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HomeMy WebLinkAboutTrussI r - 249 Maitland Avenue, Suite 3000 D Altamonte Springs, Florida 01 � � P: (321)972-0491 1 F: (321)97272-0484 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES June 18, 2020 Building Department Ref: Adams Homes Lot: Lot 22 Blk 2 Subdivision: Fort Pierce - Waterstone Address: 8212 Amalfi Cir. Model: 2265 A LHG 2CF KA # 20-4146 Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: Builders First Source 6/15/20 2369928 160 C Walter P. Finn To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, ?L0 A �''. .`,`fir •� .. ��• • 0 ,i S M 864 : uN : O ' * 4/18/2020 ••�o p �,. Carl A. Brown, P.E. Luis Pablo' �'P•ti �?, P••'�•�I''d M. Born, P.E. FL. # 56126 FL. # 87864 i �gyL. # 82126 1111111111\\\` "Doing Business with a Service Mindset and an Eye for Detail" 0 C5 C3 19-08-00 23-04-00 L 0-00 . 7-00-00 18-00-00 / ��-------- il it 11 11 ®! ail mil FEW K 0 a'", WWWWWR wd = r��.;1_������ MMM. �� Ilia Ilia III,11111, 11 11 lid lid 0, 1 1 i► 1� \1� EMMMIENNIMM C5 TRUJ T-THE, ALL IN 'U SHIN ALL MUS, r A ZPAUTIONH! DT?.7XT-rempi' TO ERECT -t,V&HOUTREFERRING TO IGM15RING-15RAWINGS AND I SUMMARY SHEETS. RNIA,';'ENT BRACING MUST BEkC ' 9,0, PRIOR, TO' LOADING (10. SHEATHING, 4TERIOR BEARING WALLS INeet";1N PLACE ORIOR TO TRUSSES -- I BLOC 'R-�IUIREMENTP. 3) SCAB DETAILS 'i QUIRED) I:` D CTIONS. NING B"kiljargos I NotBe Accepted Rego` Fault 6 t Prior I , o r.,�- tifid4f on 40 1 Onia - thin 1 8' H i burs And knvo Illation By .,t BuildersFirst Source. 1- NO EXECPTIONS.!i 4 The General Conffpctor Is Responsible For All. Connections Other Than Truss' 4 to,Trqss„ Gatile Shear knd—�,-' 'alraryUd Perminent Braiing, And Colling'And -,:; Roof Di aphragm, PITCH:'- 6/12;' bEICINGPITCH: 3/12 TOP CHORD SIZE: 2,)(4 1b OVERHANG LENGTH �JEND CUT: ;Plumb CANTILEVER: TRUSS SPACING:'? 24", BUILDING CODE: FBP2017 -z RARIN� HE&T SCHEDULE LZkEVIEWED [:1 REVISE AND RESUW ' ❑ REVIEWED WITH NOTATIONS El NOT REVIEWED Hata End ;-O'Beadng (SEE EXPLANATION) Corredions' or comments made on equipment submitta4'; jft-4"Beaeaflng or shop drawings during this review do not relieve con-""t' tractor'from com linnna with re t f thA CONNECTORS SCHEDULE IF ROOF TRUSS 4T 1111)1� MODEL ROOF UPLiPT i5ym A* U / j LUS24 JUS24 L S24 24 US 895/835 49 10 1 0 A U HTU26 THD26 HT 26 / THD26 36 0 70-'- 0 .155 t2330 55� t -23 r233 B TU 8 HLTU28 / THD28 4680/5046 0. 214d 0- LB C HTU26-2 / THD26-2 3600 / 3355' Z.k 17512340 D HTU28-2 / THD28-2 4680 / 5005 13485 / 2566-, ALA, E HGUS26-2 / THDH26-2 5320 / 6245 2155,1.2340 F HGUS28-2 / THDH28-2 7460 / 8026-, 11F G HGUS26-3 / THDH26-3 5230/5245 1-2-155 [2340 LG- H HGUS28-3 / THDH28-3 7460/7835 �235q-4370 J THASR-L29 9100/8990 4695/4370 -a 3 X 8 NOP a V r, ravv- f ings and specifications. This check is only for review of J generals conformance with the design concept of the, �',l5roj6ct-,Ond general compliance with the information givem- z., in - the *1c.o'ntract documents. The contractor is responstble;'� 1&,borlfi�ming and corelating all. quantities,and-diajren-' J. 3\� . I , selecting - -- - .1 . - k­- -,§lqns-,,- selecting fabrication processes and fkhhni " I f cpns#r'e es 0 0 �Vion, coordinating his,work with that I other i, trades and performing his work in a safe 1`6nd'. Isfa manner, c? �FLORIDA DESIGN soLuT SiANC.,; ')6/ -20 Date By % ProjectSubmlttalBo Ct 'E6 g, v q�- Project'Name; `Oj No. F, VERIFY RJPY ALL DIMENSIONS AND CEILING COMMONS PRIOR TO APPROVAL ONE CEILING FRAMNG REQURED IN REM BY BUILDER MAIN WIND FORCE RESISTING SYSTEWCZ KYBWD YMD ASCE740 IMIiORTAN ENCLOSED EXPOSURE CATEGORY C 7- OCCUPANCY CATEGORY H This Diawln6-114usi Eva A�prov. W1 LOAD 160 MPH WIND IMPORTANCE FACTOR 1.00 Retumdd Before FabricatioA V in TRUSSES HAVE BEEN DESIGNED FOR A 10.. PSF BOTTOM WORD LIVE LOAD Begin. F0 Yoqr Protection CfiackAu NONCONCLIRRENT WITH � OTHER LIVE LOAM Dimensions A d Cqjlqitions,.�rior-44 - - P, Plan. App oval Of ROOF LOADING FLOOR LOADING SIGNATURE BELOW INDICATES ALL. TCLL: 20 PSF TCLL: 40 PSF NOTES AND DIMENSIONSJIAVEj BEEN ACCEPTED. TCDL: 07 PSF TCDL: 10 PSF LY BCDL: 10 PSF BCDL: 6 PSF TOTAL: 37 PSF TOTAL: 55 PSF U—ION: 1.00 BUILDER: Adams Homes, t ROJECT:, Single Family MODEL: 2265 A* 2CAW-- PADDRES9: 1 8212 AMALFj CIR LOTIBL§CK: 2212 CITY. FT PIERCE DRAWN," Spa I P. I . ; . . b0AtFj"0qq DISC FPLAN,64T4 2020 2 t. 44. t4408 Ai rF(Ort Road,,' Plant City; Fl. 33563 .-Ph.(813)'305-1300- T: if 1 J RE: 2369928 MiTek USA, Inc. LOT 22/2 WATERSTONE 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Adams Homes Port St Lucie ProJ'ect Name: 2369928 Lot/Block: 22/2 Model: 2265 A Address: 8212 AMALFI CIR Subdivision: WATERSTONE City: FORT PIERCE 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 42 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T20429493 A 6/15/2020 21 T20429513 D9 6/15/2020 2 T20429494 Al 6/15/2020 22 T20429514 D11 6/15/2020 3 T20429495 A3 6/15/2020 23 T20429515 D13 6/15/2020 4 T20429496 A5 6/15/2020 24 T20429516 D15 6/15/2020 5. T20429497 B7 6/15/2020 25 T20429517 D17 6/15/2020 6 T20429498 B9 6/15/2020 26 , T20429518 D19 6/15/2020 7 T20429499 B11 6/15/2020 27 T20429519 D21 6/15/2020 8 T20429500 B13 6/15/2020 28 T20429520 E3 6/15/2020 9 T20429501 B15 6/15/2020 29 T20429521 E7 6/15/2020 10 T20429502 B17 6/15/2020 30 T20429522 E7V 6/15/2020 11 T20429503 B19 6/15/2020 31 T20429523 FG 6/15/2020 12 T20429504 B21 6/15/2020 32 T20429524 G 6/15/2020 13 T20429505 C1 6/15/2020 33 T20429525 G1 6/15/2020 14 T20429506 C1 P 6/15/2020 34 T20429526 G7 6/15/2020 15 T20429507 C1 V 6/15/2020 35 T20429527 G9 6/15/2020 16 T20429508 C3 6/15/2020 36 T20429528 M 6/15/2020 17 T20429509 C3V 6/15/2020 37 T20429529 M3 6/15/2020 18 T20429510 C5 6/15/2020 38 T20429530 PB 6/15/2020 19 T20429511 C5V 6/15/2020 39 T20429531 PBl 6/15/2020 20 T20429512 D7 6/15/2020 40 T20429532 R3 6/15/2020 This item has been electronically signed and sealed by Finn, Walter using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek ision based on theyparametersInc m provided bu By drect u lders FirstSource Plant City,FL). ����,� it'► �IIj��,� n Engineer's Name: Finn, Walter 9 9 Truss Design ' My license renewal date for the state of Florida is February 28, 2021. �`` '`v`G: �•�':� ��ritr 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 �`�� :--'•` r ?3 designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were +� SJFIkTE; given to MiTek. Any project specific information included is for MiTek 'i�, (�•, 7C� 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 �i tr• +'•' parameters or the designs for any particular building. Before use, the building designer ��Irj�QN+pig should verify applicability of design parameters and properly incorporate these designs �1t�ll;l into the overall building design per ANSI/TPI 1, Chapter 2. waitb�bt'�}l,„ a In: ,b yga N4,10,kastetvq T° ampa a3s�:o, June 15, 2020 — 1 of 2 Finn, Walter w RE: 2369928 - LOT 22/2 WATERSTONE MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: Adams Homes Port St Lucie Project Name: 2369928 Lot/Block: 22/2 Subdivision: WATERSTONE Address: 8212 AMALFI CIR City, County: FORT PIERCE State: FL No. Seal# 41 T20429533 42 T20429534 Truss Name Date R7 6/15/2020 VR7 6/15/2020 2 of 2 91 .1; Job Truss Truss Type Qty Ply LOT 22/2 WATERSTONE T20429493 2369928 A PIGGYBACK BASE TRUSS 4 1 Job Reference o tional IrstSource (Plant City, FL), Plant City, FL - 33667, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:36:57 2020 Page 1 ID:6gDIOH2OVeglNklsxoNemzyuULB-48OBbn?sh4PXu8EXc2DUQa53ByUXGc8P15lnS?z7ita 1-4-0 5-7-6 8-11-0 14-11-8 21-0-0 25-8-0 31-5-12 37-4-9 42-7-8 4-0- -4-0 5-7-6 3-3-10 6-0-8 6-0-8 4-8-0 5-9-12 5-10-13 5-2-15 -4-8 TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY Scale=1:79.9 5x6 PURLINS AT 2-0-0 OC. MAX. TYPICAL. 5x6 = v F nn 18 3x4 = 3x6 = 6x8 = 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 0.66 Vert(LL) 0.37 18-21 >281 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.28 18-21 >378 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 237 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc pudins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 4-4-4 oc bracing. 4-18: 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 6-16, 8-14 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 18=0-3-0, 10=0-7-8 Max Harz 2=421(LC 8) Max Uplift 2=-460(LC 10), 18=-829(LC 10), 10=-682(LC 10) Max Grav 2=394(LC 19), 18=1738(LC 15), 10=1427(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-360/488, 3-4=-278/422, 4-5=-233/472, 5-6=-1469/1222, 6-7=-1377/1172, 7-8=-1574/1202, 8-9=-2330/1438, 9-10=-2565/1539 BOT CHORD 2-18=-378/229, 17-18=-1592/664, 4-17=-313/240, 16-17=-642/1332, 14-16=-480/1269, 12-14=-907/1751, 10-12=-1176/2232 WEBS 3-18=-276/385, 5-17=-1773/742, 5-16=0/258, 6-14=-78/396, 7-14=-203/428, 8-14=-723/537, 8-12=-89/487, 9-12=-345/295 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-6-8, Interior(1) 31-6-8 to 40-0-0, Exterior(2) 40-0-0 to 44-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=460,18=829,10=682. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walfet P: Fttin PE �tVo.Z2879; MtTek:l1SA the FLCert6834,_ 16804 Perko East Blvil:Tam�a:FL33&10; l)ateP. June 10,2020 ® 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 parametersshown, 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 ANS11TPIl 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 r A. ' Job Truss Truss Type Qty Ply LOT 22/2 WATERSTONE T20429494 2369928 Al PIGGYBACK BASE TRUSS 1 1 Job Reference (optional) ou­c,a rao,owroe mare —y, r�l, Ham gay, FL - a000r, 8.240 s Mar a 2020,Mi I ex industries, Inc. Wed Jun 10 lu:35:59 2u2u Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-OXVyOSO6DifF8ROw]TFyV?AOemAlkVQhIPWuXuz7itY 1-4-0 8-0-12 14-6-1 21-0-0 25-8-0 31-5-12 37-4-9 42-7-8 4-0- -4-0 8-0-12 6-5-5 6-5-15 4-8-0 5-9-12 5-10-13 5-2-15 -4-1 Scale = 1:79.9 5x6 = 5x6 = 5 6 6.00 12 4x6 5x6 1 25 7 4 6x12 MT20HS 2x4 8 3 1.5x8 STP = 26 910 ? 1.5x8 STP =24 6 IT 0 1 2 5x6 = 27 28 15 29 14 30 13 31 12 11 I Q 3x4 = &B = 3x8 = 3x6 = 3x4 = 3x6 17 3xF = 8-0-12 48 II 8-0-12 16-10-6 ?%1;01 34-3-0 42-7-8 8-0-12 8-9-10 8-9-10 8-7-0 8-4-8 Plate Offsets (X,Y)— [3:0-6-0 Edge],[5:0-3-0 0-2-0] [6:0-3-0,0-2-0] [7:0-3-0 0-3-0] [17:Edge 0-3-81 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 0.72 Vert(LL) 0.34 17-20 >276 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) 0.26 17-20 >363 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 230 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. 3-17: 2x4 SP No.3 WEBS 1 Row at midpt 4-16, 7-13 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-3-8, 9=0-7-8 Max Horz 2=421(LC 8) Max Uplift 2=-386(LC 10), 17=-866(LC 10), 9=-685(LC 10) Max Grav 2=330(LC 19), 17=1775(LC 15), 9=1448(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-337/453, 3-4=-278/346, 4-5=-1580/1229, 5-6=-1425/1181, 6-7=-1628/1211. 7-8=-2375/1448, 8-9=-2610/1549 BOT CHORD 16-17=-1779/948, 3-16=-478/434, 15-16=-664/1475, 13-15=-495/1344, 11-13=-916/1795, 9-11 =-1 185/2273 WEBS 4-16=-1921/899, 4-15=-30/256, 5-1 5=-1 33/323, 5-13=-78/370, 6-13=-213/461, 7-13=-718/538, 7-11=-89/478, 8-11=-346/295 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-6-8, Interior(1) 31-6-8 to 40-0-0, Exterior(2) 40-0-0 to 44-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom. chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) + 2=386, 17=866, 9=685. yr This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Waite P FinrtAE N-o32839: MiTek USA,,.1np FL'Cert 6034, 6804:Perko.East BIvd:7ampa FL•:33fi10; bate:': June 10,2020 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll•7479 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 ANS11TP/1 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 r A - Job Truss Truss Type Qty Ply LOT 22/2 WATERSTONE T20429495 2369928 A3 PIGGYBACK BASE TRUSS 1 1 Jab Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:37:04 2020 Page 1 ID:6gDIOH2OVeg 1 Nkl sxoNemzyuU LB-NUJr3A4F2EHYEDHuWOr7C2uDQntVPI?QvhDfC5z7itT 14-0 7-2-4 13-10-6 21-M 25-8-0 31-5-12 37-4-9 42-7-8 -0 -4-0 7-2-4 6-8-2 7-1-10 4-8-0 5-9-12 5-10-13 5-2-15 -4-8 Scale = 1:79.9 5x6 = 5x6 = 5 6 6.00 12 5x6 1 4x6 i 25 7 4 6x12 MT20HS 5- 2x4 m 8 1.5x8 STP = 0 3 26 910 r; Io 1.5x8 STP =24 6 - r 1 2 4x6 = 15 27 14 q 28 13 29 12 30 11 N 0 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 3x6 = 17 3x6 = 4x6 II 6-10-0 7 4 "1 5'9 25-8-0 34-0-0 42-7-8 6-10-6 0- �4 8-3-5 10-2-7 8-7-0 8-4-8 Plate Offsets (X,Y)— [5:0-3-0,0-2-01, [6:0-3-0 0-2-0j, [7:0-3-0 0-3-0], [17:Edge,0-3-8) 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 0.85 Vert(LL) 0.21 17-20 >401 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.58 13-15 >734 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 230 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. 3-17: 2x4 SP No.3, 14-16,12-14: 2x4 SP No.1 WEBS 1 Row at midpt 4-16, 5-13, 7-13 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-3-8, 9=0-7-8 Max Horz 2=-421(LC 8) Max Uplift 2=-351(LC 10), 17=-854(LC 10), 9=-699(LC 10) Max Grav 2=307(LC 19), 17=1731(LC 15), 9=1479(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-355/434, 3-4=-301/295, 4-5=-1764/1340, 5-6=-1492/1215, 6-7=-1703/1249, 7-8=-2438/1489, 8-9=-2674/1589 BOT CHORD 16-17=-1733/951, 3-16=-463/404, 15-16=-768/1698, 13-15=-546/1435, 11-13=-952/1857, 9-11 =-1 221/2330 WEBS 4-16=-2045/1002, 4-15=-105/315, 5-15=-211/431, 5-13=-77/384, 6-13=-237/512, 7-13=-711/541, 7-11=-92/466, 8-11=-347/293 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-6-9, Intedor(1) 31-6-9 to 40-0-0, Exterior(2) 40-0-0 to 44-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. This Item has been 4) All plates are MT20 plates unless otherwise indicated. electronically Signed and 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Finn, Walter, PE 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Printed copies of this 2=351, 17=854, 9=699. document are not considered signed and sealed and the signature must be verified on any electronic copies. V1121tet?: FiAit FE NCo.22839; MIthe FLCer.t-;GOA. TekU.SA ,. ., a6804.Parke`East B1yd:7empa' FL`378705 'Date:: June 10,2020 ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi1.7413 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 MOWis 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 ANS117Pl1 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 Type BASE TRUSS T20429496 I I I I IJob Reference (optional) FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:37:07 2020 Page 1 ID:6gDIOH2OVegl NklsxoNemzyuULB-n3_zhC67L9f65g?SB80rghWkl_u5c3PlbfSJpQz7itQ 1-4-0 6-3-0 13-7-12 21-0-0 25-8-0 31-5-12 37-4-9 42-7-8 4-0- 4 0 6-3-0 7 4-12 7 4 4 4-8-0 5-9-12 5-10-13 5-2-15 -4-8 5x8 = 6.00 12 5x6 = 18 3x6 = 3x6 II 34-3-0 42- Scale = 1:82.6 c? 0 6 r FT I 04 N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.21 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.42 11-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins. BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 4-3-5 oc bracing. 3-18: 2x4 SP No.3 WEBS 1 Row at midpt 4-14, 5-13, 7-13 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 18=0-3-8, 9=0-7-8 Max Horz 2=421(LC 8) Max Uplift 2=-314(LC 10), 18=-839(LC 10), 9=-715(LC 10) Max Grav 2=270(LC 19), 18=1697(LC 15), 9=1475(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-371/453, 3-4=-1984/1303, 4-5=-1651/1256, 5-6=-1466/1259, 6-7=-1679/1298, 7-8=-2441/1530, 8-9=-2675/1631 BOT CHORD 17-18=-1702/952, 3-17=-1641/988, 14-16=-880/1848, 13-14=-587/1487, 11-13=-992/1866, 9-11 =-1 258/2329 WEBS 3-16=-804/1654, 4-14=-440/355, 5-14=-138/386, 5-13=-158/271, 6-13=-257/507, 7-13=-732/536, 7-11=-85/498, 8-11=-342/294 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-6-9, Interior(1) 31-6-9 to 40-0-0, Exterior(2) 40-0-0 to 44-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=314,18=839,9=715. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. "..-..--... WaltetP. RrIh PE Mo.22839, MiTek USA; lho,'FL'Ced 663d ;8804Parks East Blvd:. ampaFL'33810; June 10,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 1,1I1-7473 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 WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1`TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Trues Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply LOT 22/2 WATERSTONE T20429497 2369928 B7 HIP TRUSS 1 Job Reference o tional ounueia nrstouwue trram eery, rr-), runt Uly, rL - a000l, o.z4u s mar a zuzu mi I ex inausirles, Inc. vvea Jun iu lU:3f:3L zuzu Page 1 ID:6gDIOH2OVegl Nkl sxbNemzyuULB-Yt?QxlQpSrpZbWQG9uLiLy22f304zNIYL2?8CUz7it1 1-4-0 3-e-4 7-0-0 13-5-6 19-10-12 264 2 32-9-8 36-2-12 39-1-11 30 840 42-11-7 46-8-0 8-0-0 -4-0 3-2-12 6-5-6 6-5-6 6.5-8 6-5-6 3-5-4 2-10-15 0•3.3.7 3-e-9 -4.0 Scale = 1:84.8 r = 6.00 15x6 2 3x8 = 5x6 = 3x6 = Sx8 = 5x8 = 4 28 29 5 30 31 32 33 346 35 36 37 387 39 40 41 42 843 44 45 9 2x4 1 3 1.5x8 STP — N 1 2 Y O 4x6 = 21 46 47 20 19 48 49 50 51 18 5217 53 54 5516 56 57 58 15 3x8 = 3x8 MT20HS = 3x8 =3x8 = 46 = 3x6 11 2x4 II 2x4 = 10 1.5x8 STP = o I9A 11 12 I� N O 3.50 112 46 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20171TP12014 CSI. TC 0.70 BC 0.98 WB 0.84 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud 0.29 18-19 >999 240 -0.45 18-19 >905 180 0.10 15 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 470 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 3-5-6 oc bracing. 8-15: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 15=0-3-0, 11=0-8-0 Max Horz 2=172(LC 6) Max Uplift 2=-1008(LC 8), 15=-1461(LC 8), 11=-407(LC 8) Max Grav 2=2308(LC 1), 15=3688(LC 1), 11=815(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4561/1847, 3-4=-4416/1779, 4-5=-3995/1659, 5-6=-5496/2354, 6-7=-5496/2354, 7-8=-3776/1679, 8-9=-152/457, 9-10=-2154/694, 10-11=-2334/882 BOT CHORD 2-21 =-1 522/4030, 19-21=-2113/5562, 18-19=-2113/5562, 16-18=-1435/3776, 14-15=-3463/1417, 8-14=-2636/1275, 13-14=-468/2273, 11-13=-684/2225 WEBS 3-21=-276/140, 4-21=-425/1478, 5-21=-17991801, 5-19=0/470, 6-18=-655/513, 7-18=-771/1965,7-16=-1616/921,8-16=-1720/4416,9-13=-103/1133,10-13=-488/219, 9-14=-2801/776 NOTES- 1) 2-ply truss to be connected together with 1 Old (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom, chords connected as follows: 2x4 -1 row at 0-8-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to This item has been ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. electronically Signed and 3) Unbalanced roof live loads have been considered for this design. Sealed by Finn, Walter, PE 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=6ft; Cat. using a DiDi Digital Signature. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide drainage Printed copies of this adequate to prevent water ponding. A 6) All plates are MT20 plates unless otherwise indicated. document are not Considered 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and Sealed and the 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members. 9) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify on any electronic copies. capacity of bearing surface. Walter P: FiniiRED(ti,22ii34 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb) 2=1008, 15=1461, 11=407. M17ekUSA Inc FL`Cert$634 .,, „ 6904'a?arks:EaatBlvd:7ampaFL:33810; June 10,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 ANSPI All 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 22/2 WATERSTONE T20429497 2369928 B7 HIP TRUSS 1 Job Reference (optional) o.wo.o ue tndrn i Ky, ndnt �Ry, rL - 00Dot, e.z w S Mar 9 zuzu MI I eK Inaustnes, Inc. Wed Jun 1U 10:37:32 2020 Page 2 NOTES- ID:6gDIOH2OVegl NklsxoNemzyuULB-Yt7QxlQpSrp7-bWQG9uLiLy22f304zNIYL278CUz7it1 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 102 lb up at 7-0-0, 87 lb down and 108 lb up at 9-0-12, 87 lb down and 108 lb up at 11-0-12, 87 lb down and 108 lb up at 13-0-12, 87 lb down and 108 lb up at 15-0-12, 87 lb down and 108 lb up at 17-0-12, 87 lb down and 108 lb up at 19-0-12, 87 lb down and 108 lb up at 21-0-12, 87 lb down and 108 lb up at 23-0-12, 87 lb down and 108 lb up at 23-7-4, 87 lb down and 108 lb up at 25-7-4, 87 lb down and 108 lb up at 27-7-4, 87 lb down and 108 lb up at 29-7-4, 87 lb down and 108 lb up at 31-7-4, 115 lb down and 118 lb up at 35-7-4, and 115 lb down and 118 lb up at 37-7-4, and 179 lb down and 198 lb up at 39-8-0 on top chord, and 364 lb down and 85 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, 65 lb down at 15-0-12, 65 lb down at 17-0-12, 65 lb down at 19-0-12, 65 lb down at 21-0-12, 65 lb down at 23-0-12, 65 lb down at 23-7-4, 65 lb down at 25-7-4, 65 lb down at 27-7-4, 65 lb down at 29-7-4, 65 lb down at 31-7-4, 121 lb down and 113 lb up at 33-7-8, 83 lb down at 35-7-4, and 83 lb down at 37-7-4, and 424 lb down and 72 lb up at 39-7-4 on bottom. chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-9=-54, 9-12=-54, 15-22=-20, 13-14=-20, 13-25=-20 Concentrated Loads (lb) Vert:4=-125(F) 15=-121(F) 21=-364(F) 9=-179(F) 28=-87(F) 29=-87(F) 30=-87(F) 31=-87(F) 32=-87(F) 34=-87(F) 35=-87(F) 36=-87(F) 37=-87(F) 38=-87(F) 39=-87(F) 41=-87(F) 42=-87(F) 44=-115(F) 45=-115(F) 46=-40(F) 47=-40(F)48=-40(F) 49=-40(F) 50=-40(F) 51=-40(F) 52=-40(F) 53=-40(F) 54=-40(F) 55=-40(F) 56=-40(F) 57=-40(F) 58=-40(F) 59=-61(F) 60=-61(F) 61=-424(F) ®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 MTeMD 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 MITe'Ca Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPN Quality Criteria, DSB-89 and 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 i Job Truss Truss Type Qty Ply LOT 22/2 WATERSTONE T20429498 2369928 B9 HIP TRUSS 1 1 Job Reference o tional o 11u......... triani. uny, rLi, nanl i 11y, rL - a000 r, o.zvu s mar a zuzu mi I ex Inaustries, Inc. wed Jun I lu:37:35 2020 Page 1 ID:6gDIOH2OVegl NklsxoNemzyuULB-yShZZmShImB8Sz8rg1 vPzbgW1 HRUAkB?l?E000z7it_ -1-4-0 4-9-4 9-0-0 17-3-1 25-6-2 33-9-4 37-8-0 41-11-7 46-8-0 8-0- 4-0 4-9 4 4-2-12 8-3-1 8-3-1 8-3-2 3-10-12 4-3-7 4-8-9 -4-0 5x6 = 6.00 12 4 0 5x8 = 5x6 = 3x4 II = 28 29 5 30 6 31 32 733 8 5x6 19 18 17 16 15 14 4x6 = 3x8 = 3x8 = 2x4 11 3x8 MT20HS = 3x6 = 6x8 = 3.50 112 4x6 Scale = 1:84.8 9-0-0 17-3-1 25-6-2 33-9-4 39-1-11 46-8-0 8.3-1 ' 8-3-1 8-3-2 5-4-7 7-6-5 Plate Offsets (X,Y)-- [4:0-3-0 0-2-0] [5:0-4-0,0-3-0] f6:0-3-0,0-3-41,[8:0-3-0,0-2-01[10:0-1-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.22 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.34 19-22 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.11 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 - Matrix-MSH Weight: 235 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 4-3-4 oc bracing. 7-14: 2x4 SP No.3 WEBS 1 Row at midpt 5-19, 5-15, 6-14 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0, 14=0-3-0 Max Horz 2=213(LC 9) Max Uplift 2=-672(LC 10), 10=-340(LC 10), 14=-753(LC 10) Max Grav 2=1298(LC 19), 10=552(LC 16), 14=1804(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2316/1657, 3-4=-2065/1450, 4-5=-1820/1388, 5-6=-1652/1281, 6-7=-60/308, 8-9=-782/565, 9-10=-1287/1061 BOT CHORD 2-19=-1289/2079, 17-19=-1273/2311, 15-17=-1273/2311, 14-15=-847/1634, 13-14=-756/550, 7-13=-371/387, 12-13=-57/325, 10-12=-792/1151 WEBS 3-19=-347/380, 4-19=-250/602, 5-19=-659/360, 5-17=0/311, 5-15=-760/481, 6-15=-1351612, 6-14=-1977/1116, 8-13=-617/342, 8-12=-200/533, 9-12=-498/599 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.Bpsf; h=15ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3-4-2, Exterior(2) 3-4-2 to 14-7-14, Interior(1) 14-7-14 to 32-0-2, Exterior(2) 32-0-2 to 43-3-14, Interior(1) 43-3-14 to 44-0-0, Exterior(2) 44-0-0 to 48-0-0 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. This Item has been 4) All plates are MT20 plates unless otherwise indicated. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Finn, Walter, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers. parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Printed copies of this capacity of bearing surface. document are not considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) signed and sealed and the 2=672, 10=340, 14=753. Signature must be verified on any electronic copies. WaltarP: F nn PE Mo:Z3839; Mt7ek USA Inc FL Cert 6634% i6904:Perka East61@ii:7arnpaiL•`33fit0E •bate:" June 10,2020 ®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 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the AiTetc" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/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 2WATERSTONE FHrusTsr.Ts,.pe T20429499 2369928 B11 �Qty,_T 1 1 Job Reference o tional ouuuars r—L—ice triam t.ny, rLi, riant uny, rL - 00=f, ts.z4u s Mar a zuzu MI I ex InaustrieS, Inc. vvea Jun lu lu:3t:lu 2u2U rage 1 ID:6gDIOH2OVeg 1 Nkl sxoNemzyuU LB-Beg6JD9?e42hy8kl tHyYSJ71YCxnpQKJHcgzQlz7itN 1-0-0 5-9-0 11-0-0 18-3-3 25-0.5 33-9d 35-8-0 39.1-11 0.10-9 2-8-5 46-&0 -4-0 5-9-0 5.2-12 7-3-3 8-2-15 -10.12 3.5-11 -6-13 1-9-12 3.17-11 6.00 12 5x8 = 2x4 II 5x8 = 3x4 II 5x6 = 4 28 P9 5 6 30 31 32 7 8 4x6 = 2x4 II 3x6 = 3x8 = 3x8 = 2x4 II 6x8 = 4x6 3x8 = 3.50 12 11-0-0 46-8-0 Scale=1:84.6 r o_ TP = h 4 10 Iy N 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.17 16-18 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.29 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.09 13 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-MSH Weight: 245 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc purlins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. 7-13: 2x4 SP No.3 WEBS 1 Row at midpt 6-13 WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 2=0-8-0, 13=0-3-0 Max Horz 2=245(LC 9) Max Uplift 10=-232(LC 10), 2=-671(LC 10), 13=-765(LC 10) Max Grav 10=483(LC 16), 2=1346(LC 15), 13=1813(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2401/1569, 3-4=-1947/1375, 4-5=-1866/1447, 5-6=-1866/1447, 6-7=-74/296, 8-9=-868/713, 9-1 0=-1 258/1045 BOT CHORD 2-19=-1274/2254, 18-19=-1274/2254, 16-18=-908/1799, 14-16=-695/1423, 13-14=-698/1415, 12-13=-766/589, 7-12=-376/374, 10-11=-861/1125 WEBS 3-18=-530/421, 4-18=-131/447, 4-16=-160/387, 5-16=-424/435, 6-16=-422/663, 6-14=01345, 6-13=-1806/995, 8-12=-429/269, 9-11=-449/549, 8-11=-526/844 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 5-4-2, Exterior(2) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 29-11-11, Exterior(2) 29-11-11 to 41-0-13, Interior(1) 41-0-13 to 42-8-0, Exterior(2) 42-8-0 to 46-8-0 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. This item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by Finn, Walter, PE will fit between the bottom chord and any other members, with BCDL = 10.0psf. using a Digital Signature. 6) Bearing atjoint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Printed Copies of this x 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) document are not considered 10=232, 2=671, 13=765. signed and sealed and the signature must be verified - on any electronic copies. WAltai P: fmn PE Ko.22838; MiTekUSA ti crFL'Carl6834.-,, 890aF8rke'Ea* tBIyd:7amppFL33810; Dates' June 10,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7673 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 ANSI/TPH Quality Criteria, DSB-89 and 13CSI Building Component 6904 Parke East Blvd. Safelyinformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 22/2 WATERSTONE T20429500 2369928 B13 Hip 1 1 Job Reference o tional "'•"•"'"'� ��• `^•n �/, �• "q, - •+++ , e.<— 5 IVIdl 5 tutu IWI1 UK 111uU5U`1U5, rnU. vvea dun IU 1 U;3/;-13 LULU rage 1 ID:6gDIOH2OVeg 1 Nkl sxoNemzyuULB-cDMEyFBuw?QGpbTcYPVF4ylo5P_gOnnzavdl4z7itK -1-4-0 6-9-4 13-0-0 19-11-4 26-8-12 33-8-0 39-1-11 46-8-0 -4-0 6-2-12 6-11-0 6-11-4 5-5-11 7-6-5 6.00 12 5x8 = 5x6 = 4 27 28 29 5 5x8 = 6 30 31 32 7 5x6 Scale=1:86.2 m o_ TP = 9 9 I Ip N 18 1/ 16 3b 10 14 3b 13 12 4x6 = 2x4 II 3x8 = 3x6 = 3xB — 3x8 = 3x6 = 3x6 II 4x6 3.50 112 6-9-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.14 10-21 >999 240 TCDL 7.0 LumberDOL 1.25 BC 0.64 Vert(CT)-0.1710-21 >928 180 BCLL 0.0 Rep Stress Inca YES WB 0.84 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 'Except* BOT CHORD 7-12: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (size) 9=0-8-0, 2=0-8-0, 12=0-3-8 Max Horz 2=286(LC 9) Max Uplift 9=-163(LC 10), 2=-645(LC 10), 12=-859(LC 10) Max Grav 9=348(LC 16), 2=1311(LC 15), 12=1994(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2276/1433, 3-4=-1708/1210, 4-5=-1418/1158, 5-6=-1418/1158, 6-7=-71/529, 7-8=-197/646, 8-9=-452/294 BOT CHORD 2-18=-113612161, 16-18=-1137/2158, 14-16=-714/1591, 13-14=-326/894, 11-12=-1932/1302, 7-11=-542/438, 10-11 =-1 30/307, 9-10=-139/364 WEBS 3-18=0/271, 3-16=-661/488, 4-16=-158/518, 5-14=-395/399, 6-14=-500/837, 11 -1 3=-348/927, 6-11=-158011040, 8-11=-916/705, 8-10=-2/320 46-M PLATES GRIP MT20 2441190 Weight: 258 lb FT = 20% Structural wood sheathing directly applied or 3-5-15 oc purlins. Rigid ceiling directly applied or 3-9-14 oc bracing. 1 Row at midpt 4-14, 6-11 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 7-4-2, Exterior(2) 7-4-2 to 18-7-14, Interior(1) 18-7-14 to 28-0-2, Exterior(2) 28-0-2 to 39-3-14, Interior(1) 39-3-14 to 42-8-0, Exterior(2) 42-8-0 to 46-8-0 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) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 9=163,2=645,12=859. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any _electronic copies. Walie P: Finu PE'Mo32839; MiTek1J5A;.Gic.'FL,Cerf6834„ „ .6904:PatkeEastBlvd,Tampa. L.33610; June 10,2020 WARNING • Ver!(y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10/03/20f5 BEFORE USE. Design valid for use only with Mr rek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS//TP/1 Quality Criteria, DSB-99 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 Truss Truss Type Qty Ply LOT 22/2 WATERSTONE T20429501 2369928 B15 HIP TRUSS 1 1 Job Reference (optional) Idutioers Flrstsource (want City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:37:17 2020 Page 1 ID:6gDI0H2OVegl NklsxoNemzyuULB-U_bincEO_EwilCmNnFaBEowQHOHCyhFLuClrArz7itG 1 4-0 5-7-6 8-11-0 15-0-0 23 4-0 31-8-0 36 4-12 41-5-0 4-0 5-7-6 3-3 11 6-1-0 8 4-0 8 4-0 4-8-12 5-0 4 � 1 O 3x6 = 5x8 = 6.00 12 5x8 = 5x8 = 5 27 6 28 29 30 7 17 6x8 = 15-0-0 Scale = 1:76.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.38 17-24 >279 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.32 17-24 >331 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 219 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. 4-17: 2x4 SP No.3 WEBS 1 Row at midpf 5-13 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-10-9 REACTIONS. (size) 10=Mechanical, 2=0-8-0, 17=0-3-0 Max Horz 2=269(LC 9) Max Uplift 10=-552(LC 10), 2=-413(LC 10), 17=-865(LC 10) Max Grav 10=1240(LC 16), 2=388(LC 19), 17=1552(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-269/348, 3-4=-131/263, 4-5=-1336/1040, 5-6=-1829/1499, 6-7=-1829/1499, 7-8=-176211327, 8-1 0=-1 891/1453 BOT CHORD 2-17=-357/215, 16-17=-1414/813, 4-16=-1364/841, 13-15=-644/1135, 11-13=-901/1523, 10-11 =-1 135/1599 WEBS 4-15=-539/1217, 5-15=-265/289, 5-13=-567/905, 6-13=-5181548, 7-13=-259/478, 7-11=-28/338, 8-11=-137/276, 3-17=-270/355 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 9-4-2, Extedor(2) 9-4-2 to 20-7-14, Interior(1) 20-7-14 to 26-0-2, Exterior(2) 26-0-2 to 41-5-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 = IO.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=552, 2=413, 17=865. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Waltei p: Fine PE Pfo.22839; MiTek USA Inc FL Cert 6)34 , :89031Parke�East BItid:7ainpa Fh 34810; Dafe: June 10,2020 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERERCE PAGE 11,111.7473 rev. 10103120f5 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 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/Toll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 x Job Truss Truss Type Qty Ply FLOT2e2'2'WATERSTONET20429502 2369928 B17 HIP TRUSS 1 1ence (optional) 0 0—U s Mar y NGa MI Iex moustnes, Inc. vvea Jun -iu IU:J /:Zl zuzu rage 1 ID:6gDIOH2OVegl NklsxoNemzyuULB-NIrGd_Hv2SQ7mg4904f7Oe559de_uTrxpgr3Jcz7itC 1-4-0 5-7-6 8-11-0 17-M 23-4-1 29 8-0 36-1-2 41-5-0 -4-0 5-7-6 3-0-10 8-1-0 6-4-0 6-4-0 6-5-2 5-0-14 5x8 = 6.00 12 5 2x4 11 5x8 = 246 25 26 27 7 18 3x6 = 3x6 = 6x8 = 17-0-0 41-5-0 Scale=1:78.1 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 0.98 BC 0.94 WB 0.63 Matrix-MSH DEFL. in (loc) I/deft L/d Vert(LL) 0.38 18-21 >278 240 Vert(CT) -0.32 18-21 >332 180 Horz(CT) 0.04 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 232 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 4-6-15 cc bracing. 4-18: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 18=0-3-0, 10=Mechanical Max Horz 2=308(LC 9) Max Uplift 2=-413(LC 10), 18=-862(LC 10), 10=-550(LC 10) Max Grav 2=388(LC 19), 18=1573(LC 15), 10=1244(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-286/343, 3-4=-174/308, 4-5=-1399/1088, 5-6=-1506/1340, 6-7=-1506/1340, 7-8=-1668/1283, 8-9=-1931/1365, 9-1 0=-1 189/892 BOT CHORD 2-18=-354/211, 17-18=-1455/823, 4-17=-1380/870, 14-16=-663/1195, 12-14=-820/1390, 11-12=-1130/1671 WEBS 4-16=-437/1125, 5-14=-351/579, 6-14=-387/407, 7-14=-125/287, 7-12=-86/361, 8-12=-353/350, 9-1.1=-1013/1518, 3-18=-240/311 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 11-4-2, Exterior(2) 11-4-2 to 22-7-14, Interior(1) 22-7-14 to 24-0-2, Exterior(2) 24-0-2 to 35-3-14, Interior(1) 35-3-14 to 37-3-4, Exterior(2) 37-3-4 to 41-3-4 zone; porch left exposed;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. This Item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically signed and 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 sealed by Finn, Walter, PE will fit between the bottom chord and any other members, with BCDL = 10.opsf. using a Digital Signature. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except'(jt=lb) Printed copies of this 2=413, 18=862, 10=550. document are not considered signed and sealed and the signature must be verified • on any electronic copies. .Walter P. Finn PE N0.22839, MITak USA Iha FE;Cert 6834 fifi94.Parke East BIvd:Tampa FL 33B10t baiei June 10,2020 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 10/0312015 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 1, building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I VIITPIIa Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANS11TP1I 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 T20429503 2369928 B19 HIP TRUSS 1 1 �LOT2212WATERSTONE Job Reference o tional irsiaource (Fiani city, FL), Fiant city, FL - 33bbf, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:37:25 2020 Page 1 ID:6gDIOH2OVegl NklsxoNemzyuULB-FX4nTLKQ5hwZFRNwFwj3ZUFoSFOAgDVWkSpGSOz7it8 1-4-0 5-7-6 8-11-0 13-11-8 19-0-0 27-8-0 34-4-12 41-5-0 4-03-3-10 5-0-8 5-0-8 8-8-0 6-8-12 7-0 4 � 1 O 3x6 = 6x8 = 8-11-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017frP12014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 6-7: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 4-16: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 6-13: 2x4 SP No.2 5x8 = 6.00 12 5x6 = 22 7 Scale=1:78.1 16 3x6 = 34-4-12 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.96 Vert(LL) 0.3716-19 >282 240 MT20 244/190 BC 0.93 Vert(CT) 0.2816-19 >380 180 WB 0.78 Horz(CT) 0.04 10 n/a n/a Matrix-MSH Weight: 230 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-15, 6-13 REACTIONS. (size) 2=0-8-0, 16=0-3-0, 10=Mechanical Max Horz 2=349(LC 9) Max Uplift 2=-423(LC 10), 16=-849(LC 10), 10=-552(LC 10) Max Grav 2=393(LC 19), 16=1637(LC 15), 10=1236(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-307/388, 3-4=-206/354, 4-5=-190/364, 5-6=-1354/1139, 6-7=-1337/1209, 7-8=-1533/1227; 8-9=-1920/1337, 9-10=-1165/886 BOT CHORD 2-16=-399/227, 15-16=-1482/722, 4-15=-291/215, 14-15=-708/1106, 13-14=-625/1238, 11 -1 3=-1 068/1636, 10-11=-214/286 WEBS 5-15=-1536/832, 5-14=0/303, 6-14=-2/257, 6-13=-127/283, 7-13=-47/364, 8-13=-489/408, 9-11=-859/1374, 3-16=-287/396 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 13-4-2, Exterior(2) 13-4-2 to 33-3-14, Interior(1) 33-3-14 to 37-3-4, Exterior(2) 37-3-4 to 41-3-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; 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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=423,16=849,10=552. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. wattef:p; F'Ihe PI= No.21839i MtTeti 11SA the FL eetf 683d' . 6994Perlte'Eaet81vd:7arn FL`33610 abate:' ' June 10,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015-BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Bulld/ng Component 6904 Pa Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Blvd. Tampa, Parke 3e East ast Job Truss Truss Type Qty Ply LOT 22/2 WATERSTONE T20429504 2369928 B21 HIP TRUSS 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:37:27 2020 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-BvCXul MgdlBHVIXIMLIXevLBh2kTIAipBmINWGz7it6 1-4-0 5-7-6 8-11-0 14-11-8 21-0-0 25-8-0 31-5-12 374-9 42-7-8 -4-0 5-7-6 3-3-10 6-0-8 6-0-8 4-8-0 5-9-12 5-10-13 5-2-15 5x6 = ono 17 3x4 = 3x6 = 6x8 = 5x6 = Scale = 1:80.2 '7 0 6 P = 10 fn JO N 42-7-8 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 0.65 Vert(LL) 0.37 17-20 >281 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.28 17-20 >378 180 BCLL 0.0 * Rep Stress Incr YES WB 0.61 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 235 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly, applied or 3-6-5 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-4-3 oc bracing. 4-17: 2x4 SP No.3 WEBS 1 Row at midpt 5-16, 6-15, 8-13 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-7-8, 17=0-3-0 Max Horz 2=405(LC 9) Max Uplift 2=-434(LC 10), 10=-575(LC 10), 17=-860(LC 10) Max Grav 2=395(LC 19), 10=1352(LC 16), 17=1729(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-356/417, 3-4=-269/402, 4-5=-230/412, 5-6=-1470/1212, 6-7=-1379/1179, 7-8=-1 577/1208, 8-9=-2343/1491, 9-1 0=-2573/1613 BOT CHORD 2-17=-384/231, 16-17=-1580/706, 4-16=-321/245, 15-16=-699/1321, 13-15=-551/1258, 11-13=-1001/1764, 10-11=-1331/2256 WEBS 5-16=-1746/798, 6-13=-92/396, 7-13=-204/430, 8-13=-728/560, 8-11=-138/497, 9-11=-354/347, 3-17=-281/390 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-6-9, Interior(1) 31-6-9 to,38-7-8, Exterior(2) 38-7-8 to 42-7-8 zone; porch left exposed;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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=434,10=575,17=860. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Wetter k Ann.PE W0.22839, kUSA IMITeIhc'PL;Eerf683V 6804ParkeEast81vd: amp'.* 3510; June 10,2020 ®WARN/NG -Verity design parameters and READ NOTES ON;THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7473 rev. 10/03/2013 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 ANS11TP/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 Truss Truss Type Qty Ply T20429505 2369928 C1 JACK -OPEN TRUSS 8 �LOT22/2WATERSTONE 1 Job Reference (optional) ce Imam City, rLj, mant pity, rL - 33557, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:37:37 2020 Page 1 ID:6gDIOH2OVegl NklsxoNemzyuULB-vgoJ_SUxHNRshHlDyRxt20lOD4KwergHVJjvshz7isy -1-4-0 0-10-15 1-4-0 0-10-15 Scale = 1:7.6 � 0-10-15 0-10-15 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber'DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a nla BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-197(LC 10), 4=-16(LC 1) Max Grav 3=22(LC 10), 2=159(LC 15), 4=47(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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=197. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter �: F�ngFE rto.22'839; MITek USA` no fL Cert 6634+ 8903P.a`rke EastBlvii7am�aFh-330t0; bate::• June 10,2020 ® WARNING -Verify design parameters and READ NOTES ONTNIS AND INCLUDED MITEK REFERENCE PAGE bill-7478 rev. 10/03/2015 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 n building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I VpiTe� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL - 36610 Job Truss Truss Type Qty Ply T20429506 2369928 C1 P JACK -OPEN TRUSS 4 �LCIT2212WATCRSTONE 1 Job Reference (opt! Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:37:38 2020 Page 1 ID:6gDIOH2OVegl NklsxoNemzyuULB-N1 MhCoUZ2hZjJRlQV9S6aDIBzUg9NlwRjzSS07z7isx -1-4-0 0-10-15 1-4-0 0-10-15 Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL). 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber.DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- 'BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-0, 4=Mechanical Max Hors 2=79(LC 10) Max Uplift 3=-5(LC 15), 2=-214(LC 10), 4=-24(LC 15) Max Grav 3=17(LC 10), 2=159(LC 1), 4=35(LC 10) FORCES. (lb) -Max. Camp./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.Bpsf; 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 4 except Qt=lb) 2=214. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. W81terP. FinnPE t�o.228W Altaic USA Inc FL Cart 8634 i8804?PAAia f estBlxiJ:7ampaFL•_336f0} bate:: June 10,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•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 ANS117PH Qualify 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 City Ply �LOT22J2WATERSTONE T20429507 2369928 C1v Jack -Open Truss 2 , 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:37:40 2020 Page 1 ID:6gDIOH2OVeg 1 Nkl sxoNemzyuU LBJPUScU WgZlpRYl l odaUageNXTILerCPkBHxZTOz7isv -1-4-0 i0-10-15 1-4-0 0-10.15 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-5(LC 1), 2=-180(LC 10). 4=-15(LC 1) Max Grav 3=16(LC 10), 2=159(LC 1), 4=36(LC 10) Scale =1:7.6 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 BC 0.04 Vert(CT) 0.00 7 >999 180 WB 0.00 Horz(CT) 0.00 2 n/a n/a Matrix -MP Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=180. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. i W2ltei P: f1trirtPE Ko32699; AiTekU$A;,Ina;Ft CerE'683d ., i6964Parka;East BIed:7alrip$ FL-336101 June 10,2020 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.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 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/TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6994 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 22/2 WATERSTONE T20429508 2369928 C3 JACK -OPEN TRUSS 8 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:37:41 2020 Page 1 ID:6gDIOH2OVeg1NklsxoNemzyuULB-nc2gggXSKcylAuc?BH?pCswiDhg4aeftPxh6?Sz7isu -1-4-0 2-10-15 ' 1-4-0 ' 2-10-15 Scale=1:12.6 0 m o 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 4-7 >999 NO 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 FBC2017/TP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=131(LC 10) Max Uplift 3=-51(LC 10), 2=-155(LC 10) Max Grav 3=71(LC 15). 2=197(LC 15), 4=48(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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=155. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Watfe''tP. Finh,PEKo.22839, iMtiekUSa h& FL;C6rt8g34 .. 899C: ,,arke;East Blvd: Tampa F.L'33510; •ba2e•i ' June 10,2020 ... WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I1-7473 rev. 10/03/20f5 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..Beforeuse, 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 andfor chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery,' erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss pe City Ply LOT 22/2 WATERSTONE FJ,,skS0r' T20429509 2369928 C3V en Truss 2 1 Job Reference o tional 1 Plate Offsets (X,Y)— [2:0-1-13,0-0-8 _ __„-. , 1. 11 "1" � ­4V wII ran uiuuauma, uiu. vveu dun w w:onvc zuzu rage i ID:6gDIOH2OVeglNklsxoNemzyuULBj AaFVYisDC?PCINIi2HHH?1iVMY2Y9AtFAD4Lz7iss -1 1-0 2-10-15 1-4-0 2-10-15 3x4 Scale=1:12.6 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 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 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 FBC2017/TP12014 Matrix -MP Weight: 12lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=131(LC 10) Max Uplift 3=-57(LC 10), 2=-146(LC 10) Max Grav 3=73(LC 15), 2=195(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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=146. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. IWdlfeiP: FieprP.E�iVo.T2838; MtTek USA the 'FL,Cert 683d . ,. :8884'P.arkeiEast BIvd:7amPa fL`33fi1o; June 10,2020 _ WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. f0/03/2015 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 applicabilityof design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 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 Truss Truss Type Qty Ply LOT 2212 WATERSTONE 2369928 C5 JACK-0PEN TRUSS 8 1 T20429510 Job Reference o lional -• • - - ---- mar a cucu rVa r en muusmes, inc. vvea Jun lu 1u:3/:4D ZuZu Page 1 ID:6gDIOH20Vegl Nk1 sxoNemzyuULB-gNHLgBayOgSjf WvmQ741 Ni41LJyQ WSfTKZfK8Dz7isq -1-4-0 4-10-15 1-4-0 4-10-15 Scale=1:17.6 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.12 4-7 >494 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.51 Vert(CT) 0.10 4-7 >575 180 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP , Weight: 18 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-120(LC 10), 2=-257(LC 10), 4=71(LC 10) Max Grav 3=122(LC 15), 2=261(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Gt=lb) 3=120, 2=257. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. 611erP,FinnPE �f6l2839' ,M,Tek USA; fn`c'FL Cert 9634�, . 8804:P,erke:EastBivd., ampaFL33610; �OateY: ' June 10,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE H11/-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 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 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/rP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 22/2 WATERSTONE T20429511 2369928 C5V JACK -OPEN TRUSS 2 1 Job Reference o tional ers rnstauurue tnani uny, rLl, runt ury, rL - asabf, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:37:48 2020 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-4yzTlDcrhlgl WzeL5FeS_KigDW?BjpOvOXt_IYz7isn -1 4-0 4-10-15 1-4-0 4-10-15 3x4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Inca YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-111(LC 10), 2=-156(LC 10) Max Grav 3=136(LC 15), 2=264(LC 15), 4=87(LC 3) Scale=1:17.6 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TC 0.47 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 BC 0.38 Vert(CT) -0.06 4-7 >999 180 WB 0.00 Horz(CT) -0.01 3 n/a n/a Matrix -MP Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=111,2=156. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Wiltai' P: Eihn PE No32839, MTekUSA Inc FI,;Cert8834:,. <66b4.Parke;East Blvdi7ampaFL, `338161, bate:: June 10,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 411.7473 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 ANS11TP/1 Quality Criteria, DSB-09 and BCSI 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 --] Ply LOT 22/2 WATERSTONE 2369928 D7 Half Hip Truss �Qty 1 T20429512 Job Reference (optional) - - --- -- -- --- - + - - . - .. - +I - --- ry cr a ctrcu rvn r en uwul ,nes, Inc. vve0 Jun l U 1U:38:Ub ZUZU rage 1 ID:6gD 10H2OVeg1 Nk1 sxoNemzyuULB-YP3H4Ng8SH51gkOo81 ygj7SDim 1 axo2Z9KExOVz7isV 1-4-0 7-0-0 4-1 1' 21-1-12 28-1-12 35-1-12 42-3-8 4-0 7-0-0 7-1-12 7-0-0 7-0-0 7-0-0 7-1-12 Scale=1:74.8 5x8 = 2x4 II 5x6 = 3x4 = 5x6 = 5x6 = 6.00 12 3 18 19 20 21 422 23 24 25 6 26 27 28 6 29 30 31 32 7 33 34 35 8 14 36 37 38 13 39 40 41 12 42 43 44 11 45 46 47 10 48 49 50 9 3x6 = 2x4 II 6x12 MT20HS = 3x4 6xl2 MT20HS = 5x6 = 2x4 = 14-1-12 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.64 12 >795 240 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.78 12-13 >646 180 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(CT) 0.16 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD 3-5,5-7: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 `Except' 3-13,5-13,6-12,7-11,8-10: 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 9=0-3-8 Max Horz 2=243(LC 8) Max Uplift 2=-1649(LC 8), 9=-1636(LC 8) Max Grav 2=2921(LC 1), 9=2924(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5846/3186, 3-4=-8024/4517, 4-5=-8054/4547, 5-6=-8900/4992, 6-7=-7935/4456, 7-8=-4975/2780, 8-9=-2794/1687 BOT CHORD 2-14=-2922/5154, 13-14=-2923/5175, 12-13=-5010/8910, 11-12=-4417/7887, 10-11=-2843/5065 WEBS 3-14=-33/688, 3-13=-1788/3196, 4-13=-728/723, 5-13=-960/535, 5-12=-239/434, 6-12=-645/1137, 6-11=-1184/955, 7-11=-1809/3220, 7-10=-2195/1556, 8-10=-3066/5492 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 428 lb FT = 20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 6-0-14 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1649, 9=1636. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. ,Walter P: Finn PE Mo22339; MtTek 11SA Inc' FL Cert 6834., . i6804:Perka:Easf Blvd.Tampa FL 33610) June 10.2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 1111.747a 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 ANS117P/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 Truss Type Qty Ply LOT 22/2 WATERSTONE T20429512 2369928 D7 Half Hip Truss 1 n L Job Reference o tional .,- ma , 11 "' Ic tram 11y, r�l, rini n �11y, rL - 0000f, ts.z4u s Mar V LUZu mi I eK Inclustnes, Inc. Wed Jun 10 10:38:06 2020 Page 2 NOTES- ID:6gDIOH2OVeglNklsxoNemzyuULB-YP3H4Ng8SH51gkOo8lygj7Soimlaxo2Z9KExOVz7isV 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 215 lb up at 7-0-0, 87 lb down and 164 lb up at 9-0-12, 87 lb down and 164 lb up at 11-0-12, 87 lb down and 164 lb up at 13-0-12, 87 lb down and 164 lb up at 15-0-12, 87 lb down and 164 lb up at 17-0-12, 87 lb down and 164 lb up at 19-0-12, 87 lb down and 164 lb up at 21-0-12, 87 lb down and 164 lb up at 23-0-12, 87 lb down and 164 lb up at 25-0-12, 87 lb down and 164 lb up at 27-0-12, 87 lb down and 164 lb up at 29-0-12, 87 lb down and 164 lb up at 31-0-12, 87 lb down and 164 lb up at 33-0-12, 87 lb down and 164 lb up at 35-0-12, 87 lb down and 164 lb up at 37-0-12, and 87 lb down and 164 lb up at 39-0-12, and 87 lb down and 164 lb up at 41-0-12 on top chord, and 326 lb down and 142 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, 65 lb down at 15-0-12, 65 lb down at 17-0-12, 65 lb down at 19-0-12, 65 lb down at 21-0-12 65 lb down at 23-0-12, 65 lb down at 25-0-12, 65 lb down at 27-0-12, 65 lb down at 29-0-12, 65 Ib down at 31-0-12, 65 lb down at 33-0-12, 65 lb down at 35-0-12, 65 lb down at 37-0-12, and 65 lb down at 39-0-12, and 65 lb down at 41-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 9-15=-20 Concentrated Loads (lb) Vert: 3=-189(B) 5=-87(B) 14=-310(B) 12=-40(B) 7=-87(B) 10=-40(B) 18=-87(B) 19=-87(B) 21=-87(B) 23=-87(B) 24=-87(B) 25=-87(B) 26=-87(B) 27=-87(B) 28=-87(B) 30=-87(B) 31=-87(B) 32=-87(B) 33=-87(B) 34=-87(B) 35=-87(B) 36=-40(B) 37=40(13) 38=-40(B) 39=-40(B) 40=40(13) 41=-40(B) 42=-40(B) 43=-40(B) 44=-40(B) 45=-40(B) 46=-40(B) 47=-40(B) 48=-40(B) 49=-40(B) 50=-40(B) r WARNING •Verify design parameters and READ NOTES ON_THIS AND INCLUDED MITEK REFERENCE PAGE 6f11.7473 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 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 MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/f Quality Criterla, 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 2212 WATERSTONE 2369928 D9 Half Hip Truss 1 1 T20429513 Job Reference o tional a ,V,G, a 4— 1-1 en wuusuies, Irla. vvea dun lU-Iu:Co:uo zuZu rage 1 ID:6gDIOH2OVeg 1 Nkl sxoNemzyu ULB-VoA1 V2sOzuLSv2ABGS_8oYX7xagaPjNrdej2SOz7isT 1-4-0 6-3-6 9-0-0 17-4-12 25-7-12 33-10-12 42-3-8 -4-0 6-3-6 2-8-10 8-4-12 8-3-0 8-3-0 8-4-12 6.00 12 ^ dj 1 0 5x8 = 5x8 = 5x6 = 4 21 22 23 5 6 24 25 Scale=1:74.8 5x8 = 5x6 = 7 26 8 0 4 15 14 13 12 11 10 9 3x6 — 3x4 = 4x6 — 3x6 = 5x8 = 3x6 = 5x6 = 3x4 = 17-4-12 25-7-12 1 33-10-12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 1.00 BC 0.97 WB '0.64 Matrix-MSH DEFL. in (loc) I/deft Ltd Vert(LL) 0.46 12-13 >999 240 Vert(CT) -0.69 12-13 >738 180 Horz(CT) 0.15 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 221 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,7-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-13, 5-12, 7-12, 8-10 WEBS 2x4 SP No.3 *Except* 4-13,5-12,7-12,8-10: 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 9=0-3-8 Max Horz 2=297(LC 10) Max Uplift 2=-795(LC 10), 9=-720(LC 10) Max Grav 2=1633(LC 1), 9=1558(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2985/1922, 3-4=-2793/1832, 4-5=-3579/2283, 5-6=-3509/2145, 6-7=-3509/2145, 7-8=-2363/1425, 8-9=-1483/1000 BOT CHORD 2-15=-1925/2628, 13-15=-1691/2475, 12-13=-2297/3593, 10-12=-145312399 WEBS 3-15=-308/347, 4-15=-163/441, 4-13=-674/1339, 5-13=-478/420, 6-12=-414/396, 7-12=-794/1274, 7-10=-1110/882, 8-10=-1600/2657 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 3-4-2, Exterior(2) 3-4-2 to 14-7-14, Interior(1) 14-7-14 to 38-1-12, Exterior(2) 38-1-12 to 42-1-12 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. This item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by Finn, Walter, PE will fit between the bottom chord and any other members. using a Digital Signature. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Printed copies of this 7) Provide mechanicalconnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) document are not considered 2=795, 9=720. signed and sealed and the signature must be verified on any electronic copies. ,WalterP: EiritAENo,2Y839; -MiTekUSAIhm.FILCed'68k., 1, :8804:Parke..EastBlvd:— ampa.FL'33810; Date:: - June 10,2020 - WARNING - Verity design pammeters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE M11.7473 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 property Incorporate this design Into the overall MOW building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing " 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 ANS11TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety /nformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2369928 D11 Hip Truss 1 1 �IOT2212WATERSTONE T20429514 Job Reference (optional) ID:6gDIOH2OVegl Nklsx6NemzyuULB-UXfcwEej_gCtNRNwmOB9czKDpjvxwzCLjV6eMtz7isk 1 4-0 T5-9 11-0-0 19-3-4 27-4-12 35-8-0 42-3-8 -4-0 7-5-9 3-6-7 8-3 4 8-1-8 8-3 4 6-7-8 5x8 = 5x8 = 5x6 = 5x8 = 4 21 22 23 5 6 24 25 7 Scale=1:74.8 o_ IN 15 13 12co 10 9 3x6 i 3x4 = 3x6 = 3x4 = 5x8 = 3x6 = 2x4 = 3x6 = 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.32 15-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.71 15-18 >709 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.12 9 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight: 225 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 5-12. 7-12 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-3-8 Max Horz 2=195(LC 9) Max Uplift 2=-805(LC 10), 9=-710(LC 10) Max Grav 2=1681(LC 15). 9=1 558(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2973/1958, 3-4=-2721/1834, 4-5=-2997/2106, 5-6=-2761/1942, 6-7=-2763/1943, 7-8=-185911248,8-9=-1501/1089 BOT CHORD 2-15=-1745/2729, 13-15=-1445/2455, 12-13=-1860/3045, 10-12=-970/1584 WEBS 3-15=-405/427, 4-15=-199/573, 4-13=-488/907, 5-13=-359/365, 5-12=-390/211, 6-12=-464/458, 7-12=-866/1469, 7-1 0=-378/41 1, 8-10=-962/1623 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=5.8psf; 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 2-8-0, Intedor(1) 2-8-0 to 5-4-2, Exterior(2) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 30-0-2, Exterior(2) 30-0-2 to 42-1-12 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. This Item has been 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 electronically signed and will fit between the bottom chard and any other members, with BCDL = 10.Opsf. sealed by Finn, Walter, PE 6) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify bearing using a Digital Signature. capacity of surface. . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) Printed copies of this 2=805, 9=710. document are not considered signed and sealed and the signature must be verified on any electronic copies. W�IterP: F. inii PE DCo.2T839; MITekLISA Inc FLCert683d 69041Parke EntBlvd:.TampaFL•'33610; b$t`e•:. June 10,2020 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1•7477 rev. 1e/03/2015 BEFORE USE. Design valid for use only with M?ek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrP/f 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 Ply �Qly 2369928 D13 Hip Truss 1 =ERSTONET20429515 o [ional M 1 O • ••-•----•-- v •�^• �w• �n "^• �•r, o.t4u s mar a tutu mi i ex Inausrrles, Inc. vvea Jun I 1u:31= 2U20 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-Rvm MLwg_VlSbcl W IupDdhO PcwXaGOt_eApblQmz7isi 1 4-0 7-5-9 11-2-0 13-0-0 20-11-0 28-10-0 33-8-0 38-1-13 42-3-8 4-0 7-5-9 3-8-7 1-10-0 7-11-0 7-11-0 4-10-0 4-5-13 4-1-11 6.00 12 5x6 = 2x4 II 2x4 II 5 25 26 6 6x12 MT20HS = 5x8 = 27 28 7 8 20 19 '" 14 13 12 11 3x6 - 5x6 = 2x4 I 2x4 II 5x8 = 6x8 = 11-2-0 1 20-11-0 1 28-10-0 33-8-0 Scale = 1:77.7 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.79 BC 0.89 WB 0.87 Matrix-MSH DEFL. in (loc) Vdefl Ud Vert(LL) 0.44 16-17 >999 240 Vert(CT) -0.84 16-17 >603 180 Horz(CT) 0.32 11 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 255 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 5-7: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. Except: 4-19,7-13: 2x4 SP No.3, 16-17,15-16: 2x4 SP No.1 10-0-0 oc bracing: 17-19, 13-15 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-15, 9-11 17-20: 2x4 SP No.2, 10-11: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 11=0-3-8 Max Horz 2=235(LC 9) Max Uplift 2=-791(LC 10), 11=-697(LC 10) Max Grav 2=1651(LC 1), 11=1576(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3032/1896, 3-4=-4104/2692, 4-5=-4048/2744, 5-6=-3758/2551, 6-7=-3749/2542, 7-8=-3312/2293, 8-9=-1905/1363 BOT CHORD 2-20=-1671/2661, 16-17=-1890/3127, 15-16=-1997/3362, 7-15=-623/502, 11-12=-890/1302 WEBS 3-20=-1345/975, 17-20=-1886/3071, 3-17=-563/1047, 5-17=-749/1324, 5-16=-380/887, 6-16=-468/487, 7-16=-252/528, 12-15=-1010/1780, 8-15=-1385/2294, 8-12=-951/608, 9-12=-95/540, 9-11=-1853/1307 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 7-4-2, Exterior(2) 7-4-2 to This item has been 18-7-14, Interior(1) 18-7-14 to 28-0-2, Exterior(2) 28-0-2 to 42-0-12 zone;C-C for members and forces & MWFRS for reactions electronically signed and shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Finn, Walter, PE 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies Of this 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 document are not considered will fit between the bottom chord and any other members. signed and sealed and the 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signature must be verified capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) on any electronic copies. 2=791, 11 =697. wdkte O:Finnlpi! o.2283C MiTek{1SA linV4LCart6834•. , 690a"P.erke East Blvd: Tampa Fb _33610, Da_te:'. June 10,2020 ® 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 Mi rek® connectors. This design Is based only upon parametersshown, 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 piTek* building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iw fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Qualify Criteria, DSB-89 and BCS/ Building Component 6904 Parise East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 I Job Truss Truss Type Qty Ply LOT 22I2 WATERSTONE 2369928 D15 Hip Truss 1 1 T20429516 Job Reference (optional) ..,..., ...,, ,. o.<tiU a iwar a <U<U Mi r UK muustnes, Inc. vveo Jun 1 u 1U:dt:cb zuzu rage 1 ID:6gDIOH2OVegl NklsxoNemzyuULB-Nlu7mciElvils2gh?DG5mpVy?LEfsnPxd74sVez7isg 1-4-0 7-5-9 11-2-0 15-0-0 23-0-0 H-110-0 31-8-0 36-9-13 423-8 -4-0 7-5-9 3-8-7 3-10-0 8-0-0 5-10-0 2-10-0 5-1-13 5-5-11 Scale=1:77.7 5x6 = 6.00 12 5x6 = 2x4 II 5x8 = 5 27 6 28 29 7 30 8 21 20 '" 3x4 = 14 13 12 oo 11 3x6 — 5x6 = 2x4 II 2x4 II 5x8 = 6x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.82 BC 0.96 WB 0.88 Matrix-MSH DEFL. in (loc) I/deft L/d Vert(LL) 0.40 19 >999 240 Vert(CT)-0.7315-17 >694 180 Horz(CT) 0.31 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 261 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc puriins, 5-6: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 "Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. Except: 4-20,7-13: 2x4 SP No.3, 16-18,11-14: 2x4 SP No.1 6-0-0 cc bracing: 13-15 WEBS 2x4 SP No.3 *Except* 10-0-0 cc bracing: 18-20 18-21: 2x4 SP No.2, 10-11: 2x6 SP No.2 WEBS 1 Row at midpt 6-15, 8-12, 9-11 REACTIONS. (size) 2=0-8-0, 11=0-3-8 Max Horz 2=276(LC 9) Max Uplift 2=-791(LC 10), 11=-697(LC 10) Max Grav 2=1707(LC 15), 11=1599(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3102/1887, 3-4=-4303/2706, 4-5=-4328/2842, 5-6=-3049/2097, 6-7=-2596/1911, 7-8=-2577/1902, 8-9=-1944/1423 BOT CHORD 2-21=-1650/2885, 17-18=-1641/2937, 15-17=-1809/3066, 11-12=-999/1451 WEBS 3-21=-1467/960, 18-21=-1860/3315, 3-18=-610/1116, 5-18=-997/1719, 5-17=-88/501, 6-15=-656/406, 12-15=-1116/2098, 8-15=-1296/2163, 8-12=-1284/789, 9-12=-24/407, 9-11=-1902/1357 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-4-2, Exterior(2) 9-4-2 to 20-7-14, Interior(1) 20-7-14 to 26-0-2, Exterior(2) 26-0-2 to 37-3-14, Interior(1) 37-3-14to 38-0-12, Extedor(2) 38-0-12 to 42-0-12 This item has been zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by Finn, Walter, PE 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = IO.Opsf. Printed copies Of this 6) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing surface. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100, lb uplift at joint(s) except Qt=lb) signature must be verified 2=791, 11=697. on any electronic copies. WaltafR Finn: PEWo.22839, RiTek USA the FL'Cerf 6834 , =.6804':Perkc ast5lvd:TampaFL`3Jfi10; ••OaEer. June 10,2020 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 411.7473 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/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safefyinformallun available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T20429517 2369928 D17 Hip Truss 1 1 �LOT22/2WATERSTONE Job Reference o tional d "•�"" "" v •n �n . ,a„, •n ���� , o.z4u s Mar a zuzu Mu eK mousines, Inc. vvea dun 1u 1u:3rbr zuzu rage 1 ID:6gDIDH2OVegl NklsxoNemzyuULB-JhOtBIjUZWz05Mg37elZsEaF38x5KfHE5QZyZXz7ise 1-4-0 5-3-8 7-7-8 11-2 4 17-0-0 23 4-0 29-8-0 35-6-4 42-3-8 4 0 5-3-8 2 4-0 3-6-12 5-9-12 6-4-0 6 4-0 5-10-4 6-9-4 6.00 12 5x8 = 2x4 5x8 = 6 277 28 29 30 8 22 21 `" 14 13 12 11 3x6 — 6x8 = 2x4 II 2x4 II 5x8 = 3x8 = 29-8-0 Scale=1:78.0 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 FBC2017ITP12014 CSI. TC 0.98 BC 0.90 WB 0.98 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d 0.55 20 >920 240 -0.93 18-19 >542 180 0.37 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 268 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-6 oc puriins, BOT CHORD 2x4 SP No.2 'Except' except end verticals. 4-21,8-13: 2x4 SP No.3, 17-19: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-0-0 cc bracing. Except: WEBS 2x4 SP No.3 *Except* 10-0-0 cc bracing: 19-21, 13-15 10-11: 2x6 SP No.2, 19-22,3-19: 2x4 SP No.2 WEBS 1 Row at midpt 5-18 REACTIONS. (size) 2=0-8-0, 11=0-3-8 Max Horz 2=317(LC 9) Max Uplift 2=-787(LC 10), 11=-693(LC 10) Max Grav 2=1712(LC 15), 11=1602(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3213/1903, 3-4=-6438/3758, 4-5=-6495/3793, 5-6=-2925/1973, 6-7=-2579/1946, 7-8=-2579/1946, 8-9=-2486/1773, 9-1 0=-1 874/1281, 10-11=-1537/1108 BOT CHORD 2-22=-1697/3039, 18-19=-2282/3951, 16-18=-1412/2688, 15-16=-122312219, 8-15=-155/547 WEBS 5-19=-1359/2839, 5-18=-1498/1024, 6-18=-428/1018, 6-16=-168/301, 7-16=-387/428, 8-16=-381/666, 9-12=-967/775, 10-12=-1022/1637, 12-15=-1057/1688, 9-15=-227/789, 3-22=-2641/1545, 19-22=-218413987, 3-19=-1607/2969 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 11-1-8, Exterior(2) 11-1-8 to 22-7-14, Interior(1) 22-7-14 to 24-0-2, Extedor(2) 24-0-2 to 35-6-4, Interior(1) 35-6-4 to 38-0-12, Exterior(2) 38-0-12 to 42-0-12 This item has been zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by Finn, Walter, PE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' using a Digital Signature. 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 fit between bottom Printed copies of this will the chord and any other members, with BCDL = 10.Opsf. 6) Bearing atjoint(s) 11 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing surface. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signature must be verified 2=787, 11=693. on any electronic Copies. Walter P. FienPE No12839, MiTek USA lnc Ft Ciut 6834 8804:P irks East BIvd7ampa fL 33fi10<' June 10,2020 ' WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE M11.7473 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 ANSh7PI1 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 22/2 WATERSTONE T20429518 2369928 D19 Hip Truss 1 1 Job Reference (optional) _-------- , -- _ -� —,• .._... _ „ _ ___ n i cn nwusuies, uric. vvea dun lu-IU:Ge:UU ZULU rage 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-kGhOpJINsRLbypZeonrGTs CoEM-9XOlgnOndAsz7isb 1-4-0 4-0-0 6-8-0 12-3-12 19-0-0 27-8-0 2 -10- 35-5-0 42-3-8 -4-0 4-0-0 2-8-0 5-7-12 6-8-4 8-8.0 -2-0 6-7-0 6-10-8 Scale = 1:78.5 5x6 = 6.00 12 5x6 = 2x4 II 6 727 8 5x8 i 26 28 5x6 5 9 4x12 i 29 f° 0 6x12 MT20HS 4 5x8 _ o� 10 3 1.5x8STP =25 8 15 — n r> 1 2 8x14 MT20HS = 17 16 30 31 5x12 w 199 o 19 6x12 MT20HS = 7x10 = 21 20 14 13 12 11 3x6 = 5x8 = 3x4 = 2x4 II 5x8 = 3x8 = i 6-8-0 12-3-12 19-0-0 28-10-0 35.5-0 42-3I 4-0-0 2-8-0 5-7-12 6-8.4 9-10-0 6-7-0 6-10-8 Plate Offsets (X,Y)— [3:0-5-4,0-2-4], [4:0-5-0,0-1-8], [5:0-4-0,0-3-0], [6:0-3-8,0-2-4], [7:0-3-8,0-2-4], [9:0-3-0,0-3-4], [15:0-4-12,0-2-8], [16:0-4-12,0-3-4], [17:0-5-8,0-3-0], r18:0-5-8 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.85 19 >597 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -1.17 19 >432 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.55 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 284 Ib FT = 20% LUMBER- BRACING-. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 6-7,1-5: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. Except: 4-20: 2x4 SP M 31, 16-18: 2x6 SP M 26, 8-13: 2x4 SP No.3 10-0-0 oc bracing: 18-20, 13-15 15-16: 2x4 SP No.1 WEBS 1 Row at midpt 4-17, 5-16 WEBS 2x4 SP No.3 *Except* 3-21,10-11: 2x6 SP No.2, 18-21,4-17,7-16: 2x4 SP No.2 3-18: 2x4 SP No.1 REACTIONS. (size) 2=0-8-0, 11=0-3-8 Max Horz 2=358(LC 9) Max Uplift 2=-788(LC 10). 11=-697(LC 10) Max Grav 2=1680(LC 15), 11=1575(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3190/1858, 3-4=-9863/5557, 4-5=-3953/2484, 5-6=-2581/1792, 6-7=-2266/1713, 7-8=-2327/1827, 8-9=-2426/1713, 9-1 0=-1 872/1245, 10-11=-1511/1078 BOT CHORD 2-21=-1681/3069, 20-21=-204/356, 4-18=-1892/3691, 17-18=-4940/9094, 16-17=-2051/3690, 15-16=-1102/2023, 8-15=-199/263 WEBS 3-21 =-2483/1428, 18-21 =-1 939/3570, 3-18=-3280/6047, 4-17=-5497/2941, 5-17=-433/1002, 5-16=-1569/1007, 6-16=-304/753, 7-16=-136/458, 7-15=-374/748, 12-15=-1022/1688, 9-15=-207/686, 9-12=-907/721, 10-12=-977/1632 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 13-4-2, Extedor(2) 13-4-2 to 33-3-14, Interior(1) 33-3-14 to 38-0-12, Exterior(2) 38-0-12 to 42-0-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 11 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 Gt=lb) 2=788,11=697. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. W31tef F: Fineri?E IJo,T2839; MtTekI1SA the FL;Cert6634•.- :8904,Parke:E3stBlvd:. ainpaEL•3387U, bate:' June 10,2020 ' WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev. 10/a3/2015 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 isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M i YT 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 ANSI117/1 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 Type Qty Ply LOT 22/2 WATERSTONE TD2 T20429519 2369928 HIP TRUSS 1 1 Job Reference (optional) --••--•- • ••-•_--•-- v •••••• �••r• �n ^r- ����o.c4u s mar a zuzu mi i ex mousirles, mc. vveo Jun riu 1u:36:u2 2uzu Nage 1 ID:6gDIOH2OVeglNklsxoNemzyuULB-gepmE?nd02bJB7i1vBukZHH7z9gE?wRzEiGjEkz7isZ 1 4-0 6-3-0 13-7-8 21-0-0 25-8-0 28-10-0 35-5-0 42-3-8 -4-0 6-3.0 7 4-8 7-4-8 4-8-0 3-2-0 6-7-0 6-10-8 Scale=1:79.8 5x6 = . 6.00 12 5x6 = 5 6 M O 19 13 12 11 10 3x6 — 3x6 II 2x4 II 5x8 = 3x8 = 21-0-0 42-3-8 T 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 0.84 BC 0.77 WB 0.92 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl L/d -0.22 14-15 >999 240 -0.3914-15 >999 180 0.08 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 266 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc pudins, BOT CHORD 2x4 SP No.2 *Except' except end verticals. 3-19,7-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. Except: WEBS 2x4 SP No.3 `Except' 10-0-0 oc bracing: 12-14 9-10: 2x6 SP No.2 WEBS 1 Row at midpt 4-15, 6-15 REACTIONS. (size) 2=0-8-0, 19=0-3-0, 10=0-3-8 Max Horz 2=399(LC 9) Max Uplift 2=-281(LC 10), 19=-861(LC 10), 10=-592(LC 10) Max Grav 2=272(LC 19), 19=1669(LC 15), 10=1372(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-360/422, 3-4=-196711271, 4-5=-1641/1224, 5-6=-1386/1214, 6-7=-1957/1546, 7-8=-1934/1358, 8-9=-1582/1014, 9-1 0=-1 309/904 BOT CHORD 18-19=-1673/982, 3-18=-1608/1019, 15-17=-941/1807, 14-15=-665/1392, 7-14=-326/406 WEBS 3-17=-842/1593, 4-15=-422/354, 5-15=-139/465, 6-14=-547/883, 11-14=-807/1419, 8-14=-98/461,8-11=-727/582, 9-11=-754/1340 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 154-2 to 31-3-14, Interior(1) 31-3-14 to 38-0-12, Exterior(2) 38-0-12 to 42-0-12 zone; porch left exposed;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. This Item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically signed and 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 sealed by Finn, Walter, PE will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify using a Digital Signature. capacity of bearing surface. Printed copies Of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) document are not considered 2=281, 19=861, 10=592. signed and sealed and the signature must be verified on any electronic copies. Walter PiEinA$E f�(ri 22839; tMiTekUSkaecc'FL;;Cert6fi34,,. <8904P.arkeEastBlvd: smpafL•33810; bate" June 10,2020 ®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 MTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracinglndicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required far 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 Qualify 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 Truss Truss Type Qly Ply 2369928 E3 JACK -OPEN TRUSS 3 1 T20429520 =Refer c, aloe-.. r�....c........, roi..... n.... o •-• •• - n - --- eau s wml a cucu wu I eK inuustries, Inc. Vveu Jun lu Iu:3ti:lu 2uZu rage 1 ID:6gDIOH2OVegl Nkl sxoNemzyuU LB-RBlnvkteV WbA9MJZNt1 ctzdfuOZ2tmr84yC8XHz7isR -1-4-0 3-0-0 1-0-0 3-0-0 Scale = 1:12.8 3-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 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 FBC20171TP12014 Matrix -MP Weight: 12 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=133(LC 10) Max Uplift 3=-64(LC 10), 2=-211(LC 10), 4=-40(LC 7) Max Grav 3=66(LC 15), 2=197(LC 1), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; 13=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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=211. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. WAlte p:.Fihn FE No.22339; MiTek USA f1hcc'FL,Cert 8034�. _ 6604'P,erke East Blvd: Tampa FL•'33610) •Date:'. ' June 10,2020 ' WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 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 ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke Eastast Blvd. Safety /nformatfon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Parke 3 Job Truss Truss Type Qty Ply T20429521 2369928 E7 Jack -Open Truss 38 1 �LOT22/2WATERSTONE Job Reference (optional) ---- —•••—, —P ••-•• "•,""" rvnI— nL—L—J, mU. vveu dun lu-Iu:Joaz zuzu rage ID:6gDIOH2OVeg 1 Nkl sxoNemzyuULB-NZQYKQvul 7ruOfryVl34zOis9 B5OLgKRYGhFb9z7isP -1-4-0 7-0-0 1-4-0 7-0-0 I 7-0-0 7-0-0 Scale=1:23.0 Plate Offsets (X,Y)— [2:0-2-10 0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.19 4-7 >436 240 MT20 24.4/190 TCDL 7.0 LumberDOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL 0.0 Rep Stress Incr YES WB '0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-161(LC 10), 2=-179(LC 10) Max Grav 3=199(LC 15), 2=343(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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=161,2=179. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed andthe signature must be verified on any electronic copies. ,Walter P; Eihn PE �o:Y2839: MiTek P A Inc PL Cert 6834 . 8884Perke EastBlvij:7ampa FL• 33810; bate:'" June 10,2020 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 10/0312015 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/7P11 Qualfty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely/nformatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T20429522 2369928 E7V Jack -Open Truss 3 1 �LOT22/2WATERSTONE Job Reference o tional (Plant uiy, FL), Plant t;lty, t-L - 33bb /, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 1010:38:13 2020 Page 1 ID:6gDIOH2OVeglNklsxoNemzyuULB-rm_wYmvXoR IOp283?aJVcE1YbPF47aamwRp7bz7isO -1-4-0 3-84 7-0-0 1 4-0 3-8-4 3-3-12 Scale=1:22.6 M 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.27 4-7 >312 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.23 4-7 >364 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 27lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Me6hanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-146(LC 10), 2=-172(LC 10), 4=-13(LC 10) Max Grav 3=186(LC 15), 2=341(LC 15), 4=119(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-14 cc pudins. BOT CHORD Rigid ceiling directly applied or 5-1-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=146,2=172. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. 4V�Iter'P: FinnPE Ko.22839i iTakUSA Inc FLCert6834 <6804 Raike:East BIvtl:7a'm�'a FLIii3O; Date€; June 10,2020 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 10/03M05 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. 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 22/2 WATERSTONE 2369928 FG Flat Truss 1 T20429523 _ Job Reference o tional a . ny, nei a i.ny, FL - 000v, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:38:15 2020 Page 1 ^ ^ ^ ID:6gDIOH2OVeglNklsxoNemzyuULB-o85gzSxnK2ETF7CXAQdna1KWKPGoYzgtEEwvCUz7isM 6.00 12 3x, 3-8-0 13-8-0 46 = Scale=1:27.3 - 2X4 II i 3-8-0 oxc — -2x4 11 7-4-0 3-8-0 3-8-0 Plate Offsets (X,Y)— 15:0-4-0 0-4-4) 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 0.16 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 6=0-8-0, 4=0=8-D Max Horz 4=-72(LC 6) Max Uplift 6=-989(LC 8); 4=-926(LC 8) Max Grav 6=2109(LC 1), 4=1925(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1470/712, 2-3=-1470/712, 1-6=-1477/732, 3-4=-1477/732 WEBS 2-5=473/1094, 1-5=-675/1482, 3-5=-675/1482 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; 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 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 This item has been will fit between the bottom chord and any other members. electronically Signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) Sealed by Finn, Walter, PE 6=989, a=s2s. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1169 lb down and 582 lb up at using a Digital Signature. 34-12, and 1169 lb down and 583 lb up at 5-4-12, and 1281 lb down and 534 lb up at 1-4-12 on bottom chard. The Printed copies of this design/selection of such connection device(s) is the responsibility of others. document are not Considered LOAD CASE(S) Standard signed and sealed and the - 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signature must be verified Uniform Loads (plf) on any electronic copies. Vert: 1-2=-54, 2-3=-54, 4-6=-20 WalteiPiEinfiFENo22839; Concentrated Loads (lb) MtTek U$A Inc Fh;6rfe64 Vert: 5=-1169(B) 7=-1175(B) 8=-1169(B) )fi904PerkeEOstBlvd:TampaFL:33810j •bate_:: June 10,2020 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M9.7473 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 . ANSI1TP/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 Type City Ply LOT22/2WATERSTONET20429524 TG'Uss 2369928 Common Truss 3 1 Job Reference (optional) Builders Firstaource (Plant city, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:38:17 2020 Page 1 ID:6gDIOH2OVegl NklsxoNemzyuULB-kXDRN7zlsfUBURMvlrfFgSPnFCs70ugAhYPOGNz7isK 1 4-0 5-9-4 11-0-0 16-2-12 22-0-0 23-4-0 1-0-0 5-9-4 5-2-12 5-2-12 5-9-4 Scale = 1:39.7 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = h2-1 Z i 14-9-4 22-0.0 7-2-12 7-6-9 7-2-12 Plate Offsets (X,Y)— f2:0-1-4,0-0-21 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 0.45 Vert(LL) -0.10 8-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.19 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 102 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-468(LC 10), 6=-468(LC 10) Max Grav 2=886(LC 1), 6=886(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1405/910, 3-4=-1287/922, 4-5=-1287/922, 5-6=-1405/910 BOT CHORD 2-10=-616/1368, 8-10=-285/852, 6-8=-616/1223 WEBS 4-8=-288/622, 5-8=-354/362, 4-10=-288/622, 3-10=-354/362 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 7-0-0, Exterior(2) 7-0-0 to 15-0-0, Interior(1) 15-0-0 to 19-4-0, Exterior(2) 19-4-0 to 23-4-0 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=468,6=468. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. ,Walter P: Finh PE1ff6.22839: MITekItSA Inc FL Cori 6634,.. 6904.Parke East Blydi7ampa Fl 33610; June 10,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND )NCLUDED 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 M ITek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Job Truss Truss Type LOT 22/2 WATERSTONE T3V T20429525 2369928 G1 Common Truss 1 Job Reference o tional s Firstaource (Plant city, FL), Plant city, FL - 33b6/, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:38:18 2020 Page 1 ID:6gD IOH2OVegl Nkl sxoNemzyuU LB-CjnpbTzfdzc26ax6rZAUCfyypcCDIJcKwC8appz7isJ -1-4-0 5-9-4 11-0-0 16-2-12 21-8-0 1-4-0 5-9-4 5-2-12 5-2-12 5-5-4 I 46 = Scale = 1:39.1 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 21-8-0 6 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.12 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.21 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) -0.03 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 99 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 6=0-4-0, 2=0-8-0 Max Horz 6=241(LC 9) Max Uplift 6=-361(LC 10), 2=-466(LC 10) Max Grav 6=802(LC 16), 2=881(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1386/921, 3-4=-1275/932, 4-5=-1229/946, 5-6=-1355/935 BOT CHORD 2-9=-626/1205, 7-9=-294/839, 6-7=-647/1310 WEBS 4-7=-309/569, 5-7=-324/383, 4-9=-289/636, 3-9=-352/362 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 7-0-0, Extedor(2) 7-0-0 to 15-0-0, Interior(1) 15-0-0 to 17-8-0, Exterior(2) 17-8-0 to 21-8-0 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=361,2=466. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. W61ter P: FihoPE'b(o:22839; MITek'USA; the FL Cert 8834 •. 6904 P,•efke East Blvd: 7ampa Ft:`338101 •;pate•: June 10,2020 WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 10/032015 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 buss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual buss 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. Safety lntormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T20429526 2369928 G7 Hip Truss 1 1 �IOT2212WATERSTONE Job Reference o tional Builders rustaource (Plant city, I-L), Plant cny, t-L - 33bbt, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:38:20 2020 Page 1 ID:6gDIOH2OVegl NklsxoNemzyuULB-86vZO9?w9asILu4UztCyH41 DcQo_DDRcNVdgtiz7isH -0 7-0-0 11-0-0 15-0.0 22-0-0 23-4-0 M0 7-0-0 4-0-0 4-0-0 7-0-0 Scale=1:40.2 4x6 = 17 18 3x4 = 4 19 20 4x6 = 3x6 = 3x4 = 4x6 = 3x4 = 3x6 = i 7-0-0 15-0-0 22-0.0 7-0-0 ' 8-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.17 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.37 8-10 >706 180 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 97 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=-172(LC 6) Max Uplift 2=-923(LC 8), 6=-946(LC 8) Max Grav 2=1575(LC 1), 6=1575(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2882/1569, 3-4=-2535/1485, 4-5=-2535/1528, 5-6=-2882/1620 BOT CHORD 2-1 0=-1 231/2505, 8-10=-1476/2750, 6-8=-1277/2504 WEBS 3-10=-267/797, 4-10=-292/460, 4-8=-292/330, 5-8=-220/820 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc pur ins. BOT CHORD Rigid ceiling directly applied or 5-0-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.8psf; h=151t; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=923, 6=946. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 203 lb up at 7-0-0, 87 lb down and 164 lb up at 9-0-12, 87 lb down and 164 lb up at 11-0-0, and 87 lb down and 164 lb up at 12-11-4, and 189 lb down and 369 lb up at 15-0-0 on top chord, and 326 Ito down and 142 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-0, and 65 lb down at 12-11-4, and 326 lb down and 142 lb up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-.7=-54, 11-14=-20 Concentrated Loads (lb) Vert: 3=-189(B) 5=-189(B) 10=-31 O(B) 4=-87(B) 8=-310(B) 18=-87(B) 19=-87(B) 21=-40(B) 22=-40(B) 23=-40(B) This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walte P: fjnn AE'�fo:22839' MiTekUSA; h6c 1F CeedE894 !W41, .arke'East Blvdc7ampaFL• 33810; a)ata:: June 10,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 101032015 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 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 ANS117PI1 Quality Criteria, DSB-89 and BCSI Building Component Safetylnformadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 1 Job Truss Truss Type Qty Ply T20429527 2369928 G9 Hip Truss 1 1 �LOT2212WATERSTONE Job Reference o tional 6-3.6 1.4-0 0*c s "' a GVGV Iwl I en inousmes, Inc. vveo Jun iu 1U:38:z1 zuzu ID:6gDIOH2OVeg 1 Nkl sxoNemzyu ULB-cITyDVOYvu_cz2fhXhjBglaT1 pARyi Nmc9NEl Scale=1:40.2 4x6 = 4 46 = 5 IT 0 3x6 = 3x4 = 3x6 = 3x4 = 3x6 = 9-0-0 i 4-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.19 11-14 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.73 Vert(CT) -0.37 11-14 >714 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 98 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=213(LC 9) Max Uplift 2=-468(LC 10), 7=-468(LC 10) Max Grav 2=913(LC 15), 7=913(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1351/1030, 3-4=-11381925, 4-5=-979/863, 5-6=-1138/925, 6-7=-1351/1030 BOT CHORD 2-11=-701/1312, 9-11=-434/1057, 7-9=-701/1164 WEBS 3-11=-391/398, 4-11=-229/432, 5-9=-229/433, 6-9=-391/398 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=5.8psf; 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 2-8-0, Interior(1) 2-8-0 to 3-4-2, Exterior(2) 3-4-2 to. 18-7-14, Interior(1) 18-7-14 to 19-4-0, Exterior(2) 19-4-0 to 23-4-0 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 = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=468, 7=468. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. ;Nlaltei p; Fihn�PE No.22839; MITek 04 Inc FC Cert6834,. �8904.P.arka'Ez§t BIvd:7empa FL-33610; June 10,2020 - .. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1.7478 rev. 10/0312015 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 rchord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117PN Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety/nformallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 22/2 WATERSTONE T20429528 2369928 M COMMON TRUSS 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:38:23 2020 Page 1 ID:6gDIOH2OVegl NklsxoNemzyuULB-ZhaieBl oRVEKDMp3e6mfvjflwdgPQcD33TsKUOz7isE 1 4 0 5-0-0 10-0-0 11-4-0 1-4-0 5-0-0 5-0-0 1 4-0 4x6 = 3 3x4 = 3x6 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017rrP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 7=0-4-0 Max Horz 7=-130(LC 8) Max Uplift 2=-363(LC 10), 7=-484(LC 10) Max Grav 2=342(LC 19), 7=543(LC 1) 5-0-0 84-0 10-0-0 5-0-0 3-4-0 1-8-0 CSI. DEFL. in (loc) I/defl L/d TC 0.76 Vert(LL) 0.17 8-14 >571 240 BC 0.89 Vert(CT) 0.15 8-14 >673 180 WB 0.18 Horz(CT) -0.00 2 n/a n/a Matrix-MSH FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-225/486, 2-3=-218/388 WEBS 4-7=-302/613 Scale = 1:23.1 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-10-4 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second. gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS.(directional) and C-C Extedor(2) zone; cantilever left and right exposed ; porch left and right 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 100 lb uplift at joint(s) except Qt=lb) 2=363, 7=484. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. WAltei P. flnn'FE pfo.22838; Mi7ek USA;'lac{'FL;Ce¢ 6834+_ 16904.P,erke:East BIYd:TampaFL•:33810; Date: ' June 10,2020 - ®WARNING - Verify design parameters and READ NOTES ON, THIS AND /NCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTeW 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 1 VIITek� 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 ANSIfTPN Quality Cr/feria, 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 s Truss Type Qty Ply LOT 22/2 WATERSTONE FM3 T20429529 2369928 HIPTRUSS 1 1 Job Reference (optional) irce triant Uny, rLl, ream tury, rL - ssoti/, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:38:25 2020 Page 1 ID:6gDIOH2OVeglNklsxoNemzyuULB-V3iS3s32z7U2SfzSmXo7 8k7?RYXuXvMXnLRZvz7isC 1 4-0 3-0-0 7-0-0 10-M 11-4-0 1-4-0 3-0-0 4-0-0 3-0-0 1-4-0 Scale=1:23.5 4x6 = 4 4x6 = 2x4 = 2x4 11 i 3-0-0 7-0-0 10-0-0 4-0-0 10-1 1-8-0 Plate Offsets (X,Y)— j2:0-4-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.14 10 >725 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.65 Vert(CT) -0.12 10 >858 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Cade FBC2017/TPI2014 Matrix-MSH Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 8=0-4-0 Max Horz 8=90(LC 7) Max Uplift 2=-426(LC 8), 8=-541(LC 8) Max Grav 2=438(LC 17), 8=610(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-451/399, 5-6=-347/286, 3-4=-370/341, 2-3=-439/369 BOT CHORD 2-10=-275/372, 9-10=-275/370, 8-9=-270/363, 6-8=-258/363 WEBS 5-8=-377/355 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left and right exposed; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 2=426, 8=541. This item has been 7) Girder carries hip end with 3-0-0 end setback. electronically signed and 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 44 lb up at sealed by Finn, Walter, PE 7-0 and 71 lb down and 44 lb up at 3-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of using a Digital Signature. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Printed copies Of this document are not considered LOAD CASE(S) Standard signed and sealed and the 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signature must be verified Uniform Loads (pill Vert: 4-7=-54, 3-4=-63(F=-9), 1-3=-54, 11-14=-23(F=-3) on any electronic copies. Concentrated Loads (lb) Walter k F.inhPE'W61* 2838; Vert: 4=-41 (F) 3=-41 (F) MiTdkUSAlhcR;Cert6634__. ,... `69Q4`Perka�Eai:t Blvd7ampa FIc 33610; June 10,2020 . ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 rev. 1810312018 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 1 VliTe 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 ANSYTPI! Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safefy/nformadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 4 a Job Truss Truss Type Qty Ply T20429530 2369928 PB Piggyback Truss 5 1 �LOT22/2WATERSTONE Job Reference o tional 2-4-0 3 a tutu rvn i ert rnuustnes, uru. vveo aun tU -t U:3e:4/ ZULU rage l ID:6gDIOH2OVegli klsxoNem7yuULB-RSgDUY4JVkkmhz7gtyqb3ZqcuENqMS2e 5gYdoz7isA 3x4 = TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX. 2x4 = TYPICAL. 2x4 = Scale = 1:9.0 ` LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. All bearings 4-8-0. (lb) - Max Horz 1=-41(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 1, 2, 4 Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 2, 4 FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; 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, 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstaanding 100 lb uplift atjoint(s) 1, 2, 4. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter p: FiniYFE Tdo:22639; kiiTek USA';] nc FL;Cert 6854 6904'.Parke:East Blvii:7amp i F03610; WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED fAITEK REFERENCE PAGE Mll•7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTeW 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 n A A iTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safelylnformat/on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36610 June 10,2020 . Job s Truss Type Qty Ply LOT 22/2 WATERSTONE �PB T20429531 2369928 Piggyback Truss 2 1 Job Reference (optional) -- v •�••• �•v• • �n •�•• �•�• - 0.4— s wmr a tuwrvu I ex inciusines, me. vvea Jun lu Iu:JC:Zt$ 2uzu Page 1 ID:6gDIOH2OVeg 1 Nkl sxoNemzyuU LB-veObhu5xG2sdJ7i 1 RfLgcm Mnbej35vloDIZ59Ez7is9 2-0-0 2-8-0 4-8-0 2-0-0 0-8-0 2-0-0 46 I Scale =1:9.1 3 2x4 = 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. All bearings 4-8-0. (lb) - Max Horz 1=-37(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 1, 2, 4 Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 2, 4 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 4. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter. P:•Finn f?E Noi22838: .TskUSA; no FLbert6834,_ _ ;6904 Parkelast Blvd;.TampaFL:336:10; �Datei:• r June 10,2020 . WARNING -Verily design parameters and READ NOTES ON THISAND INCLUDED M/TEK REFERENCE PAGE M/I.7478 rev. 10/03/2015 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 applicabilityof 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 BCS/ Building Component 6904 Parke East East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Parke Job Truss uss Type Qty Ply LOT 22/2 WATERSTONE �JACKIOPEN T20429532 2369928 R3 TRUSS 2 1 Job Reference o tional �Lil UeFS r.15t000ICe trianr �uy, r�l, Fran[ City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:38:30 2020 Page 1 ID:6gDIOH2OVeg1NklsxoNemzyuULB-r1VL6a7Bof7LYQrPY40IhBS2ASPvZpo5h32CE6z7is7 -1-10-10 4-2-3 1-10-10 4-2-3 Scale=1:12.6 1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.02 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=131(LC 8) Max Uplift 3=-89(LC 5), 2=-279(LC 8), 4=-41(LC 4) Max Grav 3=106(LC 1), 2=244(LC 1), 4=117(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=5.8psf; h=15ft; B=45ft; L=40ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) Gable studs spaced at 2-0-0 oc. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=279. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 lb down and 49 lb up at 4-1-7 on top chord, and 55 lb down at 4-1-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard • 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 3=-53(F) 4=-28(F) 5=49(F=25, 13=25) 6=23(F=12, 13=12) This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Waltei P: �nn AE tfo:22839 M1TekUSA Inc FLCert6834�_ i6864IPdrke:EasfBivdi1.rainpa EG:33g10; Date: June 10,2020 . WARN/NG •Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE 4114473 rev. 1010312015 BEFORE USE. WitDesign valid for use only with Mi rek® 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 I VliTek� 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/7PIf 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 T20429533 2369928 R7 JACK -OPEN TRUSS 4 1 �LOT2212WATERSTONE Job Reference (optional) �„l ers Illy, r ), ndrrc Illy, rL - 0000 r, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jun 10 10:38:31 2020 Page 1 ID:6gDIOH2OVeglNklsxoNemzyuULB-KD3kJw7pzzFCAaQc6nvXEP 2drdT141Evjommzz7is6 -1-10-10 3-0-0 9-10-1 1.10-10 3-0-0 6-10-1 Scale=1:22.8 4xb = NAILED NAILED NAILED 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 0.97 Vert(LL) -0.26 5-8 >448 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.51 5-8 >231 180 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Cade FBC2017lrP12014 Matrix-MSH Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-195(LC 8), 2=-21 O(LC 8), 5=-17(LC 5) Max Gram 4=195(LC 1), 2=443(LC 1), 5=304(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-866/391 BOT CHORD 2-5=-472/859 WEBS 3-5=-871/479 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 4=195,2=210. 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-6=-20 Concentrated Loads (Ib) Vert: 9=49(F=25, B=25) 10=32(F=16, B=16) 11 =-1 03(F=-51, B=-51) 12=23(F=12, B=12) 13=-1O(F=-5, B=-5) 14=-50(F=-25, B=-25) This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Wolfer p. FiiliiPEt,Ct%22639, MITek 11SA Inc Ft Cert 6834 t ,�D6904 P.erke'East BIvd:7ampa:F. L'33&10: June 10,2020. -- � WARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE bi114473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek0 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 Welk' is always required for stability and to prevent collapse with possible personal Injury and property, damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and SCSI 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 LOT 22/2 WATERSTONE T20429534 2369928 VR7 JACK -OPEN TRUSS 1 1 Job Reference (optional) .­l r, /, S.z4u s Mar S zuzu MI I eK Industries, Inc. Wed Jun 10 10:38:32 2020 Page 1 ID:6gD IOH2OVeg 1 Nkl sxoNemzyuULB-oQd6XGBRKGN2ok?ogVQmmcXIHFz61 b9N8NXJ I?z7is5 -1-10-10 5-0-0 9-tat 1-10-10 5-0-0 4-10-1 Scale = 1:22.6 3x4 Plate Offsets (X,Y)-- f2:0-3-5,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.08 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.13 6-7 >922 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 42 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-10 cc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-3, 6=Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-150(LC 8), 2=-206(LC 8), 6=-73(LC 5) Max Grav 4=159(LC 1), 2=443(LC 1), 6=298(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1166/419 BOT CHORD 2-7=-497/1097, 6-7==502/1117 WEBS 3-7=0/255, 3-6=-1081/480 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf,, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 4=150, 2=206. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=49(F=25, B=25) 12=32(F=16. B=16) 13=-106(F=-53, B=-53) 14=23(F=12, B=12) 15=-1O(F=-5, B=-5) 16=-52(F=-26, B=-26) This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P: F-ien�PEN'o.?2839; RhTek USA the FL;Cert 6634 BBQ4 Parke East 61vd:7ampa FL 33G11; Date:' June 10,2020, ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IY111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parametersshown, 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 ANS11TP/f 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 s Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-yie- For 4 x 2 orientation, locate plates 0- "id' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. ❑ O S U d O 1-- Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek" MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIrrPI 1 Quality Criteria.