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HomeMy WebLinkAboutTrussfiF; �D 81 ENOINEERINO ASSOCIATES February 1, 2021 Building Department Ref - Lot: Subdivision: Address: Model: KA# Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: 258 Southhall Lane, Suite 200 Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 E: info@fdseng.com Website: www.fdseng.com Adams Homes Lot 120 BIk. 5 Fort Pierce - Waterstone 5342 San Benedetto Pl. 1820 C LHG 21-0685 Builders First Source 1/28/2021 2619201 160 C Julius Lee To whom it may concern, FES i ST. Lucie County, Permitting We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. ----Contractor or-sub=contractor is responsible -for matching -all structural components and details- --- shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. e���►' i c r i ��° Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 2/1/2021 Carl A. Brown, P.E. FL. # 56126 pABLO J ti F •. �r No g 64 •• N � w i r e a x%: • w 0 ' E OF Qti r A • 4t; A AL 10 Luis Pablo To 110 FL. # 87864 FDS Engineering Associates, A TSG Company "Your Building Code Experts" • • I' 11 1 11 11 11 ■1 '�ii' 11 iWE 1■ ■1 ' 1■ ■1 ______ _111 ■10N11111N111 - GI1■ _ tl 1■ - , �, ■1■� 11 -11 , ■1■�011 �111����. _ 00 W-OCLG :1 SEE SIMON ■1■�B 11 1� 1• 11 11 ■ �0 11 '■ 1 11 11 • 1' 11 ❑' Reviewed and Approved ❑ Revise and Resubmit ❑ Reviewed with Notations ❑ Not Reviewed (see explanation) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner FDS ENGINEERING ASSOCIATES Date: 02/01/2021 By: BH Submittal No.: Project No.: 21-0685 Project Eng.: Luis Project Name: Adana Homes - Fort Fierce - Waterston Lot 120 Blk 5 VERIFY ALL OIMEWMS AND COLM CONDITIONS PRIOR TO APPROVAL SOME CEILMG FRAMING REQUIRED N FIELD BY BUILDER CAUTIONM DO NOT ATTEMPT TO ERECT 1RUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-61 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. ye. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 0112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE Hatch Legend =W-0" aff ®10'-0" aff BUILDER: Adams Homes PROJECT: Single Family 160 MoDEL: 1820 C BLK ADDRESS: 1 6342 SAN BENEDETTO PL LOT/LOCK: 1 12015 S IVISION: I WATERSTONE TY: I FT PIERCE DRAWN BY: K SANCHEZ JOB d : 2619201 DATE: I 0112W2021 I SCALE: I NTS PLAN DATE: 1 2021 REVISIONS: 1.DEC 2020 2. 3. 4. 4408 Airport Road Plant City, FL 33563 Ph.(813) 305-1300 Fax (813) 305-1301 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. i MiTek' RE: 2619201 - LOT 120/5 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. ampa, FL 33610-4115 Customer Info: Adams Homes Port St Lucie Project Name: 2619201 Model: 1820 Lot/Block: 120/5 Subdivision: WATERSTONE Address: 5342 SAN BENEDETTO PIS, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 160 mph Roof Load: 37.0 psf ! Floor Load: N/A psf I This package includes 24 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No Seal# Truss Name Date 1 No Seal# Truss Name Date 1 T22630049 A01 1 /28/21 2 T22630050 A02 1/28/21, 3 T22630051 A03 1/28/21 4 T22630052 A04 1/28/21 5 T22630053 A05 1 /28/211 6 T22630054 A06 1/28/21' 7 T22630055 A07 1/28/21 8 T22630056 A08 1/28/21, 9 T22630057 A09 1/28/21, 10 T22630058 A10 1/28/21 11 T22630059 All 1/28/211 12 T22630060 A24 1/28/21, 13 T22630061 B01 1/28/21 14 T22630062 B01A 1/28/21, 15 T22630063 B01 B 1/28/21, 16 T22630064 B06 1/28/21'1 17 T22630065 C1 V 1/28/21 18 T22630066 C3V 1/28/21 19 T22630067 C5V 1/28/21 20 T22630068 D01 1/28/211 21 T22630069 D02A 1/28/21 22 T22630070 EN 1/28/21! 23 T22630071 E7VP 1/28/21 24 T22630072 H7V 1/28/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and Idesign codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has and independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. I FEB 2 3 ' 021 Lucie County, Permitting January 28,2021 Lee, Julius 1 of 1 Job Truss Truss Type City Ply LOT 120/5 WATERSTONE T22630049 2619201 A01 SPECIAL 8 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 2714:49:26 2021 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-3dO4GOmdeSeOrsdDrdxm? WG_VRP9q 14N?vdQlYzr7Ed r1-4-1 6-3-0 11-11-12 19-10-0 27-8-4 33-5-0 39-8-0 511-0-Q 1-4-0 6-3-0 5-8-12 7-10 4 7-10 4 5-8-12 6-3-0 1 4-01 4xl0 MT20HS 3.00 12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020ITP12014 LUMBER - TOP CHORD 2x4 SP M 31 *Except* 1-4,6-9: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 *Except* 13-14,10-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1793(LC 15), 8=1793(LC 16) 5x6 = 4x6 = CSI. DEFL. in (loc) I/defl L/d TC 0.91 Vert(LL) -0.63 10-11 >759 . 240 BC 0.90 Vert(CT) -1.15 10-11 >413. 180 WB 0.71 Horz(CT) 0.59 8 n/a n/a Matrix-MSH Scale = 1:72.4 4x10 MT20HS PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 197 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. WEBS 1 Row at midpt 6-11, 4-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-5905/2705, 3-4=-5621/2545, 4-5=-2780/1527, 5-6=-2739/1527, 6-7=-5299/2545, 7-8=-5593/2705 BOT CHORD 2-14=-2278/5679, 12-14=-1502/3876, 11-12=-680/2253, 10-11=-1502/3376, 8-10=-2278/5061 WEBS 5-11=-449f1175, 6-11 =-1 486/856, 6-10=-708/2011, 7-10=-260/287, 5-12=-449/1229, 4-12=-15741856, 4-14=-708/2191, 3-14=-246/287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity Of bearing surface. 8),?rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=797,8=797. January 28,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. shown, Design valid for use only with MiTek® connectors. This design is based only upon parameters sho, 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 MiTe�� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job * Truss Truss Typ6 City Ply LOT 12015 WATERSTONE T22630050 2619201 A02 SPECIAL 2 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 27 14:49:28 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-OOVgh4ntA4uk4Anczl zE4xLLGE6rIxrgSD6WpRzr7Eb r1-4-0 6-3-0 11-11-12 19-0-0 20-8-0 27-8-4 33-5-0 39-8-0 41-0-Q 1 0 6-3-0 5-8-12 7-0-4 1-8-0 7-0-4 5-8-12 6-3-0 5x8 % 3.00 F12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 6.00 12 3x4 = 5x6 = 5x6 = 39-8-0 5x8 Scale = 1:74.1 CSI. DEFL. in floc) 1/defl L/d PLATES GRIP TC 0.89 Vert(LL) 0.61 11-12 >787 240 MT20 244/190 BC 0.88 Vert(CT) -0.91 11-12 >522 180 MT20HS 187/143 WB 0.76 Horz(CT) 0.57 9 n/a n/a Matrix-MSH Weight: 218 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) I FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4905/2784, 3-4=-4621/2623, 4-5=-2726/17i 2, 5-6=-1932/1439, 6-7=-2726/1752, 7-8=-4621/2623, 8-9=-4905/2784 BOT CHORD 2-16=-2350/4717, 15-16=-1549/3216, 13-15=-776/1929, 12-13=-776/1929, 11 -1 2=-1 549/3091, 9-11 =-2351/4431 I WEBS 3-16=-282/293, 4-16=-742/1736, 4-15=-1216/792, 5-15=-573/1132, 5-13=-267/321, 6-13=-267/320, 6-12=-573/1068, 7-12=-1137/792, 7-11=-743/1605, 8-11=-296/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mpA; 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 Exte'rior(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 water ponding. I 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide *vill fit between the bottom chord and any other members. 1 8) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) .2=797, 9=797. I I ®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 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 ANS11rPl1 Qualify Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 January 28,2021 MiTek" 6904 Parke East Blvd. Tampa, FL 36610 r Job ; Truss Truss Type � Qty Ply LOT 120/5 WATERSTONE T22630051 2619201 A03 SPECIAL 2 1 Job Reference (optional) ouuuora nimouw w tr-iai a . Ly, rr.I, C".— Idly, "- J ." i o.43V s mov 3u zuzu mi I eK Inau5Rles, Inc. vvea Jan zr 14:48:z8 zuz1 rage 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-UC3DuQoVxN1 biJLoWIUTc8uVneSSI Onphts4Mtzr7Ea r1 4-0 6-3-0 11-11-12 ! 17-0-0 22-8-0 27-85 335-0 39 8 -0 41-0-Q 1-4-0 5-8-125-8-0 5-0-4 5-8-12 6-3-0 1-4-0 Scale = 1:75.2 .00 12 5x6 = 5 5x8 = 4xl0 MT20HS % 3.00 12 4x10 MT20HS 8-8-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 TCDL 7:0 Lumber DOL 1.25 BC 0.86 BCLL 0.0 * Rep Stress Incr YES WB 0.71 BCDL 10.0 Code FBC2020ITP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 *Except* 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.62 11-12 >769 240 MT20 244/190 Vert(CT) -1.12 11-12 >423 180 MT20HS 187/143 Horz(CT) 0.60 9 n/a n/a Weight: 202 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. WEBS 1 Row at midpt 4-14, 6-14, 7-12 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1799(LC 15), 9=1801(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or les's except when shown. TOP CHORD 2-3=-5904/2977, 3-4=-5589/2795, 4-5=-2863/1738, 5-6=-2546/1644, 6-7=-2773/1738, 7-8=-5320/2795, 8-9=-5644/2977 BOT CHORD 2-15=-2526/5637, 14-15=-1660/3794, 12-14=-1034/2565, 11-12=-1660/3367, 9-11 =-2526/51 10 WEBS 3-15=-294/324, 4-15=-797/2189, 4-14=-1428/799, 5-14=-420/998, 6-14=-251/253, 6-12=-420/1108, 7-12=-1355/799, 7-11=-797/2035, 8-11=-306/324 NOTES- ! 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mpft; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2R) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Extedor(2E) 3710-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load Of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should. verify Fapacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except.Qt=lb) 2=797, 9=797. r January 28,2021 ® 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 MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wit a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall W /� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing N6iTek` 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 busses and truss systems, see ANSI1nPI1 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 A Job + Truss Truss Typ Qty Ply LOT 12015 WATERSTONE T22630052 2619201 A04 SPECIAL 2 1 Job Reference o tional ounucw—.1—uroe tnaur'.'y, "1' nanr Illy, 11 - JJao r, 19-10.0 .I I I 6.00 12 5x6 = I 3x4 = 6 25 6 26 5x6 i 24 4 2x4 Z 3 1.5x8 STP = 23 2 16 15 14 29 30 0 1 8x14 MT20HS = 3x8 = 4x6 = 4x12 3.00 12 &B MT20HS \\ OAJU 5 IVUV JU LULU IVII I eK mousmes, Inc. Vvea Jan Li I4:4e:Ju LULI rage 1 4-10-0 5-5-7 3-7-9 5-11-1 '14-0' Scale=1:73.4 5x6 = 7 27 5x6 8 0 2x4 9 28 1.5xBSTP = 13 9 12 10 9 3x8 = Bx14 MT20HS = 11 1, w 0 4X12 3x8 MT20HS // 8-8-0 15-0-0 24-8-0 31-0-0 39-M 8-8-0 64-0 9-8-0 6-4-0 8-8-0 ' Plate Offsets (X,Y)-- [2:0-1-15,1-2-15], [2:0-2-14,Edge], [4:0-3-010-3-0], [5:0-3-0,0-2-0]; [7:0-3-0,0-2-0], [8:0-3-0,0-3-0], [10:0-1-15,1-2-15], [10:0-2-14,Edge], [12:0-7-0,0-3-8], [16:0-7-0,0-348] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.67 13-15 >715 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.16 13-15 >410 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 204 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: WEBS 2x4 SP No.3 5-3-0 oc bracing: 13-15. WEDGE WEBS 1 Row at midpt 4-15, 8-13 Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-335(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) Max Grav 2=1804(LC 15), 10=1804(LC 16) 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) Dries s except when shown. TOP CHORD 2-3=-5834/3030, 3-4=-5622/2947, 4-5=-3283/1933, 5-6=-2934/1832, 6-7=-2836/1832, 7-8=-3175/1933, 8-9=-5371/2947, 9-10=-5595/3030 BOT CHORD 2-16=-2565/5553, 15-16=-2182/4748, 13-15=-1410/3054, 12-13=-2182/4303, 10-12=-2565/5077 1 WEBS 4-16=-610/1626, 4-15=-1922/1023, 5-15=-527/1184, 7-13=-527/1190, 8-13=-1814/1023, 8-12=-610/1514, 6-15=-339/205, 6-13=-339/205 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 Extenor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2R) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, 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. 1 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8)$earing at joint(s) 2, 10 considers parallel to grain value using AINSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=797, 10=797. • I January 28,2021 ®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 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 At, building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITeIC* 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 ANSUPPN Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss TO Qty Ply LOT 120/5 WATERSTONE T22630053 2619201 A05 SPECIAL 1 1 Job Reference (optional) �rwwcia rn mown.e main i.uy, 111, rmin ­y, 11- - 0000r, o.43u s NUV aU LULU MI I eK mausines, Inc. vve0 Jan z/ 14:4`J:3z zuzl rage 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-unILWSrOEIPAZn4NCt2AEnWOGsT_Ej5FNg4kzCzr7EX r1-4-0 6-8-0 13-0-0 19-10-0 26-8.0 33-0-0 39-8-0 Al-0-Q 1 4-0 6-8-0 6-4-0 6-10-0 6-10-0 6-4-0 6-8-0 1-4-0 5x8 6.00 12 4I 23 5x6 i 22 3 1.5x8 STP = 21 14 a 2 0 1 6x12 MT20HS = 5x8 G 3.00 12 3x4 = 5x8 = 24 5 25 266 //N_ 27 5x6 7 13 12 11 10 3x4 = 4x6 = 3x4 = 6x12 MT20HS = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.62 10-11 >762 240 TCDL 7:0 LumberDOL 1.25 BC 0.94 Vert(CT)-0.9611-13 >498 180 BCLL 0.0 * Rep Stress Iricr YES WB 0.80 Horz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP M 31 *Except* 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1540(LC 1), 8=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten: -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4919/3101, 3-4=-4613/2924, 4-5=-3036/2083, 5-6=-3036/2083, 6-7=-4613/2924, 7-8=-4919/3101 BOT CHORD 2-14=-2640/4556, 13-14=-1511/2821, 11-13=-1772/3223, 10-11=-1511/2821, 8-10=-2640/4445 WEBS 3-14=-371/397, 4-14=-1038/1926, 4-13=-149/535, 5-13=-399/275, 5-11=-399/275, 6-11=-149/535, 6-1 0=-1 038/1815, 7-10=-378/397 Scale = 1:73.4 28 `�P= 89 5x8 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 190 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Extedor(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Exterior(2R) 22-8-6 to 30-7-10, Intedor(1) 30-7-10 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 2, 8 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=797, 8=797. January 28,2021 ® 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p /� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y�IT®Ke 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 ANS11TPll Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job I Truss Truss Typ Qty Ply LOT 120/5 WATERSTONE T22630054 2619201 A06 SPECIAL 1 1 Job Reference o tional tsunaers rlrstbource (mant ury, t-L), runt laity, rL - 335b1, 8.43U s Nov 3U 2UZU Mi I eK Industries, Inc. Wed Jan 27 14:49:33 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-M_JjknrO?cX1AxfZlbZPn 2BLFsEzE9PcUgHVezr7EW r1-4-0, 5-11-1 11-0-0 17-0-0 22-8-0 28-8-0 33-8-15 39-8-0 Al-0-0, 1 4-0 5-11-1 5-0-15 6;-0-0 5-8-0 " 0 5-0-15 5-11-1 1 4-0 5x6 = 4 5x8 ::7 3.00 F12 2x4 I 25 5 5x6 = 6 26 27 5x6 = 7 I 22-9-5 31-0-0 39-8-0 Scale = 1:72.0 M 0 29 1.5x8 STP = 0 910 ,o T 0 N , 5x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft -.Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.73 12-14 >656 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 1 BC 0.68 Vert(CT)-1.0314-15 >464 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.58 9 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-MSH Weight: 209lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6,6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing. BOT CHORD 2x4 SP M 31 *Except* 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3105, 3-4=-4608/2845, 4-5=-4142/2674, 5-6=-4142/2674, 6-7=-4145/2676, 7-8=-4608/2844, 8-9=-4916/3104 BOT CHORD 2-15=-2648/4483, 14-15=-1790/3279, 12-14=-2246/4158, 11-12=-1791/3281, 9-11=-2647/4442 i WEBS 3-15=-333/385, 4-15=-745/1516, 4-14=-511/1116, 5-14=-321/300, 6-12=-381/301, 7-12=-511/1117, 7-11=-742/1461, 8-11=-342/385 NOTES- 1) Unbalanced roof live loads have been considered for this design. 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 Extenor(2E) -1-4-0 to 2-7-10, 1merior(1) 2-7-10 to 7-0-6, Extedor(2R) 7-0-6 to 14-11-10, 1nterior(1) 14-11-10 to 24-8-6, Exterior(2R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .will fit between the bottom chord andany other members. ' 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. f 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 02=797,9=797. ' A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 January 28,2021 WOW 6904 Parke East Blvd. Tampa, FL 36610 Job . Truss Truss Typ6 Qty Ply LOT 120/5 WATERSTONE T22630055 2619201 A07 SPECIAL 1 1 Job Reference o tional builders f-irst5ource (Plant Gity, FL), Plant city, FL - 33567, j 8.43U s Nov 3U 2U2U MI I eK Industries, Inc. Wed Jan LI 14:49:34 ZU21 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-gAs6x7semwfuo5EmJ 14eJCbOSfFJigwYgBZr14zr7EV r1-4-0, 4-6-5 9-0-0 15-10-8 23-9-8 30-8-0 35-1-11 39-8-0 Al-0-q 1-4-0 4-6-5 4-5-11 6-10-8 7-10-15 6-10-8 4-5-11 4-6-5 Scale = 1:72.0 I 5x6 = 3x4 = 5x8 = 5x6 = 6.00 12 4 27 28 29 5 6 3031 32 7 ION 3x4 i 3x4 rr 1.5x8 STP = 3 26 833 N 25 34 1.5x8 STP = 0 2 17 16 15 14 13 12 91 10 M N 0 1 18 5x6 = 3x4 =' 3x6 = 3x4 = 5x6= 11 I� 2x4 II 3x4 = 2x4 II 3x6 3.00 12 3x6 39-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.50 Vert(CT) 0.1715-16 >942 180 BCLL 0.0 * Rep Stress Incr NO I WB 0.59 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 187 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=212(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-288(LC 10), 9=-302(LC 10), 16=-686(LC 10), 13=-715(LC 10) 1 Max Grav All reactions 250 lb or less atjoint(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) Cries S rless except when shown. TOP CHORD 2-3=-947/494, 3-4=-338/135, 4-5=-325/669, 5-6-7-58/715, 6-7=-348/707, 7-8=-471/221, 8-9=-1083/570 BOT CHORD 2-18=-291/979, 17-18=-295/986, 16-17=-23/293; 15-16=-328/181, 13-15=-426/296, 12-13=0/332, 11-12=-365/945, 9-11=-359/937 WEBS 3-17=-599/468, 4-17=-51/419, 4-16=-986/630, 5116=-792/685, 5-15=-520/206, 6-15=-489/297, 7-12=-72/391, 8-12=-588/458, 6-113=-773/671, 7-13=-997/703 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mp6; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(21R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 26-8-6, Exterior(21R) 26-8-6 to 34-7-10, Interior(1) 34-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANS1lTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)wProvide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 2, 302 lb uplift at joint 9, 686 lb uplift at joint 16 and 715 lb uplift at joint 13. j 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 they are correct for the intended use of this truss. 1.9) In the LOAD CASE(S) section, loads applied to the face of theltruss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: :ontinued on oaoe 2 January 28,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI14473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job , Truss Truss Type My Ply LOT 120/5 WATERSTONE T22630055 2619201 A07 SPECIAL 1 1 Jab Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, ! 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 27 14:49:34 2021 Page 2 ID:193QG WBBpX3jR187zeOm7kz5?ad-gAs6x7semwfuo5EmJ 14eJCbOSfFJigwYg8Zr14zr7EV LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-4=-54, 4-7=-54, 7-10=-54, 17-19=-20, 12-17=-20, 12-22=-2b 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=105, 2-25=59, 25-26=47, 4-26=70, 4-28=70, 28-31=47, 7-31=70, 7-33=70, 33-34=47, 9-34=59, 9-10=105, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-113, 2-25=-67, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56, 9-34=67, 9-10=113 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber IncreaseL1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=3, 2-4=-41, 4-7=-41, 7-9=-41, 9-10=3, 17-19'==-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-17, 2-4=27, 7-9=-27, 9-10=17 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-4=13, 449=45, 29-32=26, 7-32=16, 7-9=31, 9-10=21, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-4=31, 4-27=16, 27-30=26, 7-30=45, 7-9=13, 9-10=42, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-26, 2-4=-36, 4-7=-16, 7-9=5, 9-10=15, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-29, 2-4=-19, 7-9=-22', 9-10=-12 10) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber,' Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-4=45, 4=7=45, 7-9=45, 9-10=74, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-82, 2-4=-54, 7-9=54, 9-10=82 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16, 9-10=45, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-53, 2-4=-25, 7-9=25, 9-10=53 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-,19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 15) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-53, 2-4=-61, 4-7=-45, 7-9=-30, 9-10=-22, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-9=-61, 9-10=-53, 117-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-22, 2-4=-14, 7-9=-17, 9-10=-9 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 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 (pig Vert: 1-2=-37, 24=45, 4-7=45, 7-9=-45, 9-10=-37, 1;7-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 Ys 9 9 verify applicability .-.....___._.__ ®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 veri the a licabili 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 ANS//7P/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job r Truss Truss Type Qly Ply LOT 120l5 WATERSTONE T22630056 2619201 A08 SPECIAL 1 1 Job Reference o tional oununrs rnatouu— tndnL uity, rt_I, ndnt uny, rL - OOJo r, I o.4au 5 IVov OV GUGa M I eK mauslnes, Inc. vveo Jan z/ 14:4y:3J zuz-I rage 1 ID:193QG W BBpX3jR187ze0m7kz5?ad-IMQU9TtGXDnIQEpytObtsP8YU3VJ R2Xi3oJOZXzr7EU r1.4-0, 7-0-0 12-3-1 1.6-0-8 _19-10-0 22-5-14 26-3-5 32-8-0 39-8-0 Al-O-Q 1-4-0 3-9-8 3-9-8 2-7-14 3-9-8 6-4-11 7-0-0 1-4-0 I I Scale = 1:72.0 5x6 = 3x8 = 2x4 II 5x6 = 5x12 = 3x4 = 5x6.= 6.00 12 3 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 9 RR 1.5x8 STP = 1� 1.5x8 STP = 1m if 1 2 5x8 — 36 37 38 39 40 15 14 41 42 43 44 45 46 5x1212 10 11 Iy In 6x8 = 3x6 = 6x8 = I 3x8 = 3x6 3.00 12 3x6 I i i 77-1-8 12-3-1 12rfj-0 19-10-0 26-2-0 26?-5 32-6-8 39-8-0 7-1-8 5-1-9 0-2-'15 7-4-0 6-4-0 0-1-5 6-3-3 7-1-8 Plate Offsets (X,Y)— [2:0-0-10,Edge], [3:0-3-0,0-2-0], [4:0-3-8,0-''1-8], [7:0-3-0,0-370], [8:0-3-8,0-2-8], [9:0-4-0,0-2-8], [10:0-0-10,Edge], [12:0-8-0,0-0-8], [13:0-3-8,0-3-0], [16:0-3-8,0-3-0] [17:0-5-4,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 14-16 >696 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 14-16 >630 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-MSH Weight: 177lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-356(LC 8), 10=-429(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=-1038/444, 4-5=-573/923, 516=-856/1302, 6-7=-856/1302, 7-8=-866/1022, 8-9=-1360/708', 9-10=-1598/7291 BOT CHORD 2-17=-263/1089, 16-17=-923/751, 14-16=-529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-102/288, 4-16=-1311/939, 5-16=-1398/1438, 5-14=-602/680, 6-14=-421/437, 7-14=-775/753, 7-13=-1427/1490, 8-13=-1441/1137, 9-12=-14/366, 4-17=-1017/2098, 8-12=-1419/2494 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mp1 ; 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 nonconcurreht with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify -capacity of bearing surface. 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 2, 429 lb uplift at joint 10, 1695 lb uplift at joint 16 and 1859 lb uplift at joint 13. I 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, January 28,2021 ontinued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job . Truss Truss Type Qty Ply LOT 120/5 WATERSTONE T22630056 2619201 A08 SPECIAL 1 1 Job Reference o tional tjunaers t-irstsource (Flan[ cny, t-L), Flant city, I-L - 33bb 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 2714:49:35 2021 Page 2 ID:193QG WBBpX31RI87zeOm7kz5?ad-IMQU9TtGXDnIQEpytObtsP8YU3VJR2Xi3oJOZXzr7EU NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 lb up at 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111 lb down and 197 lb up at 19-0-12, 111 lb down and 197 lb up' at 20-7-4, 111 lb down and 197 lb up at 22-7-4, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197 lb up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and 111 lb down and 197 lb up at 30-7-4, and 175 lb down and 356 lb up at 32-8-0 on top chord, and 353 lb down and 128 lb up at 7-1-8, 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,I92 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 32-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) I Vert: 1-3=-54, 3-9=-54, 9-11 =-54,17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (lb) Vert: 3=-175(B)7=-111(B)9=-175(B)17=-330(B)15=-46(B)12=-330(B)24=-111(B)25=-111(B)26=-111(B)28=-111(B)29=-111(B)30=-111(B)31=-111(B) 32=-4616(B)33=-111(6)34=-111(B)35=-111(B)36=-46(B)37=-46(B)38=-46(B)39=-46(B)40=-46(B)41=-46(B)42=-46(B)43=-46(B)44=-46(B)45=-46(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-3=13, 3-27=45, 27-34=26, 9-34=16, 9- 0=31, 10-11=21, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Concentrated Loads (lb) Vert: 3=1 30(B) 7=1 56(B) 9=257(B) 17=1 08(B) 15=-23(B) 12=1 08(B) 24=1 36(B) 25=1 36(B) 26=1 36(B) 28=1 56(B) 29=1 56(B) 30=1 56(B) 31 =1 56(B) 32=1 56(B) 33=156(B)34=156(B)35=165(B)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B)41=-23(13)42=-23(B)43=-23(B)44=-23(B)45=-23(B)46=-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, 3-25=16, 8-25=26, 8-9=45, 9-10I 13, 10-11=42, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Concentrated Loads (lb) Vert: 3=159(B) 7=156(B) 9=246(B) 17=108(B) 15=-23(B) 12=108(B) 24=165(B) 25=156(B) 26=156(B) 28=156(B) 29=156(B) 30=156(B) 31=156(B) 32=156(B) 33=136(B)34=136(B)35=136(13)36=-23(B)37=-23(B)i38=-23(B)39=-23(B)40=-23(B)41=-23(B)42=-23(B)43=-23(B)44=-23(B)45=-23(B)46=-23(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 1 t=ib=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=5413) 7=197(B) 9=315(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B) 31=197(B) 32=197(B) 33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B),38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 17118=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=356(B)17=128(B)15=-13(B 12=128(B)24=197(13)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) I Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert: 3=130(B)7=136(B)9=214(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=136(B)29=136(B) 30=1 36(B) 31 =1 36(B) 32=1 36(B) 33=1 36(B) 34=1 36(B� 35=1 36(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(13) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=116(B)7=165(B)9=271(B)17=108(B)15=-23(B)12=108(B)24=165(B)25=165(B)26=165(B)28=165(B)29=165(B) 30=165(B)31=165(B)32=165(B)33=165(B)34=165(B)35=165(8)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumberllncrease=1.60, Plate Increase=1.60 Uniform Loads (plf) I Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 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)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B) 30=197(B)31=197(B)32=197(B)33=197(B)34=197(8)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(13) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumbe I r Increase=1.60, Plate Increase=1.60 Uniform Loads (pig • Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 r ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5l19/2020 BEFORE USE. ��' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall piTek" building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iw fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI 11 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 9 Truss Truss Type Qty Ply LOT 120/5 WATERSTONE T22630056 2619201 A08 SPECIAL 1 1 ' Job Reference o tional Builders First5ource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 27 14:49:35 2021 Page 3 ID:193QG WBBpX3jR187zeOm7kz5?ad-IMQU9TtGXDnIQEpytObtsP8YU3VJR2Xi3oJOZXzr7EU LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B) 7=1 97(B) 9=335(B) 17=1 28(B) 1 5=-1 3(B) 12=1 28(B) 24=1 97(B) 25=1 97(B) 26=1 97(B) 28=1 97(B) 29=1 97(B) 30=1 97(B) 31 =1 97(B) 32=1 97(B) 33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 13) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. 1t) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-3=-61, 3-9=-45, 9-10=-30, 10-11=-22, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) i Vert: 3=-19(B)7=145(B)9=232(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37=-13(B)38=-13(13)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-22, 2-3=-14, 9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=262(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(13) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st 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, 10-1 1=-37,17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(8) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11 =-37,17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2=3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=1 45(B) 9=247(B) 17=76(B) 15=-1 3(B) 12=76(B) 24=1 45(B) 25=1 45(B) 26=1 45(B) 28=1 45(B) 29=1 45(B) 30=1 45(B) 31 =1 45(B) 32=1 45(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(13)45=-13(B)46=-13(B) ® 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 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 MITe'Cs is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7rPl1 Quality Criteria, DSB•89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job P Truss Truss Type Qty Ply LOT 120/5 WATERSTONE T22630057 2619201 A09 SPECIAL 1 1 Job Reference (optional) Builders FirstScurce (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 27 14:49:36 2021 Page 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-nY_sMpuvlXvb1008Rj660dghGTgwAX2rlS2x6zzr7ET r1-4-0, 6-8-0 13-0-0 19.10-0 21-0-0 23-10-0 26-8-0 33-0.0 39-8-0 41-0 Q '1-4-0' 6-8-0 6-4-0 ' 6-10-0, i-2-0' 2-10-0 2-10-0 6-4-0 6-8-0 1-4-0 5x8 = 5x6 i 3x6 = 6x12 MT20HS Scale=1:75.1 5x8 3.00 F12 5x8 c 8-8-0 LOADING (psfl SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress ]nor YES BCDL 10.0 Code FBC2020fTP12014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-4,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 *Except* 14-16,12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) Max Grav 2=1540(LC 1), 10=1540(LC 1) 31-M j CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.95 Vert(LL) 0.6312-13 >757 240 MT20 2441190 BC 0.94 Vert(CT) -0.96 13-15 >497 180 MT20HS 187/143 WB 0.81 Horz(CT) 0.60 10 n1a nla Matrix-MSH Weight: 199 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. Except: 1 Row at midpt 6-8 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3040, 3-4=-4613/2864, 4-5=-3032/2004, 5-6=-3037/1932, 6-8=-2899/1832, 8-9=-4664/2728,9-10=-4929/2866 BOT CHORD 2-16=-2647/4620, 15-16=-1516/2827, 13-15=-1718/3209, 12-13=-1412/2856, 10-12=-2425/4456 ' WEBS 3-16=-368/396, 4-16=-1041/1945, 4-15=-103/484, 5-15=-339/221, 5-13=-415/327, 8-13=-186/531, 8-12=-942/1816, 9-12=-298/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; 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 EXteflor(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(1) 16-11-10 to 21-0-7, Exterior(2R) 21-0-7 to 23-10-0, Exterior(2E) 23-10-0 to 26-4-1, Interior(1) 26-4-1 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain.loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7p* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using A'NSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9,) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 10. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. January 28,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before'use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing °' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the /�iTeK• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS17rP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Temp., FL 36610 Job Truss Truss Type Qty Ply LOT 120/5 WATERSTONE T22630058 2619201 A10 SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 2714:49:38 2021 Page 1 ID:193QGWBBpX3jR187ieOm7kz5?ad jx6cnVv9g89JHiYXY88aU2m00GaZeVM8lmX2Aszr7ER 1-4-0 5-11-1 11-0-0 16-10-1 19-M 22-9-15 2 -10 0 28-8-0 33-8-15 39-8-0 1-0- 1-4-0 5-11-1 5-0-15 5-10-1 2-1-15 3-9-15 0-1 4-10-0 5-0-15 5-11-1 Scale=1:75.1 5xB 3.00 12 5x8 Zz 39-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.68 15-17 >704 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.95 17 >499 180 MT20HS 187/143 BCLL 0.0 Rep Stress [nor YES WB 0.56 Horz(CT) 0.55 12 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-MSH Weight: 228lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,10-13: 2x4 SP M 31 Except: BOT CHORD 2x4 SP M 31 *Except* 1 Row at midpt 6-7, 7-10 16-18,14-16: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 7 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 12=-797(LC 10) Max Grav 2=1540(LC 1), 12=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or les's except when shown. TOP CHORD 2-3=-4912/3208, 3-4=-4607/2953, 4-5=-4155/2803, 5-6=-4155/2803, 6-7=-3887/2655, 7-9=-3697/2494, 9-10=-3697/2494, 10-11 =-471 3/2868,11-12=-4921/3021, 6-8=-336/262, 8-10=-359/270 BOT CHORD 2-18=-2784/4606, 17-18=-1907/3299, 15-17=-2254/3973, 14-15=-184413338, 12-14=-2569/4446 WEBS 3-18=-326/377, 4-18=-785/1550, 4-17=-577/1023, 5-17=-457/439, 7-17=-172/405, 7-15=-293/294, 10-15=-471/888, 10-14=-703/1474, 11-14=-229/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Ezterior(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, Extedor(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)r * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 2, 12 considers parallel to grain value using ANSIlrP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. a) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 12. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. January 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev. 5/1912020 BEFORE USE. Design valid for use only with 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 A 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 ANS/1rPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 120/5 WATERSTONE T22630059 2619201 A11 SPECIAL 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 2714:49:41 2021 Page 1 ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-7Wof PXyl 63Xu89G6DGiH5gNXpUYErnIaRkminAzr7EO r1-4-0, 6-3-0 9-0-0 17-0-0 20-1-8 23-10-0 11-6-0 39-8-0 41-0-Q 1 4 0 6-3-0 2-9-0 8-0-0 3-1-8 3-8-8 7-8-0 8-2-0 3x6 % 3.00 12 5x6 = 14 13 --- -- .. 4x6 = 3x6 = 6x8 = 39-8-0 Scale=1:73.7 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.26 11-13 >887 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.40 11-13 >582 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) -0.02 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 198 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. Except: 6-13: 2x4 SP No.3, 9-12: 2x4 SP No.1 3-4-0 oc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 94-8-0 Max Horz 2=351(LC 9) Max Uplift 2=-495(LC 10), 13=-614(LC 10), 9=-482(LC 10) Max Grav 2=911(LC 15), 13=1807(LC 15). 9=1002(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2386/1504, 3-4=-2061/1313, 4-5=-1309/930, 5-6=-245/302, 6-7=-205/413, 7-8=-1244/782, 8-9=-1366/742 BOT CHORD 2-17=-1231/2415, 16-17=-854/1893, 15-16=-4731773, 13-15=-1016/719, 11-13=0/251, 9-11=-454/1151 i WEBS 3-17=-327/308, 4-17=-352/913, 4-16=-530/308, 5-16=-141/814, 5-15=-1061/824, 7-13=-688/240, 7-11=-466/1148, 8-11=-537/503' NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Extedor(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-10-6, Extedor(2R) 19-10-6 to 27-9-10, 1ntedor(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, with BCDL = 10.Opsf. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSIrTPI 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 495 lb uplift at joint 2, 614 lb uplift at joint 13 and 482 lb uplift at joint 9. January 28,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe'(� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ■ Truss Truss Type Qty Ply LOT 120/5 WATERSTONE T22630060 2619201 A24 SPECIAL 1 1 Job Reference o lional tiutlaers hlrst jource (Plant L:ny, rL), Plant la[y, rL - JJb6/, 6.4JU S Nov JU ZUZU MI I eK In ustrieS, Inc. Vvea Jan 2t 14:49:43 2UZ1 Page 1 I D:3xl?Yd6 RbYnXO16 Sf6ghjjz4cnz-3vvVq Cz lehncNTQU Lhkl B5TxyH D IJINtv2Fp r3zr7EM r1-0-0, 7-0-0 9-2-2 , 1%8-0 , 15-0-0 ,17-1-13 1 20-1-8 , 23-10-0 30-11-8 35-4-2 111 0 41-N 1 4-0 7-0-0 2-2-2 3-5-14 2 4-0 2-1-13 2-11-11 3-8-8 7-1-8 4 4-9 4-3-14 1 4-0 3x8 11 8x12 5x6 % 3.00 F12 15-9.4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 7.0 Lumber DOL 1.25 BC 0.95 BCLL 0.0 Rep Stress Incr NO WB 0.64 BCDL 10.0 Code FBC202011 PI2014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-22: 2x8 SP 240OF 2.0E, 19-21: 2x6 SP M 26, 8-1,7: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-4-0, 12=0-8-0 Max Horz 2=351(LC 7) Max Uplift 2=-709(LC 8), 17=-905(LC 8), 12=-431(LC 8) Max Grav 2=1171(LC 1), 17=2119(LC 2), 12=965(LC 14) 5x6 = 9 18 17 — 6x12 MT20HS 3x4 = 3x6 = 3x6 = Scale = 1:73.7 3x6 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.27 23 >891 240 MT20 244/190 Vert(CT) -0.34 23 >725 180 MT20HS 187/143 Horz(CT) -0.03 17 n/a n/a Weight: 227 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-9-6 oc bracing. Except: 6-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 9-17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3391/1822, 3-4=-3057/1795, 4-5=-3044/1865, 5-6=-3427/2073, 6-7=-1394/1009, 7-8=-290/543, 8-9=-238/458, 9-10=-716/373, 10 111=-1419/542, 11-12=-1526/559 BOT CHORD 2-24=-1494/3064, 23-24=-1469/3036, 22-23=-912/1676, 5-21=-243/260, 20-21=-1087/1935, 19-20=-228/455, 17-1 9=-1 116/722, 8-19=-270/228, 14-16=-233/946, 12-14=-372/1319 1 WEBS 3-24=-433/1145, 3-23=-346/31, 4-23=-219/286, 21-23=-668/1422, 6-21=-802/1678, 6-20=-1539/980, 7-20=-847/1623, 7-19=-11191684, 9-17=-991/257, 10-16=-681/424, 10-14=-69/464, 9-16=-267/819 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 8r Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709 lb uplift at joint 2, 905 lb uplift at joint 17 and 431 lb uplift at joint 12. 1A) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 156 lb up at 7-0-0, and 111 lb down and 197 lb up at 9-0-12, and 111 lb down and 197 lb up at 11-0-12 on top chord, and 353 lb down and 124 lb up at 7-1-8, and 92 lb down at 9-0-12, and 92 lb down at 11-0-12 on bottom chord. The design/selection of such connection 3ontfd&1dde4n)0a6Wresponsibility of others WARNING - Veri(y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTekOO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek" is always required for stability and to prevent collapse with possible personal inJury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIyrPN Quality Criteria, DSB-89 and SCSI Building Component 6904.Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway; Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job . Truss Truss Type Qty Ply LOT 120/5 WATERSTONE T22630060 2619201 A24 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, { 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 2714:49:43 2021 Page 2 I D:3xt?Yd6 RbYnX016Sf6 q hA z4cnz-3vvV q Cz leh n c NTQU Lh k1 B5TxyH D IJ I Nlv2Fpr3zr7EM NOTES- 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-13=-54, 24-25=-20, 22-24=-20, 19-21=-20, 17-18=-20, 17-28=-20 • Concentrated Loads (lb) Vert: 3=-159(F) 24=-312(F) 23=-46(F) 4=-111(F) 31=-111(F) 33=-46(F) ® WARNING -Verify design parameters 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 buildingcomponent, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p j�1Tel�' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � Ill fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7P11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highwayl Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job r Truss Truss Type Qly Ply LOT 12015 WATERSTONE T22630061 2619201 B01 SPECIAL, 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 2714:49:43 2021 Page 1 ' ID:193QGWBBpX3jR187zeOm7kz5?ad-3vvVgCzlehncNTQULhkIB5TwjHCwJhstv2Fpr3zr7EM 8-6-0 11-10-0 19-6-0 27-8-0 29-0-0 1-4-0 8-6-0 3.4-0 7-8-0 8-2-0 1-4-0 4x6 = ' 3x6 = 1.5x8 STP = 7x10 = 3x6 11 7-10-0 Scale = 1:56.9 7-10-0 0- -0' 975-12 110-2-4 Plate Offsets (X,Y)-- [2:0-2-10,0-1-8][5:0-4-0,0-3-0],[10:0-6-4,0-3-8] LOADING (psi) SPACING- 2-0-0 i CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.34 10-13 >280 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.43 8-16 >543 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) -0.01 9 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-MSH Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 3-9: 2x4 SP ND.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 9=0-8-0, 6=0-8-0 Max Horz 2=317(LC 9) Max Uplift 2=-403(LC 10), 9=-615(LC 10), 6=-460(LC 10) Max Grav 2=350(LC 19), 9=1097(LC 1), 6=823(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-82/311, 4-5=-950/743, 5-6=-1089/718 BOT CHORD 2-10=-268/183, 9-1 0=-1 020/923, 3-10=-414/452; 6-8=-432/901 WEBS 4-10=-716/311, 4-8=-466/843, 5-8=-533/527, 8-10=-14/275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph); TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2E) 25 10-6tD 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumbeir DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 2, 615 lb uplift at joint 9 and 460 lb uplift at joint 6. January 28,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1,9/2020 BEFORE USE. Design valid for use only with MrrekO connectors. This 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/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 Qty Ply LOT 120/5 WATERSTONE T22630062 2619201 B01A SPECIAL 3 1 Job Reference o tional t3uuaers rlrsioource Irian[ cny, t-L), mam cny, rL - 33Ob/, 6.43U S NOV 3U 2UZU MI I eK Inauslnes, Inc. vvea Jan'2/ 14:49:44 LU21 rage 1 I D:193QGWBBpX3jRl87zeOm7kz5?ad-Y5Tu2Y_wP_wT?d?hvPFJJ?51hbM27cO7i_NOVzr7EL 19-6-0 27-8-0 ,2M-0 ' 1-4-0 ' 8-6-0 3-4-0 7-8-0 R 4x6 = 4 6.00 12 2x4 III g 21 i 20 � 2 ;I 1 0 23 11 24 25 8 3x4 — 3x4 = 3x12 MT20HS 11 10 i 6x8 1.5x8 STP = I 6xl2 MT20HS = Scale = 1:57.8 5x8 5 22 6 7 I" o o -o • : cv 3x4 27-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.28 8-9 >855 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0,77 Vert(CT) -0.40 8-9 >587 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) -0.05 9 n/a nla BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-2 cc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-10,6-8: 2x4 SP No.1 8-5-3 cc bracing: 6-8. WEBS 2x4 SP No.3 6-0-0 cc bracing: 9-11 WEDGE WEBS 1 Row at midpt 4-9 Left: 2x6 SP No.2 REACTIONS. (size) 9=0-8-0, 6=0-8-0, 2=0-4-0 Max Horz 2=314(LC 9) Max Uplift 9=-414(LC 10), 6=-497(LC 10), 2=-565(LC 10) Max Grav 9=1045(LC 15), 6=1050(LC 16), 2=49 I(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-391/360, 3-4=-313/510, 4-5=-13561857, 5-6=-1474/812 BOT CHORD 9-11=-401/552, 3-11=-365/380, 8-9=10/369, 6-8=-515/1247 WEBS 4-9=-557/163, 4-8=-481/1148, 5-8=-537/524 NOTES- 1) Unbalanced roof live loads have been considered for this desig T. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mpl�; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2E) 25-'0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 414 lb uplift at joint 9, 497 lb uplift at joint 6 and 565 Ito uplift at joint 2. i 4 l January 28,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only tjpon 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 ANS11FPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job . Truss Truss Type City Ply LOT 120/5 WATERSTONE I T22630063 2619201 B01B SPECIAL 1 1 Job Reference optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 27 14:49:45 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-OH1 GFu?YA12KcnatS6nDGWYFX5uNnZkAMMkwwyzr7EK -1-4-0 , 8-6-0 11-11-0 19-6-0 27-6-0 zs-ao 1-4-0 ' B-6-0 ' 3-0-0 7-8-0 8-2-0 4x6 = Scale = 1:54.6 '6x8 = 5xe = s-210 7-10-0 a;1,p t74-1 27-8-0 7-10-0 0 e-0-5 10.1-11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 7.0 Lumber DOL 1.25 BC 0.98 BCLL 0.0 Rep Stress Incr YES WB 0.97 BCDL 10.0 Code FBC2020ITP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3-9: 2x6 SP No.2 WEBS 2x4 SP No.3 j REACTIONS. (size) 9=0-4-0, 6=0-8-0 Max Horz 9=314(LC 9) Max Uplift 9=-834(LC 10), 6=-334(LC 10) Max Grav 9=1811(LC 15), 6=824(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-641/949, 3-4=-182/546, 4-5=-854/408, 5-6=-972/364 BOT CHORD 2-11=-802/768, 9-11=-831/582, 3-11=-633/575, 8-9=-200/414, 6-8=-115/801 WEBS 4-9=-1093/688, 4-8=-518/1150, 5-8=-546/528 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.25 8-9 >933 240 MT20 244/190 Vert(CT) -0.51 11-14 >198 120 MT20HS 187/143 Horz(CT) 0.01 6 n/a n/a Weight: 139 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 2-2-0 oc bracing: 9-11 WEBS 1 Row at midpt 4-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Extedor(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 lb uplift at joint 9 and 334 lb uplift at joint 6. January 28,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD20601 Tampa, FL 36610 Job A Truss Truss Type Qty Ply LOT 12015 WATERSTONE T22630064 2619201 B06 GABLE 1 1 Job Reference o tional uunaers mrsiaource trtani uny, rl-I, ream uny, M - 0a001, 1-4-0 ' 8-6-0 1 3-4-0 5x8 11 2x4 II 8 6.00 12 x4 I 7 6 2x4 II 37 2x4 11 5 3x4 i 4 36 3 25 ro 2 3x12 MT oI1 8-0-8 24 23 0 4 8 5x8 = 4x10 MT20HS — 2x4 I I 2x4 11 8-0-0 0.4JU S NOV SU ZUZU MI I eK mausmes, Inc. vvea Jan zt 14:4S:4t zuzi rage 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-yg9OgaOoiv12s4kGaXphLxdeGvdXFcmTggD1_gzr7El 19-6-0 27-8-0 ,29-0-0 7-8-0 8-2-0 19 9' 2x4 11 2x4 II 2x4 I I 6 5x6 12 27 3x6 C x8 I 1338 Scale: 3/16"=l' — 14 c? o Z 1. N N 0-U2 20 19 18 17 16 5x8 II " TP = 2x4 11 2x4 11 2x4 11 270;tQ0= 3x4 = oxa — Zx4 11 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.27 24 >354 240 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.36 16-35 >642 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.05 21 n/a n/a BCDL 10.0 Code FBC2020fTPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 JOINTS OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 21=0-8-0, 14=0-8-0 Max Horz 2=312(LC 9) Max Uplift 2=-509(LC 10), 21=-541(LC 10), 14=-535(LC 10) Max Grav 2=351(LC 19), 21=1109(LC 1), 14=899(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-257/285, 4-5=-247/267, 5-6=-243/283, 6-7-223/448, 7-8=-199/437, 5-9=-941l856, 9-10=-969/803, 10-11=-939/757, 11-12=-1013l710, 12-14=-1122/704 BOT CHORD 21-22=-511/700, 6-22=-381/497, 14-16=-380/951 WEBS 21-25=-668/158, 8-25=-742/186, 8-26=-520/8561 26-27=-520/853, 16-27=-496/842, 12-16=-477/318 1 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 190 lb FT = 20% Structural wood sheathing directly applied or 4-4-8 cc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 25, 26, 27 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mpl1; 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 Extenor(2E) -2-0-0 to 1-11-10, Interior(1) 1-11-10 to 7-8-14, Exterior(2R) 7-8-14 to 15-10-0, Interior(1) 15-10-0 to 25-8-6, Extedor(2E) 251,8-6 to 29-8-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 509 lb uplift at joint 2, 541 lb uplift at 'joint 21 and 535 lb uplift at joint 14. i k Jdnudry co,cu4 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated. is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANS11rP11 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 u Truss Truss Type Qty Ply LOT 120/5 WATERSTONE T22630065 2619201 C1V SPECIAL'. 6 1 Job Reference c tional t3u6ders Firstbource (Plant City, FL), Plant City, FL - 33567,= 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 2714:49:48 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-QsjOtw1 QTDQuUEIS8EKwu9AwZl8k_9bc2KyaXGzr7EH -1-4-0 0-11-4 I 1-4-0 0-11-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.23 TCDL 7.0 Lumber DOL 1.25 BC 0-.04 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical! Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Grav 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or lesis except when shown. Scale = 1:7.6 0 m 0 1 � � 19IQ .0 DEFL. in (loc) I/de0 L/d PLATES GRIP Vert(LL) 0.00 7 >999 240 MT20 244/190 Vert(CT) 0.00 7 >999 180 Horz(CT) 0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3, 181 lb uplift at joint 2 and 14 lb uplift at joint 4. January 28,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020BEFORE 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 WIF a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WOW 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 ANShTPll 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 X Truss Truss Type City Ply ERSTONE T22630066 2619201 C3V SPECIAL 6 =opti onal Builders FirstSource (Plant City, FL), Plant City, FL - 33567, i 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 27 14:49:48 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-QsjOtwl QTDQuUEIS8EKwu9AwZ17Y_9bc2KyaXGzr7EH -1-4-0 2-11-4 1-4-0 2-11-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 TCDL 7.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:12.7 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.01 4-7 >999 240 MT20 244/190 Vert(CT) -0.01 4-7 >999 180 Horz(CT) 0.00 3 n/a n/a Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte'dor(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 atjoint(s) 2 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 57 lb uplift at joint 3 and 149 lb uplift at joint 2. January 28,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII.7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall qITe'C� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the " fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPN Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job • Truss Truss Type Qty Ply LOT 120/5 WATERSTONE T22630067 2619201 CSV SPECIAL 6 1 Job Reference (optional) Cuiiaers Firstboufce (Plant L:IIy, t-L), F'lant GI[y, FL - 66bb 1, -1-4-0 i3.4:SU S NOV 6U LULU MI I eK mOustrles, Inc. We0 Jan Lf I4:4u:4y LULI rage I ID:193QG WBBpX3jR187zeOm7kz5?ad-u3Gn5G22EXY150tehyr9QMjO7iOljcrmH_i83jzr7EG 4-11-4 Scale = 1:17.6 Plate Offsets (X,Y)-- [2:0-0-15,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.06 4-7 >925 240 MT20 244/190 TCDL 7.0 Lumber -COL 1.25 BC 0.44 Vert(CT) -0.07 4-7 >875 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 ` Matrix -MP 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 purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-112(LC 10), 2=-161(LC 10) Max Grav 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. t 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 Extenor(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 atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 161 lb uplift at joint 2. January 28,2021 i ® 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 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 A�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing � is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the p piTe fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIf 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 LOT 120/5 WATERSTONE T22630068 2619201 D01 Common 2 1 Job Reference (optional) ouuuers mrstouurce triant uny, rLl, Mani %lily, rL - aaool, -14-0 5-8-0 5-8-0 o.48U s Nov ou Zuzu MI I eK Inaustrles, Inc. vvea Jan z/ 14:4u:bU ZUZ1 rage 1 I D:3xt?Yd6 RbYnXO16Sf6 q hjj z4cnz-MFg9lb3 h?qg cjYS rFfMOza FCK6cQ R?cvW eSh b9zr7EF 10-0-0 14.4-0 20-0-0 1 214-0 4-4-0 ' 4-4-0 5-8-0 14-0 4x6 = 4 Scale=1:36.5 3x6 = 5x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 TCDL 7.0 LumberDOL 1.25 BC 0.92 BCLL 0.0 Rep Stress Incr YES WB 0.22 BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.16 8-11 >999 240 MT20 244/190 Vert(CT) -0.35 8-11 >695 180 Horz(CT) 0.03 6 n/a n/a Weight: 90 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Harz 2=-232(LC 8) Max Uplift 2=-450(LC 10), 6=-450(LC 10) Max Grav 2=812(LC 1), 6=812(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1212/968, 3-4=-928/756, 4-5=-928/756, 5-6=-1212/968 BOT CHORD 2-8=-672/1121, 6-8=-671/1057 WEBS 4-8=-372/587, 5-8=-409/438, 3-8=-408/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteirior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 6-0-7, Extedor(2R) 6-0-7 to 13-11-10, Interior(1) 13-11-10 to 17-4-6, Exterior(2E) 17-4-6 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 2 and 450 lb uplift at joint 6. I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 6/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not. a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSWPl1 Quality Criteria, DSB-99 and BCSI Building Component Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 l� January 28,2021 MF MiTek" 6904 Parke East Blvd. Tampa, FL 36610 Job a r Truss Truss Type Qty Ply LOT 12015 WATERSTONE T22630069 2619201 D02A GABLE 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567 -1-4-0 a 10.0-0 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 27 14:49:51 2021 Page 1 ID:193QG W BBpX3jRl87zeOm7kz5?ad-gROXWx3Jm8oTLi 11 pNtdVnoQBW9dAUx2ki BE7bzr7EE 20-0-0 , 21-4-0 4x6 = 20 19 18 17 16 15 14- 2x4 II 2x4 II 2x4 II 5x6 = 2x4 II 2x4 II 2x4 II I 20-M Scale=1:37.5 Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(ILL) -0.00 13 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 12 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix-SH Weight: 105 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=-219(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 18, 19, 16, 15 except 2=-175(LC 10), 12=-175(LC 10), 20=-129(LC 10), 14=-129(LC 10) Max Grav All reactions 250 lb or less at joint(s) 2, 12, 17, 18, 19, 16, 15 except 20=279(LC 15), 14=284(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-78/290, 7-8=-78/290 WEBS 4-20=-203/300, 10-14=-208/300 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=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) -1-4-0 to 2-7-10, Exterior(2N) 2-7-10 to 6-0-0, Comer(3R) 6-0-0 to 14-0-0, Exterior(2N) 14-0-0 to 17-4-6, Comer(3E) 17-416 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other _ suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 10) Provide mechanical connection (by others) of truss to bearing (plate capable of withstanding 100 lb uplift at joint(s) 18, 19, 16, 15 except Qt=lb) 2=175, 12=175, 20=129, 14=129. January 28,2021 ®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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability'of design parameters and properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS17P11 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 LOT 120/5 WATERSTONE T22630070 2619201 E7V SPECIAL 10 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 2714:49:51 2021 Page 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-gROXWx3Jm8oTLi1 I pNtdVnoEgWzKAVK2kIBE7bzr7EE -1-4-0 7-0-0 ' 1-4-0 ' 7-0-0 Scale=1:22.6 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.23 4-7 >354 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.23 4-7 >356 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 I Matrix -MP Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 I BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Grav 3=200(LC 15), 2=341(LC 15). 4=124(LC 3) FORCES. (lb) -Max. 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. 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 aplplied 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 atjoint(s) 2 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 (jt=lb) 3=166, 2=179. January 28,2021 ® WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTekO connectors: This 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 l is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the p Tek" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway; Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job r s v Truss Truss Type City Ply LOT 120/5 WATERSTONE T22630071 2619201 E7VP SPECIAL 7 1 Job Reference c tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 2714:49:52 2021 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-ldyvj H4xXSwKyscD M4Ps2?LS3wJtvyaCzyxog2zr7ED 7-0-0 7-0-0 Scale=1:22.6 2 3Xb I I Plate Offsets (X,Y)— f2:0-6-7,0-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.21 4-7 >387 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) 0.19 4-7 >436 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc puriins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-1 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=308(LC 10) Max Uplift 3=-153(LC 10), 2=-307(LC 10), 4=-150(LC 10) Max Grav 3=157(LC 15), 2=336(LC 1), 4=140(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 EXteflor(2E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIffPI 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 Qt=lb) 3=153, 2=307, 4=150. 1 January 28,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addifional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/1rPl1 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 nn y Truss Truss Typi Qty Ply LOT 120/5 WATERSTONE T22630072 2619201 H7V SPECIAL 3 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Jan 2714:49:53 2021 Page 1 ID:193QGW BBpX3j RI87ze0m7kz5?ad-nq W Hwd5ZH12Ba?BPwnwSbCtgYJideKVLCcgLCUzr7EC 1-10-10 1 5.4-1 1.5 = 1 p• 3x4 13 4.24 12 3x4 3 12 I 16 7 15 2X4 I 14 2.12 F12 3x4 Scale = 1:22.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 * Rep Stress Incr NO Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix MSH 0 Weight: 41 lb FT = 20 /o LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical) Max Horz 2=240(LC 8) Max Uplift 4=-170(LC 8), 2=-248(LC 8), 5=-163(LC 5) Max Grav 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS 3-7=0/293, 3-6=-918/685 I NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mp1 ; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; save=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOLT=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 ANSIIfPI 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 (jt=lb) 4=170,2=248,5=163. 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 dawn and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 91 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 I.—ease-1.25 Uniform Loads (plf) ' Vert: 1-4=-54, 5-8=-20 j U011 UQfy GUrGVG �ontmueD on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP19 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 4 i t Truss Truss Type Qty Ply LOT 120/5 WATERSTONE T22630072 2619201 H7V SPECIAL ; 3 1 Jab Reference o tional nuuaers mrstaource Imam t ny, r-Ll, runt ury, t-L - caooy, 6.wau s tvov ou zuzu ivu i etc inausmes, Inc. vvea aan z r w:v9:as zuzi rage z ID:193QG WBBpX3jRI87zeOm7kz5?ad-ngWHwd5ZH12Ba?BPwnw5bCtgYJideKVLCcgLCUzr7EC LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=49(F=24, B=24) 12=36(F=18, 13=18) 13=-99(F=-50, B=-50) 14=23(F=11, 13=11) 15=-11(F=-5, B=-5) 16=-51(F=-25, B=-25) 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 MTskO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway; Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Ole For 4 x 2 orientation, locate plates 0- 'I ' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION - r_lndicated-by symbol shown -and/or' - by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPH: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C1-2 C2-3 ❑ WEBS c� 4 �' w !y r m ❑ O ° '•� 3 �s� 3 �O IL U O a ~1 c7-8 c6a cs s BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane atjoint locations are regulated by ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Trusses -are designed for -wind loads -in the plane of the 13. Top chords must be sheathed or purlins provided at truss unless otherwise shown. spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.