-10-11 22-9-5 28.8-0 31-0-0 39-8-0 8-8-0 8-2-11 5-10-11 5,10-11 2-4-0 8-8-0 Plate Offsets (X Y)-- [2.0-5-9 Edge] [4.0-4-0 0=1-191 [7.0-4-0 0-4-81' [10:0-2-4 0-0-0] 113:0-5-9 Edge] [20:0-5-0 0-3-91 LOADING (psf) SPACING- 2-0-0 CsL DEFL. in (loc) I/deft Ud PLATES, GRIP TCLL 20.0 Plate Grip.DOL :. 1.25 TC 0.89 Vert(LL) 0.59 17-19 >787 240 MT20 244/190 TCDL 1.0 Lumber DOL 1.25 BC 0:87 Vert(CT).-0.8617-19 >545 180 BCLL 0.0 Rep Stress Incr. YES WB 0:53 Horz(CT) 0.54 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:248 lb FT = 20% LUMBER- BRACING - TOP CHORD, 2x4 SP No.2 *Except TOP CHORD . Structural wood sheathing directly applied. Except: 4-7,7-10: 2x6 SP No.2 1 Row at midpt 7-10 BOT CHORD 2x6 SP No.2 'Except BOT CHORD Rigid ceiling directly applied or 3-10-1 oc bracing. 2-20,13-15: 2x4 SP No.1 JOINTS 1 Brace at Jt(s): 7 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-870, 13=0-8-0 Max Horz 2� 352(LC 8) Max Uplift 2=-81 O(LC 10), 13— 81 O(LC 10) . Max Grav 2=1533(LC 1), 13=1533(1_C 1) FORCES. (lb) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4678/3031, 3-4=-4481/2851, 4-5=-4120/2767, 5-6=-4119/2766, 6-7=-3604/2457, 7-9=-3232/2194, 9-10=-3236/2197, 10-11=-3578/2300, 11-12=-4480/2710.1' 12-13=4650/2812, 6-8=-621/451, 8-10=-629/457 BOT CHORD .2-20— 2613/4354, 19-20— 1856/3221, 17-19=-2133/3758, 16-17=-1683/3159, 15-16= 2105/3917, 13-15=-2362/4148 WEBS 3-20=-173/277, 4-20=-733/1482, 4-19=-609/1078, 5-19=-577/514, 7-19— 287/570; 7-17=-334/335, 10-17=-517/825, 8-9=-62/281, 10-16=-457/937, 11-16=-1042/581, 11-15=-484/1009 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 7-0-6,.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, Extedor(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, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify . capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 13. 9) Graphical pudin representation does not depict the size or the orientation of: the pudin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904.Patke East Blvd. Tampa FL 33610 Date: August 10,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly'incorporate this design Into the overall building design. Bracing indicated Is to buckling of individual truss web and/or chord members only: Additional temporary, and permanent bracing MiTek' prevent Is always. required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSUTPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203: Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type r Qtty. Ply 1820 B 3CAR BLK NO HS T24979695 2866237 A11B SPECIAL 1 1 Job Reference (optional) cuuaers rrrsraource trianr dry, rL), MUM uny, rL - aoaoe, -- -. «.1, 1-1.may -. . --a-- . ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-hj R8GAHJ_Eya5VF4jOrmGBuu7iteboMLBRAMIrypHK2 ri-4-0 6-3-0 9-0-0 17-0.0 20-1-8 23-10-0 31-6.0 39-8-0 1-4-0 6-3-0 2-9-0 8-0-0 3-1-8 3•B-8 7-8-0 8-2-0 ST1.5x8 STP = 5x6 s 3.00 12 13.5-4 13 6x8 = 5x6 = 7 4x6 = 3x6 = Scale = 1:71.9 mate onsets tX Y)-- IZ:U-b-ti tageJ t4:u-4-U U-Z-tsi itS-U-4-U U-S-UJ t 1 Z:U-i-t3 U-.5-U) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES. GRIP TCLL . 20.0.. Plaie Grip DOL: 1.25 TIC 0.96 Vert(LL) -0.26 10-12 >864 240. MT20 244/.190 TCDL 7.0 Lumber DOL 1.25 BC. 0.93: Vert(CT). -0.42 2-16 >575 180. BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) -0.03 12 n/a n/a . BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 196 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 6-12: 2x4 SP No.3, 9-11: 2x4 SP No.1 BRACING - TOP CHORD BOT CHORD WEBS 2x4SPNo.3 WEBS REACTIONS. (size) 2=0-8-0, 12=0-4-0, 9=Mechanical Max.Horz 2=343(LC 9)' . Max Uplift 2=-502(LC 10), 12=-633(LC 10), 9=-359(LC 10) Max Grav 2=916(LC 15), 12=1774(LC.15), 9=911(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2273/1422, 3-4=-1990/1254, 4-5=-1271/860, 5-6=-236/288, 6-7=-195/352, .7-8=-12091755, 8-9=-1335/709 BOT CHORD 2-16=-1213/2282, 15-16=-861/1814, 14-15=-460/751, 12-14=-1004/700, 9-10=-495/1112 WEBS 3-16=-273/281, 4-16=-346/880, 4-15=-497/321, 5-15=-150/777, 5-14=-1039/794, 7-12= 675/290, 7-10=-481/1112, 8-10=-507/509 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 3-3-0 oc bracing: 12-14 1 Row at midpt 7-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-10-6, Exterjor(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 35-4-6, Exterior(2E) 35-4-6 to 39-4-0 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) 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, with BCDL=_ 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 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 502 lb uplift at joint 2, 633 lb uplift at joint 12 and 359 lb,uplift at joint 9. Joaquin Velez PE. No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 10,2021 A WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown,, and is for an individual building component, not a truss system. Before use, the building designer must vedfy.the applicability of design parameters and properly Incorporate this design into the overall - building design. Bracing indicated is to buckling of individual truss web and/or chord only: Additional temporary and permanent bracing MOW prevent members 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/TPII 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 t L Oty Ply 1820 B 3CAR. BLK NO HS T24979696 2866237 Al2B SPECIAL 1 1 . Job Reference (optional) tlunuers rlrsiz ource triam uny,.rL.I, rianl ldty, rL - Q000P, o.vo. a aw i c . i wn i cn n,uuau ' I.— , uc _"' , v ,... , a.w �..�., , oyo ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-d5ZuhrJZW rDHKpPSgpuELZ7GGW YK318eflfSglypHKO r1-4-Q 7-1.0 9-2-2 1 1%M 15-0-0 17-1-13 20-1-8 , 22-4-0 25-4-0 31-0-2 35-. 5 39-8.0 0-5.14 2-4-0-1-13 2-11-11 2-2-8 3.0-0 5.8-2 4-3-15 4-3-14 ST1.5x8 STP= 6x12 = 5x6 3x8 \1 3.00 12 7-1-8 9=10-0 11-8-0 15-9-4 20-1-8 7-1-8 2-8-8 1-10-0 4-1-4 4-4-4 5x6 = 5x6 = 4x4 9 27 10 1817 6x8 = . 16 15 4x6 = 3x6 = ikb6f� Scale=1:72.3 m 2x4 12 n 13 N O I� I 14 3x6 = • O 3x6 = Plate Offsets (X Y)-- [2:0-1-15 1-2-13] [2:0-5-6 Edge] [3:0-6-0 0-2-8] [9:0-3=0 0-2-7] [10:0-3-0,0-2-01, [1 T:0-3-0,0-3-0], [21:0-3-0,0-4-01, [24:0-4-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/de11 Ud PLATES GRIP TCLL 20.0. Plate Grip DOL " 1.25 TIC.0.86 Vert(LL) 0.22 23 >999 240, MT20 244/190' TCDL .7.0:. Lumber DOL 1.25 BC.. 0.98: Vert(CT) -0.31 2-24 >776 180 BCLL 0.0 Rep Stress Inor NO WB 0,75 Horz(CT) -0.03 17 n/a , n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD. 2x4 SP No.2 *Except* TOP CHORD 1-3: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 'Except' 5-22: 2x8 SP 240OF 2.OE, 19-21,8-17: 2x6•SP M 26 WEBS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-4-0, 13=Mechanical Max Horz 2=313(LC 7) Max Uplift 2=-658(LC 8), 17=-1041(LC. 8), "13= .233(LC 8) Max Grav 2=1126(1_C 1), 17=2295(LC 1), 13=666(LC 14) FORCES. (lb) -.Max. Comp./Max. Ten. -All forces.250 (lb) or less except when shown. TOP CHORD 2-3=-3150/1523, 3-4=-2617/1413, 4-5=-2431/1366, 5-6=-2711/1506, 6-7= 391/396, 7-8=-372/1166, 879=-180/815, 9-10=-357/165, 10-11= 386/235, 11-12=-966/332, 12-13=-1103/379 BOT CHORD_ 2-24=-1274/2787, 23-24=-1249/2762, 22-23=-684/1374, 5-21=-254/253, 20-21=-473/889, 19-20=-274/175, 17-19=-1208/740, 8-19=-414/311, 16-17=7485/358, 14-16=-92/633, 13-14=-269/925 WEBS 3-24=-383/1134, 3-23=-285/85, 21-23=-551/1271, 6-21= 909/1964, 6-20=-12051723, 7-20=-616/1259, 7-19=-932/550, 9-17=-1195/401, 10-16=-331/164, 11-16=-597/385, 11 - 1 4=-73/382, 9-16=-372/884 Weight: 239 lb FT = 20% Structural wood sheathing directly applied or 2-5-1 oc pudins. Rigid ceiling directly "applied or 5-0-12 oc bracing. Except: 6-0-0 oc bracing: 17-19 1 Row at midpt 9-17 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;E.xp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water:ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. Joaquin Velez PE No.68182 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify MiTek USA, Inc. FL Cart 6634 capacity of bearing surface. 6904 Paike East Blvd. Tampa FL 33610 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 658 lb uplift at joint 2, 104.1 lb uplift at joint 17 and 233 lb uplift at joint 13. Date: August 10,2021 ontinued on Daoe 2 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'Mll-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not: a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always. required for stability and to prevent collapse with possible personal Injury and property damage. For general, guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 t , (sty Ply 1820 B 3CAR BLK NO HS T24979696 2866237 Al2B. SPECIAL 1 1 Job Reference (optional) tsunaers rtrsioource trlarn tiny, rL), rlara Idly, rL- 00001, nn.. . --.e .v I- -..-. . -I— ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-d5ZuhrJZW rDHKpPSgpuELZzGG W YK31BeflfSgjypHKO NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 Ib.down and 164 lb up at 7-0-0, and 115 lb down and 182 lb up at 9-0-12, and 115 lb down and 182 lb up at 11-0-12 on top chord, and 343 lb down and 129 lb up at 7-1-8, and 81 Ito down at 9-0-12, and 81 lb, down at 11-0.12 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, 3-6=-54, 6-9=-54, 9-10=-54, 10-13=-54, 2-24=-20, 22-24=-20, 19-21=-20, 17-18=-20, 13-17- 20 Concentrated Loads (lb) Vert: 3=-179(F) 24=-343(F) 23=-59(F) 4=-115(F) 25=-115(F) 28=-59(F) 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOWis prevent 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?PII 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 Truss Truss Type f , Oty Ply 1820 B 3CAR BLK NO HS T24979697 2866237 B02B SPECIAL 1 1 Job Reference (optional) t sunaers rtrsmource triam uny, r. Ll, riant uuy, rL - JJoor, o.You y , , -1- ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-516GuBJBH9L8yy_fOXPTunW Uiw_HoBjouP POMAypHK? 4-10-5 8-1-8 9-0-0 14-8.0 21-1-2 27-8.0 4-10-5 3.3,3 -10- 5-8.0 6-5-2 6-6-14 Scale ,=1:49.0 6x8 II 3x4 = 3 4 4x8 = 16 5 o 126x8 = 3x4 = 3x4 = 2x4 II 3x4 = r18Ie Vn5eI5 t%� Tf-- t4:U-Z-U U-Z-OJ tO:U-O'4 V-L-VI tOCV-J-U V-J-VJ f IJ:V-J-a GUUCJ ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl. Ud PLATES, GRIP TCLL 20.0 Pla(eGrip.DOL1.25 TC .0.68' Vert(LL). -0.07 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 . Vert(CT) -0.12 7-8 >999 180, BCLL 0.0 Rep Stress Incr. YES WB :0.79 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 151 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0:5 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-13: 2x6 SP No.2, 3-11: 2x6 SP M 26 6-0-0 oc bracing: 1-13. WEBS_ 2x4 SP No.3 6-0-O.oc:bracing: 11-13 WEBS 1 Row at midpt 5-11 REACTIONS. (size) 11=0-4-0, 7=Mechanical Max Horz 11=229(LC 9) Max Uplift 11=-1089(LC 10), 7=-192(LC 10) Max Grav 11=1618(LC 18), 7=748(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or Jess except when shown. TOP CHORD 1-2=-1025/507, 2-3— 1232/696, 3-4=492/292, 4-5=-653/397, 5-6= 476/85, 6-7=-1146/253 BOT CHORD .1-13= 408/967, 11-13=-823/1644, 3-13=-560/883, 9-11=0/449,.8-9=-132/942, 7-8=-132/942 WEBS 2-13=-296/429, 5-9= 205/618, 5-11= 1051/928, 6-8=0/274; 6-9=-778/507 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) 0-0-0 to 3-11-10, Interior(1) 3-11-10 to 5-0-6, Exterior(2R) 5-0-6 to 18-7-10, Interior(1) 18-7-10 to 23-4-6, Exterior(2E)_23-4-6 to 274-0 zone; cantilever 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) 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 20.0psf on the bottom chord in all,areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1089 lb uplift at joint 11 and 192 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 10;2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not A truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-B9 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 t , City Ply 1820 B 3CAR BLK NO HS T24979698 2866237 B03B SPECIAL 1 1 Jab Reference (optional) tiunaers rtrsl.,ource triam cny, r-Ll, riani uny, rL - oaaor, o.•ro.. —1.. 1—. o1 1 U. _,.0 ,,. — I , oyo , ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-ZUgf6XKp1 ST?a6ZryEwiO_2dKKJ WXgvx63BZucypHK_ 7-0-0 -10- 12.3-0 16.8.0 21-3-6 27-8-0 7-0-0 -10- 4-5-0 4.5-0 4-7.6 6.4.10 Anne Scale=1:47.1 4x6 = 2x4 11 4x4 = 3x4 = 3 4 15 5 16 17 6 Id . 46 = , ST1.5x8 STP = 3x8 = 2x4 11 6x8 = 1-1-2 .. .. .. 1-0-0 4-0-0 7-e-0 7--0 16-8-0 21-3-6 27-e-0 1-0-0 2-10-14 3-9-0 0- o 6r10-Q 4a-s - 6-4-10 Plate Offsets (X.Y)--I1:0-0-15.0-2-01.f3:0-3-4.0-2-01.f8:0-2-10,0-1-81,112:0-3-8.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES. GRIP TCLL 20.0 Plate Grip.DOL: 1.25 TC .0:82 Vert(LL). 0.17 1-14 >546 240 MT20 244/.190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) 0.15 1-14 >625 186 BCLL 0.0 Rep Stress Incr . YES W B 0.67 Horz(CT) -0.03 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 151 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-4 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. Except: 1-14: 2x6 SP No.2 6-0-0 oc bracing: 12-14 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-5-2 REACTIONS. . (size) B=Mechanical, 12=0-8-0, 1=0-4-0 Max.Horz 1=188(LC 9): . Max Uplift 8= 360(LC 10), 12=-574(LC.10), 1 321(LC 10) Max Grav 8=924(LC 16), 12=1104(LC 2), 1=319(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-281/237, 3-4=-167/259, 5-6=-879/667, 6-7=-1017/669, 7-8=-1499/842 BOT CHORD 12-14=-415/833, 10-12=-178/507;.9-10=-632/1251,.8-9- 692/1251 WEBS 5-10— 176/460, 5-12=-716/551, 7-10= 568/420, 3-14=-254/314 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 Extedor(2E) 0-2-0 to 4-1-10, Exterior(213) 4-1-10 to 10-11-10, Interior(1) 10-11-10 to 12-8-6, Exterior(2R) 12-8-6 to 20-7-10, Interior(1) 20-7-10 to 23-4-6, Exterior(2E) 23-4-6 to 27-4-0 zone; cantilever left exposed ; end vertical 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) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live. load nonconcurrent with any other live loads. 6). ?This truss has been designed for a live load of 20.Opsf on _the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =_ 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 8, 574 lb uplift at joint 12 and 321 lb uplift at joint 1. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cort 6634 6904?aike East Blvd. Tampa FL 33610 Date! August 10;2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'M11-7473 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 verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual miss web and/or chord members only: Additional temporary and permanent bracing MOW prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSHTP11 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 I Qty Ply 1820 B 3CAR BILK NO HS T24979699 2866237 B04B SPECIAL 1 1 Job Reference (optional) bunters t-irstaource trtant tiny, t-Lf, flan tiny, t-L - 33bb7, tl.vau s uun z zuz i mi i eK inuusines, ❑rc. r ue mug r u r u: r y:eo zuz r rage r ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-2gE1 JtLRombsBG81 VyRxzCbs7je9G6S4Lju7Q2ypHJz -1-4-0. 5-0-0 7-10-0 13-3.0 .8-0 ' i 21-4-10 i. _ 27-8-0 1-4-0 5-0-0 18 2-10-0 5.5-0 5.5.0 2-8-10 6.3.6 Scale=1:49.3 4x6 = 2x4 11 6.00 12 4 5 14 3x4 = .. 4x4 = 15 6 16 17 7 ST1.5)(6STP= 11 1u 3x4 12 4x6 = 3x8 = 6x8 = 1-0-0 -10-4 5-e-0 7- -0 19-e-0 - 27-&e 10-4 4-0-0 2re-e: 0- 0 10.10-0 9-a-0 .. Plate Offsets (X Y)-- [2:0-1-2 0-1-8] [9:0-2-10 0-1-8] [12:0-3-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (Ioc) Well Ud PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.27 2-13 >345 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.52 10-12 >446 180 BCLL 0.0 Rep Stress Incr YES WB 0.71. Horz(CT) -0.02 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 137lb FT=20% LUMBER - TOP CHORD. 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except` 2-13: 2x4 SP M 31, 5-12: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-5-15 REACTIONS.:. : (size) 9=Mechanical,.2=b-4-0,.12=0-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4=10 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-9 oc bracing. Except: 6-0-0 oc bracing: 12-13 Max Horz 2=167(LC 9) Max Uplift.9=-353(LC 10), 2 428(LC 10), 12=-588(LC 10) Max Grav 9=743(LC 16), 2=367(LC 19), 12=1017(LC 1) FORCES.. (Ib) -:Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD .2-4=-232/382, 6-7=-84W718, 7-8=-969/763, 8-9=-1162/853 BOT CHORD . .12-13=-429/827, 10-12=-327/589;.9-10=-641/965 WEBS 6-10=-88/327, 7-10=-114/291, 8-10=-305/36416-12=-760/601, 4-13=-203/307 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 Extedor(2E) -1-4-0 to 2-7-10, Exterior(2R) 2-7-10 to 8-11-10, Interior(1) 8-11-10 to 14-8-6, Exterior(23) 14-8-6 to 22-7-10, Interio�(1) 22-7-10 to 23-4-6, Extedor(2E) 23-4-6 to 27-4-0 zone; cantilever left exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip. D0L--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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. . 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 353 lb uplift at joint 9, 428 lb uplift at joint 2 and 588 lb uplift at joint 12. : Joaquin Velez PE. No.68182 MiTek USA, Inc. FL Cert 6634 6904 Paake East Blvd. Tampa FL 33610 Date: August 10;2021 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based, only upon parameters shown,,and is for an individual building component, not a truss system. Before use, the building designer must verify,ttie applicability of design parameters and propedy 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 , ANSUiPII 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 , i Qty Ply 1820 B 3CAR BLK NO HS T24979700 2866237 B05B SPECIAL 1 1 Job Reference (optional) 8Ulirlers Ftrstbource (viant city, t-L), mant uty, t-L - 060bF, a.yau S dun a eUr r ,vu i en a wusu,aa, „IU. , YC Ming .. i v. i a c . i r ayo , I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-2gE1 JtLRombsBG81 VyRxzCbrEjftGBY4Lju7Q2ypHJz -1-4.0 3-0-0 7-10.0 • 14-3-0 20.8-0 27-8-0 1-4-0 3-0.0 4-16-0 6-5.0 6-5-0 7-0-0 4x4 = 6.00 r12 3 14 5x6 = 2x4 11 15 4 16 17 5 48 = 6 Scale = 1:49.3 ST1.5x8 STP = 10 e ° 3x4 11 3x4 = 3x8 — 2x4 11 3x6 11 . 3.0-0 7-8-0 7- -0 14-3.0 20-8-0 27-8-0 3-0-0 4-8.0 0- -0 6-5-0 6-5-0 7-0-6 Plate Offsets (X Y)-- [2.0-2-0 Edge] [4.0-2-4 0-3-0] [6.0-5-4 0-2-0] [7:0-2-10 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.62 Vert(LL) 0.17 12-13 >538 MT20 244/190 TCDL 7.0 . Lumber DOL .1.25 BC. 0.67 . .240.. Vert(CT) 0.14 12-13 >653 180 BCLL 0.0 Rep Stress Inor NO WB 0.39 Horz(CT) -0.07 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 124lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-13 oc bracing. Except: WEBS 2x4 SP No.3 5-9-0 oc bracing: 11-12 REACTIONS. (size) 7=Mechanical, 2=0-4-0, 11=0-8=0 Max Horz 2=126(LC 7) :.Max Uplift 7=-367(LC 8); 2=-564(LC 8), 11=-661(LC 8) Max Gram 7=722(LC 1), 2=407(LC 1), 11=988(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-31M/604, 3-4=-327/570, 4-5=-943/628, 5-6=-943/628, 6-7=-1165/587' BOT CHORD 2-13=459/3111 12-13=-477/327, 11-12— 923/679, 4-12=-836/508, 8-9=-407/962, 7-8=-408/955 WEBS 6-8=0/286, 5-9=-372/901, 479= 401 /983 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); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4), Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 367 lb uplift at joint 7, 564 lb uplift at joint 2 and 661 lb uplift at joint 11. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 2 lb down and 60 lb up at 3-0-0, and 62 lb up at 5-0-12, and 62 lb up at 7-0-12 on top chord, and 40 lb down and 139 lb up at 3-0-0, and 15 lb down and 60 lb up at 5-0-12, and 15 lb down and 60 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front.(F) or back (B). LOAD CASE(S) Standard Joaquin Velez PE,No.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cert 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 336.10 Vert: 1-3=-54, 3 6= 54, 6-7=-54, 2-12=-20, 7-11 =20 Date: August 10,2021 :on 'n ed on Daae 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must vedfy_the applicability of design parameters and propedy Incorporate this design into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing . MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 Job Truss Truss Type { , Qty Ply 1820 B 3CAR BLK NO HS T24979700 2866237 B05B SPECIAL 1 1 Job Reference (optional) t3maers mrsi6ource trtant ury, rui, riant Utry, ru- asaoi., LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=2(F) 13=-20(F) 14=4(F) 15=4(F) 18= 8(F) 19=-8(F) O.4JV 5 JUII LLVG 1 IVII I CA IIIUUJl11CJ, IIIV. I VC /1U1� I U I V. IJ.LO Guc I �agc c I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-2gE1 JtLRombsBG81 VyRxzCbrEjftGBY4Lju7Q2ypHJz . A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'M11-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use only with MiTek® connectors. This desigri is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or,chord members only: Additional temporary, and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see : ANS11TPI1 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 f if Qty Ply 1820 B 3CAR BLK NO HS T24979701 2866237 C1 JACK 7 1 Job Reference (optional) t3uncerS mrsunource Imam Gny, r-LJ, manl tiny, r-L - aJool, 0.9Ju 5 Jul1 L — 1 ­1 un II luu-1Iva, II1u. 1 mulj 1. — I a.- ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-WtoPW DM3Z4jjpQiE3fyAW P86o78T?ksEaNdgyVypHJy -1-4-0 0-11-4 1-4-0 0-11-4 1 0-11-4 n-11-A Scale =1:7.6 Plate Offsets (X Y)-- [2.0-1-4 Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 PlateGrip.DOL. .. 1.25 TC 0.25 Vert(LL) -0.00 2 >900 240 .. MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0.01 Vert(CT). -0.00 2 >999 180 BCLL 0.0 .' Rep Stress Incr YES WB 0.00 Horz(CT) . 0.00 . 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 5'lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. 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=78(LC 10) Max Uplift 3=-38(LC 1), 2=-213(LC 10) Max.Grav 3=75(LC 10); 2=169(LC 1), 4=17(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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;C-C for members and forces &'MWFRS for reactions shown; Lumber DOL=1.60 plate gdp.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 38 lb uplift at joint 3 and 213 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 10,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE: " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown.,•and is for an individual building component, not 'a truss system. Before use, the building designer must verify.the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or.chord members only: Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - : ANSUTP11 Ouality 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 1820 B 3CAR BLK NO HS T24979702 2866237 C1 B JACK 1 1 Job Reference (optional) BullaerS hlrstbource (1-lant lilty, I-L), mant cny, I -I_ - JJbbf,. m4ou s dun a zue I rvu I eK muu5uiu5, Il lu. I uu Huy IV I V. I. V LV4I rnya I ID:3)d?Yd6RbYnXO16Sf6ghjjz4cnz-_3MnkZMiKNraRaHQdMTP2dgK2XUikB6Np1 NDUxypHJx 0-11-4 0-11-4 Scale =1:6.9 1 3 2x4 = ST1.5xB STP= 0-11-4 0-11.4 Plate Offsets (X Y)-- [1.0-1-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES. GRIP TOLL 20.0 Plate Grip.DOL . 1.25 TC 0.02 Vert(LL) .-0.00 1 >999 240 . .: MT20 244/.190 TCDL 7:0 Lumber DOL 1.25 BC. 0.01 . Vert(CT) -0.00 1 >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 FBC2020fTP12014 Matrix-P Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD: 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) ,1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=27(LC_10) Max Uplift 1=-7(LC 10), 2= 27(LC 10) Max Grav 1=32(LC 15), 2=28(LC 15), 3=17(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=4511; L=40ft; eave=5ft; Cat.. 11; Exp O; 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 gdp.DOL=1.60 . 2) Building Designer / Project engineer responsible for verifying applied roof live load shouvn: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 7 lb uplift at joint 1 and 27 Ib uplift at joint 2. Joaquin Velez PE, No.68182 Mi rek USA, Inc. FL Cert 6624 6904 Parke East Blvd. Tampa FL 33610 Date: August 10;2021 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITeM® 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 - 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 ANSM11 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 1820 B 3CAR BLK NO HS T24979703 2866237 CiP Jack -Open 2 1 Job Reference (optional) tswicers rlrsmource it -lam Uty, rLj, rlantu ny, rL- OODO/, o.vuuadun c,<u<ir 11— U--Ica, ins. ­nuy i v,..,a.w ID:j93QGWBBpX3jR187zeOm7kz5?ad-_3MnkZMiKNraRaHQdMTP2dgHkXUVkB6Np1 NDUxypHJx -1-4-0 0-11-4 1-4-0 — 0-11-4 Scale =1:7.6 3x4_.. 0114 0-11-4 Plate Offsets (X Y)-- [2:0-4-4 0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft. Ud PLATES GRIP TOLL 20.0 Plate Grip.DOL: 1.25 TC . 0.23 Vert(LL). 0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.02 Vert(CT) -0.00 2 >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/fPI2014: Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD. 2x4 SP No.2 TOP CHORD " Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=78(LC 10) Max Uplift 3=-32(LC 1), 2=-220(LC 10), 4— 13(LC 6) Max.Grav 3=67(LC 10), 2=1.63(LC 1), 4=18(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; porch left exposed;C-C for:members and forces & . MW FRS for.reactions shown; Lumber DOL=1.60 plate grip DOL=1 i60 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 girders) for truss to truss connections. 6), Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 3, 220 lb uplift at joint 2 and 13 lb uplift at joint 4. . Joaquin Velez PE.No.68182 MiTek USA, Inc. FL Cart 6634 6904''Parke East Blvd. Tampa FL 336.10 Date: August 10,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE: " Design valid for use only with MiTek® connectors. This design is. based only upon parameters shown,,and is for an Individual building component, Rot: a truss system. Before use, the building designer must vertfy,the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing MiTek" is always, required for stability and to prevent collapse with possible personal injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of, trusses and truss systems, see : ANSI?P11 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 t t Oty Ply 1820 B 3CAR. BLK, NO HS T24979704 2866237 Civ SPECIAL 6 1 —b. Job Reference (optional) Bu iciers f-irst50Ufce (Plant L;Ity, f-L), riant lacy, t-L - idwal, 0.4ou s 'Jul] 4 4V4 1 1wl 1 UN IIIUUbUl1 , u— 1 u0 n ij ID:193OGW BBpX3jR187zeOm7kz5?ad-SFw9xvNK5hzR2kscB4?ebgDSaxgxTeMX1 h6nONypHJw 1-4-0 0-11-4 .1-4-0 . 0-11-4 Scale =1:7.6 Plate Offsets (X Y)-- [2.0-3-7 Edge] LOADING (pso SPACING- 2-0-0 CSI. TEFL. in (loc) I/deft Ud PLATES. GRIP TOLL 20.0 :: Plate Grip.DOL. 1.25 TIC 0:23' VeR(LL) :0.00 2 >999 240 MT20 244/190 TCDL ?.0 Lumber DOL 1.25 BC. 0.01 Vert(CT). -0.00: 2 >999 180 BCLL 0.0 ' Rep Stress Incr :: YES WB 0,00 Horz(CT) 0.00 . 3 n/a n/a BCDL 10.0 Code FBC2020[TP12014 Matrix-P a Weight: 5 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SO No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. DOT 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=74(LC 10) Max Uplift 3=-38(LC 1), 2=-200(LC 10) Max.Grav 3=63(LC 10), 2=169(LC 1), 4=17(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- V . 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; Exp C; End, 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/fPI 1 angle to grain formula. Building designershould verify capacity of bearing surface. 7) Provide mechanical connection (by others) of: truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 200 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904:Paike East Blvd, Tampa FL 33.610 Date: August 10,2021 . A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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. indicated is to buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing MiTek' Bracing prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general. guidance regarding the .. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSVTP11 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 , 1 Qty Ply 1820 B 3CAR BLK NO HS T24979705 2866237 C3 JACK ... 7 1 Job Reference o tional t3wtaers YIrsibource (mant Gny, M), viani Lmy, M - 060bf, 1-4-0 -4-0 0.40U J JUI I L 4UL I IVII I UK II IUUJII ICJ, II IU. 1 uU Muy I U I U. I U.J I- I "Y, I ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-SFw9xvNK5hzR2kscB47ebgDQvxpxTeMX1 h6n7NypHJw :2.11.4 2-11-4 Scale ,=1:12.7 1 4° 4 — 2z4.= ST1.5x8 STP 2-11-4. 2.11-4 Plate Offsets (X Y)-- [2.0-1-4 Edge] LOADING (pso SPACING- 2-0-0 CSI. .. DEFL. in (loc) ' 1/deft • Ud PLATES GRIP TCLL 20.0 Plate Grip.DOL . 1.25 TIC . 0.33 Vert(LL) -0.00 2-4 >999 240. ... MT20 244/190 TCDL 7:0 .. Lumber DOL . 1.25 BC. 0.07 : Vert(CT). -0.01. 2-4 >999 180 BCLL 0.0 :` Rep Stress Inor. .: YES WB 0,00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 CodeFBC202OfTP]2014: Matrix-P Weight:'12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD : Structural wood sheathing directly applied or 2-114 oc purlins. BOT CHORD 2ic4 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=131(LC 10) Max Uplift 3=-42(LC 7), 2=-191.(LC 10) Max.Grav 3=55(LC 15), 2=214(LC.1), 4=51(LC 3) .FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 8=45ft; L=40ft; eave=5ft; Cat.. II; Exp C;.Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces &.MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for: verifying applied roof live load, shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a:rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 191 lb uplift at joint 2. Joaquin Velez PE: No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610, Date: August 0;202 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with MiTek® connectors. This design is based. only upon parameters shown,.and is for an individual building component, not a truss system. Before use, the: building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord only. Additional temporary and permanent bracing MiTek' prevent members Is always. required for stability and to prevent collapse with possible personal injury and property damage. For generai.guidance regarding the ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11Tplr Quality Criteria, DS849 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 Oily Ply 1820 B 3CAR BLK, NO HS T2497970 6 2866237 C3B .. JACK ... 1 1 Job Reference (optional) ewnaers rtrsrbource trianl t ny, M/, mart Urty, rL - 00001, I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-wRUY,9EOys?51gtRpknW t721csL9uC5cgGLsKZgypHJv 2-11-4 2-11-4 Scale: l "=l' 2x4 = 3 2-11-4 2-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc),: 1/0efl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 1-3 >999. 240 MT20 244/190 TCDL 7.0 Lumber DOL .:. 1.25 BC 0.09- Vert(CT) .:-0.01 1-3 >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/TPI20.14 Matrix-P. - Weight: 9lb: FT. 20 LUMBER- BRACING - TOP -CHORD 2x4 SP No.2 TOP. CHORD Structural wood sheathing directly applied or 2-11-4 oc purfins. BOT CHORD. 2x4 SP No.2 BOT CHORD - Rigid ceiling directly applied or 10-0-0 oc bracing.. REACTIONS. (size) 1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=79(LC 10) Max Uplift 1=-29(LC 10), 2— 84(LC 10) Max Grav 1=107(LC 15), 2=92(LC 15), 3=56(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=t60. 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 fora 10.0 psf bottom chord live Load nonconcurrent With any other live loads. 4) ' This truss has been designed for a live load. of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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 29 lb uplift at joint 1 and 84 lb uplift at joint 2. Joaquin Velez PE No,68182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33.610 .. Date: . August 10,2021 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 witti MIT connectors. This design is based, only upon parameters shown, and is for an individual building component, not a truss system. Before use, the -building designer must verify:the applicability of design parameters and propedy.incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general. guidance regarding the . , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see I ANS11TP/t 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 I Qty Ply 1820 B 3CAR ELK NO HS T24979707 2866237 C3V SPECIAL 6 1 Job Reference o tional euucers rtrslsource trlant t ny, rL/, B Plate Offsets (X,Y)-- [2:0-3-15;Edge riant uny, rL - asaor, I a cuc , �, , �� ,,,� �,,,.., ,,,�. , ,.. !.,.0 , � ,Leo , ID:193QGW BBpX3jR187zeOm7kz5?ad wRUY9E0ys?51gtRpknWt721boL99C5cgGLsKZgypHJv 1-4-0 2-11-4 r 1-4.0 2-11-4 ST1.5x8 STP = . . . 0 m w ,6 b 66 Scale=1:12.7 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC .0.32 Vert(LL). -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 2-4 >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-P 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 purtins. 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=128(LC 10) Max Uplift 3=45(LC 7), 2=-187(LC 10) Max.Grav 3=56(LC 15), 2=214(LC.1), 4=51(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MW FRS 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide 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 ANSI1TPI 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 45 lb uplift at joint 3 and 187 lb uplift at joint 2. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 66U 6904:Parke East Blvd. Tampa F.I. 336.10' Date. August 10,2021 © WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown,.and is for an Individual building component, not a truss system. Before use, the building designer must vedfy.the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. -Additional temporary. and permanent bracing MiTek° prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general. guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLOTPlr 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 a City Ply 1820 B 3CAR BLK. NO HS T24979708 2866237 C5.. JACK 7 1 Job Reference (optional) t1Ultaers rtrsr5ource triani Gny, t-L/, rlani tiny, rL - 000bf, 140 1-4-0 0.43U s UUn a ZUZ 1 IN t eK tnuustnes, mu. I ue Huy 1 U r U; I U;00 LUL r raye I ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-Oe2wMaPadl D911071V16gFIjvkTaxXrgV7bu5GypHJu 4-11-4 4-11-4. Scale=1:17.6 1 ST1.5xB STP= 4-11-4 4-11-4 Plate Offsets (X Y)-- [2:0-1-4 0-0-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (!oc) 1/defl Ud PLATES GRIP TCLL 20.0 . Plate Grip DOL 1.25 TIC 0.56 Vert(LL) -0.03 2-4 >999 240.. MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC. 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB - 0.00 Horz(CT) : 0.00 3 n/a n/a . BCDL 10.0 Code FBC2020/TP12014: Matrix-P Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc puffins. 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=184(LC 10) Max Uplift 3— 113(LC 10), 2=-192(LC 10) Max Grav 3=132(LC 15),.2=277(LC 15), 4=91(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. 11; Exp C;.Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for:verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to.truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 3 and 192 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 336.10 Date: August 10,2021 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based. only upon parameters shown,,and is for an individual building component, not a truss system. Before use, the building designer must verify. the applicability of design parameters and properly Incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general, guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/1 Duality 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 ( I Oly Ply 1820 B 3CAR_ BLK. NO HS T24979709 2866237 C513 JACK 1 1 Job Reference (optional) duucers r-irstbource rrrarn ury, r-Lj, mans Illy, rL - JUDDr,. D.431.1 5 Jurl L LUG I IVII I UK IIIuuSulub, Illu. I ue Huy I V 1 V. 1 U.34 4V41 rnyu 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-sgblawOCOcLOwBbBsCYLCTrgSBoHg_5zjfLRdiypHJt 4-11-4 4-11-4 Scale ,=1:16.9 2x4 = 3. LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL p 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020fTP12014 CSI. TC 0.83 BC . 0.29 WB. 0.00 Matrix=P DEEr* in (lob), I/dell Ud Vert(LL) -0,03 1-3 >999 • 240 Vert(CT) .:-0.06 1-3 >898 .180. Horz(CT:) -6.00 2 n/a n/a PLATES GRIP MT26 244/190 Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=Mechanical, 2=Mechanical, 3=Mechanical Max Hors 1=133(LC 10) Max Uplift 1=-51(LC 10), 2=-143(LC 10) Max Grav 1=183(LC 15), 2=157(LC 15), 3=96(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.libe 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 51. lb uplift at joint 1 and 143 lb uplift at joint 2. Joaquin Velez PE No.68182 Mi rek USA, Inc. FL Cert 66U 6904.Paike East Blvd. Tampa FL 33610 : Date: August 10;2021 & WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must Verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only: Additional temporary andpermanent-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 Duality Criteria, DSB49 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 Truss Truss Type i r Qty Ply 1820 B 3CAR BLK NO HS T24979710 2866237 C5V SPECIAL 6 1 . Job Reference (optional) Builoer8 HinatSouree (t lant aty, t-L), rlant uty, t-L - J:ibb/, e-4au s dun z zuz I rvn r eK rnuusures, mu. r ue rruy i u r u: r a.04 cUc r rays i I D:193QG W BBpX3j R187zeOm7kz5?ad-sgblawQCOcLOwBbBsCYLCTruN8png_5zjfLRdiypHJt 10 4-11-4 1-4-0 4-11-4 1 ST1.5x8 STP = Scale=1:17.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.P5 TC 0.58 Ve'rt(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0.25 . Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Inor YES WB 0.00. Horz(CT) -0.00 3 n/a ., n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 18 lb FT = 20%. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-11-4 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=182(LC 10) Max Uplift 3=-116(LC 10), 2_ 189(LC 10) Max Grav 3=133(LC 15), 2=276(LC 15), 4=91(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. 11; Exp C;.Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces &'MWFRS for reactions shown; Lumber DOL=1.60 plate grip:DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown.covers rain loading requirements specific to the use of this truss component. - I . 3) This truss has been designed for a 10.0 psf bottom chord live lead 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 116 lb uplift at joint 3 and 189 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 10,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is. based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the: building designer must verify the applicability of design parameters and propedy 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 ANSIMP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type I Qtty Ply 1820 B 3CAR BLK NO HS T24979711 2866237 D02B HIP 1 1 Job Reference (optional) budaers rtrsisource Priam ury, rLl, mart Oily, rL - JJ301, 7-0-0 b-dun 44U41 w111 UKII IUUSIIICB, IIIU. 1uUr uy I 1U. I U.00-1 rayu 1 48 = 46 = 2 9 10 3 Scale ,=1:34.8 m o_ m 0 4x4'= 2x4 II 4x4 = 3x4 —_ _ST1.5x8 STP= 44 7-0-0 13-0-0 19-11-4 7-0-0 6.0-0 6-11-4 Plate Offsets (X 1)-- [1:0-1-4 Edge] [2:0-5-4 0-2-0] [3:0-3-8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 'I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC..0.84 Vert(LL). . 0.13 1-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0:81 Vert(CT) -0.18 1-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(CT) 0.07 4 n/a n/a BCDL 10.0 Code FBC2020lfPl2014 Matrix-SH Weight:'83 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 4=0-8-0 Max Horz 1� 162(LC 6) Max.Uplift 1=-668(LC 8), 4==824(1_13 8) Max Grav 1=1322(LC 1), 4=1424(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 1-2=-2449/1229, 2-3=-2097/1184, 3-4= 2436/1250 BOT CHORD 1-8=-930/2093, 6-8=-933/2116, 4-6= 942/2074 WEBS 2-8— 85/686, 2-6=-288/44, 3-6=-61/699 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); 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 20.0psf on the bottom chord in -all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 668 lb uplift at joint 1 and 824 lb uplift at joint 4. 9) Hanger(s) or other connection.device(s) shall be provided -sufficient to support concentrated load(s) 116 lb down -and 87 lb up at 7-0-0, 86 lb down and 162 lb up at 9.0-12, and'86 lb down and 162 lb up at 10-11-4, and 116 lb down and 290 lb up at 13-0-0 on top chord, and 374 lb down and 163 lb up at 7-0-0, 65 lb down at 9-0-12, and 65 lb down at 10-11-4, and 374 lb down and 163 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2==54, 2-3=-54, 3-5=-54, 1-4=-20 Concentrated Loads (lb) Vert: 2=-1 16(B) 3=-116(B) 8=-374(B) 6=-374(B) 9= 86(B) 10=-86(B) 11— 40(B) 12=-40(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 10;2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE: ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building componenf, 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 ANSUlPI1 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 t r Qty Ply 1 B20 B 3CAR BLK NO HS T24979712 2866237 E3 JACK 3 1 Job Reference (optional) Builders Firstsource (F9ant L; ty, FL), I'lant laty, FL - 33b6L, t1.43U s Jun z ZUZI Mi I eK maustnes, Inc. i ue mug w i u; i a;oa eve r raye r ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-K09gnGQg9wTtXLANQw3algN7pY9V PRL6yJ4_98ypHJs 140 300 J r. 1-4-0 3.0-0 Scale,= 1:12.8 1. 2x4 = 3-0-0 300 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in ([cc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.02 2-4 >999 240 MT20 244/190 TCDL 7.0 : Lumber DOL 1.25 BC 0.22 Vert(CT) .: 0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES W B . 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FB02020/TP12014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woodsheathing directly applied or 3-0-0 cc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-49(LC 10), 2=-226(LC 10), 4=-40(LC 6) Max Grav 3=69(LC 15), 2=205(LC 1), 4=55(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; porch left exposed;C-C formembers 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 49 lb uplift at joint 3, 226 lb uplift at joint 2 and 40 lb uplift at joint 4., Joaquin Velez PE No.68182 Mi rek USA, Inc. FL Gert 6634 6904 Paike East Blvd. Tampa FL 33610 Date: August 10,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown,.and is for an Individual building component, not A truss system. Before use, the building designer must vedfy,the 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type 1 1 Oty Ply 1820 B 3CAR BLK.NO HS T24979713 2866237 E7 JACK 8 1 Job Reference (optional) tjuuaers rlrstbource (flan uny, rLj; viam uny, rL - JUbbf, o.4ou s .fun GZUZ I Ivu l eK umuslrles, mu. I ue muy lu 1 u: 1 a:oo cuc 1 rayu I I D:3xt?Yd6RbYnX016Sf6ghjjz4cnz-pDj2_cRSwDbj9VlazdapluwDmyPKBubGBzgrbypHJr 1-4-0 7-0-0 1-4.0 7-0-0 0 ST1.5xB STP= 7-0-0 7-0-0 Scale=1:23.5 Plate Offsets (X Y)-- [2:0-1-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES. GRIP TCLL 20.0 Plate Grip. DOL . 1.25 TC ..0.52 Vert(LL) .-0.11 2-4 >695 240 MT20 244/190 TCDL 7.0 Lumber DOL. . 1.25 BC 0.57 Vert(CT) 0.23. 2-4 >347 180. BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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=240(LC 10) Max Uplift 3= 181(LC 10), 2=-207(LC 10) Max Grav 3=204(LC 15), 2=351(LC 15), 4=132(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -'All forces 250 (Ib) 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip.DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) 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 181 lb uplift at joint 3 and 207 lb uplift at joint 2. Joaquin Velez PE N0.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date! August 10,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 • ANSUTP/1 Quality Criteria, DSB49 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 1820 B 3CAR. BLK NO HS T24979714 2866237 E7V SPECIAL 10 1 Job Reference (optional) tlullaers rlrstSource (flan Gny, t-L), flan taty, t•L - 03bbi, u.43u s Jun 2 xuzi MI I eK Inausines, Inc. I uB Aug l u 1 U:te::l/ zuei rage I ID:193QGW BBpX3j R187zeOm7kz5?ad-HPH RCyS5hXjanfKmXL52g5TOMMIXtLrPQcZ5E1 ypHJq 140 700 1-4.0 7-0.0 13 1 ST1.5x8 STP = m m N Scale = 1:23.2 I Plate Offsets (X Y)-- [2:0-4-7 Edge] LOADING (psf) SPACING- 2-0-0 CSI. -DEFL. in (loc) ' I/defl Ud PLATES. GRIP TCLL 20.0 : Plate Grip.DOL .:. 1.25 TC 0.53 Vert(LL). . -0.12 2-4 >674 240. MT20 .244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT). -0.24 2-4 >337 180 BCLL 0.0 ' Rep Stress Incr YES W B '0.00 _ Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 25 lb FT = 20 % . LUMBER- BRACING - TOP CHORD 2x4 SO M 31 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. 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=237(LC 10) Max Uplift 3=-184(LC 10), 2=-204(LC 10) Max.Grav 3=205(LC 15),.2=350(LC 15), 4=132(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. 11; Exp Q 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 184 lb uplift at joint 3 and 204 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 10;2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the_building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing MITPrk" 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 Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type i Qty Ply 1820 B 3CAR BLK NO HS T24979715 2866237 E7VP SPECIAL 7 1 Job Reference (optional) tyutwers mrsmource trram u[y, rLJ, rlant uty, rL - Jd001, o.YJV 5 Jun c 4v r rvu r an a iuuauioa, n ic. , UO MUU , ayc , ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-H PHRCyS5hXjanfKmXL52g5TOXMngtLrPQcZ5E1 ypHJq -1-4.0 7-0-0 1-4-0 7-0-0 1� J 3x4 a m m N O_ O c6 Scale,= 1:23.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 :: Plate Grip DOL 1.25 TC . 0.52 Vert(LL). 0.11 2-4 >735 240 . MT20 244/190 TCDL 7.0:. Lumber DOL. . .1.25 BC 0.42 Vert(CT). 0.09 2-4 >856 180, 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-P Weight: 31 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied orb-0=0 ocpurlins. BOT CHORD 2x6 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=303(LC 10) Max Uplift 3=-181(LC 10), 2=; 327(LC 10), 4=-102(LC 6) Max Grav 3=204(LC 15), 2=346(1_C 1), 4=132(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.' 11; Exp C;.Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2E) zone; porch left exposed;C-C for members and forces & - MW FRS 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 ANSVTPI 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 181 lb uplift at joint 3, 327 lb uplift at joint 2 and 102 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904:Parke East Blvd. Tampa FL 33610 Date: August 10,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown,,and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or,chord members only: Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSHfP11 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 F " Qty Ply 1820 B 3CAR BLK NO HS T24979716 2866237 H3 JACK 1 1 Job Reference (optional) kwacters rirst5ource tvianl Lmy, FL), viani t;lty, rL - dsbb L, n.4ou a Jun Z eu4 i MI I eK Inuusnes, mu. I ue Mug I V r VL I mao Zue 1 rdye r ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-IbrpPlTjSrrROouy52dHNI?cll Baco5ZeGJemTypHJp -1-10-10 4-2-3 1-10-10 4-2-3 _- Scale=1:12.6 1 4-2-3 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.03 . 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 .' Rep Stress Incr NO WB.. 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 16 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-8, 4=Mechanical Max Holz 2=131(LC 8) Max Uplift 3=-31(LC 5), 2=-258(LC 8), 4=-60(LC 4) Max Grav 3=62(LC 1), 2=241(LC 1), 4=64(LC 3) FORCES. (lb) -.Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=4011:; 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 31 lb uplift at joint 3, 258 lb uplift at joint 2 and 60 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 62 lb up at 1-5-12, and 56 lb down and 62 lb up at 1-5-12 on top chord,. and 22 lb up at 1-5-12, and 22 lb up at 1-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the trussare 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, 2-4=-20 Concentrated Loads (lb) Vert: 5=46(F=23, B=23) 6=22(F=11, B=11) Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August .10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��" . a truss system. Before use, the building designer must verifythe 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/TPII 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 ! oty Ply 1820 B 3CAR BLK NO HS T24979717 2866237 H7 MONO TRUSS 4 1 Job Reference (optional) t suiiaerS mrstsource (riant ony, I-L), Mtam LAW, I-L - JJbb/, m4JU s Jun Z ZUZI rvll I eK rnuUSIDes, rnG. I Ue /AU9 r U I U: 1 e:GO ZUZ 1. rage r I D:3xt?Yd6RbYnXO16Sf6ghjj z4cnz-lb rpP ITj SrrROouy52dHN I?X112 Ecj UZeGJemTypHJp -1-10-10 4.6-7 9-10-1 1-10-10 4.6-7 5-3-10 12 1 Jxw = ST1.5xB STP = Scale- 1:23.0 4.6-7 5-3-10 Plate Offsets (X Y)-- [2:0-2-4 0-0-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL ' 1.25 BC 0.73 Vert(CT) -0.15 6-7 >778 180 BCLL 0.0 ' Rep Stress Incr. NO WB 0.36 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code' FBC2020frP12014 Matrix-SH Weight: 43 lb FT = 20% - LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc:puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical , Max Horz 2=239(LC 8) Max Uplift 4=-167(LC 8), 2=-247(LC 8), 5=-70(LC 5) Max Grav 4=160(LC 1); 2=452(LC 1), 5=292(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-697/224 BOT CHORD 2-7= 313/629, 6-7=-313/629 . WEBS 3-7=0/323, 3-6=-664/330 . NOTES - Ty 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 4, 247 lb uplift at joint 2 and 70 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 62 lb up at 1-5-12, 56 lb down and 62 lb up at 1-5-12, 5 lb down and 68. Ib:up at 4-3-11, 5 lb down and 68 lb up at 4-3-11, and 50 lb down and 138 lb up at 7-1-10, and 50 lb down and 138 lb up at 74-10 on top chord, and 221b up. at 1-5-12, 22 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. 8) In the. LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Joaquin Velez PE No.68182 Vert: 1-4=-54, 2-5= 20 MTek USA, Inc. FL:Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: August 10,2021 3o tinued on oaae 2 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 vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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?P11 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 i 1 ' Qty Ply 1820 B 3CAR BLK NO HS T24979717 2866237 H7 MONO TRUSS 4 1 Job Reference (optional) tfunaers mrstsource Imam L;ny, t-L), mani ury, rL - a:lbts/, ti.v;ju s jun z zuz i mi i eK muusmes, ino. r ue muy to i u: r a:oa zuz r . raye e ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-DoPBdBTLDBzI0yT9fl8W vW Yim9OTLAjitvt2CIwypHJo LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=36(F=18, B=18) 7=-11(F=-5, 6=-5) 8=46(F=23, B=23) 9=-99(F=-50, B=-50) 10=22(F=11, 131=11) 11=-51(F=25, B= 25) A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSUrpll 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 + r ' aty Ply 1820 B 3CAR BLK NO HS T24979718 2866237 H7V SPECIAL 3 1 Job Reference (optional) Buticiers Ftrstbource (Plant uty, FL), f giant C:ny, FL - 33bbI, n.4au s .fun zzun M1 I eK mausmes, Inc. I ue mug w I u:I aaa tvc, rdye I ID:193QGW BBpX3jR187zeOm7kz5?ad-DoPBdeTLDBzlOyT9fl6WvWYk89QSLABitw2ClwypHJo i-10-10 5-4-1 9.10-1 r 1-10-10 5.4-1 4-6.0 12 E 3x4 ST1.5x8 STP= Scale=1:22.9 m N O 'i (b 5-4-1 = 5-4-1 . 9-10-1 4-6-0 Plate Offsets (X Y)-- [2:0-1-3 Edge] LOADING (psf) SPACING- 2-0-0 CSI. D]EFL. in (loc) Well Ud PLATES. GRIP TCLL 20.0. Plate Grip DOL ..: 1.25 TC . 0.57 Vert(LL) 0.07 6-7 >999 240 :. MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.61 Vert(CT) -0.1.1 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD '2x4 SP No.2 TOP CHORD . BOT CHORD .2x4 SP No.2 BOT CHORD. WEBS 2x4SPNo.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=236(LC 8) Max.Uplift 4=-166(LC 8), 2=-272(LC 8). 5=-161(LC 5) Max Grav 4=136(LC 1); 2=448(LC 1), 5=295(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.. TOP CHORD 2-3=-992/637 BOT CHORD " 2-7=-703/911, 6-7= 710/907. WEBS .3-7=0/315, 3-6=-894/696 Structural wood sheathing directly applied or 5-9=14 oc puffins. Rigid ceiling directly applied or 6-11-4 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; Exp C; Encl., GCpi=0.18; MW FRS (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 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 4, 272 lb uplift at joint 2 and 161 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 dawn 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, 2-5=-20 :ontinued on Dace Joaquin Velez PE No.69182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date'. August .10,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord. members only: Additional temporary, and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSI?PII 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 1820 B 3CAR ELK NO HS T24979718 2866237 H7V SPECIAL 3 1 Job Reference (optional) butluers t-Irsl6ource (rtani ldty, I"L), riani GI1y, M - JJbn/, o.4Ju s Jun it zu4 I Iwr I eK Irnaus[nes, 111G. I ue Huy I u I u: I s:Je 4U41 rdye z I D:193QGW BBpX3j RI87zeOm7kz5lad-DoPBdeTLD8zI0yT9fl8W vW Yk89QSLA8itw2ClwypHJo LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=49(F=24, 13=24) 9=36(F=18, B=18) 10=-99(F=-50, B=-50) 11=23(F=11, 13=11.) 12=-11(F=-5, B=-5) 13=-51(F=-25, B=-25) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify.the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord. members only: Additional temporary and permanent bracing M!Tek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see. , ANSIITP11 Quality Criteria, DSB49 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 1820 B 3CAR BLK NO HS T24979719 2866237 K20 Hip Girder 1 1 Job Reference (optional) Builders Firstsource (Plant Ulty, rL), Plant Ulty, rE - 33b6/, .1-4-0 7-0-0 1 4x8 = NAILED 3 ts.4su s Jun Z ZUZI Ml I IRK Inousmes, Inc. I ue Aug -i u 1 u: 1 u:4u ZUZ 1 rage 1 NAILED 4x6 = NAILED NAILED 4 7-0-0 1-4-0 ' Scale=1:36.9 ST1.5x8 STP = .. 3x6 11 4x4 6x8 -_ 51 t.blrtf b 1 r = 4x4 = 4x4.= Special Special 7-0413.0-0 20-0-0 I ., n . c_n_n I -zn-n - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. :: 1.25 TC 0.96 Vert(LL). 0.20 7-9 >999 240 . . . MT2b 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.24 7-9 >948 186. BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.06 . 5 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except" TOP CHORD Structural wood sheathing directly applied. 3-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS.. (size) 2=0-8-0, 5=0-8-0 Max.Horz 2=171(LID 7) Max.Uplift 2=-954(LC 8), 5- 954(LC 8) Max Gray.2=1827(LC 13), 5=1827(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 3284/1555, 3-4=-2912/1465, 4-5=-3285/1555 BOT CHORD 2-9- 1207/2929, 7-9=-1224/2977, 5-7- 1207/2838 WEBS 3-9=-404/1159, 4-7=-.418/119i 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 954 lb uplift at joint 2 and 954 lb uplift at joint 5. 8) Girder carries hip end with 7-0-0 end setback. 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NOS guidlines. 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 733 lb down and 321 lb up at 13-0-0, and 733 lb down and 321 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 faceof the truss are noted as front (F) or back (B). LOAD CASE(S) , Standard Joaquin Velez PE No.68182 1) Dead + Roof .Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 M7ek USA, Inc. FL:Cert 6634 Uniform Loads Of) Vert: 1-3=-54, 9-4=-70(F=-16), 4-6=-54, 2-9=-20; 779=-89(F=-69), 5-7=-20 6904 Parke East Blvd. Tampa FL 33610 Date: August 10;2021 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component,not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only: Additional temporary, and permanent bracing MITek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSI/7P/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203. Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type I. Qty Ply 1820 B 3CAR BLK NO HS T24979719 2866237 K20 Hip Girder 1 1 Job Reference (optional) Builders 1-jrstsource (plant uty, 1-L), Plant Uity, FL - 33esf, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-475(F) 7=-475(F) td.43U s dun Z ZUZI MI I eK Inoustnes, Inc. I ue Hug I u i u; i u;4u eue I rage e ID:J9w?pBQ34mW MQGbmZjytDpyLuUA-h_zZq_UzzS69e62LCTflSj5ogZkk4d2s6aolrMypHJn A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473.rev. 6/19/2020 BEFORE USE: ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or.chord members only: Additional temporary and permanent bracing Welk'. is always required for stability and to prevent collapse with possible personal Injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see. , ANSYTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Platelnstitute, 2670 Crain Highway, Suite 203: Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type + 1 Qty Ply 1820 B 3CAR BLK NO HS T24979720 2866237 K21 Hip .. 1 1 Job Reference (optional) Builaers rrrstSOurce (Plant any, t-L), Plant Uity, rL - 33b6[, t7.4:IU s Jun z zuzl mi I eK InausineS, Inc. I ue Aug 1 u lu:l e:41 zuzl rage 1 ID:J9w?pBQ34mW MQGbmZiytDpyLuUA-9AW x2JVbkmEOFGdXmAA_?xd4Tz5bp8t?KEXJNoypHJm 6-3-6 9-0-0 11-0-0 13-8-10 20-0-0 21-4-0 , r 6-3-6 2-8-10 2-0-0 2-8-10 6-3.6 1-4.0 Scale = 1:36.7 4x4 = 44 = 3 4 3 4x4 = 3x4 4x6 3x4 — ai i.oao air — ST1.5x8 STP = = = 4x4 = 9-0-0 11-0-0 '20-0-0 9.0-0 2-0.0 9.0-0 Plate Offsets (X,Y)-- [1:0-1-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.52 Vert(LL) . -0.15 1-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT). -0.32 1-10 >730 180. BCLL 0.0 :' Rep Stress Incr, YES WB 0.13 Horz(CT) . 0.03 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:'90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing' directly applied or 4-8-7 oc,pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size). 1=0-870, 6=0-8-0 Max Horz 1=-204(LC 8) Max.Uplift 1=-334(LC 10), 6=-469(LC 10) Max.Grav 1=711(LC 1), 6=809(LC.1) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1126/870, 2-3=-916/767, 3-4=-774/710(4-5=-912l756, 5-6=-1131/842 BOT CHORD 1-10=-578/1003, 8-10=-305/774, 6-8=-539/939 WEBS 2-10=-353/409, 3-10=-265/338, 4-8=-202/318, 5-8=-336/350 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) 0-4=0 to 4-3-10, Exterior(2R) 4-3-10 to 16-7-5, Interior(1). 16-7-5 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) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members... 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift at joint 1 and 469 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 10,2021 A WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE: ' Design valid for use only with MiTek3 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 Plate Institute,.2670 Crain Highway, Suite 203: Waldorf, MD 20601 Tampa, FL 36610' Job Truss Truss Type d r[ Qty _ Ply 1820 B 3CAR, BLK NO HS T24979721 2866237 K23 Hip Girder 1 2 Job Reference (optional) eullaers rrrstbource triam cny, rLI, riani Uly, rL - 1,5001, 0.4 U 5 dun L GVG r Ivil 1 en Ir IV-1Iwo, .. 1 VO nuy I. V. , O.YG oval , U. , ID:J9w?pBQ34mW MQGbmZiytDpyLuUA-dN4KFfWDV3MttQCkKuhDX8AHANUVYRbBZuHsvEypHJI 103-0 -1-4-0 5-3-0 9-9.0 10-Oro 149-0 _ 20-0-0 , z1-4-o , 1-4-0 5-3-0 4-6-0 0 3�0 4-6-0 5-3-0 ! 14-0 0-3-0 Scale = 1:38.5 44 11 4 i7 Io 3x8 i 3x8 11 — 7x8 — 3xB II 3x8 HTU26 HTU26 10-m 5-3-0 9-9-0 10-Oro 14.9-0 — 20-0-0 0 3 4-6-0 ... 53.0 . n-a-n . . Plate Offsets (X Y)-- [2.0-2-10 0-1-8] [6:0-2-10 0-1-81 [9:0-4-0 0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. bEFL. in (loc) Udefl. Ud PLATES. GRIP TCLL 20.0 Plafe'Grip DOL . 1.25 TC _0.40 Vert(LL) 0.14 9-11 >999 240 MT20 244/.190 TCDL 7.0 Lumber DOL 1.25 BC 0.39. Vert(CT), -0.1,9 9-11 >999 180. BCLL 0.0 Rep Stress Inor NO WB 0.74, Horz(CT) 0.04 , 6 rile n/a . .. BCDL 10.0 Code FBC2020/TP12014 a Matrix-SH Weight:'226 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD . Structural wood sheathing directly applied or 4-773 ocpurlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) ,2=0-8-0, 6=0-8-0 Max Horz 2=232(LC 7) Max.Uplift 2— 1651(LC 8), 6=-2059(LC 8) Max Grav 2=3159(LC 1), 6=4262(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6405/3152, 3-4=-4664/2360, 4-5=4668/2362, 5-6_ 6786/3192 BOT CHORD 2-11=-2651/5610, 9-1 1=-2651/5610,8-9= 2694/5956, 6-8=-2694/5956 WEBS 3-11= 655/1460, 3-9=-1716/922, 5-9= 2447/1054, 5-8=-743/2028, 4-9— 1899/3861 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if. noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads'noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second. gust) Vasd=124mph; TCDL=4,2psf; BCDL=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 5) Building Designer/ Project engineer responsible for verifying applied roof:live load shown covers rain loading requirements specific to the use of this truss component. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been'designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1651 lb uplift at joint 2 and 2059 lb uplift atjoint 6. 9) Girder carries tie-in span(s): 20-0-0 from 6-4-12 to 20-0-0 10) Use Simpson Strong -Tie HTU26 (20-10d Girder, 14-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent at 6-4-12 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 11) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-1 Odxi 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. Joaquin Velez PE No.66182 starting at 8-4-12 from the left end to 18-0-0 to connect truss(es) to front face of bottom chord. MiTek USA, Inc. FL Cart 6634 12) Fill all nail holes where hanger is in contact with lumber. 6904 Parke East Blvd. Tampa FL 33610 13) Special hanger(s) or other connection device(s) shall be provided at 20-0-0 from the left end sufficient to connect,truss(es) to front Date: face of bottom chord. The design/selection of such special Connection device(s) is the responsibility of others. August .10,2021 eSfondard ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with M!Tek® 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 verifythe applicability of design parameters and propery 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?PII Quality Criteria, QSB-99 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 6 Oty Ply 1820 B 3CAR BLK NO HS T24979721 2866237 K23 Hip Girder 1 2' Job Reference (optional) b uiiaerS rtrstsource (mant tatty, f-L.), mant tarty, t-l- - 33bb/, ti.4au s Jun z zuzl MI t eK inousmes, Inc. I ue Aug i u 7 uaa:4z zuz i . rage z ID:J9w9pBO34mWMOGbmZiytDpyl uUA-dN4KFtWDV3MttOCkKuhDXBAHANUVYRbBZuHsvEypHJI LOAD CASE(S) Standard 1): Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 2-12=-20, 6-12=-341 (F=-321) Concentrated Loads (lb) Vert: 12— 1302(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'M11-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 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 Symbols PLATE LOCATION AND ORIENTATION. ... Center,plate:on joint unless x, y ; 14 offsets are indicated:.::: Dimensions are in ft=in-sixteenths. Apply plates to both sides of truss .: and fully embed teeth. 0-y16'r For 4 x 2 orientation; .locate plates 0- 1/10 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..: a Numbering System General Safety Note' 6-4-8.dimensions shown in.ft-in-sixteenths . Failure to Follow Could Cause Property, (Drawingsnot,toscale) a ..Damage or: Personal Injury:.: •: :1. Additional:stability bracing for truss system, e.g. 1.. 2 .. 3 : . diagonal or X bra in is always required.: Se g . ° 9. .. r e BCSI... ... -TOP CHORDS 2. Truss bracing must,be designed by an engineer.,For c1-2 c2a wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor 0 WEBS c 4- bracing should be considered. pm �, N m rr . 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. CL 0 4. Provide copies of this truss design to the building ~ designer; erection supervisor, property owner and c7-9 : c6a c6=6 1 all other interested parties.;' .... BOTTOM CHORDS 5. "Cut members to bear tightly against each other. 8 6 5 6. Place plates on:each face of truss at each joint and embed fully: Knots and wane at joint.: . JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/rPI 1. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO. 7• Design assumes trusses will be suitably protected from THE LEFT. the environment in accord with ANSIfrPI 1. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 8: Unless otherwise noted,: moisture content of lumber NUMBERS/LETTERS. shall not exceed 19% at time of fabrication. 9: Unless expressly noted, this design is not applicable for use with fire retardant reservative treated or reen lumber :. PLATE SIZE .PRODUCT CAPPROVALS ICC-ES Reports: 10. Camber is a non-structural consideration and is the. The first dimension is the plate responsibility of truss fabricator. General practice is to 4 X 4 width measured perpendicular. ESR-1311,,ESR-1352;.E.SR1988:' or de deflection. camber f ad load de 'on. ' to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 11, Plate type, size, orientation_ and location dimensions - the length parallel to slots. indicated are minimum plating requirements. 12. Lumber used shall be of.the species and size, and LATERAL BRACING LOCATION in all respects, equal to or.better than that: specified: Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the.: 13. Top chords must be sheathed or purlins provided at by:text in the bracing section of the truss unless otherwise shown:.. ... spacing indicatedon design. output. Use T Or (.bracing 14. Bottom chords require lateral bracing at 10 ft. spacing, if indicated. Lumber design values are in accI.ordance with ANSI/TPI 1 or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss. designs rely on .lumber values BEARING established by:others. onne shown r f15 . Connections not wn are the responsibility others. Do not cut r: alter truss member p o prior 16. o emb or late without r' r Indicates location where bearings:'. approval'of an engineer. (supports) occur. Icons vary but .: ©2012 MiTekO All Rights Reserved 17. Install and load vertically unless indicated otherwise. reaction section indicates joint. number where.bearings occur:.: -- 18. Use of green or treated lumber.may pose unacceptable Min:size Shown is for crushing only. environmental, health or performance risks. Consult with project engineer before use. Industry Standards:- andpictures)before Reviewing alone ANSI/TP11: National Design Specification for Metal g 9 portions o this design: ront, back, words: 9 . P , ; . is not�sufficient, fo Plate Connected Wood Truss Construction. : s use. ev m pictures DSB-89: DesignStandpard for Brae 20 DNS Design 1 assumes Quality manufacture in accordance with 9• MiTek' BCSI: Building Component Safe Information, I C • Criteria. i Guide to Good.Practice for Handling, 21.The.design does not take into account any dynamic. Installing & Bracing of Metal Plate or other loads other than those expressly'stated. Connected Wood Trusses. MiTek Engineering Reference Sheet: MlI=7473 rev..5/1:9/2020