Loading...
HomeMy WebLinkAboutTruss258 Southhall Lane, Suite 200 fiF;Maitland, Florida 32751 DP: (321) 972-0491 1 F: (407) 880-2304 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES May 10, 2021 Building Department Ref: Adams Homes Lot: Lot 114 Blk. 5 Subdivision: Fort Pierce - Waterstone Address: 5310 San Benedetto Pl. Model: 1820 CR LHG KA # 21-4893 Truss Company: Builders First Source Date of drawings: 4/27/2021 Job No.: 2743167 Wind Speed: 160 Exposure: C Truss Engineer: Joaquin Velez To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss. layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 5/10/2021 Carl A. Brown, P.E. FL. # 56126 FDS Engineering Associates, A TSG Company "Your Building Code Experts" ,I 20-00-00 1 _ _6-04-00 - - r3_04-00 - 39-08-00 i ,❑ Reviewed and Approved ❑ Reviewed with Notations ❑ Revise and Resubmit ❑ Not Reviewed (see explanation) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner FDS ENGINEERING ASSOCIATES Date: 05/10/2021 By: ES Submittal No.: Project No.: 21-4893 Project Eng.: Luis Project Name: Adams Homes - Fort Pierce - Waterston - Lot 114 Bl 5 CONDITIONS PRIOR TO APPROVAL FIEID BY BUILDER MAIN VCND FORCE RESISTING SYSTENNCG HYBRID VNND ASCET-16 ENCLOSED IMPORTANT EXPOSURE CATEGORY OCCUPANCY CATEGORY V This Drawing Must Be Approved And WIND LOAD MPH Returned Before Fabrication Will WIND TRUSSEESS 1UV1AVTANCE FACTOR E BEEN DESIGNED FORA 10.0 PSF BOTTOM CNOfED LIVE LOAD Begin. For Your Protection Check All NONCONCURRENT WRH ANY OTHER LIVE LOADS Dimensions And Conditions Prior To APBELO Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL• 40 PSF BEEN ACCEPTED. TCDL• 07 PSF TCDL• 10 PSF By Date BCDL• 10 PSF BCDL: 6 PSF TOTAL: 37 PSF TOTAL: 65 PSF DURATION: 1.25 DURATION: 1.00 CAUTIONM DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (10. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2X4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE Hatch Legend ®9' to 10' KNEE WALL =8'-00" BRG WALL BUILDER: Adams Homes PROJECT: Single Family MODEL: 1 1820 CR ADDRESS: 6310 SAN BENEDETTO PL LOT I BLOCK: 11416 SUBDIVISION: WATERSTONE CITY: FT PIERCE DRAWN BY: KSANCHEZ JOB # : 1 2743167 DATE: 1 04/26/2621 1 SCALE: I NTS PLAN DATE: 1 2021 REVISIONS: 1. 2. 3. 4. Builders Combi ning to serve you better 4408 Airport Road Plant City, FL 33563 Ph.(813) 305-1300 Fax (813) 305-1301 ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 2743167 - lot 114/5 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2743167 Model: 1820 Wpa, FL 33610-4115 Lot/Block: 114/5 Subdivision: WATERSTONE - 5310 SAN BENEDETTO PL Address: 5310 SAN BENEDETTO PL, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: " Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. " - No. Seal# Truss Name Date 1 T23721294 A01 4/27/21 2 T23721295 A01A 4/27/21 3 T23721296 A01 B 4/27/21 4 T23721297 A01 C 4/27/21 5 T23721298 A02 4/27/21 6 T23721299;1 A03 4/27/21 7 T23721300 A04 4/27/21 8 T23721301 A05 4/27/21 9 T23721302 A06 4/27/21 10 T23721303 A07 4/27/21 11 T23721304 A08 4/27/21 12 T23721305 B01 4/27/21 13 T23721306 B06 4/27/21 14 T23721307 C1V 4/27/21 15 T23721308 C3V 4/27/21 16 T23721309 C5V 4/27/21 17 T23721310 D01 4/27/21 18 T23721311 D02A 4/27/21 19 T23721312 EN 4/27/21 20 T23721313 E7VP 4/27/21 21 T23721314 H7V 4/27/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2023. 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 perANSI/TPI 1, Chapter2. 681'02. STATE OF Joaquin, Velez PE No.66182 MTek QK Inc..FL Cert.6634: 69U4 Parke East -Blvd. Tampa FL 33610 Date: April 27,2021 Velez, Joaquin 1 of 1 Job ITruss Truss Type Qty Ply lot 2743167 A01 SPECIAL 13 1 1 T23721294 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:05 2021 Page 1 ID:193QG WB BpX3jR187zeOm7kz5?ad-OMufMn8lu9zoAMOZ2rwg4zcl bkpRi5rwjulYl HzMcc0 FJ1-4-0 6-3-0 11-11-12 19-10-0 27-8 4 33-5-0 39-8-0 1-0 1-4-0 6-3-0 5-8-12 7-10� 7-10-4 5-8-12 6-3-0 1-4-0 5x6 = 6.00 F12 Scale = 1:72.2 -I a� 0 V 5x12 STI.5x8 STP = 3.00 12 5x12 11 -11-9 17-6-8 22-1-8 31-0-0 39-8-0 8-81 8-10-8 4-6-15 8-10-8 8-8-0 Plate Offsets (X,Y)-- [2:0-4-8 0-2-8] [4:0-4-0 0-3-0] [6.0-4-0 0-3-0] [8:0-4-8 0-2-8] [10.0-4-0 0 5-0] [14:0 4 0 0 5 0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.49 10-11 >960 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.83 10-11 >561 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.48 8 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 230lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except' TOP CHORD Structural wood sheathing directly applied. 1-4,6-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. BOT CHORD 2x6 SP M 26 *Except* WEBS 1 Row at midpt 6-11, 4-12 13-14,10-13: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Harz 2=433(LC 9) Max Uplift 2=810(LC 10), 8=-810(LC 10) Max Grav 2=1782(LC 15), 8=1782(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5794/2627, 3-4=-5560/2469, 4-5=-2715/1481, 5-6=-2676/1481, 6-7=-5238/2469, 7-8=-5483/2628 BOT CHORD 2-14=2202/5538, 12-14=-1441/3786, 11-12=-649/2204, 10-11=-1441/3291, 8-10=2202/4922 WEBS 5- 1 1=425/1139,6-11=-1436/820, 6-10=682/2000, 7-10=-188/281, 5-12=-425/1190, 4-12=1522/820, 4-14=-682/2184, 3-14=-173/281 NOTES- u IN 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. `��-` 11t E ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) V - 15 10 6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 NO 681,82 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific •`. * , W. to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. =p.. 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. O S 0 F • �� 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify ��. T Q� •• capacity of bearing surface.�(� R 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) s 2=810, 8=810. .��� 0 N AA - ,Jill . 1f11I'll e��, Joaquin Velez PE N6.68162 M[rek USA; Inc; FL Cef1 614. 6904:Parke'Ea6t,Blvd. Tampa FL 3361.0 Date: April 27,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP1l 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 114/5 WATERSTONE T23721295 2743167 A01A SPECIAL 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:09 2021 Page 1 ID: 193QG WB BpX3jR187zeOm7kz5?ad-v77AB9BpxOUDfziKHh_mFpnkxL7Aeuj WdWjji92zMoby F ff 6-3-0 11-11-12 19-10-0 26-8-4 32-8-1 39-8-0 p1-0-Q 1-4-0 6-3-0 5 8-12 7-10-4 6-10-4 6-0-1 6-11-11 1-4-0 j 0 5x6 = 6.00 12 5x6 11 5 6 AI koxo J Ir— 14 5x6 :::: 4x6 = 3x6 = 3.00 F12 6x8 = 3x6 = Scale = 1:71.8 0 0 M N Iv 0 8-8-0 15-3-8 20-1-B 20-2-0 30-2-9 39-8-0 8 4-10-0 0- -8 10-0-9 9-5-7 Plate Offsets (X,Y)-- [2:0-5-7,Edgel, [4:0-4-0,0-3-01, [7:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.30 11-13 >771 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.47 11-13 >483 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) -0.06 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 214 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-13: 2x6 SP No.2 1 Row at midpt 6-15 WEBS 2x4 SP No.3 5-11-0 oc bracing: 13-15 WEBS 1 Row at midpt 7-13 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0-8-0 Max Horz 2=-434(LC 8) Max Uplift 2=525(LC 10), 13=581(LC 10), 9=-509(LC 10) Max Grav 2=897(LC 15), 13=1887(LC 15), 9=982(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2286/1157, 3-4=-1970/989, 4-5=-563/578, 5-6=-347/542, 6-7=1421364, 7-8=-1157/663, 8-9=-1333/688 BOT CHORD 2-17=865/2372, 16-17=-349/1192, 15-16=-151/261, 13-15=-1349/470, 6-15=-1217/472, 11-13=-119/492, 9-11=-413/1108 WEBS 3-17=322/298, 4-17=-326/1230, 4-16=-996/609, 7-13=-841/487, 7-11=-211/827, 8-11 =380/333, 5-16=-438/1104 NOTES• 1) Unbalanced roof live loads have been considered for this design.U�N 2) Wind: ASCE 7-16; Vult=160mph (3-second Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. I� �� P.Q. gust) 11; Exp C; Encl., GCpi=0.18; MWFRS C-C Exterior(2E) to 2-7-10, ���� (directional) and -1-4-0 Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, 1nterior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 for forces & MWFRS for `♦♦% ,O.•�C E'N S.� `' F zone;C-C members and ♦ V reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 i N:o : 68182 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the this truss o use of component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. = `5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. -'a 1)�• ST" OF 44/' 6) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Q `\�`♦♦ -7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) . I. O f�' .•'•`�, ,�. 2=525, 13=581, 9=509. `,��% �ONAL Joaquln Velez PE N6.68182 Mfrek USA; Inc:.FL Cert 6634 6904:1parke East Blvd. Tampa FL 33610 Date: April 27,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ��° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety/ntomration available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 JOD Truss Truss Type City Ply lot 2743167 A01B SPECIAL 2 1 Job I Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s ADr 20 20 5x6 \\ 6.00 12 0-4 T23721296 21 MiTek Industries, Inc. Mon Apr 26 15:50:10 2021 Page 1 ad-NJhYPVCRiic4G7HWrOV?nl KW6lSKNP?fsASJhUZMobx 32-11 39-8-0 41-0-q 6-0-1 6-11-11 1-4-D Scale = 1:75.6 .'i c� 0 .. 1of iaxoair — 5x6 3.00 2 ST1.5x8 STP = 6x8 = 3x6 = B-8-0 19-1 6x8 = LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC DEFL. in (loc) I/dell L/d PLATES GRIP TCDL 7.0 Lumber DOL 1.25 0.85 BC 0.96 Vert(LL) Vert(CT) 0.62 10-11 >372 240 0.54 10-11 >428 180 MT20 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 200 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins. 5-11: 2x4 SP No.3, 10-11,8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-12 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 5 12 4-7-0 oc bracing: 11-12 REACTIONS. All bearings 0-8-0 except Qt=length) 13=0-40. WEBS 1 Row at midpt 4-12, 6-11 (lb) - Max Horz 2=-434(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=634(LC 10), 11=849(LC 10), 8=-715(LC 10) Max Grav All reactions 250lb or less atjoint(s) 13 except 2=773(LC 15), 11=1497(LC 2), 8=949(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1809/1578, 3-4=-1467/1424, 4-5=-173/591, 5-6=119/618, 6-7=-963/1123, 7-8=-1198/1186 BOT CHORD 2-14=1245/1942, 13-14=-676/865, 12-13=-676/865, 11-12=-1128/346, 5-12=-601/3, 10-11=-491/516, 8-10=-846/994 WEBS 3-14=363/277, 4-12=-1087/788, 6-11=-823/703, 6-10=-391/683, 7-10=-397/295, 4-14=425/1031 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) The Fabrication Tolerance at joint 5 = 16% 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 chard and any other members, with BCDL = 10.Opsf. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 634 lb uplift at joint 2, 849 lb uplift at joint 11 and 715 lb uplift at joint 8. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: 0 0 N I 0 I�IIII11►/���� pP`pIUIN ���• ' ;"\ G E Nsc� �i OR N N.o 681'82 S OF i' jC/ Joaquin Velez PE Nd.68182 MITek USA„ Inc:.FL Cart 6634 .6964firke EakBlvd', Tampa FL 33610 Data:. A 1 n Co tinned on Dage 2 /-%p a c.f ,zU4 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with 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 iVliTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCS/ Building Component Blvd. Tampa, 6904 Parke Easte East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 2060136610 Job Truss Truss Type City Ply WATERSTONE T23721296 2743167 A01B SPECIAL 2 1 �Iotll4ffi Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 2615:50:10 2021 Page 2 ID:193QG WBBpX3j RI87zeOm7kz5?ad-NJhYPVCRiio4G7H WrOV?n1 Kw61SKNP?fsASJhUzMobx LOAD CASE(S) Standard Except: 1'Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-9=-54, 2-14=-20, 12-14=20, 8-11=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 ,tUnfform Loads (plf) Vert: 1-2=105, 2-15=59, 15-16=47, 5-16=70, 5-17=70, 17-18=47, 8-18=59, 8-9=105, 2-14=-10, 14-19=-10, 12-19=97(F=107), 11-22=39(F=49), 8-22=-10 Horz: 1-2=-113, 2-15=67, 15-16=-56, 5-16=-78, 5-17=78, 17-18=56, 8-18=67, 8-9=113 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-5=-41, 5-8=-41, 8-9=3, 2-14=-20, 14-19=-20, 12-19=87(F=107), 11-22=29(F=49), 8-22=20 Horz: 1-2=-17, 2-5=27, 5-8=27, 8-9=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, 2-5=13, 5-8=31, 8-9=21, 2-14=10, 14-19=-10, 12-19=97(F=107), 11-22=39(F=49), 8-22=-10 Horz: 1-2=-50, 2-5=-22, 5-8=39, 8-9=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, 2-5=31, 5-8=13, 8-9=42, 2-14=10, 14-19=-10, 12-19=97(F=107), 11-22=39(F=49), 8-22=-10 Horz: 1-2=-29, 2-5=-39, 5-8=22, 8-9=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, 2-5=-36, 5-8=5, 8-9=15, 2-14=-20, 14-19=-20, 12-19=87(F=107), 11-22=29(F=49), 8-22=-20 Horz: 1-2=12. 2-5=22, 5-8=19. 8-9=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, 2-5=5, 5-8=-36, 8-9=-26, 2-14=-20, 14-19=20, 12-19=87(F=107), 11-22=29(F=49), 8-22=-20 Horz: 1-2=-29, 2-5=-19, 5-8=-22, 8-9=-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, 2-5=45, 5-8=45, 8-9=74, 2-14=10, 14-19=-10. 12-19=97(F=107). 11-22=39(F=49), 8-22=-10 Horz: 1-2=-82, 2-5=-54, 5-8=54, 8-9=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, 2-5=16, 5-8=16, 8-9=45, 2-14=10, 14-19=-10, 12-19=97(F=107), 11-22=39(F=49), 8-22=-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, 2-14=-20, 14-19=-20, 12-19=87(F=107), 11-22=29(F=49), 8-22=-20 Horz: 1-2=-9, 2-5=2, 5-8=2, 8-9=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, 2-5=-16, 5-8=16, 8-9=-5, 2-14=-20, 14-19=20, 12-19=87(F=107), 11-22=29(F=49), 8-22=-20 Horz: 1-2=-9, 2-5=2, 5-8=2, 8-9=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, 2-14=-35, 14-19=35, 12-19=45(F=80), 11-20=2(F=37), 20-21=-13(F=37), 21-22=2(F=37), 8-22=-35 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, 2-14=-35, 13-14=35, 13-19=6(F=29), 12-19=74(F=109), 11-20=2(F=37), 20-21=-13(F=37), 21-22=2(F=37), 8-22=-35 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) 1st 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, 2-14=-35, 13-14=35, 13.19=6(F=29), 12-19=74(F=109), 11-20=2(F=37), 20-21=-13(F=37), 21-22=2(F=37), 8-22=-35 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, 2-14=-35, 13-14=35, 13-19=6(1`=29), 12-19=74(F=109). 11-20=2(F=37), 20-2 1 =-1 3(F=37), 21-22=2(F=37), 8-22=35 Horz: 1-2=-7, 2-5=1, 5-8=1, 8-9=7 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. OFDesign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Truss Type 67 IA01C IGABLE Qty I Ply I lot 1 T23721297 0 eieience o agnai FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:13 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-nuNh1 WEK?d_f7b?5WX3iPfyOGyV2anK5Y8hzlpzMobu 1-4-0 5-10-0 13-2-0 19-10-0 284 8-51-4-0 5-16-0 7-4-0 6-8-0 61 0-4 6 0 6-118-11 114-0 6.00 12 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 TCDL 7.0 Lumber DOL 1.25 BC 0.83 BCLL 0.0 Rep Stress Incr NO WB 0.42 BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 *Except* 2-17: 2x4 SP No.2 P, 15-16: 2x4 SP No.2, 13-14,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 5x6 II ST1.5x8 STP = 5x6 = 6x8 = DEFL. in (loc) I/defl L/d Vert(LL) 0.10 15-16 >837 240 Vert(CT) -0.43 13-14 >536 180 Horz(CT) 0.07 14 n/a n/a BRACING - TOP CHORD BOTCHORD REACTIONS. All bearings 13-2-0 except (jt=length) 14=0-8-0, 11=0.8-0. WEBS (lb) - Max Horz 2=-420(LC 8) Max Uplift All uplift 100 lb,or less at joint(s) except 2=-229(LC 10), 14=269(LC 10), 19=-391(LC 10), 17=360(LC 10), 11=-582(LC 10) Max Grav All reactions 250 lb or less at joint(s) 18, 20 except 2=253(LC 16). 14=1068(LC 2), 19=399(LC 15), 17=593(LC 15), 11=1078(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-331/355, 4-6=387/359, 6-7=-297/529, 7-8=-258/531, 8-9=-1348/823, 9-11=1620/923 BOT CHORD 16-17=-500/433, 6-16=-525/414, 14-15=441/114, 7-15=-365/101, 13-14=-328/746, 11-13=-648/1403 WEBS 4-19=408/428, 8-14=-974/548, 8-13=157/808, 9-13=457/351 Scale = 1:73.5 oii.oxooir- 5x8 11 3x6 = PLATES GRIP MT20 244/190 Weight: 262 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 6-0-0 cc bracing, Except: 10-0-0 cc bracing: 13-14 7-7-10 oc bracing: 11-13. 1 Row at midpt 7-15 6-0-0 cc bracing: 14-15 1 Row at midpt 8-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified.building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising fantnm havo g f hoop rnnctrl—A .,...r,r- ��``,�piU IN lit, . ,\.G E N i No 68182 S F �1Ii i i-Ill Joaquin Velez PE N6.68182 MITek USA, IncJL Gert 6634 6904:Parke EaSt Blvd. Tampa FL 33610 Daft% --._.._._.. CordOWed.oftWinVesigner to verify suitability of this product for its intended use. HPril D,ZULI ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19Q020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'MITPik• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply lot 114/5 WATERSTONE T23721297 2743167 A01C GABLE 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2U21 MI fek Industries, Inc. Mon Apr 26 1b:bU:13 2U21 Page 2 ID:193QGWBBpX3jR187zeom7kz5?ad-nuNh1 WEK?d_f7b?5WX3iPfyOGyV2anK5Y8hzlpzMobu NOTES- ' 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint 2, 269 lb uplift at joint 14, 391 lb uplift at joint 19, 360 lb - uplift at joint 17 and 582 lb uplift at joint 11. 11) 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. 12) 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: 1-7=-54, 7-12=-54, 2-17=-20, 15-16=-20, 11-14=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=105, 2-36=59, 36-37=47, 7-37=70, 7-38=70, 38-39=47, 11-39=59, 11-12=105, 2-17=-10, 16-40=-10, 15-40=19(F=29), 11-14=-10 Horz: 1-2=-113, 2-36=67, 36-37=-56, 7-37=-78, 7-38=78, 38-39=56, 11-39=67, 11-12=113 5) Dead + 0.6 C-C Wind (Neg. Intemal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-7=41, 7-11=41, 11-12=3, 2-17=-20, 16-40=20, 15-40=9(F=29), 11-14=-20 Horz: 1-2=-17. 2-7=27, 7-11=-27, 11-12=17 1 6) Dead + 0.6 MWFRS Wind (Pos. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-7=13, 7-11=31, 11-12=21, 2-17=-10, 16-40=-10, 15-40=19(F=29), 11-14=-10 Horz: 1-2=-50, 2-7=-22, 7-11=39, 11-12=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, 2-7=31, 7-11=13, 11-12=42, 2-17=-10, 16-40=-10, 15-40=19(F=29), 11-14=-10 Horz: 1-2=-29, 2-7=-39, 7-11=22, 11-12=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, 2-7=-36, 7-11=5, 11-12=15, 2-17=-20, 16-40=-20, 15-40=9(F=29), 11-14=-20 Horz: 1-2=12, 2-7=22, 7-1 1=19,11-12=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, 2-7=5, 7-11=36, 11-12=-26, 2-17=-20, 16-40=-20, 15-40=9(F=29), 11-14=-20 Horz: 1-2=-29, 2-7=-19. 7-11=-22, 11-12=-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, 2-7=45, 7-1 1=45,11-12=74, 2-17=-10, 16-40=-10, 15-40=19(F=29), 11-14=-10 Horz: 1-2=-82, 2-7=-54, 7-11=54, 11-12=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, 2-7=16, 7-1 1=1 6,11-12=45, 2-17=-10, 16-40=-10, 15-40=19(F=29), 11-14=-10 Horz: 1-2=53, 2-7=-25, 7-11=25, 11-12=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, 2-7=-16, 7-11=-16, 11-12=-5, 2-17=20, 16-40=-20, 15-40=9(F=29), 11-14=-20 Horz: 1-2=-9, 2-7=2, 7-11=-2, 11-12=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, 2-7=-16, 7-11=-16. 11-12=-5, 2-17=-20, 16-40=-20, 15-40=9(F=29), 11-14=-20 Horz: 1-2=-9, 2-7=2, 7-11=-2, 11-12=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, 2-7=-61, 7-1 1=-30,11-12=22, 2-17=-35, 16-40=-6(F=29), 15-40=16(F=51), 14-41=-35, 41-42=-50, 11-42=-35 Horz: 1-2=9, 2-7=17, 7-11=14, 11-12=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, 2-7=-30, 7-11=-61, 11-12=53, 2-17=-35, 16-40=-6(F=29), 15-40=16(F=51), 14-41=-35, 41-42=50, 11-42=-35 Horz: 1-2=22, 2-7=-14, 7-11=-17, 11-12=-9 17) Dead + 0.75 Roof Live (bal.) + 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, 2-7=-45, 7-11=-45, 11-12=37, 2-17=35, 16-40=-6(F=29), 15-40=16(F=51), 14-41=-35, 41-42=-50, 11-42=-35 Horz: 1-2=-7, 2-7=1, 7-11=-1, 11-12=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, 2-7=-45, 7-11=45, 11-12=37, 2-17=-35, 16-40=-6(F=29), 15-40=16(F=51), 1441=-35, 41-42=-50, 11-42=-35 Horz: 1-2=-7, 2-7=1, 7-11=71, 11-12=7 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-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 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 ANSYTP/1 Qualify Criteria, DSB-89 and BCSI Building Component 6204 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Truss Type 2743167 1A02 ISPECIAL City I Ply I lot 11 T23721298 d fence u uunar FirstSeurce (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:15 2021 Page 1 ID: 193QGWBBpX3jR187z6Om7kz5?ad-kHVRSCGaXEENNu9Uey5AU4113m B42cM00SA4MizMobs 1 4 6-3-0 11-11-12 19-0-0 20-8-0 27-8 4 33-5-0 39-8-0 1-0 1-4-0 6-3-0 5-8-12 7-0-4 1-8-0 7-0-4 5-8-12 6-3-0 14-0 5x6 = 6.00 12 5x6 = 5 6 6x8 �nY ST1.5x8 STP = 3.00 F12 6x8 Zz 8-8-0 Scale= 1:75.1 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.90 BC 0.86 WB 0.70 Matrix-SH DEFL. in (loc) Udefl L/d Vert(LL) 0.53 12 >890 240 Vert(CT) -0.80 11-12 >584 180 Horz(CT) 0.54 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 218lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied BOT CHORD 2x4 SP No.2 *Except* or 4-2-2 oc bracing. 2-16,9-11: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-810(LC 10), 9=-B10(LC 10) Max Grav 2=1533(LC 1),9=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4678/2623, 3-4=-4460/2503, 4-5=-2621/1685, 5-6=-1866/1397, 6-7=-2621/1685, 7-8=-4460/2503, 8-9=-4678/2623 BOTCHORD 2-16=2192/4471, 15-16=-1473/3093, 13-15=-740/1864, 12-13=-740/1862, 11-12=-1473/2962, 9-11=-2192/4181 WEBS 4-16=695/1675, 4-15=-11621756, 5-15=535/1071, 5-13=-261/320, 6-13=-261/320, 6-12=535/1010, 7-12=-1086/756, 7-11=-695/1545 ,,,uIN %,OPQ NOTES- 1) Unbalanced roof live loads have been considered for this design. GEN`•• SF 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. ,� •..�\ .• �� 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2R) NO 0,8182 •�,_ 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for *'J• *. '� reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss "fl, component. 4) Provide adequate drainage to prevent water ponding. '�. S " F �/' •��� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This �i�T • T. �i�t�S•.; Q;0N_� 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 an other members. 'OR 19 . • •i. 7) parallel to value using ANSIIrPI 1 /beann)g �, S',' % capacity ofBearing grain angle to grain formula. Building designer should verify/ surta jrt'-N Jr,. esiders 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at Joaquin Velez PE Nti.68182 joint 9. MiTek USA, Inc:. FL 6eit 6634. 6904:Parke Eait,Blvd. Tampa FL 33610 Qaft% April 27, 2021 A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon shown, is for parameters and 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 MITek• ANSI/TP/f quality Criteria, DSB-69 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Parke 6904 Parke East Blvd. East Tampa, Job Truss Truss Type City Ply lot 114/5 WATERSTONE T23721299 2743167 A03 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:16 2021 Page 1 ID: 193QG WB BpX3jR187zeOm7kz5?ad-CT3pfYHC IXME_2kgBfcP 1 IayJ9X_nouYE6vdu8zMobr r1-4-0, 6-3-0 11-11-12 17-0-0 22-8-0 27-85 33-5-0 39-8-0 Al-D-0 1-4-0 6-3-D 5-B-12 5-0-5 5-8-0 5-0 4 5-8-12 6-3-0 1-4 00 dI 0 ST1.5x8 STP = ST1.5x8 STP = 5x8 3.00 F12 5x8 Zz Scale = 1:75.1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.53 11-12 >891 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.79 11-12 >590 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.49 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 235lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 / REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-81O(LC 10), 9=-81O(LC 10) Max Grav 2=1533(LC 1). 9=1533(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-484612901, 3-4=-4578/2723, 4-5=-2453/1692, 5-6=2150/1604, 6-7=-2451/1691, 7-8=-4578/2723, 8-9=-4846/2901 BOT CHORD 2-15=2453/4599, 14-15=-1599/3074, 12-14=-998/2148, 11-12=1599/2984, 9-11=2453/4352 WEBS 3-15=261/317, 415=-775/1762, 4-14=-1183/761, 5-14=-394/792, 6-12=-394/816, 7-12=11111761, 7-11=-775/1647, 8-11=-275/317 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=16omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Extedor(2R) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Eztefior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. .8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 9. %��� PpiU IN VFW No '60182 = r 9 S OF �C! 1111,- Joaquin Velez PE No.68182 MiTek USA, Ioc: FL deft 6634 6904:15arke Wit Blvd. Tampa FL 03610 Dates April 27,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd, Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type 67 IA04 ISPECIAL Ply T23721300 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, goo teterence o tional 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 2615:50:18 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz57ad-8sAa4E ISg9cyEMu2J4ft6jfK4zADF01riQOkz1 zMobp 14 5-11-1 919 15-0-0 19-10-0 24-8-0 30-1-7 33-8-15 39-8-0 1-0 1-4-0 5-11-1 3-7-9 5-5-7 4-10-0 4.10-0 5_ _ 5 7 3-7-9 5-11-1 1-4-0 Scale = 1:75.1 6.00 F12 5x6 = 3x4 = 24 6 25 5x6 = 4x12 3.00 F12 4x12 4x8 // Plate Offsets o- _� B-8-0 X,Y -- [2:0-0-3,1-11-7], [2:0-2-7,0-0-9], [4:0-3-0,0-3-0], [5:0-4-0,0-2-8], [7:0-4-0,0-2-8], [8:0-3-0,0-3-0], [10:0-0-3,1-11-7], [10:0-2-7,0-0-9], [12:0-4-12,0-5-4], 06.0-4-12 0-5-4) LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.66 DEFL. in (loc) I/defl Lid PLATES GRIP TCDL 7.0 BCLL Lumber DOL 1.25 BC 0.96 Vert(LL) 0.52 13-15 >922 240 Vert(CT) -0.89 13-15 >534 180 MT20 244/190 0.0 BCDL 10.0 Rep Stress Incr YES Code FBC2020/TP12014 WB 0.56 Matrix -AS Horz(CT) 0.52 10 n/a n/a Weight: 237 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. 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 Harz 2=335(LC 9) Max Uplift 2=797(LC 10), 10=797(LC 10) Max Grav 2=1803(LC 15), 10=1803(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6039/3136, 3-4=-5785/3013, 4-5=-3326/1956, 5-6=-2977/1856, 6-7=-2878/1856, 7-8=-3217/1956, B-9=-5529/3013, 9-10=-5790/3136 BOT CHORD 2-16=2673/5780, 15-16=-2221/4848, 13-15=-1428/3091, 12-13=-2221/4401, 10-12=-2673/5294 WEBS 4-16=646/1713, 4-15=-1974/1031, 5-15=-516/1187, 7-13=-516/1196, 8-13=-1866/1031, 8-12=646/1598, 9-12=-259/216, 6-15=-334/191, 6-13=-334/191 111(I7/J NOTES- 1) Unbalanced live ' PQU N roof loads have been considered for this design. �� 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp ENS •� ,�� �• �••% C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-4-2, Interior(1) 2-4-2 to 11-0-6, Exterior(2R) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 • NO 68182 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the this truss 7t{ �.� ` use of component. 4) Provide adequate drainage to prevent water ponding. ;�•: 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been i� �• S OF: �41V 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 i�i� chord and any other members, with BCDL = 10.Opsf. 7) •� R `� N. Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify�� capacity of bearing surface.S s `��. •��....�•� '\ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the to chord and 1/2" sum sheetrock be applied directly to the bottom chord. p gyp 82 Joaquin Velez FIL Gbit 66 MRek USA; Inc: FL Cert6634 6964:11barke East Blvd: Tampa FL M610 Date: April 27,2021 ® WARNING - Vedy 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, OF 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 bracing permanent 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 ANSUTPIf Quality Criteria, DSB-89 and BCSI Building Component Safety information MiTek available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke Fast Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply �lot`114/5WATERSTONE T23721301 2743167 A05 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:20 2021 Page 1 I D:193QG WB BpX3jR187zeOm7kz5?ad-4EI KVvKjMmsgTg2RQVhLB8kdwntSjti79klr2vzMobn r1-4-q 6-8-0 13-0-0 19-10-0 26-8-0 33-0-0 39-8-0 1-4-0 6-8-0 6-4-0 6-10-0 6-10-0 6-4-0 6-8-0 Scale = 1:75.1 5x6 = 6.00 F12 3x4 = 5x6 = 4 17 18 5 19 206 ST1.5x8 STP = ST1.5x8 STP = 6x8 3.00 F12 6x8 Plate Offsets (X,Y)-- [2:0-5-9,Edge), [3:0-3-0,0-3-0], [4:0-3-4,0-2-0], [6:0-3-4,0-2-0], [7:0-3-0,0-3-01, [8:0-5-9,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.55 11-13 >845 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.89 11-13 >526 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.57 8 rile rile BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 190 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-10-15 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-14,8-10: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-810(LC 10), 8=-810(LC.10) Max Grav 2=1533(LC 1). 8=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4722/2949, 3-4=-4466/2806, 4-5=-2924/2005, 5-6=-2924/2005, 6-7=-4466/2806, 7-8=-4722/2949 BOT CHORD 2-14=2492/4340, 13-14=-1444/2714, 11-13=-1702/3110, 10-11=-1444/2714, 8-10=2492/4222 WEBS 3-14=282/338, 4-14=-985/1859, 4-13=-142/522, 5-13=-394/275, 5-11=-394/275, 6-11 =1 42/522, 6-1 0=-985/1749, 7-10=-292/338 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; 8=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Exterior(2R) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 8. j:1IIIIIIJJy� QG V E N�<� fo � ..�X SF•. i, oo No. ,681.82' OF ZU i %••.,OR1�• ♦�• Joaquin Velez PE No.68182 MiTek USA, JncJL$6rt6634 6964:Parke East Blvd, Tampa FL 33610 Date:. April 27,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. 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 114/5 WATERSTONE 2743167 A06 SPECIAL T23721302 1 1 Builders FirstSource (Plant Citv. FL). Plant city FT _235F7 _ .__ Job Reference (optional) -- - ---- o.va0 s Apr 20 2u21 mi I eK Industries, Inc. Mon Apr 26 15:50:22 2021 Page 1 ID:193QGWBBpX31RI87zeOm7kz5?ad-OdQ5wbLztN6NizBgYwjpHZpykaaoBgiQd1 Mx6ozMobl 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 1-4-0 5-11-1 5-0-15 6-0-0 5-8-0 6-0-0 5-0-15 5-11-1 1-4-0 6x8 5x6 = 2x4 11 5x6 = 5x6 = �— 4 18 19 5 6 20 21 7 3.00 F12 39-8-0 ST1.5x8 STP = 6x8 Scale = 1:73.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 PLATES GRIP Vert(LL) 0.68 12-14 >689 240 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.97 12-14 >481 180 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.57 9 n/a file BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 "Except` BOT CHORD Rigid ceiling directly applied 13-15,11-13: 2x6 SP No.2 or 3-11-8 oc bracing. 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(1_C 8) Max Uplift 2=-810(LC 10), 9=-810(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4676/2926, 3-4=-4455/2724, 4-5=-3991/2570, 5-6=-3991/2571, 6-7=-3994/2572, 7-8=-4455/2724, 8-9=-4675/2926 BOT CHORD 2-15=2472/4227, 14-15=-170913153, 12-14=-2149/4007, 11-12=-1710/3155, 9-11=2472/4178 WEBS 3-15=214/309, 4-15=-702/1462, 4-14=-493/1086, 5-14=-319/298, 6-12=-3761300, 7-12=493/1086, 7-11=-699/1408, 8-11=227/308 NOTES- I N 1) Unbalanced roof live loads have been considered for this design. 2) Wind: �% E N S'• �i� ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. %� , •�\`C' II; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C Extericr(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0.6, Exterior(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Extedor(2E) 37-0-6 to : N Q $8182 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 * ,• 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific = to the use of this truss component. 4) Provide drainage adequate to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with live i� '. .S T O F �1l any other 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 i���• will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 9 considers parallel to value using ANSI/TPI 1 O R , Q Q;• \?� ��j SS •' •''' grain angle to grain formula. Building designer should verify capacity of bearing surface. \ �1 �j�,� �N �,,�� %-'� - 8) Provide �� mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 9. .I1.1, Joaquin Velez PE Nd.58182 MITek Wk Inc. FL Gent 6634. 6904:Parke East Blvd. Tampa FL 33610 Oats: April 27,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10114473 rev. 5/1912020 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 2060136610 6904 Parke East Blvd. ParkeEast Tampa, Job Truss Truss Type Qty Ply lot 114/5 WATERSTONE T23721303 2743167 A07 SPECIAL 1 1 Job Reference optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 2615:50:23 2021 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-Vp_T7xMbehEEK7mO6dE2pmM9_OfwHUarh6VeEzMobk r1-4-0, 4-6-5 9-0-0 , 15-10-8 23-9-8 301- 35-1-11 39-6-0 Al-0-q 1-4-0 4-6-5 4-5-11 6-10-8 7-10-15 6-10-8 4-5-11 4-6-5 1-4-0 5x6 = 3x4 = 6.00 12 4' 21 2223 5 5x8 = 5x6 = 2425 26 7 Scale = 1:73.6 ST1.5x8 STP = 2x4 11 3x4. = 2x4 11 ST1.5x8 STP = 4x6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 3.00 F12 8-8-0 12-8-4 -11 4-1 4-0-C 14,Edge), [4:0-3-0,0-2-O p SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 4x6 ZZ CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 2441190 BC 0.50 Vert(CT) 0.1715-16 >943 180 WB 0.57 HOrz(CT) 0.03 9 n/a n/a Matrix-SH Weight: 191 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16,13-15. REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-212(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-312(LC 10), 9=-326(LC 10), 16=-675(LC 10), 13=-703(LC 10) Max Grav All reactions 250 lb or less at joint(s) except 2=461(LC 15), 9=538(LC 16), 16=1106(LC 19), 13=1162(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-917/450, 3-4=338/147, 4-5=-287/644, 5-6=-74/688, 6-7=-307/675, 7-8=-470/228, 8-9=-1055/524 BOT CHORD 2-18=251/931, 17-18=-257/935, 16-17=28/292, 15-16=-301/136, 13-15=-391/248, 12-13=0/331, 11-12=323/894, 9-11=-317/890 WEBS 3-17=5531413, 4-17=-39/401, 4-16=-951/598, 5-16=-787/686, 5-15=-513/208, 6-15=487/295, 7-12=-58/372, 8-12=-542/404, 6-13=-766/671, 7-13=961/665 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Extericr(21R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 26-8-6, Exterior(2R) 26-8-6 to 34-7-10, Interior(1) 34-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 2, 326 lb uplift at joint 9, 675 lb uplift at joint 16 and 703 lb uplift at joint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on oaae 2 ��1lillulrlt e���� PQU IN VFWt�i�� No. 68182 r r oo 'S T . OF (u �I11111;1.10 Joaliulo Velez PE N6.68182 MiTek USA, Inc. FL Gert$634 6904;Parke East Blvd. Tampa FL 33610 bale: April 27,2021 A WARNING- Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall l� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'y,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 ANShTF11 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 I russ Truss Type Qty Ply lot 11415 WATERSTONE 2743167 A07 SPECIAL 1 1 T23721303 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, Job Reference o tional 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:23 2021 Page 2 ID:193QGWBBpX3jR187zeOm7kz5?ad-Vp T7xMbehEEK7m06dE2pmM9_OfWHUarh6VeEzMobk LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 2-17=-20, 12-17=-20, 9-12=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=105, 2-19=59, 19-20=47, 4-20=70, 4-22=70, 22-25=47, 7-25=70, 7-27=70, 27-28=47, 9-28=59. 9-10=105, 2-17=-10, 16-17=10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-113, 2-19=67, 19-20=-56, 4-20=-78, 7-27=78, 27-28=56, 9-28=67, 9-10=113 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=3, 2-4=-41, 4-7=-41, 7-9=-41, 9-10=3, 2-17=-20, 16-17=-20, 13-16=10(17=30), 12-13=20, 9-12=-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 Vert: 1-2=42, 2-4=13, 4-23=45, 23-26=26, 7-26=16, 7-9=31, 9-10=21, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=50, 2-4=-22, 7-9=39, 9-10=29 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-4=31, 4-21=16, 21-24=26, 7-24=45, 7-9=13, 9-10=42, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-4=-36, 4-7=-16, 7-9=5, 9-10=15, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 2-17=-20, 16-17=20, 13-16=10(F=30), 12-13=-20, 9-12=-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, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=10, 9-12=-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, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=10, 9-12=10 Horz: 1-2=-53, 2-4=-25, 7-9=25, 9-10=53 12) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16. 4-7=16, 7-9=-16. 9-10=5, 2-17=-20, 16-17=-20, 13-16=1O(F=30), 12-13=-20, 9-12=,-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, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-9, 2-4=2, 7-9=2, 9-10=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 (plf) Vert: 1-2=-53, 2-4=61, 4-7=-45, 7-9=-30, 9-10=-22, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-9=-61, 9-10=-53, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=-22, 2-4=-14, 7-9=-17, 9-10=-9 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 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, 2-4=45, 4-7=-45, 7-9=-45, 9-10=-37, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=-7, 2-4=1, 7-9=1, 9-10=7 ®WARNING - VeriN design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not e a buss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek• fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANS11TP/1 Quality Criteria, DSB-99 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply T23721304 2743167 AOB SPECIAL 1 1 �lot`114/5WATERSTONE Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:25 2021 Page 1 ID:193QG WB BpX3jR187zeOm7kz5?ad-RC5DYdOrAIVyZRwPD2HWuBRUEobDO55sJ?bbj7zMobi r1-0-Q 7-0-0 12-3-1 16-0-8 19-10-0 22-5-14 , 26-3-5 32-M 39-8-0 p1-01 1-4-0 7-0-0 5-3-1 3-9-8 3-9-8 2-7-14 3-9-8 6-4-11 7-0-0 1-4-0 5x6 = 3x8 = 3x4 = 2x4 II 5x6 = 5x12 = 5x6 6.00 F12 = 3 18 19 4 2021 22 5 23 24 6 25 7 26 827 28 29 9 ST1.5x8 STP = 3x6 3.00 12 3x8 = ST1.5x8 STP = 5x6 Scale = 1:73.6 7-1-8 12-3-1 12 -0 19-10-0 26-2-0 26 5 32-6-8 39-8-0 7-1 8 5-1-9 0- -15 7-4-0 6-4-0 0-1-5 6-3-3 7-1-8 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [3:0-3-0,0-2-0], [4:0-3-8,0-1-8], [7:0-3-0,0-3-0], [8:0-3-8,0-2-8], [9:0-4-0,0-2-8], [10:0-4-7,Edge], [12:0-8-0,0-0-8], [13:0-3-8,0-3-0], [16:0-3-8,0-3-01,[17:0-5-8,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.24 14-16 >709 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.27 14-16 >635 180. BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 179lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-362(LC 8), 10=-445(LC 8), 16=-1709(LC 8), 13=-1849(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 10=700(LC 1), 16=2275(LC 1), 13=2378(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 151 /341, 3-4=-933/356, 4-5=-632/1043, 5-6=-775/1231, 6-7=775/1231, 7-8=-706/1076, 8-9=-1294/649, 9-10=-1549/671 BOT CHORD 2-17=205/984, 16-17=-1043/843, 14-16=-548/221, 13-14=-465/179, 12-13=-1077/936, 10-12=-455/1346 �avIN WEBS 5115-120/437, ��•,o 7-14=761/737,7-13=1411/114768-3='1431/1329-12-46/367,4-17=02/2111, 41 � F 8-12=1408/2480 NOTES- No, .68182 •.1k. 1) Unbalanced roof live loads have been considered for this design. * 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. = 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 '0 . : IZ 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ' -S OF •; 4 Z to the use of this truss component. �. (V 4) Provide adequate drainage to prevent water ponding. ��.T• '�' ••' 0 �i `Ii 0•'`�� • 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' �` R ��� • • • � ' 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 * S \ ��I� ON A" - � will fit between the bottom chord and any other members. %%N 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Joaquin Velez PE N6:68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 lb uplift at joint 2, 445 lb uplift at M[Tek USA„InO: FL Celt 6634 joint 10, 1709 lb uplift at joint 16 and 1849 lb uplift at joint 13. 6900arke EastBlvd. Tampa FL 33610 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they Date: are correct for the intended use of this truss. April 27,2021 Continued on oaae 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 511.92020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the. applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rFI1 quality Criteria, DSB-89 and Bost 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 2743167 IA08 ISPECIAL II I , I T23721304 Builders FirstSource (Plant City, FL), Plant City, FL - 33567. r<r;rei u nortai 8.430 s Apr 20 2021 MiTeeTek Industries, Inc. Mon Apr 26 15:50:25 2021 Page 2 NOTES- ID:193QG WBBpX3jR187zeOm7kz5?ad-RC5DYdOrAIVyZRwPD2H WUBRUEobDO55SJ?bbj7zMobi 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 Ib down and 159 Ib up at 7-0-0, 111 Ib down and 197 Ib up at 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111 lb down and 197 lb up at 19-0-12, 111 lb down and 197 lb up at 20-7-4, 111 lb down and 197 lb up at 22-7-4, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197 lb up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and 111 lb down and 197 lb up at 30-7-4, and 175 lb down and 356 lb up at 32-8-0 on top chord, and 353 lb down and 128 lb up at 7-1-12, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 lb down at 19-0-12, 92 lb down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 92 lb down at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at 32-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=54, 9-11=-54, 2-17=-20, 12-17=20, 10-12=-20 Concentrated Loads (lb) Vert: 3=-175(B) 7=-111(B) 9=-175(B) 17=-330(B) 15=46(B) 12=-330(B) 18=-111(B) 19=-111(B) 20=111(B) 22=-111(B) 23=-111(B) 24=-1 11(8) 25=111(B) 26=-111(B) 27=-111(B) 28=111(13) 29=-111(B) 30=-46(B) 31=-46(B) 32=-46(B) 33=46(B) 34=46(B) 35=46(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=46(B) 40=-46(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=42, 2-3=13, 3-21=45, 21-28=26, 9-28=16, 9-10=31, 10-11=21, 2-17=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Harz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Drag: 3-4=-0, 8-28=0, 9-28=0 Concentrated Loads (lb) Vert: 3=130(8) 7=156(B) 9=257(B) 17=108(B) 15=-23(B) 12=108(B) 18=136(8) 19=136(B) 20=136(8) 22=156(B) 23=156(8) 24=156(B) 25=156(8) 26=156(B) 27=156(B) 28=156(B) 29=165(B) 30=-23(B) 31=-23(B) 32=23(B) 33=23(B) 34=-23(B) 35=-23(B) 36=-23(B) 37=-23(B) 38=23(131) 39=-23(B) 40=-23(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-19=16, 8-19=26, 8-9=45, 9-10=13, 10-11=42, 2-17=10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Drag: 3-19=-0, 4-19=0, 8-9=0 Concentrated Loads (lb) Vert: 3=159(B)7=156(B)9=246(B)17=108(B)15=-23(B)12=108(B)18=165(B)19=156(8)20=156(B)22=156(B)23=156(B)24=156(B)25=156(B)26=156(B) 27=136(8) 28=136(B) 29=136(B) 30=-23(B) 31=-23(B) 32=23(1]1) 33=23(13) 34=-23(B) 35=-23(B) 36=-23(B) 37=-23(8) 38=23(121) 39=-23(B) 40=-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, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert:3=54(B) 7=197(B) 9=315(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(8)19=197(B)20=197(B)22=197(B)23=197(B)24=197(B)25=197(B)26=197(13) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=13(1]1) 33=13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=13(B) 39=-13(B) 40=-13(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=20 Horz: 1-2=-29, 2-3=-19, 9-10=22, 10-11=-12 Concentrated Loads (lb) Vert:3=54(B) 7=197(B) 9=356(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(8) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=113(B) 33=13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=13(B) 39=-13(B) 40=-13(B) 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, 2-17=10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Drag: 3-4=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=130(B)7=136(B)9=214(B)17=108(B)15=-23(B)12=108(B)18=136(B)19=136(B)20=136(B)22=136(B)23=136(B) 24=136(8)25=136(B)26=136(B)27=136(B)28=136(B)29=136(B)30=-23(B)31=-23(B)32=-23(B)33=23(13) 34=-23(B) 35=-23(B) 36=-23(B) 37=23(131) 38=-23(B) 39=-23(B) 40=-23(8) 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, 2-17=10, 16-17=-10, 13-16=49(F=59), 12-13=10, 10-12=-10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Drag: 3-4=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=116(B) 7=165(B) 9=271(B) 17=108(B) 15=-23(B) 12=108(B) 18=165(B) 19=165(B) 20=165(B) 22=165(B) 23=165(B) 24=165(B) 25=165(B) 26=165(B) 27=165(B) 28=165(B) 29=165(B) 30=-23(B) 31=-23(B) 32=-23(6) 33=23(B) 34=-23(B) 35=-23(B) 36=23(B) 37=23(B) 38=-23(B) 39=-23(B) 40=-23(5) 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, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert:3=72(8) 7=197(B)9=335(B)17=128(13)15=-13(B) 12=1 28(8) 18=1 97(B) 19=1 97(B) 20=1 97(B) 22=1 97(B) 23=1 97(B) 24=197(13)25=197(13)26=197(13)27=197(B)28=197(6)29=197(8)30=-13(B)31=-13(B)32=-13(B)33=13(13) 34=-13(13) 35=-13(B) 36=13(B) 37=13(B) 38=-13(B) 39=-13(B) 40=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Continued on oaae 3 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, 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 passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-69 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply �lot`114/5WATERSTONE T23721304 2743167 A08 SPECIAL 1 1. Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:25 2021 Page 3 ID: 193QG WBBpX3jRI87zeOm7kz5?ad-RC5DYdOrAIVyZRwP D2H WuBRUEobDO55sJ?bbj7zMobi LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=16, 9-10=-16, 10-11=-5, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)18=197(B)19=197(B)20=197(B)22=197(B)23=197(B)24=197(B)25=197(B)26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=13(13) 33=13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=13(13) 39=-13(B) 40=-13(B) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-3=-61, 3-9=-45, 9-10=-30, 10-11=-22, 2-17=-20, 16-17=-20; 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=232(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=13(B) 33=13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=13(13) 39=-13(B) 40=-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, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=22, 2-3=-14. 9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=262(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(8) 29=145(B) 30=-13(B) 31=-13(6) 32=13(B) 33=13(131) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=13(13) 39=-13(B) 40=-13(B) 15) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=45, 10-11=-37, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert:3=-5(B) 7=145(B)9=247(B)17=76(B)15=-13(8)12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=1 45(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=13(B) 33=13(B) 34=-13(8) 35=-13(B) 36=,13(B) 37=-13(B) 38=13(B) 39=-13(B) 40=-13(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=45, 10-11=-37, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=13(13) 33=13(151) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=13(8) 39=-13(B) 40=-13(B) WARNING - Vedty 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infomration available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply lot 114/5 WATERSTONE 2743167 B01 SPECIAL 1 1 T23721305 Builders FirstSource (Plant Job Reference (optional) M d1 mpr zu zuci mr I eK Inoustnes, Inc. Mon Apr 2615:50:26 2021 Page 1 ID:193QGWBBpX31R187ze0m7kz5lad-vOfbmzOUxcdpBbVbnmolRP iKB H7aKOYfK9FZzMobh -1-4-0 8-6-0 11-10-0 19-6-0 27-8-0 — — 290-0 1-41 8-6-0 3-4-0 7-8-0 8-2-0 1_4-0 4x6 = ST1.5x8 STP = 7x10 = ST1.5x8 STP = 3x6 11 3x4 1 Scale=1:56.0 c? I� d N LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCDL 7.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC 0.58 Vert(LL) 0.37 2-10 >254 240 MT20 244/190 BCLL 0.0 Rep Stress Incr YES BC 0.69 WB 0.82 Vert(CT) 0.31 Horz(CT) -0.01 2-10 >298 180 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing. 2-10: 2x4 SP M 31, 3-9: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 9=0-8-0, 6=0-8-0 Max Horz 2=317(LC 9) Max Uplift 2=373(LC 10). 9=-653(LC 10), 6=465(LC 10) Max Grav 2=319(LC 19), 9=1123(LC 1), 6=824(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-908/663, 5-6=1066/633 BOT CHORD 2-10=243/251, 9-1 0=-1 045/1168, 3-10=421/477, 6-8=-356/850 WEBS 4-10=714/367, 4-8=-441/807, 5-8=-504/509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Extedor(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Extedor(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint 2, 653 lb uplift at joint 9 and 465 lb uplift at joint 6. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 IN Ife.. O GEN �;` i No 68182 'U S (r OF �►: s 47 Joaquin Velez PE No.68182 Mgek USA, Inc: FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dite: April 27,2021 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply lot 114/5 WATERSTONE T23721306 2743167 B06 GABLE 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:27 2021 Page 1 ID: 193QG WB BpX3jR187zeOm7kz5?ad-NaD_zJ P6iwlgpk4nLTJ_cXuHbJjs019mJ4in?zMobg i-1-4-0 B-6-0 11-10-0 21-9-6 27-8-0 29-0-0 ' 1-4-0 ' 8-6-0 3-4-0 9-11-6 5-10-10 1-4-0 2x4 11 7 STI.5x8 STP = 4x8 11 2x4 II 9 2x4 II 2x4 II 2x4 I 3x4 = .. �n-n-n 48 II 3x4 = Scale = 1:59.8 ca o 16]0 0 N 8-0-0 8-Q-8 .18-5-7 27-8-0 ' 8-0-0 0- -8 10-4-15 9-2-9 Plate Offsets (X,Y)-- [2:0-4-4,Edge], [15:0-3-8,Edge], [15:0-2-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.16 26 >595 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.25 15-17 >919 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.03 23 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 195lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 cc purlins. BOT CHORD 2x4 SP No.2 `Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 2-24: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 28, 29, 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 23=0-8-0, 15=0-8-0 Max Horz 2=312(LC 9) Max Uplift 2=-517(LC 10), 23=529(1_C 10), 15=-551(LC 10) Max Grav 2=358(LC 19), 23=1097(LC 1), 15=890(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-266/291, 4-5=247/267, 5-6=-237/270, 6-7=-221/360, 7-8=-193/361, 8-9=-1015/849, 9-10=-1036/792, 10-11=-1057/773, 11-13=-1037/643, 13-15=-1302/744 BOT CHORD 23-24=-453/880, 6-24=-274/407, 15-17=453/11A8 WEBS 23-28=-706/251, 8-28=-787/290, 8-29=-510/879, 29-30=-496/866, 27-30=-563/924, 17-27=-358/752, 13-17=-380/273, 11-27=-232/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. ,,, i111111j1� , U N V I�� Q 16 .- gust) II; Exp C; Encl., GCpi=0.18; MWFRS C-C `�� is Q (directional) and Exterior(2E) -2-0-0 to 1-11-10, Interior(1) 1-11-10 to 7-8-14, Exterior(2R) 7-8-14 to 15-10-0, Interior(1) 15-10-0 to 25-8-6, Exterior(2E) 25-8-6 29-8-0 J SF•••, �i to zone; porch left exposed;C-C for members and forces �� ." �i` & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 i IV o 66182 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 building designer as ANSUTPI 1. qualified per 4) Building Designer / Project engineer for live load loading = • responsible verifying applied roof shown covers rain requirements specific to the use of this truss component. = -0'; ; 5) Gable studs spaced at 2-0-0 cc, O.F 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. R' Q •' 8) id mechanical connection (by others) of truss to bearing plate capable of withstanding 517 lb uplift at joint 2, 529 lb uplift at `��,,� ��jisS�O lb joint and uplift nt 1.11.1,1 Joaquili Velez IRE No.68182 MITek USA, Inc: FL Cert 6634 6904:ParkeEast Blvd. Tampa FL W10 Date: April 27,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard 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 ANSUTpH 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 Trus 2743167 lCiv Truss Type SPECIAL Qty I Ply I lot 114/5 T23721307 Builders LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 Job Reference o tional (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:28 2021 Page 1 ID:193QG WB BpX3jR187zeOm7kz5?ad-mnMAfQkTDtXQufzuAgD Wg3BH?gTbfaJ?zpGKSzMobf -1-4-0 0-11-4 1-4-0 G-11-4 Scale = 1:7.6 O 0 G _U-r,Cugel SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. DEFL. in (loc) . I/defl L/d PLATES GRIP Lumber DOL 1.25 TC 0.23 BC 0.01 Vert(LL) -0.00 2 >999 240 MT20 244/190 Rep Stress Incr YES WB 0.00 Vert(CT) Horz(CT) -0.00 0.00 2 3 >999 n/a 180 n/a Code FBC2020/TP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0.8-0, 4=Mechanical Max Horz 2=74(LC 10) Max Uplift 3=38(LC 1). 2=-200(LC 10) Max Grav 3=63(LC 10), 2=169(LC 1), 4=17(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ]BRACING. TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4'2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 200 lb uplift at joint 2. �%'`0' 6UINV f l����i ONEN No 68182 • S OF i��'SSION AV E %., Joaquin Velez PE N6.68182 MiTek USA, Inc FL Cert 6634 ,6904:Parke East Blvd. Tampa FL 33610 Date: April 27.2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7P/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available ham Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T23721308 2743167 C3V SPECIAL 4 1 �lotll4WATERSTONE/5 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 2615:50:29 2021 Page 1 ID:193QGWBBpX3jR1B7zeOm7kz5?ad-JzLkO_RMEX?022EASuLS31 cHWP9hK6gSEdZpsuzMobe -1-4-0 2-11-4 ' 1 2-11-4 LOADING (psf) SPACING- 2-0-0 TCLL 2b.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPl2014 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=128(LC 10) Max Uplift 3=-45(LC 7), 2=-187(LC 10) Max Grav 3=56(LC 15), 2=214(LC 1), 4=51(LC 3) n 1,2 '60 6 ST1.5x8 STP = Scale = 1:12.7 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.32 Vert(ILL) -0.00 2-4 >999 240 MT20 244/190 BC 0.07 Vert(CT) -0.01 2-4 >999 180 WB 0.00 Horz(CT) -0.00 3 n/a nla Matrix-P Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. 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 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using 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 45 lb uplift at joint 3 and 187 lb uplift at joint 2. l►r��.��r� u, V i Pa F� Nq. ,68182 r p S . TE OF l 1U: O R •X V • C?N Joaquin Velez PE Nd.68182 MiTek USA, Inc. FL Cert 6634 6600arke East;Blvd. Tampa FL 33610 Date: April 27,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This designis 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 AiTek� 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 iUl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TFI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Blvd. Tampa, 6904 Parke East East To Truss 743167 C5V Builders FirslSource (Plant City, FL), Truss Type Qty Ply lot 114/5 WATERSTONE SPECIAL 4 1 T23721309 Job Reference o tional 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:30 2021 Page 1 ID:193QG WBBpX3jRl87zeOm7kz5?ad-n9v6bKR_?r7FgCpMObshbF9PLpT43Z4cTH IMOKzMobd 1-4-0 4-114 ST1.5x8 STP = Scale = 1:17.6 ri vrractb to T)-- iz:u-4-/ to ei LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 2-4 PLATES GRIP -0.03 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=182(LC 10) Max Uplift 3=116(LC 10), 2=-189(LC 10) Max Grav 3=133(LC 15), 2=276(LC 15), 4=91(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. �;� 1'111 Il t/ 6) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify ,�) PQi i I N v L , capacity of bearing surface. 7) Provide ♦ Q i�, C' EN SF.•� �� mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 3 and 189 lb uplift at ��, •i joint 2. No 681`82 Z E •• 9 S OF0. •.'��U ►itII-IUI Joaquln Velez PE N6.68182 MiTek QSklnc. FL 6ert 6634 69049a" East Blvd. Tampa FL 33610 Date: April 27,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 511 MO20 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 MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITp/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waltlorf, MD 20601 6904 Parke Fast Blvd. East Tampa, 36610 Job Truss Truss Type Qty Ply lot 114/5 WATERSTONE T23721310 2743167 D01 Common 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 2615:50:30 2021 Page 1 I D:3xt?Yd6RbynX016Sf6ghljz4cnz-n9v6bKR_?r7FgCpMObshbF9Qsplt3WscTH IMOKzMobd i -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 4x4 = 5x8 = 4x4 = Scale = 1:38.5 4x4 = Io 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets (X,Y)-- (8:0-4-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.16 2-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.34 2-8 >688 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Harz 2=232(LC 9) Max Uplift 2=-463(LC 10), 6=-463(LC 10) Max Grav 2=805(LC 1), 6=805(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1128/884, 3-4=-865/698, 4-5=-865/698, 5-6=-1128/884 BOT CHORD 2-8=-589/1029, 6-8=-588/956 WEBS 4-8=-317/542, 5-8=356/399, 3-8=-355/399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 6-0-7, Exterior(2R) 6-0-7 to 13-11-10, Interior(1) 13-11-10 to 17-4-6, Exterior(2E) 17-4-6 to 21-4-0 zone;C-C for members and forces & MWFRS for 11I I f 1 /y, reactiown; Lumber e grip +,�1 ♦♦♦`` QU N VF,'�I� 3 Building Designer er / Project engineer ee� responsible ons ble or verifying applied roof live load shown covers rain loading requirements specific 9 9 1 9 P fY 9 PP 9 q P ♦ P I� to the use of this truss component. 4) This truss has been designed for 10.0 bottom live load live loads. ♦� �. J,,••�GENS"• �•'•� a psf chord n a ncon current with any other .' �i r 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 N,O 68182 •;.*. will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 463 lb uplift at joint 2 and 463 lb uplift at +' >�,:, joint 6. �. •� iz S F 'Q i�FS _ O R 1, � ♦�� �,��S/� N A� Eft♦♦ Joaquin Velez PE Nd.68182 MiTek l)SA; Inc. FL Urt 6634. 6904:Parke, East Blvd. Tampa FL 33610 Date; April 27,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/l 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 Truss 2743167 ID02A I GABLE Ply, T23721311 �I FirstSource (Plant City, FL), Plant City, FL - 33567. 8��2 rrice o Donal .430 s Apr 20 2021 21 Mi MiTek Industries, Inc. Mon Apr 26 15:50:32 2021 Page 1 ID: 193QG WBBpX3jR187zeOm7kz5?ad-kYOt00TEXS NzvWyl7Ov9ggEgecA5XSBuwbnTTDzMobb -1-4-0 10-0-0 1-a-0 10-0-0 20-0 6 21-4-0 10-0-0 1-4-0 4x4 = 2x4 11 2x4 11 2x4 11 5x6 = 2x4 11 2x4 II 2x4IIII ^V ` LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 7.0 Lumber DOL 1.25 BC 0.09 BCLL 0.0 Rep Stress Incr YES WB 0.09 BCDL 10.0 Code FBC2020ITP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 P OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0 Scale = 1:37.5 I¢ 0 DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) -0.00 13 n/r 180 MT20 244/190 Vert(CT) 0.00 12 n/r 120 Horz(CT) 0.00 12 n/a rile Weight: 105 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. (lb) - Max Harz 2=-219(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 18, 19, 16, 15 except 2=175(LC 10). 12=-175(LC 10). 20=-129(LC 10), 14=129(LC 10) Max Grav All reactions 250 lb or less at joint(s) 2, 12, 17, 18, 19, 16, 15 except 20=279(LC 15), 14=284(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-78/290, 7-8=-78/290 WEBS 4-20=203/300, 10-14=-208/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VUIt=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(3E) -1-4-0 to 2-7-10, Exterior(2N) 2-7-10 to 6-0-0, Comer(3R) 6-0-0 to 14-0-0, Exterior(2N) 14-0-0 to 17-4-6, Comer(3E) 17-4-6 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 ANSIrrPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Lumber designated with a "F" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 19, 16, 15 except at=lb) 2=175, 12=175, 20=129, 14=129. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSI/TP/1 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 PQU I N No 68182 p ' S OF • : 4tJ • O. i \_,♦� ,��'SS�ON A� IE�� �♦. Joaquin Velez PE N6.66182 MRek USA; Inc:, FL 66rt 6634 ,6904:Parke East Blvd. Tampa FIL 33610 Date: April 27,2021 wr WOW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss ypeQty Ply lot 114/5 WATERSTONET23721312 FSIECITAL 2743167 E7V 7 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, -1-4-0 ST1.5x8 STP = 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 2615:50:33 2021 Page 1 ID: 193QG WB BpX3jR187zeOm7kz5?ad-CkaFEMUtlmVpXfXxhkQODtnwJOPgGwp29FX1?fzMoba 7-0-0 7-0-0 Scale = 1:23.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.12 2-4 >674 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 2-4 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=237(LC 10) Max Uplift 3=-184(LC 10), 2=-204(LC 10) Max Grav 3=205(LC 15), 2=350(LC 15), 4=132(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=184, 2=204. OP& I N GEMS NO . 6,81' 82 ST OF '4� Joaquin Velez PE Nd.68182 MiTek USA; Inc: FL Cert 663'4. 6904;0 arke East Blvd. Tampa FL M10 Datta April 27,2021 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE. USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �s a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP1I 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 2743167 Builders LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 Iuse Truss Type E7VP SPECIAL (Plant City, LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP No.2 3 City I Ply I lot 114/5 T23721313 Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:33 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-CkaFEMUtIm VpXfXxhkQODtnwUOR7Gwp29FX1?fzMoba -1-4-0 1-40 7-0-0 JI I..XO.71Y — 3x4 m T N 12 p Scale = 1:23.3 I a,u-u- I I I IL:U-U-I Z COQBj SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC DEFL. in (loc) Udefl L/d PLATES GRIP Lumber DOL 1.25 0.52 BC 0.42 Vert(LL) 0.11 2-4 >735 240 Vert(CT) 0.09 2-4 >856 MT20 244/190 Rep Stress Incr YES WB 0.00 180 Horz(CT) -0.00 3 n/a n/a Code FBC2020/TPI2014 Matrix-P Weight: 31 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=303(LC 10) Max Uplift 3=181(LC 10), 2=-327(LC 10), 4=102(LC 6) Max Grav 3=204(LC 15), 2=346(LC 1), 4=132(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=181, 2=327, 4=102. PpUIN VF< Nio No 68182 b ST OF :.4Z S' _ Joaquin Velez PE No.68182 MiTek USA', Inc. FL Wit 6634 6904:Parke East Blvd. Tampa FL 33610 Date: April 27.2021 ® WARNING - Vedfy design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, 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 chard members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS//7P/l Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply lot 11415 WATERSTONE T23721314 2743167 H7V SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:34 2021 Page 1 ID:193QG WB BpX3jRl87zeOm7kz5?ad-gxBdRiUV23dg8p67FRxdm5J5MQkW?ItBNvGaX5zMobZ 1-10-10 5-4-1 9-10-1 1-10-10 5-4-1 4-6-0 Scale = 1:22.9 3x4 ST1.5x8 STP = 5-4-1 9-10-1 5-4-1 4-6-0 Plate Offsets (X Y)-- [2:0-1-3,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.11 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 41lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=236(LC 8) Max Uplift 4=166(LC 8), 2=272(LC 8), 5=161(LC 5) Max Grav 4=136(LC 1), 2=448(LC 1), 5=295(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/637 BOT CHORD 2-7=-703/911, 6-7=710/907 WEBS 3-7=0/315, 3-6=-894/696 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. �11911111 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,��-.%Q v I N ���I4f 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 wideQ will fit between the bottom chard and any other members. ♦�� , ;••� G E•N S •: ��i 5) Refer to girder(s) for truss to truss connections. ♦ !? V F�••�, i 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify No 68182 capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) * ' •;. *. 4=166, 2=272, 5=161. = 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 Ito down and 52 Ito up at 1-5-12, 67 lb down and 52 Ito up at 1-5-12, 80 lb up at 4-3-11, 80 Ito up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 ST .` OF 411'� lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down and 7 Itoup at 4-3-11, and 51 lb down at 7-1-10, and 51 Itodown at 7-1-10 on bottom chord. The design/selection of such ice, �• . � Q Q�: 'N_,��� connection device(s) is the responsibility of others. '0' R' 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ��i�/S7O N AL ``,%�% LOAD CASE(S) Standard ���11111.1 0%,, 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE N6.68182 Uniform Loads (plf) Mrrek USA; Inc: FL Cert 6634 Vert: 1-4=-54, 2-5=20 .6904:Parke East Blvd. Tampa FL 33610 Date: April 27,2021 Continued on Daae 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 goo Truss Truss Type Qty �Rerence E ' 2743167 H7V SPECIAL 2 T23721314 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 15:50:34 2021 Page 2 ID:193QG WB BpX3jR187zeOm7kz5?ad-gx8dRiUV23dg8p67FRxdm5J5MQkW?ItBNvGaX5zMobZ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=49(F=24, B=24) 9=36(F=18. B=18) 10=99(1`=-50, B=-50) 11=23(F=11, B=11) 12=-11(F=-5, B=5) 13=-51(F=-25, B=-25) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, 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 ANSI/TPIf Quality Criteria, DSB•89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 EN Symbols PLATE LOCATION AND ORIENTATION 13 l4' 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 K—A For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards. ANSI/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. tY O 2 U EL O H Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 0 0-1 2 U EL O F- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved 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 orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.