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Home My WebLink AboutTrussx' 249 Maitland Avenue, Suite 3000 Altamonte Springs, Florida 32701: F P: (321)972-0491 I F: (321)972-0484 1 E: info@fdseng.com rF D Website: www.fdsen .com 9 ENOINEERIN® ASSO61AT..ES April 3, 2020 Building Department Ref: Adams Homes . Lot: Lot 2.5. Blk 5 Subdivision; Fort:Pierce.= Waterstorie Address: .. :5360 Vespera-St. Model: 1820:C LHG KA # : 20-1475 Truss Company: Builders: First Source Date.of drawings:. 4/3/20 Job. No. 2255479 ... .:.. Wind_.Speed:. 160 Exposure:. C Truss Engineer:; .Thomas A. Albani To Whom. it may,COncern;_ We have reviewed the truss design package for project referenced above. -This- trays 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 prof ley 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.structnral 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.wary:.. If you have any'questions, please do not: hesitate to call: . Sincerely, _ 6NRL q i�zIN �� ,. 2';Os o 4/3/2020 ari'�A:' P ` Luis Pablo Torres, P.E. Todd M. Born, P.E. F # q�1-26 ,•D°; ;E�� FL. # 87864 FL. # 82126- "Ines with a.Service Miridset and en. Eye for Detell . Y 1i . • 1' II I I I I I I I I ®1 i - i■ • r-� , . - D • ■� � III■ Ifs ®1�� ■1 i�i�' �i� • 1■ ■1 � �i 's'1 ■ ■N------ ll i�■ ■1 --- — -- I�1■_ ■� __ WE 1■ ■1 1■ II mim MIN �■'M I I _ ■7.17gW/_11ftf6iS71}i II _ 1 I- ■1■� I 1� II II I REVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLANATION) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The, contractor is responsible for confirming and corelating all quantities and dimen- sions, 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. FL IDA DESIGN SOLUTIONS, INC. Date A BY Submittal Bo. Project No. Project Eng, Project Name; �(Py VERIFY ALL UMENSIONS AND CEILING CONDII PWDR T APPROVAL SOME CEILING FRAMING REQUIRED IN FIELD BY BULDER MAIN WIND FORCE RESISTING SYSTEVGC HYBRID WIND ASCE7.10 ENCLOSED IMPORTANT EXPOSURECATEGORYC OCCUPANCYCATECORY I This Drawing Must Be Approved And WIIDLOAD I'ANCE1 WDID LOAD 1 ANCE FACTOR 1.00 Returned Before Fabrication Will TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LIVE LOAD Begin, For Your Protection Check All NONCONCURREN7 WRH MY OTHER LIVE LOADS Dimensions And Conditions Prior To Approval 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 BCDL• 10 PSF BCDL: 5 PSF By Date TOTAL: 37 PSF TOTAL:* 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 0112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16" END CUT. Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDULE Hatch Legend =8'-01, aff ®10'-0" aff BUILDER: Adams Homes PROJECT: Single Family/ MODEL: 1820 C ADDRESS: I 5360 vESPERA ST LOT I BLOCK- 2515 SUBDIVISION: WATERSTONE CITY: I FORT PIERCE DRAWN BY: K SANCHEZ JOB # : 22SS479 DATE: 02/20/2020 1 SCALE: NTS PLAN DATE: 1 2020 REVISIONS: 1. 2. 3. 4. L®Bulders FirstSounce 4408 Airport Road Plant City, FL 33563 Ph. (813) 305-1300 Fax (813) 305-1301 x I m m MiTeks RE: 2255479 LOT 25/5 WATERSTONE Site Information: Customer: Adams Homes Port St Lucie Lot/Block: 25/5 Address: 5360 Vespera Street, . City: Fort Pierce MiTek USA, Inc. 6904 Parke East Blvd.. Tampa, FL 33610-4115 Pro''ect Name: 2255479 Model: 1820 C Subdivision: Waterstone-St Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 24 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T19475160 A01 4/3/2020 21 T19475180 D02A 4/3/2020 2 T19475161 A02 4/3/2020 22 T19475181 E7V 4/3/2020 3 T19475162 A03 4/3/2020 23 T19475182 E7VP 4/3/2020 4 T19475163 A04 4/3/2020 24 T19475183 H7V 4/3/2020 5 T19475164 A05., 4/3/2020 6 T19475165 A06 ` 4/3/2020 7 T19475166 A07 4/3/2020 8 T104.75167 A08 4/3/2020 ' 9 T19475168 A09 4/3/2020 10 T19475169 A10 4/3/2020 11 T19475170 All 4/3/2020 12 T19475171 A24 4/3/2020 4tlaWn0.D a/� ulpdao 13 T19475172 B01 4/3/2020 wa 14 T19475173 B01 A 4/3/2020 d 15 T19475174 B01 B 4/3/2020 ®lQl ®� 16 T19475175 B06 4/3/2020 17 T19475176 C1 V 4/3/2020 �3nI3D�b 18 T19475177 C3V 4/3/2020 19 T19475178 C5V 4/3/2020 20 T19475179 D01 4/3/2020 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 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. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 1 of 1 N o!i ��3'9 38,Oai `S'TATE2 'OF' April 03, 2020 Job . Truss Truss Type Qty Ply T19475160 2255479 A01 SPECIAL 8 1 �IOT2515WATERSTONE Job Reference o tional M 0 ce (Plant City, FL), Plant City, FL - 33567, 6-3-0 6.00 12 19-1 5x6 = 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:14 2020 WBBpX3jR187zeOm7kz5?ad-sHBPgS 1 X5FKVpAp W500grY61 tjSWcQj l8aM24 27-8-0 33-5-0 39-8-0 1-0-0 7-10-4 5-8-12 6-3-0 -4-0 Scale = 1:72.4 4x10 MT20HS 3.00 12 4x10 MT20HS ZZ 17-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.60 12-14 >798 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -1.00 10-11 >475 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.56 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 197 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. 2-14,8-10: 2x4 SP M 31 WEBS 1 Row at midpt 6-11, 4-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 8=1540/0-8-0 Max Horz 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5015/2708, 3-4=-4724/2545, 4-5=-2447/1526, 5-6=-2447/1526, 6-7=-4632/2545, 7-8=-4908/2708 BOT CHORD 2-14=-2261/4844, 12-14=-1480/3327, 11-12=-656/1914, 10-1.1=-1480/3087, 8-10=-2261/4433 WEBS 5-11=-450/970, 6-11 =-1 297/858, 6-10=-708/1631, 7-10=-271/284, 5-12=-450/1024, 4-12=-1385/858, 4-14=-708/1789, 3-14=-257/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C formembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 8=797. JhoM_ Ili 4.AI6an'r PE No.39389 ,MiTe0SA',1iiic4L Cert 6634, 6904 Paine East t31yd. Tampa FL 33810 Date: February 20,2020 WARNING -Verify design parameters and READ NOTES ON TNISAND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IV I iTe k� 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 ANS11TPII Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke Eastast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite312, Alexandria, VA 22314. Tampa, Parke 3 Job 9� Truss Truss Type Qty Ply 2515 WATERSTONE T19475161 2255479 A02 SPECIAL 2 TL.0T Reference (optional) IrstSource (Plant city, FL), Plant City, FL - 33567. 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:16 2020 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-ogIA582ndsaD2TyvDRQIwzCOaW7141Abcur98jzjDbD 1-4-0 6-3-0 11-11-12 19-0-0 0.8-0 27-8-4 33-5-0 39-8-0 1-0-0 -4-0 6-3-0 5-8-12 7-0-4 1.8-0 7-04 5-8-12 6-3-0 -4-0 6.00 12 5x8 � 3.00 12 3x4 = 5x6 = 5x6 = 8-8-0 15-7-7 19-10-0 24-0-9 31-0-0 39-8-0 8-8-0 6-11-7 4-2-9 4-2-9 6-11-7 8-8-0 5x8 ZZ Scale = 1:73.4 0 M N Ib Plate Offsets (X,Y)— [2:0-2-7 Edge] [4:0-4-0 0-3-0] [5.0-4-0 0-2-8] [6:0-4-0 0-2-8] [7.0-4-0 0-3-0] [9.0-2-7 Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.61 11-12 >787 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.89 Vert(CT) -0.91 11-12 >522 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. BOT CHORD 2x4 SP No.2 `Except` 2-16,9-11:2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4905/2771, 3-4=-4621/2604, 4-5=-2726/1736, 5-6=-1932/1427, 6-7=-2726/1736, 7-8=-4621/2604, 8-9=-4905/2771 BOT CHORD 2-16=-2318/4717, 15-16=-1511/3216, 13-15=-741/1929, 12-13=-740/1929, 11-12=-1510/3090, 9-11=-2318/4431 WEBS 3-16=-282/293, 4-16=-739/1735, 4-15=-1216/789, 5-15=-569/1133, 5-13=-269/321, 6-13=-265/321, 6-12=-571/1066, 7-12=-1138/789, 7-11=-740/1605, 8-11=-296/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2) 15-0-6 to 24-7-10, 1nterior(1) 24-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 9=797. Thomas A': gl6an] PE No.3938Q MiTek'U§A Ine;FL' Cert iV,4 69D4 Par ke.East,Blvd: Tampa FL43610 Date February 20,2020 WARNING - Verlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job ,t. Truss Truss Type City Ply T19475162 2255479 A03 SPECIAL 2 1 �LOT2515WATERSTONE Job Reference (optional) tduilders Ftrstsource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:18 2020 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-12QwW p419UgxHn6HKsSm00HjtKr9Y9Qt3CKFDbzjDbB 1.4.0 6-3-0 11 jj12 17-M 22-M 27-85 33-5-0 39-8.0 1-0-0 -4-0 6-3-0 5-8-12 5-0-5 5.8-0 5-0-4 5-8-12 63-0 -4-0 Scale = 1:73.7 6.00 12 5x6 = 5xB = 4x10 MT20HS : 3.00 12 5x8 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 0.90 Vert(LL) 0.60 11-12 >789 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.98 11-12 ' >485 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.96 Horz(CT) 0.56 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. BOT CHORD 2x4 SP M 31 *Except* WEBS 1 Row at midpt 4-14. 6-14 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5012/2919, 3-4=-4688/2731, 4-5=-2510/1689, 5-6=-2198/1600, 6-7=-2509/1689, 7-8=-4623/2731,8-9=-4924/2919 BOT CHORD 2-15=-2454/4800, 14-15=-1588/3237, 12-14=-968/2197, 11-12=-1588/3060, 9-11=-2454/4450 WEBS 3-15=-307/324, 4-15=-783/1792, 4-14=-12411791, 5-14=-415/824, 6-14=-251/253, 6-12=-415/915, 7-12=-1168/791, 7-11=-783/1646,8-11=-319/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2=0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 9=797. Thomas A': Ai6ani PE N6 9386 MITeKUSA;Inc M-CeA6634: �6904,Parke.Ea$t.6lvd,Tampa FL 53670 'Date:' February 20,2020 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek®oonnectors. 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ,, Truss Truss Type City Ply LOT 25/5 WATERSTONE T19475163 2255479 A04 SPECIAL 2 1 Job Reference (optional rtrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:19 2020 Page 1 I D:193QG W BBpX3jRl87zeOm7kz5?ad-DF_lj95gvnyovxhUuZ_?YbgwKkAMHj 11 Is3pl l zjDbA 1-4 0 5-11-1 9-6-919-10-0 24-8-0 30-1-7 33-8-15 39-8-0 1-0-0 -4-0 5-11-1 3-7-9 5-5-7 4-10-0 4-10-0 5-5-7 3-7-9 5-11-1 -4-0 5x8 5x8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 6.00 12 3.00 12 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 10=1540/0-8-0 Max Horz 2=-335(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) 5x6 = 3x4 = 5x6 = 25 6 26 7 Scale = 1:73.4 m 0 28 1.5x8 STP = 0 0 10 11 r? N IQ O 5x8 5x8 // CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.79 Vert(LL) 0.57 13 >841 240 MT20 2441190 BC 0.80 Vert(CT) -0.98 13-15 >484 180 MT20HS 187/143 WB 0.47 Horz(CT) 0.56 10 n/a n/a Matrix-MSH Weight: 204 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS 1 Row at midpt 4-15, 8-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4956/2969, 3-4=-4745/2875, 4-5=-2838/1878, 5-6=-2498/1782, 6-7=-2498/1782, 7-8=-2838/1878, 8-9=-4672/2875, 9-10=-4858/2969 BOT CHORD 2-16=-2491/4734, 15-16=-2098/4048, 13-15=-1332/2614, 12-13=-2098/3819, 10-12=-2491 /4411 WEBS 4-16=-598/1328, 4-15=-1646/1009, 5-15=-513/980, 7-13=-513/980, 8-13=-1538/1009, 8-12=-598/1238, 6-15=-339/196, 6-13=-339/196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Extedor(2) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI(rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=797, 10=797. -Thomas 4 A*n'r PE No:39360 MiTek'USA; _Inc, FL: Ceit 6634. A904 Pzrke:East.Bk.Jampa FL:33810 Datt/r February 20,2020 ® WARNING - Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 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 MlTeke 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 ANSI1TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 v Job Truss Type Qly Ply T19475164 2255479 ]Truss A05 SPECIAL 1 �LOT25/5WATERSTONE 1 Job Reference o tional ounuCrs mr5toource triant uny, rL), Mani c.Ry, rL - 3330 r, ,.z4u s reD / zulu MI I etc inaustrles, Inc. I nu re!) ZU 14:U8:Z1 zuzu rage 1 ID:193QG WBBpX3jRl87zeOm7kz5?ad-9d638r6wRPCW8Ers0_OTdOvEKXphlYgKIAYwgwzjDb8 1-4-0 6-8-0 13-0-0 19-10-0 26-8-0 33-0-0 39-8-0 1-0-0 -4-0 6-8-0 6-4-0 6-10-0 6-10-0 6.4-0 6-8-0 -4-0 5x8 = 6.00 12 3x4 = 4 23 24 5 25 5x6 i 22 3 1.5x8 STP = 21 �z I 14 M 2 13 12 11 '.11 6x12 MT20HS = 3x4 = 4x6 = 3x4 = 5x8 3.00 12 5x8 = 266 27 Sx6 7 10 6xl2 MT20HS 31-0-0 39-8-0 5x8 Scale = 1:73.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017lrP12014 CSI. TC 0.95 BC 0.94 WB 0.80 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Lld 0.62 10-11 >762 240 -0.96 11-13 >498 180 0.59 8 n/a n/a PLATES MT20 MT20HS Weight: 190 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 31 *Except* 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 8=1540/0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-491913081, 3-4=-4613/2900, 4-5=-3036/2066, 5-6=-3036/2066, 6-7=-4613/2900, 7-8=-4919/3081 BOT CHORD 2-14=-2601/4556, 13-14=-1468/2821, 11-13=-1739/3223, 10-11 =-1 468/2821, 8-10=-2601/4445 WEBS 3-14=-371/405, 4-14=-1034/1926, 4-13=-156/535, 5-13=-399/285, 5-11=-399/285, 6-11 =-1 56/535, 6-1 0=-1 03411815, 7-10=-378/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Exterior(2) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=797, 8=797. Thomas 4 A16ani`PE N6.3938g MITek U§A'; iec: FG'Qert 6634'. '8964:Parke East Blvd. Tampa FL'S3610 �Date� February 20,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTekOO connectors. This design !abased 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 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 ANS/1TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply RSTONE T19475165 2255479 A06 SPECIAL 1 1 �LOT25/5WAT Job Reference o tional �•� • ••-•---•-" �• •"••• "^n •ter• ^� . Y. o.zyu s reu r zuzu nm i eK In0usines, Inc. I nu reD zu 14:u8:Zz zuzu I -age 1 ID:193QGWBBpX31R187ze0m7kz5?ad-dggRLB7YCiKNm0Q3ZiXiAESPPxDxU3g-rgITMMzjDb7 1 4-0 5-11-1 11-0-0 17-0-0 22-8-0 28.8--0 33-8-15 39-8-0 1-0-0 4-0 5-11-1 5-0-15 6-0-0 5-8-0 60-0 5-0-15 5-11-1 4-0 5x6 = 4 6.00 12 Scale = 1:72.0 2x4 11 24 25 5 5x6 = 6 5x6 = 26 27 7 T o_ A 29 - 1.5x8 STP = 5x8 3.00 12 5x8 16-10-11 22-9-5 1 31-0.0 LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.93 BC 0.68 WB 0.56 Matrix-MSH DEFL. in (loc) I/defl L/d Vert(LL) 0.73 12-14 >656 240 Vert(CT) -1.03 14-15 >464 180 Horz(CT) 0.58 9 n/a n/a PLATES MT20 MT20HS Weight: 209 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6,6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. BOT CHORD 2x4 SP M 31 'Except' 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3132, 3-4=-4608/2864, 4-5=-4142/2720, 5-6=-4142/2720, 6-7=-4145/2722, 7-8=-4608/2863,8-9=-4916/3132 BOT CHORD 2-15=-2653/4483, 14-15=-1780/3279, 12-14=-2270/4158, 11-12=-1781/3281, 9-11=-2652/4442 WEBS 3-15=-333/396, 4-15=-752/1516, 4-14=-550/1116, 5-14=-321/319, 6-12=-381/321, 7-12=-550/1117, 7-11=-749/1461, 8-11=-342/396 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSifTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 9=797• Thomas Al Alba -PE No.3-HOO Mitiik USA; Ine:.FL'Cott 6634 6904 Parke East Blvd..Tampa FL.33610 :Date: - February 20,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 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/TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T19475166 2255479 A07 SPECIAL 1 1 �LOT2515WATERSTONE Job Reference o tional ers FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:24 2020 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-ZCnBmt9okKa5?iaRh7ZAFfXmGlyFyxhm R8naQFzjDb5 1-4-0 4-6-5 9-0-0 15-10-8 23-9-8 30-8-0 35-1-11 39-8-0 1-0-0 4-5-11 6-10-8 7-10-15 6-10-8 4-5-11 4-6-5 -4-0 6.00 12 3x6 5x6 = 3x4 = 27 2829 5 5x8 = 5x6 = 3031 32 7 2x4 II 3x4 = 2x4 3.00 12 8-8-0 39-8-0 3x6 zzz Scale = 1:72.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >942 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mat(x-MSH Weight: 187 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=212(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 2=-288(LC 10), 9=-302(LC 10), 16=-686(LC 10), 13=-715(LC 10) Max Grav All reactions 250 lb or less at joints) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/504, 3-4=-338/121, 4-5=-318/669, 5-6=-58/715, 6-7=-340/707, 7-8=-471/203, 8-9=-1083/577 BOT CHORD 2-18=-280/979, 17-18=-284/986, 16-17=-23/293, 15-16=-328/159, 13-15=-426/281, 12-13=0/332, 11-12=-351/945, 9-11=-346/937 WEBS 3-17=-599/493, 4-17=-50/419, 4-16=-986/605, 5-16=-792/733, 5-15=-520/206, 6-15=-489/297, 7-12=-70/391, 8-12=-588/485, 6-13=-773/717, 7-13=-997/675 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 26-8-6, Exterior(2) 26-8-6 to 34-7-10, Interior(1) 34-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 2, 302 lb uplift at joint 9, 686 Ito uplift at joint 16 and 715 lb uplift at joint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 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: ThomasA:Atbani PE No.3'08Q MITeK USA c._ EL Cert 6634, 69134 Parke East.Blvd. Tampa FL.33610 Dafer February 20.2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE 11111.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jab Truss Truss Type QtyTPI,LOT 25/5 WATERSTONE T19475166 2255479 A07 SPECIAL 1 Job Reference (optional) usrauurue friar[ �ny, r-Ll, ream uty, FL -mob 1, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:24 2020 Page 2 ID:193QG W BBpX3jR187zeOm7kz5?ad-ZCnBmt9okKa5?iaRh7ZAFfXmGlyFyxhm R8naQFzjDb5 LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 17-19=-20, 12-17=-20, 12-22=-20 4) Dead + 0.6 C-C Wind (Pos. Intemal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=116, 2-25=70, 25-26=47, 4-26=70, 4-28=64, 28-31=53, 7-31=64, 7-33=70, 33-34=47, 9-34=70, 9-10=116, 17-19=-10, 16717=-10, 13-16=20(F=30), 12-13=-101 12-22=-10 Harz: 1-2=-125, 2-25=-78, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56, 9-34=78, 9-10=125 5) Dead + 0.6 C-C Wind (Neg. Intemal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=-41, 4-7=-36, 7-9=-41, 9-10=3, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Harz: 1-2=-17, 2-4=27, 7-9=-27, 9-10=17 6) Dead + 0.6 MWFRS Wind (Pos. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-4=13, 4-29=45, 29-32=26, 7-32=16, 7-9=31, 9-10=21, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=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, 2-4=31, 4-27=16, 27-30=26, 7-30=45, 7-9=13, 9-10=42, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=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, 2-4=-36, 4-7=-16, 7-9=5, 9-10=15, 17-19=-20, 16-17=-20, 13-16=1D(F=30), 12-13=-20, 12-22=-20 Harz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Harz: 1-2=-29, 2-4=-19, 7-9=-22, 9-10=-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, 2-4=45, 4-7=45, 7-9=45, 9-10=74, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 1-2=-82, 2-4=-54, 7-9=54, 9-10=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=45,2-4=16,4-7=16,7-9=16,9-10=45,17-19=-10,16-17=-10,13-16=20(F=30),12-13=-10,12-22=-10 Harz: 1-2=-53, 2-4=-25, 7-9=25, 9-10=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, 2-4=-16, 4-7=-16. 7-9=-16. 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Harz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=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, 2-4=-16, 4-7=-16. 7-9=-16. 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Harz: 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, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Harz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-9=-61, 9-10=-53, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Harz: 1-2=-22, 2-4=-14, 7-9=-17, 9-10=-9 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Harz: 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 (plf) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Harz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall /p building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iViiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 2515 WATERSTONE T19475167 2255479 A08 SPECIAL 1 1 Jab Reference o tional •"'^"� � �•�� • �•Y, 1, ry, �' ��, o.zvu s reo t 4u4u MI I etc maustnes, Inc. I nu reD ZU 14:U8:2b 2U20 Pagel ID:193QGWBBpX3jR187zeOm7kz5lad-1PLZ D9QVdiyds8eFg4Pos4xH9CFhJlvgoW7zhzjDb4 1-4-0 7-0-0 12-3-1 16-0.8 19-10-0 22-5-14 26-3-5 32-8-0 39-8-0 1-0-0 -4-0 7-0-0 5-3-1 3-9-8 3-9-8 2-7-14 3-9-8 6-4-11 7-0-0 -4-0 5x6 = 6.00 12 3x6 % 3.00 12 3x8 = 3x6 = 2x4 II 5x6 = 5xl2 = 5x6 = 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 9 3x8 = Scale = 1:72.0 N 1.5x8 STP = w m 10 11 Iy 0 3x6 7-1-8 12-3-1 12 -0 19-10-0 ?6 2-0 26- -5 32-6-8 39-8-0 7-1-8 5-1-9 0- - 5 7-4-0 6-4-0 0- -5 6-3-3 7-1-8 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [3:0-3-0,0-2-0], [4:0-3-8,0-1-8], [7:0-3-0,0-3-0], [8:0-3-8,0-2-8], [9:0-3-0,0-2-0], [10:0-0-10,Edge], [12:0-8-0,0-0-8), [13:0-3-8,0-3-0], [16:0-3-8,0-3-01, [17:0-5-4 0-0-8t LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 14-16 >630 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 177 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-356(LC 8), 10=-429(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=-1038/444, 4-5=-573/923, 5-6=-856/1302, 6-7=-856/1302, 7-8=-866/1022, 8-9=-1360/708, 9-10=-1598/729 BOT CHORD 2-17=-263/1089, 16-17=-923/751, 14-16=-529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-102/288, 4-16=-1311/939, 5-16=-1398/1438, 5-14=-602/680, 6-14=-421/437, 7-14=-775/753, 7-13=-1427/1490, 8-13=-1441/1137, 9-12=-14/366, 4-17=-1017/2098, 8-12=-1419/2494 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequatedrainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 10 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 356 lb uplift at joint 2, 429 lb uplift at joint 10, 1695 lb uplift at joint 16 and 1859 lb uplift at joint 13. Thoma4A:Albant PE No.39380: 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 MITekFL'Cei 5634. are correct for the intended use of this truss. 9,g4.Patke East BI_vd. Tampa FL.33816 - Dater On In-1n ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 101o312015 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 ANS11TPh1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. e East Safeiylnformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 6904 Parke 36610 East Job Truss Truss Type City Ply LOT 25/5 WATERSTONE T19475167 2255479 A08 SPECIAL 1 1 Job Reference o tional -----•- • ••-•--•-•-- • •-• •• �••r, • ��, -w' - 0.z4u s t-eo I zuzu mi i ek maustnes, Inc. I nu Feb 20 14:08:25 2020 Page 2 NOTES- ID:193QGWBBpX3jR187zeOm7kz5lad-1PLZ D9QVdiyds8eFg4Pos4xH9CFhJIvgoW7zhzjDb4 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb dawn and 159 lb up at 7-0-0, 111 lb down and 197 lb up at 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111 lb down and 197 lb up at 19-0-12, 111 lb down and 197 lb up at 20-7-4, 111 lb down and 197 lb up at 22-7-4, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197 lb up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and 111 lb dawn and 197 lb up at 30-7-4, and 175 lb down and 356 lb up at 32-8-0 on top chord, and 353 lb down and 128 lb up at 7-1-8, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 lb down at 19-0-12, 92 lb down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 92 lb down at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at 32-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) - Vert: 1-3=-54, 3-9=-54, 9-11=-54, 17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (lb) Vert: 3=-175(B)7=-111(B)9=-175(B)17=-330(B)15=-46(B)12=-330(B)24=-111(B)25=-111(B)26=-111(B)28=-111(B)29=-111(B)30=-111(B)31=-111(B) 32=-111(B) 33=-111(13) 34=-111(B) 35=-111(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) 41=-46(B) 42=-46(B) 43=-46(B) 44=-46(B) 45=-46(B) 46=-46(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-3=13, 3-27=45, 27-34=26, 9-34=16, 9-10=31, 10-11=21, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Concentrated Loads (lb) Vert: 3=1 30(B) 7=1 56(B) 9=257(B) 17=1 08(B) 15=-23(B) 12=1 08(B) 24=1 36(B) 25=1 36(B) 26=1 36(B) 28=1 56(B) 29=1 56(B) 30=1 56(B) 31 =1 56(B) 32=1 56(B) 33=156(B)34=156(B)35=165(13)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B)41=-23(B)42=-23(B)43=-23(B)44=-23(B) 45=-23(B)46=-23(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-25=16, 8-25=26, 8-9=45, 9-10=13, 10-11=42, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Concentrated Loads (lb) Vert: 3=159(B)7=156(B)9=246(B)17=108(B)15=-23(B)12=108(B)24=165(B)25=156(B)26=156(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=136(13)34=136(13)35=136(B)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B)41=-23(B)42=-23(B)43=-23(B)44=-23(B)45=-23(B)46=-23(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11 =15,17-18=-20, 16-17=-20,13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=315(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=356(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=-13(13)40=-13(B) 41=-13(13)42=-13(13)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert: 3=130(B)7=136(B)9=214(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=136(B)29=136(B) 30=136(B)31=136(B)32=136(13)33=136(B)34=136(B)35=136(B)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads.(plf) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=116(B)7=165(B)9=271(B)17=108(B)15=-23(B)12=108(B)24=165(B)25=165(B)26=165(B)28=165(B)29=165(B) 30=1 65(B) 31 =1 65(B) 32=1 65(B) 33=1 65(B) 34=1 65(B) 35=1 65(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (Ib) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B) 30=197(B)31=197(B)32=197(B)33=197(13)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=-13(13)40=-13(13) 41=-13(B) 42=-13(13) 43=-13(13) 44=-13(B) 45=-13(B) 46=-13(B) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. • Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and.bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job . Truss Type Qly Ply TA08ss T19475167 2255479 SPECIAL 1 1 �LOT2515WATERSTONE Job Reference o tional �j, ^ay. tr• Fjouv 1. S.24u s Feb f 2U2U MITek Industries, Inc. Thu Feb 20 14:08:25 2020 Page 3 ID:193QG WBBpX3jR187zeOm 7kz5?ad-1 PLZ_D9QVdiyds8eFg4Pos4xH9CFhJIvgoW7zhzjDb4 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B) 31=197(B) 32=197(B) 33=197(B)34=197(B)35=197(13)36=-13(B)37=-13(13)38=-13(13)39=-13(13)40=-13(B)41=-13(B)42=-13(13)43=-13(13)44=-13(13)45=-13(B)46=-13(B) 13) Dead + 0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-3=-61, 3-9=451 9-10=-30, 10-11=-22, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=232(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(13)41=-13(13)42=-13(13)43=-13(13)44=-13(B)45=-13(13)46=-13(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-22, 2-3=A4, 9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=262(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(13) 34=145(13) 35=145(13) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=45, 3-9=45, 9-10=45, 10-11=-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(13) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(13) 39=-13(13) 40=-13(13) 41=-13(13) 42=-13(13) 43=-13(13) 44=-13(B) 45=-13(B) 46=-13(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=45, 3-9=45, 9-10=45, 10-11=-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(13) 41=-13(13) 42=-13(13) 43=-13(13) 44=-13(B) 45=-13(13) 46=-13(B) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111/1.7473 rev. 101031205 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not�� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the AiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP1l Quality Criteria, DSB-89 and BCS/ Building Component Blvd. e E kast 6904 Par Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 3ast Job , s Truss Type City Ply LOT 2515 WATERSTONE FAOu9s T19475168 2255479 SPECIAL 1 1 Job Reference o tior �_,s yea% ource triai n c"y. ILl, rmnr Cary, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:27 2020 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-_nTKPu Bh1 Fzfs910MF7ttH9Fpys59F?C86?E1 azjDb2 1-400 6-8-0 13-0-0 19-10-0 21-0- 23-10-0 26-8-0 33-0-0 39-8-0 1-0-0 -4-0 6-8-0 6-4-0 6-10-0 -2-0 2-10-0 2-10-0 6-4-0 6-8-0 -4-0 Scale = 1:74.8 a nn 5x8 = 5x6 i 3x6 = 6x12 MT20HS 5x8 3.00 12 5x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.63 12-13 >757 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.94 Vert(CT) -0.96 13-15 >497 180 MT20HS 187/143 BCLL 0.0 Rep Stress ]net YES WB 0.81 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 199 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP No.1 1 Row at midpt 6-8 BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-16,12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 10=1540/0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3074, 3-4=-4613/2894, 4-5=-3032/2041, 5-6=-3037/1996, 6-8=-2899/1874, 8-9=-4664/2799, 9-10=-4929/2938 BOT CHORD 2-16=-2641/4620, 15-16=-1500/2827, 13-15=-1739/3209, 12-13=-1439/2856, 10-12=-2470/4456 WEBS 3-16=-368/403, 4-16=-1046/1945, 4-15=-132/484, 5-15=-339/256, 5-13=-415/322, 8-13=-181/531, 8-12=-962/1816, 9-12=-298/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Extedor(2) 21-0-7 to 26-4-1, Interior(1) 26-4-1 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 10. 10) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 7hbrnas A. Aitiani PE No:39380 ,MiTek U3A, int: 1.: Cert 6634. 8904 Pa ke.EaSt:Blyd. Tampa F1.13610 Date: February 20,2020 A WARNING - Verify design parameters and READ NOTES ON THIS,AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 101012015 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 ANSIMP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T19475169 2255479 A10 SPECIAL 1 1 �LOT25/5WATER.STONE Job Reference (optional) CrUrCra trrarn �!ry, r�l, rnenr Uliy, FL - 33567. 8240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:28 2020 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-S_l icECJoY5WUJtCwye6QVhPgMGVum7MM11nZOzjDb1 1-4-0 5-1 -1 11-0-0 16-10-1 19-0-0 22-9-15 2 -10 28-8-0 33-8-15 39-8-0 1-0-0 -4-0 5-11-1 5-0-15 5-10-1 2-1-15 3-9-15 -0-1 4-10-0 5-0-15 5-11-1 -4-0 5x6 = 6x12 MT20HS 1 31 5x8 % 3.00 12 5x8 ZZ 16-10-11 31-0.0 Scale = 1:74.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.68 15-17 >704 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.67 Vert(CT) -0.95 17 >499 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.55 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 228 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. 1-4,10-13: 2x4 SP M 31 Except: BOT CHORD 2x4 SP M 31 `Except' 1 Row at midpt 6-7, 7-10 16-18,14-16: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-8 cc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 7 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=154010-8-0, 12=154010-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 12=-797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4912/3208, 3-4=-4607/2944, 4-5=-4155/2812, 5-6=-4155/2812, 6-7=-3887/2669, 7-9=-3697/2514, 9-10=-3697/2514, 10-11=-4713/2877, 11-12=-4921/3038, 6-8=-336/255, 8-10=-359/263 BOT CHORD 2-18=-2764/4606, 17-18=-1875/3299, 15-17=-2246/3973, 14-15=-1827/3338, 12-14=-2564/4446 WEBS 3-18=-326/390, 4-18=-786/1550, 4-17=-599/1023,5-17=-457/448, 7-17=-167/405, 7-15=-293/300,10-15=-480/888,10-14=-707/1474,11-14=-229/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Exterior(2) 19-10-6 tD 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 12. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. T}iomas 4 AlWrii PE No.39780 MiTek U§A;.inc;FL Oerf8634, 8904;Pbrke East Blvd. Tampa FV33610 'Date:' February 20,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Ml1.7473 rev. 1010312015 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! noorporate 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 ivi iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. e 6904 ParkEast Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Parke 36610 East Job Truss Truss Type Oty Ply LOT 25/5 WATERSTONE T19475170 2255479 A11 SPECIAL 1 1 Job Reference o tional ounucrs rnmawrce tnant Uty, rLl, r-iam Lay, rL - 500b1, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:29 2020 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-wAb4paCxZs DN6TSPUg9LyiEa6mYWd8LVbPUL6SzjDbO 1 4-0 6-3-0 9-0-0 17-0-0 20-1-8 23-1%0 31-6-0 39-8-0 1-0-0 4-0 6-3-0 2-9-0 8-0-0 3-1-8 3-8-8 7-8-0 8-2-0 -4-0 Scale = 1:73.4 3x6 3.00 12 5x6 = 14 13 46 = 6x8 = 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.29 11-13 >792 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.94 Vert(CT) -0.4411-13 >528 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) -0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 198 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-13: 2x4 SP No.3 4-5-0 oc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (lb/size) 2=794/0-8-0, 13=1530/0-4-0, 9=760/0-8-0 Max Horz 2=351(LC 9) Max Uplift 2=-495(LC 10), 13=-614(LC 10), 9=-482(LC 10) Max Grav 2=796(LC 19), 13=1539(LC 15), 9=881(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2041/1512, 3-4=-1729/1312, 4-5=-1085/947, 5-6=-247/299, 6-7=-207/436, 7-8=-1115/803, 8-9=-1238/763 BOT CHORD 2-17=-1218/2080, 16-17=-829/1621, 15-16=-485/692, 13-15=-867/730, 9-11=-452/1032 WEBS 3-17=-307/321, 4-17=-356/738, 4-16=-490/284, 5-16=-120/622, 5-15=-961/841, 7-13=-685/224, 7-11=-473/971; 8-11=-525/508 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-10-6, Exterior(2) 19-10-6 to 27-9-10, 1nterior(1) 27-9-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and,any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 2, 614 lb uplift at joint 13 and 482 lb uplift at joint 9. Th6mli9 k A bant PE No:39380 MiTek IjSA; Inc. FL Celt 6634, 6904 Parke EaskBlvd..Ternpa FL 33610 Dater February 20,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 v Job Truss Type City Ply LOT 25/5 WATERSTONE F T19475171 2255479 SPECIAL 1 1 Jab Reference (optional) ---------- . --- - ,-n •-••• - ,•- ---- . U r 4V4u —I UK 111VV3me5, mc. rnu reu ZU 14:U0[.5'I Zulu rage 1 -I D:3xt?Yd6RbYnXO16Sf6 q hjz4cnz-sZi rEG EB5-TT5 Lncnb5Bp 17J_FZF256 eo2jzRALzjDb_ 440 7-0-0 2922 128-015-0-027-11-1133220-1-8 2310-0 30-18 5-4-2 39.M -0-2 3-5-4 24-0 -8-8 44-g 4-3-14 14-0 -13 Scale=1:73.4 5x6 = 9 3x4 II 8 5x8 = 4x6 i 5x6 3x4 = 3x4 II 5x6 = 7 10 6.00 12 3 4 5 2x4 1 11 1.5x8 STP = T 0 19 Icpc5 c� 1 2 24 23 22 33 20 5x12 11 =12 rn l c� d 6x8 = 5x8 = 3x4 11 4x6 = 13jg 3x8 \\ 8x12 = 17 34 35 16 15 14 18 3x4 = 3x6 = 3x6 = 3x6 = 5x6 3.00 12 6x12 MT20HS = 7-1-8 9-10-0 1115-9-4 20-1-8 20- -0 26-7-2 33-7-9. 38-0 1-10-0-8-0 4-1-4 4-4-4 0- -8 6-5-2 7-0-810 6-0-6 Plate Offsets (X,Y)— [2:0-1-15,1-2-131,[2:0-3-6 Edge] [3:0-6-0 0-2-81 110:0-3-0 0-3-0] [17:0-3-8 0-3-0] [21.0-3-0 0-4-01 [24.0-4-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.27 23 >891 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.87 Vert(CT) -0.34 23 >725 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT) -0.03 17 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 227 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 4-9-6 oc bracing. Except: 1 5-22: 2x8 SP 240OF 2.OE, 19-21: 2x6 SP M 26, 8-17: 2x4 SP M 31 6-0-0 oc bracing: 17-19 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-17 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1171/0-8-0, 17=2027/0-4-0, 12=670/0-8-0 Max Horz 2=351(LC 7) Max Uplift 2=-709(LC 8), 17=-905(LC 8), 12=-431(LC 8) Max Grav 2=1171(LC 1), 17=2027(LC 1), 12=843(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-3391/1822, 3-4=-3057/1795, 4-5=-3044/1865, 5-6=-3427/2073, 6-7=-1318/1009, 7-8=-290/543, 8-9=-238/458, 9-10=-655/373, 10-11=-1225/542, 11-12=-13311559 BOT CHORD 2-24=-1494/3064, 23-24=-1469/3036, 22-23=-912/1676, 5-21=-243/260, 20-21=-1087/1872, 19-20=-228/413, 17-19=-1109/722, 8-19=-260/228, 14-16=-233/841, 12-14=-372/1142 WEBS 3-24=-433/1117, 3-23=-346/29, 4-23=-219/286, 21-23=-668/1422, 6-21=-802/1678, 6-20=-1539/980, 7-20=-847/1559, 7-19=-1105/684, 9-17=-974/257, 10-16=-611/424, 10-14=-69/365, 9-16=-267/678 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 17 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709 lb uplift at joint 2, 905 lb uplift at joint 17 and 431 lb uplift at joint 12. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 156 lb up at 7-0-0, and 111 lb down and 197 lb up at 9-0-12, and 111 lb down and 197 lb up at 11-0-12 on top chord, and 353 lb down and 124 lb up at 7-1-8, and 92 lb down at 9-0-12, and 92 lb down at 11-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Thomas A: Alliani PE-Nb:3938W Mi7ek bSA; {nc, FL" Cert 6634. 8904 Parke-East.Blvd_.Tampa.FL.33610 'Dater February 20,2020 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekOO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IVI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Parke 3ast T19475171 Builders FirstSource (Plant City, FL), Plant City, FL - 8.240 s Feb 7 2020 MiT,ek Industries, Inc. Thu Feb 20 14:08:31 2020 Page 2 I D:3xt?Yd6 RbYnX016Sf6 ghgz4cnz-sZi rEG EB5Tf 5 Ln cn b5Bp 17J_FZF256eo2jzRA Lzj Db_ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-13=-54, 24-25=-20, 22-24=-20, 19-21=-20, 17-18=-20, 17-28=-20 Concentrated Loads (lb) Vert: 3=-1 59(F) 24=-312(F) 23=-46(F) 4=-111(F) 31=-111(F) 33=-46(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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 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/iP/1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. Tampa, 6904 Parke 3aste East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job s Truss Type City Ply TB'Ouls T19475172 2255479 SPECIAL 1 1 �LOT2515WATERSTONE Job Reference o tional M dt Li,C6 t ,a„L Ly. I, rid- �Ry, rL - a000r, 8.24U S Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:32 2020 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-KIGDScFgsnbyzxB_9oj2aLs8wzZcgWxxHNj?hnzjDaz -1-4-0 8-6-0 11-10-0 19-" 27-M 29-M 1 4-0 8-6-0 3-4-0 7-8-0 8-2-0 1-4-0 46 = 1.5x8 STP = 7x10 = 3x6 = 3x6 11 Scale = 1:56.0 M to g 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 0.80 Vert(LL) 0.39 10-13 >248 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.43 8-16 >543 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) -0.01 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 3-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=315/0-4-0, 9=1097/0-8-0, 6=779/0-8-0 Max Horz 2=317(LC 9) Max Uplift 2=-403(LC 10), 9=-615(LC 10), 6=-460(LC 10) Max Grav 2=350(LC 19), 9=1097(LC 1), 6=823(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-82/361, 4-5=-950/744, 5-6=-1089/719 BOT CHORD 2-10=-268/149, 9-1 0=-1 020/961, 3-10=-414/468, 6-8=-413/901 WEBS 4-10=-716/255, 4-8=-447/843, 5-8=-533/512, 8-10=-14/275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=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 Extefior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2) 25-0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 2, 615 lb uplift at joint 9 and 460 lb uplift at joint 6. Thomas X Albani PE No.3938D MiTek U§A `Inc FL, `Cert 6634, 8904 Parke East,Blvd. Tampa F1:33610 Dat e:. February 20,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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 Welk' 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//7PI1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. e 6904 ParkEast Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Parke 36610 East Job % Truss Truss Type Qty Ply T19475173 2255479 B01A SPECIAL 3 1 �IOT25/5WATERSTONE Job Reference (optional s FirstSource (Plant City, FL), Plant City, FL - 33567. 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:33 2020 Page 1 ID:193QG W BBpX3jRl87zeOm7kz5?ad-oxgbfyGSc5jpa4mAj W EH6YPJXNvNZya5W 1 SYEDzjDay -1-4-0 8-6-0 11-10-0 19-6-0 27-8-0 9-0-0 1-4-0 8-6-0 3-4-0 7-8-0 8-2-0 1�-0 M qI1 0 46 = 10 3x6 = 1.5x8 STP = 5x8 = 6x8 = 27-8-0 Scale = 1:56.9 ro I4 o 4 N LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.81 BC 0.94 WB 0.87 Matrix-MSH DEFL. in Vert(LL) -0.33 Vert(CT) -0.47 Horz(CT) -0.05 (loc) I/defl Lid 8-9 >715 240 8-9 >502 180 9 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 136 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 2-2-0 oc bracing: 6-8. WEDGE 6-0-0 oc bracing: 9-11 Left: 2x6 SP No.2 WEBS 1 Row at midpt 4-9 REACTIONS. (lb/size) 9=949/0-8-0, 6=808/0-8-0, 2=441/0-4-0 Max Horz 2=314(LC 9) Max Uplift 9=-416(LC 10), 6=-496(LC 10), 2=-564(LC 10) Max Grav 9=949(LC 1), 6=920(LC 16), 2=447(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-390/380, 3-4=-318/521, 4-5=-1206/849, 5-6=-1325/805 BOT CHORD 9-11=-381/586, 3-11=-359/376, 8-9=-0/339, 6-8=-490/1110 WEBS 4-9=-551/145, 4-8=-465/974, 5-8=-525/509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2) 7-10-6 to 15-9-10, Intedor(1) 15-9-10 to 25-0-6, Extedor(2) 25-0-6 to 29-0-0 zone; cantilever left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load noriconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 lb uplift at joint 9, 496 lb uplift at joint 6 and 564 lb uplift at joint 2. Thomas A>Aibanj PE NcJl?386 MiTekbSA,_] es •Cett6634. 8904 ParkeEast Blvd. Tampa FL4360 Date: February 20,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 M� lTr ek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jab % Truss Truss Type Qty PlyIL.0—TR2,515 WATERSTONET19475174 2255479 B016 SPECIAL 1 b eference (optional) esrcurce tMaH n .,uy, rLl, rrarn U1y, rL - 1J00t, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:34 2020 Page 1 ID:193QG WBBpX3jR187zeOm7kz5lad-H70ztIG4NOrgCEKMGDI WfmxTbnGPIOdElhC6mgzjDax -1-0-o a-s-o 11-10-0 19•6-0 27-8-0 zs-o-o 1-0-0 8-6-0 3 1_0 7-8-0 8-2.0 1-4-0 4x6 = 1u 3x6 = 6x8 = 5x8 = a-2.0 7.10.0 B-I1-R t7-Bs 27-8-0 r-1 u-u O.il 9-4-5 10-1.11 Scale = 1:53.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.25 8-9 >920 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.42 8-17 >559 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 139 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. Except: 3-9: 2x6 SP No.2 5-3-0 oc bracing: 9-11 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-9 REACTIONS. (lb/size) 9=1573/0-4-0, 6=625/0-8-0 Max Horz 9=314(LC 9) Max Uplift 9=-834(LC 10), 6=-334(LC 10) Max Grav 9=1573(LC 1), 6=720(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-721/832, 3-4=-231/546, 4-5=-762/363, 5-6=-891/319 BOT CHORD 2-11=-701/859, 9-11=-736/598, 3-11=-602/587, 8-9=-200/460, 6-8=-95/751 WEBS 4-9=-979/716, 4-8=-506/972, 5-8=-530/513 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2) 25-0-6 to 29-0-0 zone;C-C for members and forces & MWFRS.for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 lb uplift at joint 9 and 334 lb uplift at joint 6. Thomas 4 A&nl FE N0.39380 Mi7ek USA Inc_FL Cert 6634•. 8904 Parke E_asE Blyd.,TampaFL:33610 'Dater February 20,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 1010"015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Parke 36610 East Job Truss Type City Ply �BOu6ss T19475175 2255479 GABLE 1 1 �LOT2511WATFRSTONE Job Reference o tional Builders rirstaource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:36 2020 Page 1 ID:193QG W BBpX3jR187ze0m7kz5?ad-DW WkHzIKv05O RYUI0en_kB1 gaayUmQLXC?hCrYzjDav 8-6-0 11-10-0 19-6-0 27-M 29-0-0 1-4-0 8-6-0 ' 3-4-0 7-8-0 8-2-0 1-4-0 cn q11 0 5x8 11 0- ,o i, ,e id w 3x6 = 1.5x8 P= 2X4 11 2x4 11 2x4 11 2x4 11 .7AO- = Scale = 1:59.0 310 6 N 8-0-0 8-OL8 17-6-5 27-M 8-0-0 0-d8 9-5-13 10-1-11 Plate Offsets (X Y)— [2:Edge,0-0-4] [11:0-3-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.36 22 >276 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.85 Vert(CT) -0.46 14-31 >513 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) -0.02 19 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 186 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 23, 24, 25 OTHERS 20 SP No.3 REACTIONS. (lb/size) 2=309/0-3-8, 19=1118/0-8-0, 12=765/0-8-0 Max Horz 2=311(LC 9) Max Uplift 2=-452(LC 10), 19=-561(LC 10), 12=-474(LC 10) Max Grav 2=316(LC 19), 19=1118(LC 1), 12=851(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-274/279, 3-4=-258/300, 4-5=-256/283, 5-6=-230/476, 6-7=-209/453, 7-8=-943/854, 8-9=-973/803, 9-10=-936/752, 10-11=-1025/734, 11-12=-1144/717 BOT CHORD 19-20=-529/852, 5-20=-396/577, 12-14=-401/945 WEBS 19-23=-641/132, 7-23=-720/168, 7-24=-531/863, 24-25=-531/861, 14-25=-507/852, 11-14=-498/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-8-13, Exterior(2) 7-8-13 to 15-10-0, Interior(1) 15-10-0 to 25-0-6, Exterior(2) 25-0-6 to 29-0-0 zone; porch left exposed;C-C far members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 2, 561 lb uplift at joint 19 and 474 lb uplift at joint 12. Thoma�A:l116arii FE.No:39380 P liTekU§A floc:. FL- Cert 6634. :8904 Parke East.Blvd, Tampa Fll. 3610 .Data:, February 20,2020 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MRek0 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/TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss�LOT25/5WATERSTONE Truss Type Qty Ply T19475176 2255479 C1 V SPECIAL 6 1 Job Reference o tional u. a615 .16rouUIC6 tries¢ �!Ly, rLI, runt Cny, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:37 2020 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-hi46VJJygJDF3i3xyLIDHOZ84_VUVz6gRfQm N?tjDau -1-4-0 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 Plate Uffsets (X,Y)-- [2:0-0-15 Edgej 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 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=-4/Mechanical, 2=158/0-8-0, 4=-14/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Grav 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3, 181 Ito uplift at joint 2 and 14 lb uplift at joint 4. Thomas A Albans PE No:39384 M1TeK�t1SA IncFL`Ced6634. 6904P440. 9t BI_vd. Tampa li'03610 Dates February 20,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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 MiTeiC• 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/rPlf Quality Criteria, DSB-89 and BCSI Building Component Blvd. e East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 6904 Parke East Job , Truss Qty Ply LOT 25/5 WATERSTONE VSPECITALe T19475177 2255479 C3V 6 1 ^^--_ Job Reference (optional) „GUr CE l ,a, n terry, ��I, rnznr � iy, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:37 2020 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-hi46VJJygJDF3i3xyLIDHOZ84_UfVz6gRfQm N?zjDau -1-4-0 2-11-4 1-4-0 2-11-4 Scale = 1:12.7 Plate Offsets (X,Y)— j2:0-0-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-8-0, 4=29/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-57(LC.10), 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 149 lb uplift at joint 2. Thomas A. Ai&nf PE No.39380 M1Tekd)SA;,inc•FL Cert 6634, -6904 Parke East Blvd. Tampa FL'33610 Dater February 20,2020 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MRek® 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job s Truss Type Qty Ply LOT 2515 WATERSTONE 7C,5v T19475178 2255479 SPECIAL 6 1 0 Job Reference (optional) Builders Firs-ource (Plant City, FL), lant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:38 2020 Page 1 ID:193QG WBBpX3jR187zeOm7kz5?ad-9vd UifJandL6hse7V3pSpc6FZOm REQMgfJAJvRzjDat -1-4-0 4-11-4 1-4-0 4-11-4 Jx4 Scale = 1:17.6 t'laie Urrsets (X Y)-- IZ:U-U-15 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.05 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horc(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 18 lb FT= 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=113/Mechanical, 2=262/0-8-0, 4=58/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-112(LC 10), 2=-161(LC 10) Max Grav 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 161 lb uplift at joint 2. Thottiae kAi6art8 0E,N6.3938Q MiTek USl1;;tnc-.FL`'Cerf 6634. 8994;PaA East.B1vd..Tampa Ej_ 33$10 Date: - February 20,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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 ANS17TP71 Quality Criteria, DSB-89 and BCSI Building Component Blvd. Tampa, 6904 ParEaste Parke East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job , Truss Truss Type City Ply T19475179 2255479 D01 Common 2 1 �IOT2515WATERSTONE Job Reference o tional i ers PtrstSource (Plant City, hL), Plant t;ity, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:39 2020 Page 1 ID:3xl?Yd6RbYnXO16Sf6ghjjz4cnz-d5Bsw?KDCxTyl?DK3m LhMpfPNoy6zg7zuzvsRtzjDas 1 4-0 5-8-0 10-0-0 14-4-0 20-0-0 21-4-0 1-0-0 5-8-0 4-4-0 4-4-0 5-8-0 1-4-0 Scale = 1:36.3 4x6 = 4. Ig 3x6 = - 5x8 = 3x6 = LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 10-0-0 20-0-0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 REACTIONS. (lb/size) 2=81210-8-0, 6=812/0-8-0 Max Horz.2=-232(LC 8) Max Uplift 2=-450(LC 10), 6=-450(LC 10) CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TC 0.47 Vert(LL) -0.16 8-11 >999 240 MT20 244/190 BC 0.92 Vert(CT) -0.35 8-11 >695 180 WB 0.22 Horz(CT) 0.03 6 n/a n/a Matrix-MSH Weight: 90 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1212/867, 3-4=-928/682, 4-5=-928/682, 5-6=-1212/867 BOT CHORD 2-8=-576/1121, 6-8=-576/1057 WEBS 4-8=-315/587, 5-8=-409/387, 3-8=-408/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 6-0-7, Exterior(2) 6-0-7 to 13-11-10, Interior(1) 13-11-10 to 17-4-6, Extedor(2) 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) 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 2 and 450 lb uplift at joint 6. ?homas A. Ai6ani PE No.393.80 MiTek USA`',-1nc;.Fl`Cei 13634. a3984;Parke East191vd. Tampa FL.33610 Dater February 20,2020 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 10/0372015 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 /�ek� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the VliT- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 25/5 WATERSTONE T19475180 2255479 D02A GABLE 1 1 B 'Id F' Job Reference (optional) ui ers IISL ounce (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:40 2020 Page 1 ID:193QGWBBpX3jRl87zeOm7kz5?ad-5HIE7LLrzEbpw9oWdUswvl BdOBV4iJE77dfQ_JzjDar -1-4-0 10-0-0 20-0-0 21-4-0 1-4-0 10-0-0 10-0-0 1-4-0 Scale=1:36.6 4x6 = I� 2x4 II 2x4 II 2x4 II 5x6 = 2x4 II 2x4 II 2x4 II 20-0-0 20-0-0 Plate Offsets (X Y)— f15:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 10 n/r 180 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.11 Vert(CT) 0.01 11 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 100 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=-232(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 17,13 except 2=-170(LC 10), 16=-102(LC 10), 18=-154(LC 10), 14=-102(LC 10), 12=-154(LC 10), 10=-170(LC 10) Max Grav All reactions 250 lb or less at joint(s) 2, 15, 16, 17, 14, 13, 10 except 18=321(LC 15), 12=321(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-96/395, 6-7=-96/395 WEBS 5-16=-149/319, 3-18=-232/352, 7-14=-147/319, 9-12=-231/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-4-0 to 2-7-10, Exterior(2) 2-7-10 to 6-0-0, Comer(3) 6-0-0 to 14-0-0, Extedor(2) 14-0-0 to 17-4-6, Comer(3) 17-4-6 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 13 except Qt=lb) 2=170, 16=102, 18=154, 14=102, 12=154, 10=170. Thomas A'. Alban! PE No.99380 li iTek l)SA Inc;,-PL'Cerf 6634_ -6904 Parke East Blvd. Tampa FLAMM Date• February 20,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 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/TP/1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. e East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 6904 Parkrk 36610 East Job s Truss Type City Ply jrz'7uV ]SPECIAL T19475181 2255479 10 1 �LOT2515WATERSTONE Job Reference c tional ce (Plant city, FL), Plant city, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:41 2020 Page 1 ID:193QG WBBpX3jR187zeOm7kz5lad-ZUJdLhMTkYjgYJ NiBBN9REkfObgzRn5GMHOzWmzjDaq -14-0 7-n-n I 3x4 Scale = 1:22.8 Plate Offsets (X Y)-- (2:0-2-11 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 0.84 Vert(LL) 0.21 4-7 >405 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.21 4-7 >388 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=167/Mechanical, 2=336/0-8-0, 4=82/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Grav 3=200(LC 15), 2=341(LC 15), 4=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=166, 2=179. fihbmas X A16aril PE N6 39* M1Tek'0SA; Ine. 'L'Cert'6$3A. 0904-ParkeEast Blvd: Tamp@fL.33870 Dater February 20,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 4 Truss Truss Type Qty Ply LOT 25/5 WATERSTONE T19475182 2255479 E7VP SPECIAL 7 1 Job Reference o tional uu, ua tPlant.,ay, rL), Plant City, rL-3356 , 3x6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 TCDL 7.0 Lumber DOL 1.25 BC 0.88 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (lb/size) 3=136/Mechanical, 2=336/0-8-0, 4=113/Mechanical Max Horz 2=308(LC 10) Max Uplift 3=-150(LC 10), 2=-307(LC 10), 4=-153(LC 10) Max Grav 3=156(LC 15), 2=336(LC 1), 4=142(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.240s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:42 2020 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-2gt?Y1 M5VssXATyvkvu0_SHpB??QADLPax8X2CzjDap 7-0-0 7-0-0 Scale = 1:22.6 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.24 4-7 >347 240 MT20 244/190 Vert(CT) 0.22 4-7 >387 180 Horz(CT) -0.01 3 n/a n/a Weight: 31 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=150, 2=307, 4=153. Thomas 4 Attiaril PE No.39* MITek USA Inc,-FL`Cert 6634. 8904 Parke.East BI_vd, Tam pa FL 33610 -'Dater February 20,2020 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTekUJ 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 A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the /@iTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS//TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 4 Truss Truss Type Qty Ply=(a ERSTONE 2255479 H7V SPECIAL 3 T19475183 a,di to.� ❑i.��e , e roi� r r u �r tional - - --- -..-..• - +• - --- 0—V s reu r 4ucu mri eK inausines, inc. I nu reo zu 14Nd:43 ZUZU Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-WsRNINNjG9_Ond W51cPd Wfp3MPPYvbGZpbt4aezjDao -1-10-10 5-4-1 9-10-1 1-10-10 5-4-1 4-6-0 Scale = 1:22.5 3x4 5-4-1 4-6-0 Plate Offsets (X Y)-- 12:0-1-3 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=141/Mechanical, 2=439/0-8-0, 5=298/Mechanical Max Harz 2=240(LC 8) Max Uplift 4=-170(LC 8), 2=-248(LC 8), 5=-163(LC 5) Max Grav 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS 3-7=0/293, 3-6=-918/685 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 5 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=170,2=248,5=163. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12, 67lb down and 52 lb up at 1-5-12, 80 lb up at 4-3-11, 80 lb up at 4-3-11, and 50 lb down and 174lb up at 7-1-10, and 50 lb down and 174lb 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 7lb up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Thbmeti A::Alban! PE N6139989 Vert: 1-4=-54, 5-8=-20 MITek'IfSA;Inc:.FL`Cert,6834: 6904:Parke-East Blvd, Tampa FL3JB10 Dater February 20,2020 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTeW 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/TP/l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job * Truss Truss Type Qty Ply LOT 25/5 WATERSTONE T19475183 2255479 H7V SPECIAL 3 1 Job Reference o tional ouuuers rustouurce triant miry, FL), riant city, t-L - aabb/, 8.24D s Feb 7 2U2U MiTek Industries, Inc. Thu Feb 20 14:08:43 2020 Page 2 ID:193QG WBBpX3jR187zeOm7kz5?ad-WsRNINNjG9_Ond W51cPd Wfp3MPPYvbGZpbt4aezjDao LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13=-99(F=-50, B=-50) 14=23(F=11, B=11) 15=-11(F=-5, B=-5) 16=-51(F=-25, B=-25) WARNING -Verify design parameters and READ NOTES ON THISAND INCLUDED MITEIf REFERENCE PAGE M1I.7473 rev. 10/03/2015 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/TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 31; 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-y1Rn - -I- For 4 x 2 orientation, locate plates 0- 'W' 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 Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS ❑ WEBS 0 4 O ci DU.. 6 O ~ C7-8 C6-7 C5-6 BOTTOM CHORDS 8 7 6 5 r' O 2 U o_ O H JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 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. © 2012 MiTek® All Rights Reserved 111lI111111111M W1 (9 MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIrrPI 1 Quality Criteria. W