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HomeMy WebLinkAboutTruss258 Southhall Lane, Suite 200 rF D S Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 E: info@fdseng.com Website: www.fdseng.com ENOINEERINO ASSOCIATES November 18, 2020 Building Department Ref: Lot: Subdivision: Address: Model: KA # Adams Homes Lot 12 Blk.1 Fort Pierce - Waterstone 5412 Lugo St. 1820 CR RHG 20-8521 Truss Company: Builders First Source Date of drawings: 11/5/20 Job No.: 2536881 Wind Speed: 160 Exposure: C Truss Engineer: Philip J. O'Regan To whom it may concern, LC 0 8 --T �JCounty, PermiC&T 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 conce"sible o� Contractor or sub -contractor is responsible for matching all structural co onet110"®P shown in the construction documents. Contractor or sub -contractor is also respr confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincer`,GRRL llljJ�'°�i off N IC ° •: 11/18/2020 p ;7',f t Ca- A9! 136wr,';6 _ Luis Pablo Torres P.E. FL`:_� _5A!ro O - FL. # 87864 ."� N G t k E��Yourl BuAssociatesCompany i d g Code Experts" �JJJJI ! t 11111111���` L I I1 SEEMS, ..-■...MMM � Elm SEISMIC= 1n ■1m -1■ ■1m© -a 1n 11111101111111 trrm 1� Elm� �_ 1■ ■1!�' �i 1■ ■1MENOMINEE, a1 1in 6101112111 1n 1 39-08-00 ❑+ 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 IDS ENGWEE$Ng ASSOCIATES Date: 11/18/2020 By: B1111" Submittal No.: Project No.: 20-8521 Project Eng.: Luis Torres Project Name: Adams Homes - Ft. Pierce - Waterston Lot 12 Blk. 1 VERIFYALLDMENSIONSAfro CEIUMCOMInO PRIORTOAPPROVAL SOME LEIUNG FRIMNG REOUREO IN FIELD BY BUILDER MAW W1M FORGE RE56nN0 SYSTEwCC f1YBR0 WIND ASCET-f0 ENCLOSED EXPOSURE CATEGORY C OCCUPAMY CATEGORY 0 waro LOAD 150 MPH waro HiPOWANCE FACTOR 1A0 MMES NAVE BEEN DESIGNED FOR A t0A PSF BOTTOM CHORD LNE LOAD ROOF LOADING TCLL: 20 PSF TCDL: 07 PSF BCDL• 10 PSF TOTAL: 37 PSF DURATION: 1.26 FLOOR LOADING TCLL: 40 PSF TCDL: 10 PSF BCDL- 6 PSF TOTAL` 55 PSF DURATION: 1.00 IMPORTANT This Drawing Must Be Approved And Returned Before Fabrication Will Begin. For Your Protection Check All Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. By Date CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (is. 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 FXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2X4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDULE Hatch Legend ®9'tO 10' KNEE WALL =8'-00" BRIG WALL BUILDER: Adams Homes PROJECT: Single Family MODEL:* 1820 A ADDRESS: 5412 LUGO ST LOT / BLOCK: 1211 SUBDIVISION: I WATERSTONE CITY: FT PIERCE DRAWN BY: K SANCHEZ JOB 6 22536881 DATE: 11104/2020 SCALE NTS PLAN DATE: 2020 REVISIONS: 1. 2 3. 4. MlFirstSoume 4408 Airport Road Plant City, FL 33663 Ph. (813) 305.1300 Fax(813) 305-1301 W1 0 MiTek' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2536881 - lot 12/1 psi/waterstone , R[ar_EY.VE DEC 0 3 ?02.0 ST. Lucie county, MiTTiW-LISA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2536881 Model: 1820 pa, FL 33610-4115 Lot/Block: 12/1 Subdivision: WATERSTONE Address: 5412 LUGO ST, . 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: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 21 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 T21815578 A01 11/5/20 2 T21815579 A01 A 11/5/20 3 T21815580 A01 B 11/5/20 4 T21815581 A01 C 11/5/20 5 T21815582 A02 11/5/20 6 T21815583 A03 11/5/20 7 T21815584 A04 11/5/20 8 T21815585 A05 11/5/20 9 T21815586 A06 11/5/20 10 T21815587 A07 11/5/20 11 T21815588 A08 11/5/20 12 T21815589 B01 11/5/20 13 T21815590 B06 11/5/20 14 T21815591 C1 V 11/5/20 15 T21815592 C3V 11/5/20 16 T21815593 C5V 11/5/20 17 T21815594 D01 11/5/20 18 T21815595 D02A 11/5/20 19 T21815596 E7V 11/5/20 20 T21815597 E7VP 11/5/20 21 T21815598 H7V 11/5/20 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: ORegan, Philip My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter2. ,0-copy November 5,2020 ORegan, Philip 1 of 1 Job Truss Truss Type Qty Ply lot 12/1 psl/waterstone 2536881 A01 SPECIAL 13 1 T21815578 Job Reference o tior M O its ou, ca I ant -ny, r�l, riant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Nov 5 19:57:35 2020 Page 1 I D:193QG W BBpX3jR187ze0m7kz5?ad-Ueldsj98rWYf5CtsNUYuOKMYCZA92WT6agXABNyM7jk 1-4-0 6-3-0 11-11-12 19-10-0 27-8-4 33-5-0 39-8.0 1-0-0 4-0 5-8-12 7-10.4 7-10 4 5-8-12 5x6 = 6.00 12 4x10 MT20HS : 3.00 12 4x10 MT20HS 39-8-0 Scale = 1:73.1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.60 12-14 >798 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -1.00 10-11 >475 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.56 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 197 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except` BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. 2-14,8-10: 2x4 SP M 31 WEBS 1 Row at midpt 6-11, 4-12 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=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=-5015/2708, 3-4=-4724/2545, 4-5=-2447/1526, 5-6=-2447/1526, 6-7=-4632/2545, 7-8=-4908/2708 BOT CHORD 2-14=-2261/4844, 12-14=-1480/3327, 11-12=-656/1914, 10-11 =-1 480/3087, 8-10=-2261/4433 WEBS 5-11=-450/970, 6-11 =-1 297/858, 6-10=-708/1631, 7-10=-271/284, 5-12=-450/1024, 4-12=-1385/858, 4-14=-708/1789, 3-14=-257/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2) 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed 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. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSIfTPI 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 797 lb uplift at joint 2 and 797 lb uplift at joint 8. November 5,2020 ®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 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 p /� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �V I 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 ANS11TPl1 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 2536881 A01A SPECIAL 3 1onal =oneT21815579 �-••��•� • ••�•���• o ^r� �n �a, �� ,.,,r, - ��� 6.44U s iviar a LULU MI I eK Inausines, Inc. I nU NOV 0 1 S:b/:36 ZUZU 6-3-0 5-8-12 17-104 ' 6-104. 6-0-1 6-11-11 Scale=1:73.1 5x6 =, 6.00 12 3x4 Q 5 6 14 1,3 4x6 = 3x6 = 3x6 3.00 12 6x12 MT20HS = 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS1. TC 0.83 BC 0.91 WB 0.76 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d -0.32 11-13 >729 , 240 -0.53 11-13 >439 180 -0.08 13 file n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 206'lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing. Except: 6-13: 2x4 SP No.3 1 Row at midpt 6-15 WEBS 2x4 SP No.3 4-2-0 oc bracing: 13-15 WEBS 1 Row at midpt 7-13-8-0 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0 _ Max Harz 2=-433(LC 8) Max Uplift 2=-535(LC 10), 13=-533(LC 10), 9=-523(LC 10) Max Grav 2=805(LC 19), 13=1625(LC 15), 9=906(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2137/1397, 3-4=-1783/1199, 4-5=-605/712, 5-6=-417/623, 6-7=-202/468, 7-8=-11741807, 8-9=-1349/840 BOT CHORD 2-17=-1069/2232, 16-17=-465/1143, 13-15=-1197/388, 6-15=-1074/385, 11-13=-206/553, 9-11 =-531/1137 WEBS 3-17=-370/334, 4-17=-402/1051, 4-16=-936/642, 7-13=-804/514, 7-11=-245/734, 8-11=-400/358, 5-16=-464/965 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eavd=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2) 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed 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. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 535 lb uplift at joint 2, 533 lb uplift at joint 13 and 523 lb uplift at joint 9. November 5,2020 ® 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 verily the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing o/ trusses and truss systems, see ANS117PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Pa Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MParke East Blvd. D 20601 Tampa, rk 36610 East Job Truss Truss Type City Ply lot 1211 psl/waterstone T21815580 2536881 A01 B SPECIAL 2 1 Job Reference (optional) iource (Plant City, FL), Plant City, FL - 33567, 8.240 s,Mar 9 2020 MiTek Industries, Inc. Thu Nov 5 19:57:37 2020 Page 1 ID:193QGWBBpX3jRl87ze0ni7kz5?ad-Q1 PNHPBOM8pNKV1 FVvaM61RvDMr8WSyP280HGFyM7ji 1-4-0 6-3-0 11-11-12 19-10-0 26-8-4 32-8-5 39-8-0 1-0-0 -4-0 6-3-0 5-8-12 7-10-4 6-101 6-0-1 6-11-11 -4-0 5x8 \\ 6.00 12 3x6 3.00 112 1.5x8 STP = 5x8 = 3x6 = 6x8 = 19-10-0 39-8-0 Scale = 1:75.7 LOADING (psf) TCLL 20.0 TCDL - 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CS1. TC 0.87 BC 0.81 WB 0.43 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud 0.67 10-11 >353 240 0.58 10-11 >409 180 0.11 11 n/a n/a PLATES GRIP MT20 2441190 Weight: 200lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-0-9 oc bracing. Except: 5-11: 2x4 SP No.3, 10-11,8-10: 2x4 SAP No.1 1 Row at midpt 5-12 WEBS 2x4 SP No.3 4-11-0 oc bracing: 11-12 WEBS 1 Row at midpt 4-12, 6-11 REACTIONS. All bearings 0-8-0 except (jt=length) 13=0-4-0. (lb) - Max Horz 2=-433(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-606(LC 10), 11=-874(LC 10), 8=-687(LC 10) Max Grav All reactions 250 lb or less atjoint(s) except 2=735(LC 19), 11=1457(LC 1), 8=825(LC 16), 13=251(LC 3) FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1764/1677, 3-4=-1414/1485, 4-5=-192/606, 5-6=-139/635, 6-7=-894/1193, 7-8=-1117/1258 BOT CHORD 2-14=-1323/1834, 13-14=-686/830, 12-13=-686/830, 11-12=-1030/343, 5-12=-579/6, 10-11=-496/478, 8-10=-896/935 WEBS 3-14=-403/324, 4-12=-1026/814, 6-11=-746/724, 6-10=-440/595, 7-10=-415/329, 4-14=-459/892 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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(2) -1-4-0 to 2-7-10, 1nterior(1) 2-7-10 to 15-10-6, Exterior(2) 15-10-6 to 23-9-10, 1merior(1) 23-9-10 to 37-0-6, Exterior(2) 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 1 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, with BCDL = 10.Opsf. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSInPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 606 lb uplift at joint 2, 874 lb uplift at joint 11 and 687 lb uplift at joint 8. 7) 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. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1 LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 November 5.2020 continued 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 MITakO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Type Qty Ply lot 12/1 psi/waterstone T21815580 1 2536881 A01 B SPECIAL 2 1 Job Reference (optional) osrauurce Irian[ airy, rLI, rlanl L,11y, t-L. - J,=)1. 8.24U s Mar 9 2020 MiTek Industries, Inc. Thu Nov 5 19:57:37 2020 Page 2 ID:193QGWBBpX3jR187zeOm7kz57ad-Q1 PNHPBOM8pNKV1 FVvaM61RvDMr8WSyP280HGFyM7ji LOAD CASE(S) Standard Except: Uniform Loads (plf) Vert: 1-5=-54, 5-9=-54, 14-15=-20, 12-14=-20, 11-18=-20 4) Dead + 0.6 C-C Wind (Pos. Intemal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=116, 2-21=70, 21-22=47, 5-22=70, 5-23=70, 23-24=47, 8-24=70, 8-9=116, 14-15=-10, 14-25=-10, 12-25=97(F=107), 11-28=39(F=49), 18-28=-10 Horz: 1-2=-125, 2-21=-78, 21-22=-56, 5-22=-78, 5-23=78, 23-24=56, 8-24=78, 8-9=125 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-5=-41, 5-8=-41, 8-9=3, 14-15=-20, 14-25=-20, 12-25=87(F=107), 11-28=29(F=49), 18-28=-20 Horz: 1-2=-17, 2-5=27, 5-8=-27, 8-9=17 ' 6) Dead + 0.6 MWFRS Wind (Pos. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-5=13, 5-8=31, 8-9=21, 14-15=-10, 14-25=-10, 12-25=97(F=107), 11-28=39(F=49), 18-28=-10 Horz: 1-2=-50, 2-5=-22, 5-8=39, 8-9=29 7) Dead + 0.6 MWFRS Wind (Pos. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-5=31, 5-8=13, 8-9=42, 14-15=-10, 14-25=-10, 12-25=97(F=107), 11-28=39(F=49), 18-28=-10 Horz: 1-2=-29, 2-5=-39, 5-8=22, 8-9=50 8) Dead + 0.6 MWFRS Wind (Neg. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-5=-36, 5-8=5, 8-9=15, 14-15=-20, 14-25=-20, 12-25=87(F=107), 11-28=29(F=49), 18-28=-20 Horz: 1-2=12, 2-5=22, 5-8=19, 8-9=29 9) Dead + 0.6 MWFRS Wind (Neg. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-5=5, 5-8=-36, 8-9=-26, 14-15=-20, 14-25=-20, 12-25=87(F=107), 11-28=29(F=49), 18-28=-20 Horz: 1-2=-29, 2-5=-19, 5-8=-22, 8-9=-12 10) Dead + 0.6 MWFRS Wind (Pos. Intemal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-5=45, 5-8=45, 8-9=74, 14-15=-10, 14-25=-10, 12-25=97(F=107), 11-28=39(F=49), 18-28=-10 Horz: 1-2=-82, 2-5=-54, 5-8=54, 8-9=82 11) Dead + 0.6 MWFRS Wind (Pos. Intemal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-5=16, 5-8=16, 8-9=45, 14-15=-10, 14-25=-10, 12-25=97(F=107), 11-28=39(F=49), 18-28=-10 Horz: 1-2=-53, 2-5=-25, 5-8=25, 8-9=53 12) Dead + 0.6 MWFRS Wind (Neg. Intemal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-5=-16, 5-8=-16, 8-9=-5, 14-15=-20, 14-25=-20, 12-25=87(F=107), 11-28=29(F=49), 18-28=-20 Horz: 1-2=-9, 2-5=2, 5-8=-2, 8-9=9 13) Dead + 0.6 MWFRS Wind (Neg. Intemal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-5=-16, 5-8=-16, 8-9=-5, 14-15=-20, 14-25=-20; 12-25=87(F=107), 11-28=29(F=49), 18-28=-20 Horz: 1-2=-9, 2-5=2, 5-8=-2, 8S9=9 15) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53,2-5=-61,5-8=-30,8-9=-22,14-15=-20,14-25=-20,12-25=60(F=80),11-26=17(F=37),26-27=-13(F=37),27-28=17(F=37),18-28=-20 Horz: 1-2=9, 2-5=17, 5-8=14, 8-9=22 16) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-5=-30, 5-8=-61, 8-9=-53, 14-15=-20, 13-14=-20, 13-25=9(F=29), 12-25=89(F=109), 11-26=17(F=37), 26-27=-13(F=37), 27-28=17(F=37), 18-28=-20 Horz: 1-2=-22, 2-5=-14, 5-8=-17, 8-9=-9 17) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 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, 2-5=-45, 5-8=-45, 8-9=-37, 14-15=-20, 13-14=-20, 13-25=9(F=29), 12-25=89(F=109), 11-26=17(F=37), 26-27=-13(F=37), 27-28=17(F=37), 18-28=-20 Horz: 1-2=-7, 2-5=1, 5-8=-1, 8-9=7 18) Dead + 0.75 Roof Live (bat.) + 0.75 Uninhab. Attic Storage + 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, 2-5=-45, 5-8=-45, 8-9=-37, 14-15=-20, 13-14=-20, 13-25=9(F=29), 12-25=89(F=109), 11-26=17(F=37), 26-27=-13(F=37), 27-28=17(F=37), 18-28=-20 Horz: 1-2=-7, 2-5=1, 5-8=-1, 8-9=7 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. WIF 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 i 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 ANS117P/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 267G Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply lot 12/1 psi/waterstone - T21815581 2536881 A01C GABLE 1 1 Jab Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek-Industries, Inc. Thu Nov 5 19:57:38 2020 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-uDzm UkBO7RxEyfcR2c5bez_7sm Bs FvmYGolgoiyM7jh 32 1-4-0 5-10-0 13-2-0 19-10-0 26-8-4 .8-5 39.8.0 -4-0 5-16-0 7-4-0 6-8-0 6-10-4 6-0-1 1-0-0 6-11-11 -0-0 3x6 = 5x6 11 6.00 12 18 17 16 15 12 6x8 = 1.5x8 STP = 5x6 = 29-4-7 5x8 = 3x6 = Scale=1:75.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.27 11-12 >862 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) 10.44 11-12 >534 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix-MSH Weight: 260 Ib FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-13 cc pudins. BOT CHORD 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 2-15: 2x4 SP No.2 P, 13-14: 2x4 SP No.2, 11-12,9-11: 2x4 SP No.1 1 Row at midpt 6-13 WEBS 2x4 SP No.3 6-0-0 cc bracing: 12-13 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-13, 7-12 REACTIONS. All bearings 13-2-0 except Qt=length) 12=0-8-0, 9=0-8-0. (lb) - Max Horz 2=-433(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 18 except 2=-249(LC 10), 12=-263(LC 10), 17=-345(LC 10). 15=-370(LC 10), 9=-569(LC 10) Max Grav All reactions 250 lb or'less atjoint(s) 16, 18, 2 except_2=260(LC 16), 12=998(LC 1), 17=316(LC 15), 15=556(LC 19),9=957(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-343/308,3-5=-394/411, 5-6=-325/578,6-7=-286/580, 7-8=-1223/884, 8-9=-14421954 BOT CHORD 14-15=-490/426, 5-14=-537/407, 12-13=-431/132, 6-13=-352/114, 11-12=-322/677, 9-11=-632/1220 WEBS 3-17=-344/390, 7-12=-875/556, 7-11 =-1 85/677, 8-11 =-398/349 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Extedor(2) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Extedor(2) 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) 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 ANSIrrPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 cc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18 except Qt=lb) 2=249,12=263,17=345,15=370,9=569,2=249. :ontinued on page 2 November 5,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon pammetersshown, and is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and 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 Qty Ply lot 12/1 psl/waterstoneT21815581 �=ABLE 2536881 A01C 1 1 Job Reference (optional) tduuaers mrstjource Irlant city, t-y, riant city, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Nov 519:57:39 2020 Page 2 ID:193QG W BBpX3jR187zeOm7kz5?ad-MPX8i4Cful35ZpBecKcgBAW IcAX5_MOiVSVNK8yM7jg NOTES- 10) 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. 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 Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-10=-54, 15-34=-20, 13-14=-20, 12-37=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=116,2-40=70,40-41=47,6-41=70,6-42=70,42-43=47,9-43=70,9-10=116,15-34=-10,14-44=-10,13-44=19(F=29),12-37=-10 Horz: 1-2=-125, 2-40=-78, 40-41=-56, 6-41=-78, 6-42=78, 42-43=56, 9-43=78, 9-10=125 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-6=-41, 6-9=-41, 9-10=3, 15-34=-20, 14-44=-20, 13-44=9(F=29), 12-37=-20 Horz: 1-2=-17, 2-6=27, 6-9=-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=42,2-6=13,6-9=31,9-10=21,15-34=-10,14-44=-10,13-44=19(F=29),12-37=-10 Horz: 1-2=-50, 2-6=-22, 6-9=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, 2-6=31, 6-9=13, 9-10=42, 15-34=-10, 14-44=-10, 13-44=19(F=29), 12-37=-10 Horz: 1-2=-29, 2-6=-39, 6-9=22, 9-10=50 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-6=-36, 6-9=5, 9-10=15, 15-34=-20, 14-44=-20, 13-44=9(F=29), 12-37=-20 Horz: 1-2=12, 2-6=22, 6-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-6=5, 6-9=-36, 9-10=-26,.15-34=-20, 14-44=-20, 13-44=9(F=29), 12-37=-20 Horz: 1-2=-29, 2-E=-19, 6-9=-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=74,2-6=45,6-9=45,9-10=74,15-34=-10,14-44=-10,13-44=19(F=29),12-37=-10 Horz: 1-2=-82, 2-6=-54, 6-9=54, 9-10=82 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-6=16, 6-9=16, 9-10=45, 15-34=-10, 14-44=-10. 13-44=19(F=29), 12-37=-10 Horz: 1-2=-53, 2-6=-25, 6-9=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, 2-6=-16, 6-9=-16, 9-10=-5, 15-34=-20, 14-44=-20, 13-44=9(F=29), 12-37=-20 Horz: 1-2=-9, 2-6=2, 6-9=-2, 9-10=9 13) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-6=-16, 6-9=-16, 9-10=-5, 15-34=-20, 14-44=-20, 13-44=9(F=29), 12-37=-20 Horz: 1-2=-9, 2-6=2, 6-9=-2, 9-10=9 15) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-6=-61, 6-9=-30, 9-1 0=-22, 15-34=-20, 14-44=9(F=29), 13-44=31 (F=51), 12-45=-20, 45-46=-50, 37-46=-20 Horz: 1-2=9, 2-6=17, 6-9=14, 9-10=22 16) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-6=-30, 6-9=-61, 9-10=-53, 15-34=-20, 14-44=9(F=29), 13-44=31(F=51), 12-45=-20, 45-46=-50, 37-46=-20 Horz: 1-2=-22, 2-6=-14, 6-9=-17, 9-10=-9 17) Dead + 0.75 Roof Live (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60 , Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-6=-45, 6-9=-45, 9-10=-37, 15-34=-20, 14-44=9(F=29), 13-44=31(F=51), 12-45=-20, 45-46=-50, 37-46=-20 Horz: 1-2=-7, 2-6=1, 6-9=-1, 9-10=7 18) Dead + 0.75 Roof Live (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate lncrease=1.60 Uniform Loads (plf) Vert:1-2=-37, 2-6=-45,6-9=-45, 9-10=-37, 15-34=-20,14-44=9(F=29), 13-44=31(F=51), 12-45=-20, 45-46=-50, 37-46=-20 Horz: 1-2=-7, 2-6=1, 6-9=-1, 9-10=7 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall {0.� AA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI 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/TPI1 Quality Criterla, 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 Type Qty Ply 2/1 psl/waterstone FAO2 �SPECIAL T21815582 2536881 1 1 F Reference (optional) �•��� �� v Y. /• a, r �;Ly, r� - 0000r, 6.L4U s mar 9 2U2U MI I ek Industries, Inc. Thu Nov 519:57:40 2020 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-rb5WvQDHf3ByBzmgA183j03Q9asejkgrk6ExtayM7jf 1-4-0 6-3-0 11-11-12 19-0-0 0 -O 27-84 33-5-0 39.8-0 1-M -4-0 6-3-0 5-8-12 7-0-4 1-8-0 7.0-4 5-8-12 6-3-0 -4-0 Scale = 1:73.4 5x6 = 6.00 12 5x6 = 3x4 5x8 3.00 12 - 5x8 8.8-0 15-7-7 19-10-0 24-0-9 31-0-0 39-8-0 8-8-0 6-11-7 4-2-9 4-2-9 6-11-7 a_rt_n Plate Offsets (X Y)— [2:0-2-7 Edge] [4.04-0 0-3-0] [5:04-0 0-2-81 (6:0-4-0 0-2-81 [7.0-4-0 0-3-01 (9.0-2-7 Edqe] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.61 11-12 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.91 11-12 >522 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 218 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 Except' 1-4,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 'Except' 2-16,9-11:2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-4905/2771, 3-4=-4621/2604, 4-5=-2726/1736, 5-6=-1932/1427, 6-7=-2726/1736, 7-8=-4621/2604, 8-9=-4905/2771 BOT CHORD 2-16=-2318/4717, 15-16=-1511/3216, 13-15=-741/1929, 12-13=-740/1929, 11-12=-151013090, 9-11=-2318/4431 WEBS 3-16=-282/293, 4-16=-739/1735, 4-15=-1216/789, 5-15=-569/1133, 5-13=-269/321, 6-13=-265/321, 6-12=-571/1066, 7-12=-1138/789, 7-11=-740/1605, 8-11=-296/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Extedor(2) 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=797,9=797. November 5,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. • Design valid for use only with MiTek9 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN 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 s Truss Type City Ply lot 12/1 psl/waterstone TArOu3 T21815583 2536881 SPECIAL 1 1 Job Reference (optional) ISLO—cc tram Uiry, rr-1, rianl ury, FL-aoao/, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Nov 5 19:57:41 2020 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-Jofu7m EvQMJpp7LOklflGbcai_EGS8g?ym_U P1 yM7je 1-4-0 6-3-0 11-11-12 17-0-0 22 8-0 27-8-5 33-5-0 39-8-0 1-0-0 -4-0 6-3-0 5-8-12 5-0-5 5-8-0 5-0-4 5-8-12 6-3-0 -4-0 Scale = 1:73.7 6.00 12 5x6 = 5x8 = 4x10 MT20HS 3.00 12 i 5x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.60 11-12 >789 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.98 11-12 >485 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.96 Horz(CT) 0.56 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. BOT CHORD 2x4 SP M 31 *Except* WEBS 1 Row at midpt 4-14, 6-14 13-15,11-13: 2x4 SP No.1 WEBS. 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 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=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=-5012/2919, 3-4=-4688/2731, 4-5=-2510/1689, 5-6=-2198/1600, 6-7=-2509/1689, 7-8=-4623/2731,8-9=-4924/2919 BOT CHORD 2-15=-2454/4800, 14-15=-1588/3237, 12-14=-968/2197, 11-12=-1588/3060, 9-11=-2454/4450 WEBS 3-15=-307/324, 4-15=-783/1792, 4-14=-1241/791, 5-14=-415/824, 6-14=-251/253, 6-12=-415/915, 7-12=-1168/791, 7-11 =-783/1646, 8-11 =-319/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to'l3-0-6, Exterior(2) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Exterior(2) 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=797, 9=797. November 5,2020 ®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, andis 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 theoverall p p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1y1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlf 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 r Job Truss Truss Type Qty Ply lot 12l1 psl/waterstone T21815584 2536881 A04 SPECIAL 1 1 Job Reference (optional) v11y, I-1r —y, o.L4u s iviar a zu.&u mi I eK Inoustrles, Inc. I nU NOV 0 1B:O f:42 2U2U rage 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-n_DGK6FXBgRgQHwDHSAXop8n9NZTBiY8BQj 1 xTyM7jd 5-11-1 9-6-9 15-0-0 19-10-0 24-8-0 30-1-7 33-8-15 39-8-0 1-0-0 -4-0 5-11-1 3-7-9 5-5-7 4-10-0 4-10-0 5-5-7 3-7-9 5-11-1 -4-0 Scale = 1:73.4 6.00 12 5x6 = 5x6 = 3x4 = 5 25 6 26 7 28 1.5x8 STP = 10 11 5x8 \\ 5x8 3.00 12 5x8 ZZ 5x8 I/ LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.79 BC 0.80 WB 0.47 Matrix-MSH DEFL. in (loc) I/defl L/d Vert(LL) 0.57 13 >841 240 Vert(CT) -0.98 13-15 >484 180 Horz(CT) 0.56 10 n/a n/a PLATES MT20 MT20HS Weight: 204 lb GRIP 244/190 187/143 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 3-11-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 8-13 WEDGE 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=1540(LC 1), 10=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. l TOP CHORD 2-3=-4956/2969, 3-4=-4745/2875, 4-5=-2838/1878, 5-6=-2498/1782, 6-7=-2498/1782, 7-8=-2838/1878, 8-9=-4672/2875, 9-10=-4858/2969 r BOT CHORD 2-16=-2491/4734, 15-16=-2098/4048, 13-15=-1332/2614, 12-13=-2098/3819, _/ 10-12=-2491 /4411 WEBS 4-16=-598/1328, 4-15=-1646/1009, 5-15=-513/980, 7-13=-513/980, 8-13=-1538/1009, 8-12=-598/1238,6-15=-339/196,6-13=-339/196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Exterior(2) 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=797, 10=797. November 5,2020 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with 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 p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IY1iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the % fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality.Criteria, DSB-89 and 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 Qly Ply lot 12/1 psl/waterstone T21815585 2536881 A05 SPECIAL 1 1 Job Reference (optional) • ••-•--•-•- r •-••• •-•v �n � �•Y0. u s IvQ1r V LULU IVII IeK Inciustrles, Inc. Inu Nov o 1y:0/:44 ZUZU rage 1 ID:193QGWBBpX3jR187zeOm7kz5?ad jNLlloGnjHhOga3bPtC?uEE59BCofXwRfkC80LyM7jb 1-4-0 6-8-0 13-0-0 19-10-0 26-8-0 33-0-0 3g-8-0 1-0-0 -4-0 6-8-0 6-4-0 6-10-0 6-10-0 6-4-0 6.8-0 -4-0 Scale=1:73.4 5x8 = 6.00 12 4 23 24 3x4 = 5x8 = 5 25 266 28 1.5x8 STP = 5x8: 3.00 12 5x8 zZ LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC 0.95 BC 0.94 WB 0.80 Matrix-MSH DEFL. in (loc) I/deft L/d Vert(LL) 0.62 10-11 >762 240 Vert(CT) -0.96 11-13 >498 180 Horz(CT) 0.59 8 n/a n/a PLATES MT20 MT20HS Weight: 190 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING- — TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 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=-4919/3081, 3-4=-4613/2900, 4-5=-3036/2066, 5-6=-3036/2066, 6-7=-4613/2900, 7-8=-4919/3081 BOT CHORD 2-14=-2601/4556, 13-14=-1468/2821, 11-13=-1739/3223, 10-11=-1468/2821, 8-10=-2601/4445 WEBS 3-14=-371/405, 4-14=-1034/1926, 4-13=-156/535, 5-13=-399/285, 5-11=-399/285, 6-11 =-1 56/535, 6-1 0=-1 034/1815, 7-10=-378/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Exterior(2) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Exterior(2) 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=797, 8=797. November 5,2020 A 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUIPN 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 0 Job Truss Truss Type City Ply lot 12/1 psl/waterstone 2536881 A06 SPECIAL 1 1 T21815586 Job Reference (optional) ,— --- ucu ,vu 1 en uiuuNtrltlb, STIC. I nu imov o ly:of:40 ZUZU rage i ID:193QG WBBpX3jR187zeOm7kz57ad-BZuPy8H PUbpFlkenzajEQRmGEbc202watOyiYoyM7ja 1 4-0 5-11-1 11-0-0 17-0-0 22-8-0 28-8-0 33-8-15 39-8-0 1-0-0 5-11-1 5-0-15 6-0-0 5-8-0 6-0-0 5-0-15 5-11-1 4-0 Scale = 1:72.0 5x6 = 2x4 I 5x6 = = 4 24 25 5 6 26 27 7 5x6 6.00 12 5x8 % 3.00 12 5x8 ZZ 22-9-5 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 c,656 240 MT20 244/190 TCDL 7.0 Lumber DOL ' 1.25 BC 0.68 Vert(CT) -1.03 14-15 >464 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.58 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 209 lb 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 4-7-8 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=-4917/3132, 3-4=-4608/2864, 4-5=-4142/2720, 5-6=-4142/2720, 6-7=-4145/2722, 7-8=-4608/2863, 8-9=-4916/3132 BOT CHORD 2-15=-2653/4483, 14-15=-1780/3279, 12-14=-2270/4158, 11-12=-1761/3281, 9-11=-2652/4442 WEBS 3-15=-333/396, 4-15=-752/1516, 4-14=-550/1116, 5-14=-321/319, 6-12=-381/321, 7-12=-550/1117, 7-11=-749/1461, 8-11=-342/396 NOTES- 1) Unbalanced roof live loads have been considered -for this design. 2) Wind: ASCE 7-10; 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(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0�6, Exterior(2) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2) 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=797,9=797. ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEFAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is 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 ANS17TP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety lnformatfon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 November 5,2020 M!Tek" 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply lot 12/1 psl/waterstone 2536881 A07 SPECIAL 1 1 T21815587 a„a,t­ ❑L—re..,,...e roi.,..r ru„ C! N Job Reference o tional - - --- - ---- 4-6-5 -8 U-Z U rage 1 3jR18merc mausnes, Inc. I nu NOV y:b/:4ti Z 14 ID:193QGWBBX7zeOm7kz5?ad-fiSnAU12Fvx5vuD_WIFTzeJTL??77Uhk62hF4EyM7jZ 4-0 6 --30-8-0 0 6-10-8 007-10-15 3 5-11 5 4-58 35165 14 6.00 12 3x4 1.5x8 STP = 3 26 25 rot 2 18 2x4 11 3x6 3.00 12 5x6 = 3x4 = 4 27 2829 5 17 16 5x6 = 3x4 = 8-8.0 , 12-8-0 12-8r14 19-10-0 Scale = 1:72.0 5x8 = = 6 3031 32 7 5x6 3x4 1 o 0 833 N 34 1.5x8 STP = 15 14 13 12 9 m 19 9 3x6 = 5x6 = 5x6 = 11 10 tqo 3x4 = 2x4 II 3x6 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 WB 0.59 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Cade FBC2017/rP12014 Matrix-MSH Weight: 187 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-40, 13=0-4-0. (lb) - Max Hors 2=212(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 2=-288(LC 10), 9=-302(LC 10). 16=-686(LC 10), 13=-715(LC 10) 1 Max Grav All reactions 250 lb or less at joints) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/504, 3-4=-338/121, 4-5=-318/669, 5-6=-58/715, 6-7=-340/707, 7-8=-471/203, 8-9=-1083/577 BOT CHORD 2-18=-280/979, 17-18=-284/986, 16-17=-23/293, 15-16=-328/159, 13-15=-426/281, 12-13=0/332, 11-12=-351/945, 9-11 =-346/937 WEBS 3-17=-599/493, 4-17=-50/419, 4-16=-986/605, 5-16=-792/733, 5-15=-520/206, 6-15=-489/297, 7-12=-70/391, 8-12=-588/485,6-13=-773/717, 7-13=-997/675 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cfat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Extedor(2) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 26-8-6, Exterior(2) 26-8-6 to 34-7-10, Interior(1) 34-7-10 to 37-0-6, Extefior(2) 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula: Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 2, 302 lb uplift at joint 9, 686 lb uplift at joint 16 and 715 lb uplift at joint 13. 8) 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. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: NnvPmhar 5 9f19f1 ontinued on page 2 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with 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 ANS//TP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s ' Truss Type Qty Ply lot 1211 psi/waterstone PT T21815587 2536881 SPECIAL 1 1 Job Reference (optional) t1.z4u s mar U 2U2u Mi I eK industries, Inc. Thu Nov 5 19:57:46 2020 Page 2 ID:193QG WBBpX3jR187zeOm7kz5?ad-flSnAU 12Fvx5vuD_W I FTzeJTL??77Uhk62hF4EyM7jZ LOAD CASE(S) Standard Except: 1) Dead +Roof Live (balanced): Lumberincrease=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=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=116, 2-25=70, 25-26=47,.4-26=70, 4-28=64, 28-31=53, 7-31=64, 7-33=70, 33-34=47, 9-34=70, 9-10=116, 12-13=-10, 12-22=-10 1 Horz: 1-2=-125, 2-25=-78, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56, 9-34=78, 9-10=125 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=3, 2-4=-41, 4-7=-36, 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 (pig 17-19=-10, 16-17=-10, 13-16=20(F=30), Vert. 1-4=42, 2-4=13, 4-29=45, 29-32=26, 7-32=16, 7-9=31, 9-10=21, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-50, 24=-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 (pig 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 Harz: 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 (pig 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 (pig Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-1,6=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 (bal.) + 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, 17-19=-20, 16-17=-20, 13-16=61(17=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. Ing 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 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, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 " 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/TPIi Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 6904 Parke East Blvd. 20601 Tampa, Parke East Job Truss Truss Type Qty Ply 71otlR2elll/waterstoneT21815588 2536881 A08 SPECIAL 1 nce o tional ounoers rirsLJource trlam Lary, t-LI, mant Lmy, rL - JJbb /, d.L4U S Mar 9 ZUZU MI I eK Inaustrles, Inc. I nU NOV b I U:b/:41:5 ZUZU rage 1 ID:193QGWBBpX31R187zeOm7kz5?ad-c8aYb9JInWBp9CNMejHx23Op6obMbJY1 aMAM97yM7jX 1.4-0 7-0-0 12-3-1 16-0-8 19-10-0 22-5-14 26-3-5 32-8-0 39-8-0 1-0-0 -4-0 7-0-0 5-3-1 3-9-8 3-9-8 2-7-14 3-9-8 6-4-11 7-0-0 -4-0 5x6 = 3x8 = 2x4 II 5x6 = 5x12 = 6.00 12 3x6 = 5x6 = 3 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 9 3x8 = 3x6 = 3.00 12 Scale = 1:72.0 c2 1.5x8 STP = r 10 11 tv 0 3x6 zzz 7-1-8 12-3-1 -0 19-10-0 26-2-0 26-3-5 32-6-8 39-8-0 7-1-8 5-1-9 0-2'-i5 7-4-0 6-4-0 0- -5 6-3-3 7-1-8 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [3:0-3-0,0-2-0], [4:0-3-8.0-1-81, [7:0-3-0,0-3-0], [8:0-3-8,0-2-81, [9:0-3-0,0-2-0], [10:0-0-10,Edge], [12:0-8-0,0-0-81, [13:0-3-8,0-3-0], [16:0-3-8,0-3-01, [17:0-5-4 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.83 Vert(LL) 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 14-16 >630 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 177 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc 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 Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-356(LC 8), 10=-429(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=-1038/444, 4-5=-573/923, 5-6=-856/1302, 6-7=-856/1302, 7-8=-866/1022, 8-9=-1360/708, 9-10=-1598/729 BOT CHORD 2-17=-263/1089, 16-17=-923/751, 14-16=-529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-102/288, 4-16=-13111939, 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, 8-1 2=-1 41912494 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 2, 429 Ib uplift at joint 10, 1695 lb uplift at joint 16 and 1859 lb uplift at joint 13. 8) 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. NnvemhPr 5_2n?n :ontinued on page 2 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with Mr`ek® 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 Welk' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type City Ply lot 12/1 psl/waterstone FAOu8ss T21815588 2536881 SPECIAL 1 1 Job Reference (optional) ouuucia niatouw ce triant uny, rt-I, runt Uity, rL - woof, 8.24U s Mar 9 2UZU Mi I ek Industries, Inc. Thu Nov 5 19:57:48 2020 Page 2 ID:193QGWBBpX3jR187zeOm7kz5?ad-c8aYb9JInWBp9CNMejHx23Op6obMbJY1 aMAM,97yM7jX NOTES- 9) 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 dawn 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 Ito 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, 92 lb down at 26-7-4, 92 lb dawn 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. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-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=-111(B)33=-111(B)34=-111(13)35=-111(B)36=-46(B)37=-46(B)38=-46(B)39=-46(B)40=-46(B)41=-46(B)42=-46(B)43=-46(B)44=-46(B)45=-46(B) 46=-46(B) 4) Dead + 0.6 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, 9-10=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=130(B)7=156(B)9=257(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=156(B) 34=156(B) 35=165(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B) 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, 9-10=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=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(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=315(B)17=128(B)15=-13(B)12=128(B)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(13) 34=197(B) 35=197(B) 36=-13(6) 37=-13(13) 38=-13(13) 39=-13(13) 40=-13(13) 41=-13(B) 42=-13(13) 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, 17-18=-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(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(13) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(13) 41=-13(13) 42=-13(13) 43=-13(13) 44=-13(13) 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) 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=1 30(B) 7=1 36(B) 9=214(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 36(B) 29=1 36(B) 30=136(B)31=136(B)32=136(B)33=136(B)34=136(13)35=136(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(B) 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=1 65(B) 31 =1 65(B) 32=1 65(B) 33=1 65(B) 34=1 65(B) 35=1 65(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(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 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=1 97(B) 29=197(B) 30=197(B)31=197(B)32=197(B)33=197(13)34=197(B)35=197(B)36=-13(B)37=-13(13)38=-13(B)39=-13(B)40=-13(B) 41=-13(13) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(13) 46=-13(B) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 continued on page 3 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connections. 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�A building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing OYI 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/TPIi 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 Qty Ply lot 12/1 psi/waterstoneT21815588 �SrussType 2536881 A08 CIAL 1 1 Job Reference o tional usraource (Fiani City, FL), Plant uty, rL - sloe /, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Nov 519:57:48 2020 Page 3 ID:193QG W BBpX3jR187zeOm7kz5?ad-c8aYb9J In W Bp9CNMej Hx23Op6obMbJY1 aMAM97yM7jX LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(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(13) 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(13) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-3=-61, 3-9=-45, 9-1 0=-30, 10-11 =-22, 17-18=-20,16-17=-20, 13-16=24(F=44),12-13=-20, 12-21=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=232(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(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(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(B) 42=-13(13) 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, 10-11=-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)2e=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(13)45=-13(B)46=-13(B) 16) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1M Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=45, 10-11=-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(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(13) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6Y7 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 ANS117PII Quality Criteria, DSB-89 and BCSI Building Component Blvd. East e 6904 ParkE' Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Parke East Job Truss Type Qty Ply lot 12l1 psi/waterstone FB01ss T218155892536881 SPECIAL 1 1 Job Reference (optional) „Cc 1 ai,Ry, �/, ric„r 1.1y, r�- aaaor, 8.24U 5 Mar 9 2020 MiTek Industries, Inc. Thu Nov 5 19:57:49 2020 Page 1 ID:193QG W BBpX3jRl87ze0m7kz5?ad-4K8woVKwYgJgm LyZCQoAbHx_GCuKKoiAoOwvhZyM7jW 1 4-0 8-6-0 11-10-0 19-6-0 27-8-0 9-0-0 1 4-0 8-6-0 3-4-0 7-8-0 8-2-0 1 4-0 4x6 = 1.5x8 STP = 7x10 = 3x6 = 3x6 11 7-10-0 8-Qr0 17-5-12 27 g 0 7-10-0 0- 10 9-5-12 10-2-4 Scale=1:56.9 Plate Offsets (X Y)— r5:0-4-0 0-3-01 r10.0-6-4 0-3-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.39 10-13 >248 240 MT20 2"/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 0.83 Horz(CT) -0.01 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 145 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=04-0, 94-8-0, 64-8-0 Max Horz 2=317(LC 9) i 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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-82/361, 4-5=-950/744, 5-6=-1089/719 BOT CHORD 2-10=-268/149, 9-10=-1020/961, 3-10=-414/468, 6-8=-413/901 WEBS 4-10=-716/255, 4-8=-447/843, 5-8=-533/512, 8-10=-14/275 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- r 1) Unbalancedroof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 2, 615 lb uplift at joint 9 and 460 lb uplift at joint 6. November 5,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Mii'ek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 2536881 B06 GABLE 11ence F1ot1R2e/1si/waterstoneT21815590 o tional ounuais rn st�uw cn tnain Uly, rLi, riant ury, rL - aaoo f, ti.24U s Mar 9 2u2U MI I eK Incustnes, Inc. I nu Nov 5 19:57:50 2020 Page 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-YXi IOrLY17RXOVXII8JP7U U8gcGV3LNJ 1 gfTD?yM7jV -0 , 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 5x8 11 1.5x8 P = 2x4 11 2x4 11 2x4 11 2x4 11 7x10 = Scale = 1:57.2 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 0.82 Vert(LL) 0.36 22 >276 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.85 Vert(CT) -0.4614-31 >513 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) -0.02 19 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 186 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 19=0-8-0, 12=0-8-0 Max Horz 2=311(LC 9) Max Uplift 2=-452(LC 10), 19=-561(LC 10), 12=-474(LC 10) Max Grav 2=316(LC 19), 19=1118(LC 1), 12=851(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 23, 24, 25 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-274/279, 3-4=-258/300, 4-5=-256/283, 5-6=-230/476, 6-7=-209/453, 7-8=-943/854, 8-9=-973/803, 9-10=-936/752, 10-11=-1025/734, 11-12=-1144/717 BOT CHORD 19-20=-529/852, 5-20=-396/577, 12-14=-401/945 WEBS 19-23=-641/132, 7-23=-720/168, 7-24=-531/863, 24-25=-531/861, 14-25=-507/852, 11-14=-498/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-8-13, Exterior(2) 7-8-13 to 15-10-0, Interior(1) 15-10-0 to 25-0-6, Exterior(2) 25-0-6 to 29-0-0 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) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 2, 561 lb uplift at joint 19 and 474 lb uplift at joint 12. November 5,2020 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 Mi-rekO 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 ANS/7rP/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 Truss Truss Type Qty Ply lot 12/1 psi/waterstone T21815591 2536881 C1 V SPECIAL 4 1 Job Reference o tional s nrswource (Pram city, FL), Plan[ city, FL - d3bbt, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Nov 5 19:57:50 2020 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-YXi IOrLY17RXOVX118JP7U UHQcTG3RuJ 1 gfTD?yM7jV -1.4.0 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Grav 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; 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(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) 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. November 5,2020 A 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, note 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 ANS11TPll 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 12/1 psl/waterstone T21815592 2536881 C3V SPECIAL 4 1 [Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Nov 519:57:51 2020 Page 1 ID:193QG W BBpX3jR187ze0m7kz5?ad-OjGgDBLA3RZO0f6xJrgegiOSAOogou7TGKPOmRyM7jU 2-11-4 2-11-4 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 FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 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) Scale = 1:12.7 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 BC 0.09 Vert(CT) -0.01 4-7 >999 180 WB 0.00 Horz(CT) 0.00 3 n/a n/a Matrix -MP Weight:,12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; 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(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) 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. November 5,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1rP11 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 Jab Truss Truss Type Qly Ply lot 12/1 psi/waterstone T21815593 2536881 C5V SPECIAL 4 1 Job Reference (optional) ...................------ 1...-... — , . ter. r 1 Piste Offsets (X,Y)— [2:0-0-15,Edgej �Y. O.[9V 5 Mar S ZUGU MI I eK mousines, Inc. I nU NOV b IU:b GbZ ZUZU rage 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-Uvp2QXMpgkiFdph8lYLtCvZZgP4SXLNcU BZluyM7jT -1-4-0 4-11-4 1 4-0 4-11-4 3X4 Scale = 1:17.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LI) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.37 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 SO 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) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; 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(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) 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. November 5,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11noll Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Type 1 lot 12/1 T21815594 i City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries,/Inc. Thu Nov 519:57:52 2020 Paoe 1 • _1 •.................... 4-IJJ-11 ., 'o 1l vG 1AUA1000_0Z_IUyM tjI -1-4-0 5-8-0 10-0-0 14.4-0 20-0-0 21-4-0 1 4-0 5-8-0 4-4-0 4-4-0 5-8.0 1-4-0 Scale = 1:36.3 4x6 = 4 3x6 = 5x8 = 3x6 = Iv 0 Plate Oftsets (X Y)— f2:0-6-0 0-0-21 (6:0-2-12 0-1-81 f8:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.16 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.35 8-11 >695 180 BCLL 0.0 Rep Stress Incr YES i WB 0.22 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 90 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=-232(LC 8) Max Uplift 2=-450(LC 10), 6=-450(LC 10) Max Gram 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=-1212/867, 3-4=-928/682, 4-5=-928/682, 5-6=-1212/867 BOT CHORD 2-8=-576/1121, 6-8=-576/1057 WEBS 4-8=-315/587, 5-8=-409/387, 3-8=-408/387 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. , NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 6-0-7, Exterior(2) 6-0-7 to 13-11-10, Interior(1) 13-11-10 to 17-4-6, Exterior(2) 174-6 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 2 and 450 lb uplift at joint 6. November 5,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCS/ Building Component Blvd. East e E Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, 6904 Parke 36610 East fJ Job Truss Truss Type Qty Ply lot 1211 psi/waterstone T21815595 2536881 D02A GABLE 1 1 Job Reference (optional) as r-uswuurUa Iridnr U4ry, FL), riam ury, rL - 3.567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Nov 5 19:57:53 2020 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-y6NQetNRb2g6FzFKRGt6176n NpUsGn?mjeu7gKyM7jS -1-4-0 10-0-0 20-0-0 21-4-0 1-4-0 10-0-0 10-0-0 1-4-0 Scale=1:36.6 46 = Io I lti I 14 13 12 �xv — 2x4 II 2x4 1-1 2x4 II 5x6 = 2x4 II 2x4 II 2x4 II Plate Offsets (X,Y)-- f15:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. bEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 •10 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.01 11 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 100 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 P \ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=-232(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 17, 13 except 2=-170(LC 10), 16=-102(LC 10), 18=-154(LC 10), 14=-102(LC 10), 12=-154(LC 10), 10=-170(LC 10) Max Grav, All reactions 250 Ito or less at joint(s) 2, 15, 16, 17, 14, 13. 10 except 18=321(LC 15), 12=321(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-96/395, 6-7=-96/395 J WEBS 5-16=-149/319, 3-16=-232/352, 7-14=-147/319, 9-12=-231/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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 Corner(3) -1-4-0 to 2-7-10, Exterior(2) 2-7-10 to 6-0-0, Comer(3) 6-0-0 to 14-0-0, Exterior(2) 14-0-0 to 17-4-6, Corner(3) 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) 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) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 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) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 13 except (jt=lb) 2=170, 16=102, 18=154, 14=102, 12=154, 10=170. November 5,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 t 4 I f Type 1 lot 12/1 T21815596 City, FL), Plant City, FL - 33567. 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Nov 5 19:57:55 2020 Page ' ID:193QG W BBpX3jR187zeOm7kz5?ad-uUVB3YPh7f4gUGPiYhvagYB_6d_ki73BxNEvDyM7jQ 7-0-0 1.4-0 7-0_0 9 0 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TIC0.84 Vert(LL) 0.21 4-7 >405 240 TCDL 7.0 LumberDOL 1.25 BC ' 0.77 Vert(CT) -0.21 4-7 >388 180 SCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 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. Scale = 1:22.8 N PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; 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(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6=0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) 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. ® WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6119/2020 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 ANSI17PI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 November 5,2020 fat MiTek' 6904 Parke East Blvd. Tampa, FL 36610 R! 1K Job Truss Type Qty Ply lot 12/1 psi/waterstoneT218155972536881 TE7VP SPECIAL 7 1 .,,__. — - �, Jab Reference (optional) -- - - ---- , nu:. rnu I— u ra.or:uu tuttr rage _i I D 3xt?Yd6RbYnXO16Sf6 ghhz4cnz-u UV B3YPh7f4g U G PiYhva gYBzXdzCki 73BxNEvDyM7jQ 1-4-0 Scale=1:22.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.24 4-7 >347 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) 0.22 4-7 >387 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 31 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=308(LC 10) Max Uplift 3=-150(LC 10), 2=-307(LC 10), 4=-153(LC 10) Max Grav 3=156(LC 15), 2=336(LC 1), 4=142(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. z BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=150, 2=307, 4=153. November 5,2020 ®WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED MnEK REFERENCE PAGE 1,1II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1AiTek� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, R. 36610 r 4,.s Y Job Truss Truss Type Qty Ply lot 12/1 psl/waterstone T21815598 2536881 H7V SPECIAL 2 1 Job Reference (optional) 1-10-10 2 3x4 o.<Yu s IVIGI y tutu IVII I eR InuUStrle5, MG. I nu rvuv o te:or:oo zuzu rage -I ID:193QGWBBpX3jR187zeOm7kz5?ad-Ng3ZGuPJuzCh6Q_v6OQpNlkDi1 NKT32CPb6nRfyM7jP 5-4-1 1 9-10-1 Scale = 1:22.5 I 5-4-1 9-10-1 5-4-1 4.6-0 Plate Offsets (X,Y)— f2:0-1-3 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 2441190 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 WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 j TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc pudins. 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) 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 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=170, 2=248, 5=163. 7) 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, 67lb down and 52 lb up at 1-5-12, 80 lb up at 4-3-11,'80 lb up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 Ito up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Nnvemher.92n9n ;ontinued on page 2 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6119/2020 BEFORE USE. Design valid for use only with MtTek® connectors. This design is based only upon parameters shown, and later 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 MOW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VO 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 ANSIITP11 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 d ■-0 Job Truss Truss Type Qty Ply lot 12/1 psl/waterstone T21815598 2536881 H7V SPECIAL 2 1 Job Reference (optional) - - •-•---•-- v •-• ^ -•v• -n • ..�,r, 0.4wU s Mdr a tutu MI i eK inauslnes, Inc. I nu Nov b 19:0t:0b ZUZU Yage 2 ID:193QGWBBpX3jR187zeOm7kz5?ad-Ng3ZGuPJuzCh6Q_v60QpNlkDi1 NKT32CPb6nRfyM7jP LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=49(F=24, 13=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) ,® 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 Irldividual 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 ANS1/TPI1 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 • 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. O'1/1fi For 4 x 2 orientation, locate plates 0- ''+e' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: 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 BOTTOM CHORDS 8 7 6 5 of O 2 U IL O I — 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 ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIrrPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.