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D 249 Maitland Ave. Suite 31100 Altamonte Springs, ng 32701 com �— P: (3 site: www.fdseng.com F: .com 72-0484 E: info@fdseng.com Website: www.fdsenc.com CA#9161 ENGINEERING ASSOCIATES September 24, 2019 Building Department Ref: Adams Homes Lot: Lot 36 Blk. 1 Subdivision: Waterstone Address: 8608 Merano Ave., Ft. Pierce Model: 1820 C RHG 3 Car Garage KA # 19-6716 Truss Company: Builders FirstSource Date of drawings: 9/18/19 Job No.: 2088775 Wind Speed: 160 Exposure: C Truss Engineer: 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, 9/24/2019 Carl A. Brown, P.E. FL. # 56126 G i S Z.. 62125 9/24/21 -. I ,6 �'tritr�^tciNA�-�w`� t "Doing Business with a Service Mindset and an EV616PbMil" z z �z I _ _ — AZa - ___ RxI KFR NZBFt(WALL VVG4 3 _ tNi/C V JC1V .� IV a caa All j ISM U EXPOSED TO WIND 684# UL IAW 7�:%j/�//,% / r%j / /IBw FI-h'/ < Ap1�//%/ii/%�'i%�i%�i //�i1L�lC✓�/1_/�L� 112 VLT 226 U JADIAG G%%. / Gam/ 1 MmG'// 3112VLT ///j/// /q 10-0'CLG VALLEY FRAMIN BY OTHERS a B01G Q CONNECTORS SCHEDULE ROOF TRUSS O ID MODEL ROOF UPLIFT SYM 0 1 All LUS24I JUS24 8951835 490/510 ILV 26/ TH026 36M / 3470 155512330 ILr 28 / THD28 4680 / 5040 214D 12330 +ae 26-2 / THD26-2 3600 / 3366 217512340 IP 28-2 / THD28-2 4680 / SODS 3485 / 2595 JP S26-2/THDH26.2 5320/52A5 215512340 IP S2&2/THOX38-2 a 7460/8025 32351 M30 III, U5263 / THDX26d 5230 / 5245 2155/2340 I m US283 / TXDX28d 7460 / 7835 32351 d]70 I Ix A261 HJC26 91M/8990 4095 14370 I V BNOP AIREVIEWED ❑ REVISE AND RESUBMIT Cl REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPUfNATION) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve corn tractor from compliance with requirements of the draw. ings and specifications. This check is only for review of general conformance with the design concept of the Project and general compliance with the information given in the contract documents, The contractor is responsible for confirming and correlating all quantitieses and dimen- construct on; coordinating his rwok with of all other trades and performing his work in a safe and satisfactory manner FLORIDA DESIGN SOLUTIONS, INC. Date Slay ey obmihai No. Project !do. Project Ena. Protect Name: eanr6uovusswwwm csawo coxom swada.dMvmvu pE IEYM iRUOq Iff W PFD I N nf30 eY 6UllEfl sesararcl. aausoavwsrartwcc.resn,wdasne IMPORTANT wvmwRD . aneeeac eco.cr unowwa This Drawing Must Be Approved And wroloao aw acx Recurred Baton Fection Ch Wig TIVRIS INENDEmam aaacaoNa assxravdravam AleA Tar aenwwPim weww For Your Check All uAmowmm wn oaraauxs Cam Conditions Oimansions And Centlitions Prior To Dimensions Approval Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 4D PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL: 10 PSF BCDL: 10 PSF BCDL 6 PSF By TOTAL: 37 PSF TOTAL: 65 PSF DURATION: 1.25 DURATION: 1.00 CAUTIONM DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI431 SUMMARY SHEETS ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (le. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GINGER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regartllesa o/ Fault Without Prior Notification By Customer Within 48 Hours And Investigation W Build Is First Boom.. NO EXECPTIONS. The General Contractor is Responsible For All Connections Other Than Truss to Truss, Gablo Shoar Well, And Conned[... Tamporary end Perimmead Bracing, And Ceiling And Rae/Diaphragm Connectone. ROOF PITCH: 6n2 CEILING PITCH: 0/12 TOP CHORD SQE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER — TRUSS SPACING: 24' BUILDING CODE FBC2017 BEARING HEIGHT SCHEDULE BUILDER: Adams Homes PROJECT: Single Family Moo&-. 1820 A or CR 3C FL ADDRESS: 8608 MEMNO AW LOT/BLOCK: 36n SUBDIVISION: PIERCE CRY: FT PIERCE DRAWN BY: KTEUBER JOB 0: 1 2088776 DATE: 1 09/1812819 1 SCALE I NTS PLANDATE:1 2019 REVISIONS: 1. 2. 3. a Lladiftm s L xl. LAJl.7L11 .(�'. MOB Airport Read Plant City, FL 33563 Ph. (813) 305-1300 Fax (813) 305-1301 e ram® Lumber design signs r are in accordance with A fished I 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 2088775 - LOT 36/1 WATERSTONE / FP MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Project Name:. Model: 1820 CR 3CAR Tampa, Fl- 33610-4115 Lot/Block: 36/1 Subdivision: Waterstone-St Lucie County Address: 8608 Merano Ave.,. City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPl2014 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 29 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name .Date 1 T18141975 A01 9/1 B/1 2 T18141976 A01AG 9/18/1 3 T18141977 A01 BG 9/18/1 4 T18141978 A01CG 9/18/1 5 T18141979 A02 9/18/1 6 T18141980 A03 9/18/1 7 T18141981 A04 9/18/1 8 T18141982 A05 9/18/1 9 T18141983 A06 9/18/1 10 T18141984 A07 9/18/1 11 T18141985 A08 9/18/1 12 T18141986 B01 G 9/18/1 13 T18141987 B06G 9/18/1 14 T18141988 Ct 9/18/1 15 T18141989 C1V 9/18/1 16 T18141990 C3 9/18/1 17 T18141991 C3V 9/18/1 18 T18141992 C5 9/18/1 19 T18141993 C5V 9/18/1 20 T18141994 D01G 9/18/1 21 T18141995 D02A 9/18/1 22 T18141996 E7 9/18/1 No. Seal# Truss Name Date 23 T18141997 E7V 9/18/19 24 T18141998 E7VP 9/18/19 25 T18141999 G01 9/18/19 26 T18142000 G02 9/18/19 27 T18142001 G03 9/18/19 28 T18142002 H7 9/18/19 29 T18142003 H7V 9/18/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to Mi fek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2. Jo%"„"R'P f"', �-1 • )No 22839 a . STATE OF :�A/ i;\6F�A�; O R1����• 'ON A� r00 ��P�� Wafter P. Finn PE No.22339 MiTek USA, Inn. R Grt 6634 69D4 Parke East Blvd. Tampa Ft. 33610 Date: September 18,2019 Finn, Walter 1 of 1 Job Truss Type Oty Ply LOT 316/1 WATERSTONE / FP'T78141975 2088775 A01 TSPECIAL 13 1 Job Reference (optional) O.CYVJJUI IY GV ID Iv111 Cn 111UYO111tl....... YYtlY atl IO Vtl:p/:44 LV Itl Scale v 1:72.4 Sx6 = 6.00 12 5 4x10 MT20HS� 3.o012 4x10 MT20HS 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 [nor YES Code FBC2017/-rP12014 CSI. TC 0.90 BC 0.78 WB 0.62 Matrix-MSH DEFL Ven(LL) Ven(CT) HOa(CT) in (loc) Vdefl Lid 0.60 12-14 >798 240 -1.0010-11 >475 180 0.56 8 n/a n/a PLATES MT20 MT20HS Weight: 197111 GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 -Except' BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. 2-14,8-10: 2x4 SP M 31 WEBS 1 Raw at midpt 6-11, 4-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-C 8=1540/0-e-0 Max Hom 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) FORCES. (Ib) - Max. CompiMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23--5015/2708, 3-4=-4724/2545, 4-5=-2447/1526, 5-6= 2447/1526, 6-7=-0632/2545, 7-8=-4908/2708 BOT CHORD 2-14=-2261/4B44, 12-14=-1480/3327, 11-12=656/1914, 10-11=-1480/3087, 8-10=-2261/4433 WEBS 5-11=.450/970,.6-11=-1297/858,6-10=-708/1631.7-10=-271/284,5-12=-450/1024, 4-12=-1385/858,4-14=-708/1789,3-14=-257/284 NOTES- 1f Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.Opsf; h=15ft; B=45h; L=40tt; eave=5h; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-10, Intenor(1) 2-7-10 to 15-10-6, Extedor(2) 15-10-6 to 23-9-10, Intedor(1) 23-9-1010 37-0-6, Extedor(2) 37-M to 41-0-0 zone;C-C.for members and forces & MW FRS for • reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrem with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottomchord and any other members, with BCDL = I0.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8)Providemechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 6=797. Walter P. Finn PE No32839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 18,2019 Q WARNING -VeWerverign paremeters;=d NERD NOTES ONTN/SAND WCLUDED MITEKREFERANCEPAGEM67473/eY,. 111ROOa15BEFOHEUSE Design valid for use only with MBekW connectors. This design Is based only upon parameters shown, and Is for an IntlMtlual building component, not a truss system. Before use, the building designer must vedfy me applicability of design parameters and properly Incorporate tins desgn Into Me overall building design, Bracing Indicated Me buckling of Individual rims web and/or chord members only. Additional temporary and bracing MiTek' prevent permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding ire fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSVNII Qua®v Cmrrdo, D3349 and Ital Mfldb9 Component 6aNty mfarinaf orlavolloble from Time Plate institute, 218 N. Lee Sheet. Suite 312. Alexondda. VA 223314. 69U Parke East BNd. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 3611 WATERSTONE/FP ' T78141976 2088775 A01AG SPECIAL 3 1 Job Reference (optional) bullaers nrsmource triam miry, rL1, rram uty, rL- Oscar, 0 Jul 14 zme MI I ex maussnes, mc. vvea 5eD la u9:5r:45 ZU19 5x6 = 6.00 r12 4x6 II 5 6 13 12 __ __ ..._ 4x6 = 3x6 = 3x6 3.00 rl2 6.8 = 34 = Scale=1:74.7 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017?P12014. CS'. TC 0.83 BC 0.91 W B 0.76 Matrix-MSH DEFL in (loc) Well L/d Ven(LL) -0.32 10.12 >729 240 Verl(CT) -0.5310-12 >440 180 HOrz(CT) -0.08 12 Na No PLATES GRIP MT20 2441190 Weight: 2041b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-8=6 cc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-6-10 cc bracing. Except: 6-12: 2x4 SP No.3 1 Row at midpt 6-14 WEBS 2x4 SP No.3 4-2-0 cc bracing: 12-14 WEBS IRow at midpt 7-12 REACTIONS. (lb/size) 2=787/0-8-0, 12=1647/0-4-0, 9=678/Mechanical Max Hoe 2=425(LC 9) Max Uplift 2- 511(LC 10), 12=-586(LC 10), 9= 396(LC 10) Max Gray 2=805(LC 19), 12=1613(LC 15), 9=829(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) of less except when shown. TOP CHORD 2-3=-2147/134Q 3-4=-1793/1141,4-5=-615/646,5-6=-423/582,6-7=-196/395, 7-8=-1176/779, 8-9=-1351/818 BOT CHORD 2-16=-1087/2226, 15-16- 477/1139, 12-14=-1184/455, 5-14=-1061/454, 10-12=-222/556, 9-10=-692/1148 WEBS 3-16=370/335, 4-16=-009/1049, 4-15=-935/646, 7-12=-808/530, 7-10=-294/744, 8-1D=-406/396, 5-16=-468/964 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psQ BCDL=5.Opsf; h=1511; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C EMerior(2) -1-4-0 to 2-7-10. Interior(1) 2-7-10 to 15-10-6, Extedor(2) 15.10-6 to 23-9-10, Interior(1) 23-9-10 to 35-8-6, Exterior(2) 35-8-6 to 39-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcumenl 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-" wide will tit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 12 SYP No.2 crushing capacity of 565 psi. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 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 Ib uplift at joint(s) except Qt=lb) 2=511, 12=586, 9=396. Walter P. Finn PE No12839 MTelfUSA, Inc. FL Cod 6634 69H Parke East Blvd. Tampa FL 33B10 Date: September 18,2019 O WARNWO-Ver/ly deslgnpernmetersend READ NOTES ON TNISAND/NCLUDEDM F?EFERANCEPAGENILNM rev. MIX34015 BEFORE USE Design void for use only with Mirekor connectors. Thh design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the buJOing designer must verily the appllcabYity of design parameters and properly Incorporate mtv design Into Me overall bulling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ��- M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erecfion and bracing of trusses and tons Qualitysystems. seeAN3VgrIQuality Criteria. OSB49 and SCSI Componentding Component Sa ety Infemwtionavollabie from Taus Plate Institute, 218 N. Lee Street, Sune 312 Alexandrio, VA 22314. 6904 Parke East Blvd. Trans, FL 33610 Job Truss These Type Oty Ply LOT 36/1 WATERSTONE/Flo T78141977 2008775 A01BG SPECIAL 2 1 7 Jab Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 09:57:46 2019 j ass % 3.o0 12 6.00 12 Scale=1:73.5 5x8 %\ 10 1.5x8 STP = 5.8 = 3.6 = ass = 111 o.-,1 39-8-0 8-8-0 4 Z 10.3-9 Plate Offsets (X Y)-- [2:0-1-10 Edge] [4:0-4-00.M] [5:0-2-12 0-2-12], [6:0-3-0 0-3-01 r9:0-4-00-3-41 [10:0-3-8 0,MI LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.31 9-10 >761 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.97 Vert(CT) -0.51 9-10 >463 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 HOR(CT) 0.08 10 rVa n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 197 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-5 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or2-2-0 oc bracing. Except: 5-10: 2x4 SP No.3 1 Row at midpt 5-11 WEBS 2x4 SP No.3 4-1 D-0oc bracing: 10-11 WEBS 1Row at midpt 4-11,6-10 REACTIONS. All bearings 0-8-0 except gt=length) 8=10echanical, 12=0-4-0. (Ib) - Max Horz 2=425(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 2=-547(LC 10), 10- 574(LC 10). 8=-424(LC 10) Max Gmv All reactions 250 lb or less at joint(s) except 2=736(LC 19), 10=1468(LC 15), 8=840(LC 16), 12=251(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1815/1488, 3-4=-1442/1292, 4-5=-267/437, 5-6=-204/462, 6-7=-1136/810, 7-8=-1357/892 BOT CHORD 2-13=-1222/1922, 12-13=-592/908, 11-12- 592/908, 10-11- 1019/404, 5-11=-496/88, 9-10=-299/598, 8-9=-657/1154 WEBS 3-13=-399/332.4-11=-1037/802, 6-10=-878/571, 6-9= 236/691, 7-9=-408/390, 4-13=-440/911 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=4.2psh BCDL=S.Opsl; h=15ft; B=45ft; L=401t; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-10, Interior(1) 2-7-1010 15-10-6, Exterior(2) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 35-8-6. Extedor(2) 35-8-6 to 39-8-0 zone;C-C for members and forces & MW FRS 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 12 SYP No.2 crushing capacity of 565 psi. 6) Refer togirder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 547 lb uplift at joint 2, 574 lb uplift at joint 10 and 424 lb uplift at joint B. Waller P. Finn PE No.22639 MBek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: September 18,2019 Q WARNING- Veritydesignpammelersend RE4ONOTES ON MOANOWCLUDMMmEKREFERANCEPAGEM674TJmv. 1LLm44015BEFOREUSE. Design volld for use only with MrekS connectors. This design Is loosed only upon parameters shown, and Is for on Indivdual building component, not ��- a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bustling deagn. Bracing Indicated is to prevent buckling of Individual inas web and/or chord members orry.Additionoi temporary and permanent bracing WeK Is always required for stability antl to prevent collapse w t, passible personol Injury antl property damage. For general guidance regarding the fabticatlon, storage, delivery, erection and bracing of trusses and free systems. seemiftwl1 Guppy Cdferb, D5549 and SCSI Building Component 6904 Palle East Blvd. Safety Inlasmarbmvolloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312: Alexandre. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LOT36/1 WATERSTONE/FP ' T78141978 208877S A01 CISGABLE 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plam City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 09:57:48 2019 Scale =1:76.5 5.6 if 8 1d 1; 16 15 14 13 10 3x6 = 30 = 1.5xa STP = Sz8 3x6 = 3x6 = 5-10.0 13.2-0 19-10.0 2050-0 294 -7 39.8-0 s-m-o i 7<o s-e-o o- -D 9-0 7 11a9 Plate Offsets (X,Y)-- [3:0-3-0,0-3-01. [6:03-0,0-3-0], [9:0-0-0,0-3-4]; [27:0-1-12,0-1-0] - - - -- LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.31 9-10 >763 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.97 Vert(CT) -0.50 9-10 >474 180 BCLL 0.0i ' Rep Stress Incr YES WE 0.40 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014. Matrix-MSH Weight: 2581b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc pudins. BOT CHORD 2x4 SP N0.2 *Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 2-13: 2x4 SP No.2 P, 4-13,5-10: 2x4 SP No.3 1 Row at micipt 5-11 WEBS 2x4 SP No.3 6-0-0 oc bracing: 10-11 OTHERS 2x4 SP No.3 WEBS 1 Row at micipt 4-11. 6-10 REACTIONS. All bearings 13-2-0 except pt=length) 10=0-e-0, 8--Mechanical. (II - Max Horz 2=425(LC 9) Max Uplift All uplift 1001b or less atjoint(s) 16 except 2=-231(LC 10), 10=-198(LC 10), 15=-343(LC 10), 13=-316(LC 10). B=-452(LC 10) Max Gmv All reactions 250 Ib or less at joint(s) 2, 14, 16, 2 except 10=1002(LC 1), 15=268(LC 1), 13=695(LC 15), 8=85B(LC 16) FORCES. (I e) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-025/299, 3-4=-361/361, 4-5=-274/527, 5-6=-251/530, 6-7=-1175/874, 7-8=-1396/955 BOT CHORD 12-13=-595/368, 4-12= 527/407, 10-11=-434/2, 5-11=.380/84, 9-10=-060/635, 8-9=-713/1189 WEBS 3-15=-320/387, 6-10=-879/574, 6-9=-228/686, 7-9=4407/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. •2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=.45ft; L=4011; save=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10. Interior(1) 2-7-10 to 15-106. Extedor(2) 15-10-6 to 23-9-10, Interior(l) 23-9-10 to 35-8-6, Extefior(2) 35-8-6 to 39-8-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 8) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACC, CBA, or CA-B treated lumber is used, improved corrosion protection Is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 10) Refer to girder(s) for truss to truss connections. Walter P. Finn PE Noln39 MTeltUSA, Inc. FL Cent 6634 $904 Parke East Bind. Tampa FL 33610 Date: September18,2019 O WARNMG.Vedtydes/gnparametemaad READNOTES ON TN/SANDPICLUDWMNEKflEFENANCEFAGEM 74TJmv. 10=2015DFFORE USE. Design valid for use only with Mrek®connectors. This daNgn Is based only upon parameters shown, and is for an Individual building component, not a Voss system. Before use, the buiidinp designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall buliding design, Bracing Indicated 4 o prevent buckling of individual truss web and/or chord members only. Additional temporcry and permanent bracing MiTek' Is oiways required for stability and to prevent collapse wIM possible personal Injury and propene damage. For general guidance regarding Me fabrication, storage, dalNery, erection and bracing of muses and truss systems, weANSVWII Quo my Cetera. DS549 and SCSI Building Component 69N Parke East Bbd. Safety lnfomlaNunavallable from Truss Plate Institute, 218 N. Lee Street Suffe 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Oty Ply LOT 3611 WATERSTONE/FP ' r T18141978 2088775 A01 CG �TrurasType GABLE 1 1 Job Reference (optionall Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 09:57:48 2019 Page 2 I D:193OGW BBp)(3jR187ze0m7kz5lad-OeAebpO:Og064ydW OMEj4aOMmw%Uer7NkonhSHycR_H NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ileuplift at joint(s) 16 except Qt=lb) 2=231-, 10=198, 15=343, 13=316. ' 8=452, 2=231. ,&WARNING-Vedtydesign Pemmetersend READNOMS ON MISANDBICLUDEDUITEKREFERANCE PAGE sev.747drev. 1003QU15 BEFORE USE. Daslgn valid for use only with MgekO oannectars. This design Is based only upon parameters shown, and Is for on Individual bantling component. not a Muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. BracNg Indicated is to prevent bucking 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 amGseav and ecf Building comPoa.ae s�d9abty dPV°4 lnfonallonwalloble Mom Truss Flaa Inst28 N. Lee Street Sul 12 Alexandria VA22231. Tampa, FL33610 Job Truss Truss Type Cry Ply LOT 36/1 WATERSTONE/FP • T18141979 2088775 A02 SPECIAL 1 1 Job Reference o Bonet Builders Frst5ource (Plant Glty, FL), Plant City, FL-33557, e.e4U S Jut 14 aU1 B MII eK IDDustres,Ina. Wea Sep I a Oe:b/:49 ZUle Scale=1:74.I Sx6 = x 6A0 12 5x6 5 6 SXB i 24 25 5x8 11 4 7 m 0 2x4 2x4 i n' 3 8 1.5x8 STP= 1.5xB STP = 23 26 16 m 2 15 14 13 12 1 11 9101a a 6a12 MT20HS= 41 3x6 = 3x4 = 3x4 = 6x12 MT20HS= o 3x4 = Sx8 Z 3.00 12 5x8 8 15-7-7 19-10'04-2.9 4-0.9 2-94 39-8-0 11-7 I -0 6-117 8-8-080 Plate Offsets (X Y)— [2.0-2-7 Edael [4:0-4-0 0-3-01 [5:0-4-0 0-2-81.16:0-4-00-2-81 r7:0-4-0 0-3-07 [9i0-2-7 Edgel - - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.89 Vert(LL) 0.61 11-12 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.9111-12 >522 ISO MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WE 0.75 Horz(CT) 0.57 9 n1a rVa BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 218 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7.10:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. BOT CHORD 2x4 SP No2'Except* 2-16,9-11: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Hoe 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=4905/2771, 3-4=-4621/2604, 4-5=-2726/1736, 5-6=193211427, 6-7=-2726/1736, 7-8=-4621/2604, B-9=-4905/2771 BOTCHORD 2-16=-2318/4717, 15-16=-1511/3216, 13-15=-741/1929, 12-13=-740/1929, 11-12=-1510/3090,9-11=-2318(4431 WEBS 3-16=-282/293,4-16=-739/1735, 4-15— 1216/789,5-15=-569/1133, 5-13=-269/321, • 6-13=-265/321,6-12=-571/1066,7-12=-11391789,7-11=-740/1605,8-11=-296/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. •2) Wind: ASIDE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=15ft; B=45ft; L=406; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2) 15-0-6 to 24-7.10, Interior(1) 24-7-10 to 37-M, Exterior(2) 37-M to 41-" zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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 chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP Not crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) Walter P. Finn PE No22339 2=797, 9=797. MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 18,2019 Q WARNING -Verify design peromefors, end READ NOTES ON THIS MIT INCLUDED MREK REFERANCEPAGE 111II-7473 rev. faAY1p1S BEFORE USE. • Design valid for use only with MlTek®connectors, This design is based only upon parameters shown. and is for an lndMdual building component. not a Muss system. Before use, the building designer must verify the applicabllity, of design parameters and properly Incorporate Me design Into Me 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 possble personal Injury and property da8ymage. For general guidance regarding Mefabrication, 6904 Pa4ca East Blvd. storage, systems N. 22314mede, 05849 and IGBI EWtlhp Component sglety mfamork nwaalllable from Truss Plate Inslllute. 21trusses We Street. tie 372, N�andPb, VA Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 36/�WATERSTOIIE /FP T18141980 2088775 A03 SPECIAL 1 1Job Refe Builders RrstSourae (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MI rek mdustnes, Inc. Wed Sep 18 09:57:51 2019 Page 1 ID:193GGW BBpX3jRl87zeOm7kz57ad-gDsnD2ggbPlucPM43Vo0iCOo57cur33pRIOL3bycFk-E 1-4-Or e-3-0 1 11-11-12 ---'i 17-0.0 22-8-0 27-8-5 33.5.0 39-8-0 1-40 8-3-0 5-8-12 5-0.5 68.0 6-0-4 5-8-12 6-&0 1-4-0 Scale=1:74.6 6.00 FIT 5x6 = 5x8 = 4x10 MT20HS 3 3.00 12 - 5x6 a LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.29 TC 0.90 Vert(LL) 0.60 11-12 >789 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.98 11-12 >485 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress lncr ' YES WB 0.96 Horz(CT) 0.56 9 n1a rVa BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight:204 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 do pudins. 1-4,7-10:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc biacing. BOT CHORD 2x4 SP M 31 'Except' WEBS 1 Raw at midpt 4-14, 6-14 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5012/2919, 3-4=-4688/2731, 4-5=-2510/1689, 5-6=-2198/1600, 6-7=-2509/1689, 7-8=4623/2731, 8-9=4924/2919 BOT CHORD 2-16=-2454/4800, 14-15=-1588/3237, 1244=-968/2197, 11-12=-1588/3060, 9-11=-2454/4450 WEBS 3.15=-307/324, 4-15=-783/1792,4-14=-12411791, 5-14=415/824,6-14=-251/253, • 6-12=415/915, 7-12=11681791, 7-11= 783/1646, 8-11=-319/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0to 2-7-10, Interior(l) 2-7-10 to 13-0-6, Extedor(2) 13-0-6 to 26-7-10, Intedor(1) 26-7-10 to 37-M, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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.Opst. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Beadng at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22839 2=797, 9=797. MTek USA, Inc. FL Cad 663/. 6904 Parke East Blvd. Tampa FL 33610 [late: September 18,2019 A WMNING-VeHfxdesign paremefersend NERD NOTES ON THISAND INCLUDED MNEKBEFERANCEPAGEW74M rev. IM2015BEFOBE USE. Oedgn valitl for use only wlm MReltwconnectors. Is design Is based oNy upon parameters shown, antl Is for an intlivlduol butitling component, not a huss system. Befora use, me bulltling dedgner must verily Me appllcab"" or design Parameters and propetiy Incorpoiote mk tleslgn Into Me overall bulltling design. Bracing lndlcatedls to prevent buckling of lntlNbupl fnssweb and/ar chord members only. Atldinonol temporary Dorf peanananf bracing MiTek' Is always requeed for siabllity and M prevent collapse wlm possible personal In)ury and property damage. For generd guidance regortling me fobrlcallon, storage. tlelNary, erection antl bracing of tosses and fruss systems, saeANSU1Pl1 pyelMy CMFIda, DSadg Dorf 9G31 EWdmp Componmf 6904 Peke Eest BNtl. .. mrormalbndr .,loble hom loss Plate Institute, 218 N. Lee Sheet 6ulfa 312, AJexondfio, VA 2231 d. Tampa, FL 33610 Job Truss Truss Type Cry Ply LOT 3611 WATERSTONE / FP ' T78141981 2088775 A04 SPECIAL 1 1 Job Relerence (optional) Builders FimtSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 21319 Mi rek Industries, Inc. Wed Sep 18 09:57:52 2019 Page 1 I D:193GGW BBpX3jR187nOm7kz57ad-IPC9RA3SRuXYYZMdCJ1ECY7Yxx5adxffPlub2ycR_D �11-446-2 10.0 I 2 0.577 i33-&51 0 1&10-0 240.0 313-7-95 I 359-181-01 :150.�11-0.9 6.00 12 axe = 5x6 = 3xd = 5 25 6 26 7 5x6 4 24 4 2x4 3 1.5x8 STP = / 0 1 /2 16 6x12 MT20HS 1s 14 29 30 13 5x8 = 4x6 = 5x8 = Scale=1:73.4 27 5A 8 2x4 9 28 1.5x8 STP = 12 10 11 4 1502 MT20HS = 1 5x8 \\ 5x8 % 3.00 F12 sx8 5x8 8-8-0 24-8-0 0-0 L-8.0 43fi-016N Plate Offsets (X ))-- f2:0-2-3 Edged f2:0-2-7 Edgel f4:0-3-00-3-01 f5:0-3-0 0-2-01 f7:0-3-0 0-2-01 f8i0-3-0 0-3-01 T10:0-2-7 Edge] f10:0-2-3 Edged LOADING (psf) SPACING- 2-M CSI. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC '0.79d(LL)0.57 13 >841 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80d(CT)_09813-15 TD,.EFL >484 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.47R(CT) 0.56 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 2041b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or3-11-12 oc bracing. WEBS 1Row at midpt 4-16.8-13 REACTIONS. (Ib/size) 2=1540/0-8-0, 10=1540/0-8-0 'Max Hoe 2=-335(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4956/2969, 3-4=-4745/2875, 4-5=-2838/1878, 5-6=-2498/1782, 6-7=-2498/1782, 7-8=-2838/1878,8-9= 4672/2875,9-10=-4858/2969 BOT CHORD 2-16=-2491/4734, 15-16=-2098/4048, 13-15=-1332/2614', 12-13=-2098/3819, 10-12=-2491/4411 WEBS 4-16= 598/1328,4-15=-1646/1009,5-15=-513/980,7-13=-513/980,8-13=-1538/1009, 8-12=-598/1238,6-15=-339/196,6-13=-339/196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -14-0 to 2-7-10, Intedor(1) 2-7-10 to 11-0-6. Eztenor(2) 11-M to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-M, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=797. 10=797. WalterP. Finn PE NoM39 MTek USA Inc. FL Cad fill fi904 Parka Fast Blvd. Tampa FL 33010 Date: September 18,2019 Job Truss Truss Type Oty Ply LOT 3G/1 WATERSTONE/FP ' T18141982 2088775 A05 SPECIAL 1 1 Job Reference (options]) Builders FirstSource (Plant City, FL),- Plant City, FL- 33567, 142019 MiTek Industries. Inc. Wed Sao 18 09:57:54 2019 Scale =1:73.4 5.00 12 5xe = 3xd = Sx8 d 23 24 5 25 266 Sx8 % 3.00 12 5x8 8-&0 I 15-7-5 24-0.11 1 31-0.0 39.8-0 t18-0 6-71-5 &5.6 6-11-5 &&0 Plate Offsets (XY)— f2:0-2-7Edge) f3:0-3-00-3-0] f4:0-5-00-2-0] f6:0-5-00-2-0] (7:0-3-00-3-0] [8:0-2-7Edge] - - -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOC) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Veri(LL) 0.62 10-11 >762 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 11-13 >498 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB ' 0.80 Horz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 1901b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 4-6:2x4 SP No.2, 1-3,7-9:2x4 SP No.1 BOT CHORD 2x4 SP M 31 'Except' 12-14,10-12:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1540/0-8-0, 8=1540/0-8-0 Max Hom 2=-294(LC 8) Max Uplift2=-797(LC 10), 8=-797(LC 10) FORCES. (lb) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4919/3081, 3-4=-4613/2900, 4-5=-3036/2066, 5-6=-3036/2066, 6-7=-4613/2900, 7-8=-4919/3081 BOTCHORD 2-14=-2601/4556, 13-14_ 1468/2821, 11-13=-1739/3223, 10-11=-1468/2821, 8-10=-2601/4445 WEBS 3-14=-371/405,4-14=-1034/1926,4-13_ 156/535,5-13=-399/285,5-11=-399/285, • 6-11=156/535,6-10=-1034/1815,7-10=-378/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-10, Intedor(7) 2-7-10 to 9-0-0, Exterior(2) 9-0-610 16-11-10, Interior(1) 16-11-10 to 22-8-6, Extedor(2) 22-M W 30-7-10, Interior(1) 30-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for membersand forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 fast bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except (jt=lb) 2=797, 8=797. Walter P. Finn PE No22839 MITA USA, Inc. FL Cad 6834 $904 Parke East Blvd. Tampa FL 33610 Date: September 18,2019 Jab NE/FP T18141983 2088775 7�:�������JL,OTR','fcnnico �(optiomi) Buucers mrstsource trlam ury, M), rlam ury. M- 44001, 6.00 12 2x4 3 1.5xB STP = 22 2 01 ..zaosaw weu l e mnex mouscnas,mc. v eoaep le 5%6 - 2x4 II 5.6 = 5.6 = 4 24 25 5 6 26 27 7 15 14 13 12 11 804 MT20HS = 5xB = 5x8 = 46 = Bx14 MT20HS = Scala =1:72.0 28 294 b *��2� 9 0 'n; .T o 5x8 3.00 12 5x8 8-8-0 16-10.11 22-9.5 31.0-0 39:ao T. Plate Offsets (X Y)- 12:0-2-7 Edgel r4:0-3-8 0-2-41 [6:0-3-0 0-3-0], [7:0-3-8 0-2-4], r9:0-2-7,Edge] r11:0-7-00-3-9] f 15:0-7-00-3-91 LOADING (psi) SPACING- 2-0-0 CSI. -DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.93 Ved(LL) 0.73 12-14 >656 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -1.03 14-15 >464 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Hom(CT) 0.58 9 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2091b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 *Except* 4-6,6-7: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except' 13-15.11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Ham 2=-253(LC 8) Max Uplift 2=-797(LC 10). 9=-797(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. FORCES. (lb) - Max CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-4917/3132, 3-4=4608/2864, 4-5=4142/2720, 5-6=4142/2720, 6-7=-4145/2722, 7-8=4608/2863, B-9=44916/3132 BOTCHORD 2-15=-2653/4483, 14-15=-1780/3279, 12-14=-2270/4158, 11-12=-1781/3281, 9-11=-2652/4442 WEBS 3-15=-333/396,4-15=-752/1516, 4-14=-550/1116, 5-14=.321/319, 6-12=-381/321, ' 7-12=-550/1117,7-11=-749/1461, B-11=-342/396 NOTES- 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7.10, Interior(1) 2-7-10 to 7-0-6, Extenor(2) 7-0-6 to 14-11-10, Intedor(1) 14-11-10 to 24-8-6, Exterior(2) 24-86 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and tomes & 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 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other. members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 61=11b) 2=797, 9=797. Walter P. Finn PE No22839 MRek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 18,2019 O WARNING-V d1y Ees/gnparomehna.d READNOTE50NM6AND/NCLUDWMREKREfERANCEPAGEMI474"J l.. 10AMMO15aEFOREUSE Design valid for use only with Mgek4J connectors, this design B basetl only upon parometeh shown, antl B for an IntlMtlual buatling component, not 0lnus system, Before use, iha bWtling tleslgnar must verify the applicobllity of design parameters antl propedy Incorpora'a ihk digs Into the overall bulltling tlesIBn. Bracing Intlicotetl Is to prevent buckling of Individual huss web and/or chord members only. Adtlitbnai temporary antl permanent bracing MiTek' b always reauked for stablllty and to prevent collapse w6h possible personal Inlury antl property tlamoge. For general guitlance regarding the rabticotlon, stpmge. delNery, arecHon antl bracing of trusses and buss systems. seeAN391P11 peallIl1yy Cm�M, DSB419 antl SCSI Su6dbp _.Pontrnl Sahy inammaNenavoiloble hom Truss Plate InstlMa, 21B N. Lee Sheet, Suite 312 Alexpntldo. VA 22314. 6904 Parka East BNtl. Tampa, FL 33610 Job Truss Tree Type OtY Ply LOT 36/1 WATERBTONE/FP ' T18141984 2088775 A07 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plain City, FL), 14-Q 4-ES 9-0.0 Plain City, FL - 33567, 15-10-8 23.9.E 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 09:57:56 2019 Page 1 ID:I93OGW BBpX3jR187wOm7kz5?ad-BAfgGY6zV71_tAE2s2NbPGjhj8O1VP4Ya1j6kpycR_9 ""1" 35-1-71 39.-0 p1-0-0 140'� 4-6-5 45-11 6-10-6 7-10-15 E10.6 4-5-11 4-6-5 41 0 Scale=1:72.0 5x6 = 5x8 = 3x4 = 5X6 _ 6.00 12 4 27 2829 5 6 3031 32 7 3x4 i se lit 3x4 1 1.5x8 STP= 326 833 N 25 34 1.5x8 STP= o w 2 17 16 15 14 13 12 x5 91g Id 1 0 18 Sxe — 3x4 = 3x6 = 5x6 = 5x6 _ 11 1d 2x4 11 3x4 = 2x4 11 3x6 3.00 F12 3x6 46-5 8-B-0 12-8-0 12- -14 19-70-0 26.0.035-1-11 39-e-0 4-6.5 4-1-11 4.0-0 14 7-1-2 6-2-0 SA-0 4-1-11 4-6-5 Plate Offsets (X Y)- 12:0-0-10 Edgel f4:0-3-00-2-0] 16:D4-00-3-0] 17:0-3-0 0-2-01 19:0-0-10 Edge] - -- - LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in ([cc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.1715-16 >942 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014. Matrix-MSH Weight: 1871b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings D-8-0 except 01=length) 16=04-0, 13-0-4-0. (lb) - Max Hom 2=212(LC 9) Max Uplift All uplift 1001b or less atjoint(s) except 2=-288(LC 10), 9=-302(LC 10), 16=-686(LC 10). 13=-715(LC 10) Max Grav All reactions 250lb or less atjoint(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/504, 3-4=-338/121, 4-5=-318/669, 5-6-5Bf715, 6-7=-340/707, 7-8=471/203, 8-9=-1083/577 BOT CHORD 2-18=-260/979, 17-18=-284/986, 16-17=-23/293, 15-16=928/159, 13-15=426/281, 12-13=0/332,11-12=-351/945,9-11=-346/937 WEBS 3-17=-599/493,4-17=-50/419, 4-16= 986/605, 5-16=-792/733, 5-15=-520/206, 6-15=-489/297,7-12=-70/391, 8-12=-588/485, 6-13=-773/717, 7-13=-997/675 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=451t; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2) 5-0-6 to 12-11-10, Irdedor(1) 12-11-10 to 26-8-6, Extedor(2) 26-8-6 to 34-7-10, Intedor(1) 34-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 Ib uplift at joint 2, 302 Its uplift at joint 9, 68616 uplift at joint 16 and 715 lb uplift at joint 13. 9) Load easels) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15. 16, 17, 18 hasthave been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: Walter P. Finn PE Na.22B39 MiTek USA, Inc. FL Cad 6634 6904 Parke Past Blvd. Tampa FL 33B10 Date: September 18,2019 O WARNING- Vedtydeslgn Premetenand HEADNO7ES GNMSANDNCLUDEDU/ KREFERANCEPAGEM67473rcv. 10,012015BEFOAEUSE Design valid for use only with MltekS, connectors. this design 6 based only upon parameters shown, and Is for on IndMduol burning component. not ��• a toss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporole this design Into he overall building design. Bracing Indicated is to prevent buckling of lntlNktual hum web and/or chord members only. Additional temporary and permanent bracing 4 always recurred for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Me MiTek' fabrication, storage, delivery, erection and bracing of trsses antl hula systems. seeANSUIPiI QualBv CModa, DSB-09 and BCSI Building Componsnl 6904 Palle East Blvd. Safety Informallorovollable from truss Plate Mchrte. 218 N. Lee Sheet Suite 312, Alexandra VA 22 14. Tampa, FL 33610 Job Truss Thus Type Cry Ply L0T 36/1 WATERSTONE/FP ' T78141984 2088775 A07 SPECIAL 1 i Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL - 33567. 8.240 s JW 14 2019 MI-Tek Industries, Inc. Wed Sep 18 09:57:56 2019 Page 2 ID:193CGWBBpX3jR187ze0m7kz5lad-SAfgGY6zV71 1AE2s2NbPGIh1801VP4Yalj6kpycR 9 LOAD CASE(5) Standard Except: i) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54,7-10=-54, 17-19=-20, 12-17=-20, 12-22=-20 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=116. 2-25=70, 25-26=47, 4-26=70, 4-28=64, 28-31=53, 7-31=64, 7.33=70, 33-34=47, 9-34=70, 9-10=116, 17-19- 10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-125, 2-25=-78, 25-26=-56, 4-2fi=-78, 7-33=78, 33-34=56, 9.34--78, 9-10=125 5) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=41, 4-7=-36, 7-9=-41, 9.10=3, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Harz: 1-2=•17, 2-4=27, 7-9=-27, 9-10=17 6) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-2=42,2-4=13,4-29=45,29-32=26,7-32=16,7-9=31,9-10=21,17-19=-10,16-17- 10, 13-16=20(F=30),12-13=-10, 12-22=-10 Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-4=31, 4-27=16, 27-30=26, 7-30=45, 7-9=13, 9-10=42, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=d0, 12-22=-10 Horz: 1-2- 29, 2-4=-39, 7-9=22, 9-10=50 8) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-26, 2-4=-36, 4-7=-16, 7-9=5, 9-10=15,.17-19=-20, 16-17= 20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 17-19=-20, 16-17= 20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-29, 24=-19, 7-9- 22, 9-10=-12 10) Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniforn Loads (plf) Vert: 1-2=74,2-4=45,4-7=45,7-9=45,9-10=74,17-19=-10,16-17=-10,13-16=20(F=30),12-13=-10, 12-22=-10 Harz: 1-2=-82, 2-4=-54, 7-9=54, 9-10=82 11) Dead+0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60. Uniform Loads (pit) Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16, 9-10--45, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Hom 1-2=-53, 2-4=-25, 7-9=25, 9-10=53 12) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-S, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 2-4=2, 7-9- 2, 9-10=9 13) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 2-0=2, 7-9=-2, 9-10=9 15) Dead +0.75 Roof Live (bat.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniforn Loads (plf) Vert: 1-2- 53, 24=-61, 4-7=-45, 7-9=-30, 9-10=-22, 17-19=-20, 16-17= 20, 13-16=61(F=81), 12-13=-20,12-22=-20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead +0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2= 22, 24=-30,4-7=45,7-9=-61, 9-10=-53, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-22, 24=-14, 7-9=-17, 9-10=-9 17) Dead +0.75 Roof Live (bat.) +0.75(0.6 MWFRS Wind (Neg. Int) list Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19= 20, 16-17=-20, 13-16=61(F=81), 12-13=-20,12-22=-20 • Horz: 1-2=-7, 2-4=1, 7-9=-1, 9.10=7 18) Dead +0.75 Roof Live (bat.) +.0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20,12-22=-20 • Horz: 172=-7, 2-4=1, 7.9- 1, 9-10=7 Q WARN/NG-VeN/ydesf9mpamnierenamd READN07ES ON INNS ANDINCLUDEDMIFEKREFENANCEPAGEMlPPMT K 1NAYPa15BEFORE USE Design valid for use only with M9elG connectors. This design Is based only upon porameters 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 taass web and/or chord members only. Additional temporary and peanonent bracing MiTek• b always required for stability and to prevent collapse with possible personal injury and property damage. For general gulc once legordlng the Palle East Blvd. fabrication storage, delivery, erection and bracing of homers and truss systems. seeANSI/Mil Caa®v CMeM, DSB-59 and BCS1 Building Component 69M Tampa, FL 33610 Sooty Informbrn alvollobie from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandrla VA 22 14. Job Truss Truss Type Dty Ply LOT 36/1 WATERSTONE/FP ' T1B141985 2088775 008 SPECIAL 1 1 Job Reference (optional) ampere vnsibource fnant ury, I-L). rient clry, rL- aaoof, 5.6 = 6.00 12 3 1.SxB STP = 2 T v] 1 5 0 ax6 % 3.00 F12 3x8 = 3.6 = 25 4 2627 28 5 29 a.zau s JU 14 euta mr I en 2x4 11 5x6 = 5x12 = 30 6 31 7 32 833 34 35 3.8 = sines, Inc. wee sep la us:bf:ba 2u1a rage 1 1 kHhHUOR T03Uho0Vyz_zExr2LCCphycR 7 7-0-0 11 IN Scale =1:72.0 95x6 = m N N 1.S%B STP = 0 n 10 2 11 Ie - o 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ld PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.83 Ven(LL) 0.24 1416 >696 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ved(CT) -0.27 14-16 >630 180 SCLL 0.0 Rep Stress lncr NO WE 0.95 Horz(CT) 0.06 10 Na Na BCDL 10.0 Code FBC2017/rP12014 Matdx-MSH Weight: M le FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc puffins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-4. oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Raw at midpt a-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 13=0-4-0. (lb) - -Max Horz 2=-171(LC 6) Max Uplift All uplift 100 He or less at joints) except 2=-356(LC 8), 10=-429(LC 8), 16=-1695(LC 8). 13=-1859(LC 8) Max Grav All reactions 250lb or less atjoint(s) except 2=612(LC 1), 10=697(LC 1). 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=-1038/444, 4-5=-573/923, 5-6=-856/1302, 6-7=-85611302, 7-8=-866/1022,8-9=-1360f708, 9-10=-1598f729 BOT CHORD 2-17=-263/1089, 16-17=-923f751, 14-16=-529/321, 13-14---435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-1021288. 4-16=-1311/939, 5-16=-13911/1438, 5-14=-602/680, 6-14=-421/437, 7-14=-775f753,7-13=-1427/1490, 8-13=-1441/1137,9.12- 14/366, 4-17=-1017/2098, 8-12=-1419/2494 .NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 He uplift at joint 2, 429 It, uplift at WalterP. Finn PE No32839 joint 10, 16951b uplift at joint 16 and 1859 lb uplift at joint 13. MTekUSA, Inc. FL Cod 6634 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verity that they 6934 Parke East Blvd. Tampa FL 33810 are correct for the intended use of this truss. Data: September 18,2019 O WARNING- Verity design,rr..m amf READ NOTES ON THIS ANOWCLUDED MREKREFERANCEPAGENIN479 rev. 1d 015BEFORE USE Design valid for use only with MneM connector, This design Is based only upon parameters shown, and a for an IndMldual building component, not o hum system. Before use, Me buadhg designer must verify the applicabllMy of design parameter and papery incorporate ma design Into the overall building design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Addironal 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 hum systems, seaANS17IP11 QualIXyCmNIN, DSB419 and BCSI bolding Component Salty mfel"ationavollable from Truss Rate Insntule, 218 N. We Sheet Suite 312, Alexandra VA 22314. 6904 Parke East 3W. Tampa, FL 33610 Truss Truss Type aly Ply LOT 36/1 WATERSTONE/FP ' T18141985 [1ob 775 1 1 Job Reference (optional) Builders RrslSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 09:57:58 2019 Page 2 ID:1930GWBBp%3jR187ze0m7kz57ad-7ZnOhE7D1 kHhHUOR T03Uho0Vyz_zEMLCCphycR_7 NOTES- 1,0) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 lb up at 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111 lb down and 197 lb up at 19-0-12, 111 lb down and 197 lb up at 20-7-4, 111 lb down and 197 lb up at 22-7-4. 111 Ito down and 197 Ib up at 24-7-4. 111 lb down and 197 lb up at 26-7-4. 111. lb down and 197 Ib up at 28-74, and 111 lb down and 197 lb up at 30-74, and 175 lb down and 356 lb up at 32-8-0 on top chord, and 353 lb down and 128 lb up at. 7-1-8, 92 lb down at "-12, 92 lb down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 lb down at 19-0-12, 92 lb down at 20-74, 92 lb down at 22-74, 92 lb down at 24-74, 92 lb down at 26-74, 92 lb down at 28-74, and 92 lb down at 30-74, and 353 lb down and 128 lb up at 32-6-8 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3_ 54, 3-9=-54, 9-1 1=-54,17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (Ib) Vert: 3=-175(B)7=-111(B) 9=-175(B) 17=-330(B) 16=46(B) 12- 330(B) 24=-111(B)25=-111(B) 26=-111(B)28=-111(B) 29= 111(B) 30=-111(8) 31=-111(B) 32=-111(B) 33=-111(B) 34=-111(B) 35=-111(B) 36=46(B) 37=46(B) 38=46(8) 39=46(B) 40=46(B) 41=46(B) 42=46(1]1) 43=d6(B) 44=46(B) 45=46(B) 46=46(B) 4) Dead +0.6 MWFRS Wind (Pos: Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=42,2-3=13,3-27=45,27-34=26,934=16,9-1D=31, 10-11=21,17-18=-10, 16-17- 10,13-16=49(F=59),12-13=-10, 12-21=-10 Horz: 1-2=-50, 2-3=-72, 9-10=39, 1D-11=29 Concentrated Loads (Ib) Vert: 3=130(B)7=156(B)9=257(B) 17=108(B) 15=-23(B) 12=108(B)24=136(8)25=136(B)26=136(B)28=156(B) 29=156(B) 30=156(B) 31=156(B) 32=156(B) 33=156(B) 34=156(B)35=165(B) 36=-23(B) 37=-23(B) 38=-23(B)39=-23(B)40=-23(B) 41= 23(B) 42=-23(B)43- 23(B)44=-23(B)45=-23(B)46= 23(B) 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=21,2-3=31,3-25=16,8-25=26,8-9=45,9-10=13, 10-11=42, 17-18=-10, 16-17- 10,13-16=49(F=59), 12-13=-10,12-21- 10 Horz: 1-2=-29, 2-3_ 39, 9-10=22, 10-11=50 Concentrated Loads (Ib) Vert: 3=159(B) 7=156(B) 9=246(B) 17=108(B) 15=-23(B) 12=108(B) 24=165(B) 25=156(B) 26=156(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=136(B)34=136(B)35=136(B) 36=-23(B) 37=-23(B) 38=-23(B)39= 23(B)40=-23(B)41=-23(B)42=-23(B)43=-23(B)44=-23(B) 45=-23(B)46=-23(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17-18=-20, 16-17=20, 13-16=39(F=59), 12-13=-20,12-21= 20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (Ib) Vert: 3=54(B) 7=197(B) 9=315(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B)25=197(B)26=197(B)28=197(B)29=197(B) 30=1 97(B) 31 =1 97(B) 32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37- 13(B) 38=-13(B) 39=-13(B)40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Incmase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=15,2-3=5,3-9=-16,9-10=-36, 10-11= 26,17-18=-20,16-17=-20,13-16=39(F=59),12-13=-20,12-21=-20 Horz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B)7=197(B) 9=356(B) 17=128(B)15=-13(B) 12=128(B)24=197(B)25=197(B)26=197(B) 28=197(B) 29=197(B) 30=197(8)31=197(B)32=197(B) 33=197(B)34=197(B) 35=197(B)36=-13(8)37= 13(B)3B=-13(B) 39_ 13(B) 40=-13(B) 41=-13(B)42=-13(B)43=-13(B)44=-13(B)45- 13(B) 46=-13(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74,2-3=45, 3-9=45,9-10=45, 10-11=74,17-18=-10, 16-17=-10,13-16=49(F=59),12-13=-10, 12-21=-10 Horz: 1-2=-82, 23=-54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert: 3=130(B) 7=136(B)9=214(B) 17=108(B) 15=-23(B) 12=108(B) 24=136(B)25=136(B) 26=136(B) 28=136(B)29=136(B) 30=136(B)31=136(B)32=136(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(8) 37=-23(B) 38=-23(B) 39=-23(B)40=-23(B) 41=-23(B) 42- 23(B)43= 23(B) 44=-23(B) 45=-23(B) 46=-23(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert:1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45,17-18=-10, 16-17=-10,13-16=49(F=59),12-13=-10,12-21=-10 Horz: 1-2=-53, 23=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=116(B) 7=165(B) 9=271 (B) 17=108(B) 15=-23(B) 12=108(B) 24=165(B)25=165(B) 26=165(B) 28=165(B)29=165(B) 10) Dead '+0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) . Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20,12-21=-20 Horz: 1-2=-9, 23=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=197(B) 28=197(B)29=197(B) 30=197(B) 31=197(B) 32=197(B) 33=197(B)34=197(B) 35=197(B) 36=-13(B) 37=-13(B)38=-13(B) 39=-13(B)40=-13(B) 41=-13(B) 42=-13(8)43=-13(B)44=-13(B)45=-13(B)46=-13(8) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=20, 16-17=-20, 13-16=39(F=59), 12-13= 20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Job Truss Truss Type Oty Ply LOT 3611 WATERSTONE/FP ' T18141985 2088775 A08 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Indusldes, Inc. Wed Sep 18 09:57:58 2019 Page 3 ID:I930GWBBp%3jR187mGm7kz5lad-7Zn0hE7D1kHhHUOR T03Uho0Vyz_zEx2LCCphycR_7 LOAD CASE(S) Standard ` Concentrated Loads (lb) Vert: 3=72(B) 7=1 97(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=191 30=197(B) 31=197(B) 32=197(B) 33=19134=19135=197(B) 36=-13(B) 37=-13(B) 38=-13(B) 391 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 13) Dead +0.75'.Roof Live (ball +0.75(0.6 MW FRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 • Uniform Loads (plf) Vert: 1-2- 53, 2-3=-61, 3-9=-45, 9-10=-30, 10-11=-22, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Hoe: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B)9=232(B) 17=76(B) 15=-13(B) 12=76(B)24=145(B) 25=145(B) 26=145(B)28=145(8) 291 3D=145(B) 31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37= 13(B)38=-13(B)39= 13(B)40=-13(B)-41- 13(B)42=-13(B)43=-13(B) 44_ 13(B) 45=-13(B)46=-13(B) 14) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Inq Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-22, 2-3=-14, 9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=262(B) 17=76(B) 15=-13(B) 12=76(B)24=145(B) 25=145(B) 26=145(B)28=145(B)29=145(B) 30=145(B) 31=145(B)32=145(B) 33=145(B)34=145(B) 35=145(B) 36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B) 45=-13(B) 46=-13(B) 15) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) list Parallel): Lumber Increase=1.60, Plate Increase=1.80 Uniform Loads (pIQ Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2= 7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B)25=145(B)26=145(B) 28=145(B) 29=145(B) 30=145(B) 31=145(B) 32=145(B) 33=145(B)34=145(B) 35=145(B) 36=-13(B)37=13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B) 43=13(B)44=-13(B)45=-13(B) 46=-13(B) 16) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=45, 10-11=.37, 17-18=-20, 16-17= 20, 13-16=24(F=44), 12-13- 20, 12-21=-20 Horz: 1-2= 7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B)25=145(B)26=145(B) 28=145(B) 29130=145(B) 31=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B) 36- 13(B)37=-13(B)38=-13(B) 39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B) 46=-13(13) Q WAMNING•Verlfytles/gnparemef...d BEAONOTEB ON TNISAND/NCLUDEOMI(EKNEFE NCEPAGEMIP74mJ . 1g=sQ15BEFONEOSE Design valid for use only with Mi connectors. This design Is based only upon parameters shown, and is for an Individual building component not ��• a }rase system. Before use. the bulldingg designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndNldual Muss web and/or chord members only. Addlflonal temporary and permanent bracing Welk' a always required for stoblllly, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deilvery, emotion and bracing of Musses and buss rysfems. seeANSU1P11 poelISy Coterie. DSB-59 and SCSI Sufi Component ' gg04 Pi East BNtl. Safely Infomlationavalloble from Truss Plate InstlMe. 218 N. Lee Street Suite 312, Alexandria VA 22314. Tamp., FL 33610 Job Truss Truss Type OtY Ply LOT 36/1 WATERSTONE/Flo ' T18741986 2088775 B01G SPECIAL 1 1 Job Reference (optional) Builders FmtSource (Plant City, FL), Plant City, FL - 33567, 8.240 s JUI 14 2019 MI I eK Industries, Inc. Wed bap 18 U9:57:59 2019 Page 1 ID:1930GWBBpX3jR187wOm7kz5lad-blLovaBro2PYuezdXAxiI uLA_MlOigs7G7ymL8yeFL6 -1-0-0 B-fi-O 1-0 - I -9.e0 7-Lo[31--1-000 70 8--0i 86-2-0 m 61 1.5xB STP= 6x8 = 4x6 = Scale = 1:69.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL - 1.25 LumberDOL 1.25 Rep Stress 1, YES Code FBC20171TPI2014 CBI. TC '.0.85 BC 0.95 W B 0.97 Matrix-MSH DEFL Vert(LL) Vert(CT) Horz(CT) in (lac)' Vtlefl Ud 0.38 10-13 >250 240 -0.47 7-8 >499 180 -0.03 8 Na Na PLATES MT20 MT20HS Weight: 132 lb GRIP 244/190 187/143 FT=20h LUMBER- BRACING - TOP CHORD2x4 SP No.2 TOP CHORD Structural Wood sheathing directly applied or4-1-13 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing, Except: WEBS 2x4 SP No.3 2-2-0 oc bracing: 6-7. 6-0-0 oc bracing: 8-10 WEBS 1 Row at midpt 4-8 REACTIONS. (lb/size) 2=354/0-4-0, 8=1051/O-B-0, 6=720/Mechanical Max Harz 2=306(LC 9) Max Uplift 2=-433(LC 10), 8=-580(LC 10), 6=-364(LC 10) Max Gray 2=360(LC 19), 8=1051(LC 1). 6=847(LC 16) FORCES. (lb) - Max. Comp./Ma c Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=423/231, 3-4=-329/393, 4-5=-1215n97, 5-6=-1333/752 BOT CHORD' 8-10=4697754, 3-10=-412/473, 7-8=0/320, 6-7=-521/1125 WEBS 4.8— 569/248, 4-7=-520/983,5-7=-530/539 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; 1=151t; B=45ft; L=4011; eave=5f ; Cat. e II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Extedor(2) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 23-e-6. Extedar(2) 23-8-6 to 27-8-0 zone; cantilever left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. e4) This truss has been designed for a 10.0 psf bottom chard 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-M wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 lb uplift at joint 2, 5801b uplift at joint 8 and 3641b uplift at joint 6. Walter P. Finn PE NoMS39 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 18,2019 ,&WARNING-yedlydesignparomehimand READNOTES ON TNISAND INCLUDED AMTKNEFENANCEPAGEMLL74"mrv. 100.3c2015BEFORE USE Design valid for use only with MiTek3i connectors. Thb design 6 based only upon parameters shown, and Is for an IndNldual building component, not a huss system. Before use, the building designer must verity me appliccbllity, of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to buckling of lndrAduol truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with powlble personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of hussar and truss systems, seeANSVWII Quality Criteria, DSB-89 and BCSI Bu4d1n0 Component 69N Parka East Blvd. Barely NlormaBorCvoeoble from Truss Plate Institute, 218 N. We Street, Suite 31Z Alexandria. VA 22314. Tamps, FL 33610 __�: Truss Truss Type Ory Ply LOT 36/1 WATERSTONE / FP ' T78141987 F287'75 B06G GABLE 1 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 09:58:00 2019 Page 1 ID:193OGW BBpX31R187mOm7kz5lad-3yvA6w9TZMXPW oYp5uSXZ6tM81f1 RGk8VfNlaycfL5 -11 0 8.6-0 15, 10-0 1&6-0 27-M 1.4-0 8.6.0 3-0-0 I 7-8-0 8-2-0 �. 6.00 12 2x4 11 32 20 II 4 3 Cl 31 m 2 d1rg 8-0-8 21 20 3x4 = 2x4 II 6x12 MT2( 2x4 11 5xB II 7 2X4 II Nl%� 3x4 II 6 5 22 e3x12 MT 33 17 16 15 14 13 0 tie P= Ys4 I[ 2x4 11 2x4 It zx4 11 7x10 = 20-0-0 &0.0 8- 8 5 61:5 27.8-0 B-o-0 a 6 9-5-13 10.1-11 3x4 C Scale=1:57.2 Plate Offsets(XY)— 12:Edge0-0-41.f11:0-3-003-41.f12:0-2-100-1-81- - - -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ven(LL) 0.36 21 >275 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.461330 >507 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Hom(CT) -0.02 18 • Na n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 1841b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-8 be pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 22. 23. 24 REACTIONS. (Ib/size) 2=309/0-33, 18=1120/0-8-0, 12=690/Mechanical Max Horz 2=303(LC 9) Max Uplift 2=427(LC 10), 18=-607(LC 10), 12= 355(LC 10) Max Grav 2=316(LC 19), 18=1120(LC.1), 12=776(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-266/260, 5-6=-222/406, 6-7=-201/382, 7-8=-945/841, 8-9— 976/791, 91 10-11=-1031f739, 11-12=-1150i719 BOT CHORD 18-19=-529/854, 5-19=-396/581, 12-13=-482f958 WEBS 18-22=-643/196,7-22=-722/239,7-23=-569/871,23-24=-569/869, 13-24=-547/860, 11-13=-509/450 NOTES- 11 Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-8-13, Extedor(2) 7-8-13 to 15-10-0, Interior(l) 15-10-0 to 233-6, Extedor(2) 23-8-6 to 27-8-0 zone; porch left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a, rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 2, 607 lb uplift at joint 18 and 355 lb uplift at joint 12. Walter P. Finn PE No.228M MTek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33610 Date: September 18,2019 ,OWARNING- VenlydesignP reme(emand READ NO7E50N MIS AND NCLUDEO MNEKREFERANCEPAGEM&74TJnv. 1NA31?ols8EF0RE USE. Deslgn valid for use only with MrekO connectors. this design Is based only upon parameters shown, and Is for on IndNiduol building component not ��- a truss system. Before use, the building designer must verify Me applicability, of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated is to prevent buckling oflndNlCual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' h always required for stability and to prevent collapse with possible personal injury antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sGoABSU1P11 Duai CdUrla, DSB49 antl SCSI ladding Component 69M Parke East Blvd. Safety Urformatbnovailable from Tmss Rate Institute, 218 N. Lee Street. Suite 312 Nexandrla, VA 22314. Tampa, FL 33610 Jab Truss Truss Type aY Ply LOT 36/1 WATERSTONE/FP ' T18141988 2 888775 C1 JACK 4 1 Job Reference (optional) Builders RrstSaurce (Plant City, FL), Plant City, FL- 33567, 8.240 a Jul 142019 MI reK lndustnes,Inc. Wed Sep 18 09:58:01 2019 Pagel ID:3xt7Yd6RbYnX016Sf6ghjjz4cnz-X8TZIFA5KffG8y7Mm6JDgY9C6ApWHkJRtO0ycR 4 Scale =1:7.6 Plate Offsets (X Y)-- (2:0-140-0-21 LOADING (psi) 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 2441190 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 n1a BCDL 10.0 Code FBC2017/TPI2014. Matdx-MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORDStructural wood sheathing directly applied or 0-11-4 oc pur ins. BOT CHORD 2x4SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10), 4=-15(LC 1) Max Grav 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (Ib) -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.Opsh 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 20.0psf on the bosom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 51 Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3Ib uplift at joint 3, 195 lb uplift at joint 2 and 15lb uplift at joint 4. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: September 18,2019 Job Tnus Truss Type Oty Ply LOT 36/1 WATERSTONE/FP • T78141989 2088775 C1V SPECIAL 4 1 Job Reference (optional) 8.240 s Jul 142019 MiTek Industries, Inc. Wed Sep 18 09:58:02 2019 Builders FirstSource (Plam City, FL), Plant City, FL - 33567, 0 66 Scale = 1:7.6 Plate Offsets (X Y)-- [2:0-0-15 Edgel LOADING (psf) SPACING- 2-M CSI. DEFL, in (too) Vdefl Vd PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.20 Vert(L-) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) 0.00 2 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-4/Mechanical, 2=158/0-8-0, 4=-14/Ivlechanical Max Ho¢ 2=79(LC 10) Max Uplift 3=4(LC 1). 2— 181(LC 10), 4=-14(LC 1) Max Grev 3=16(LC 10), 2=15B(LC 1), 4=35(LC 10) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) V9sd=124mph; TCDL=4.2psh BCDL=5.Opst h=15ft; B=45ft; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and tomes & 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYPNo.2 crushing capacity of 565 psi. Sj Refer to girders) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 to uplift at joint 3, 181 It, uplift at joint 2 and 14 lb uplift at joint 4. Walter P. Finn PE NoIN39 MiTek USA Inc. FL Cert 6634 6904 Parka Fast Blvd. Tampa FL 33610 Date: September18,2019 O WARNING- Verily Oeaignparomelersand READ NOTES ON MIS ANDINCLUDED MITEKREFERANCEPAGEM044PJnrv. IGIVIV f5BEFORE USE. • Design volid for use only with Mifek8connectors.ID4 design is based only upon parameters Mown and is for an individual building component. not a mass system. Before use, the building designer must verity the applaabllity, of design parameters and properly Incorporate thb design into the overall building design Bwcing Indicated is to prevent buckling of indMlduoi truss web and/or chord members only. Additional temporory and permanent bracing MiTek* 4o1woysrequired for stabllily and to preventcollapse with possible personal injury and property damage. For general guidance regarding Me fobticafion storage, delivery, erection and bracing of 4ussss and truss systems, seeANSVIPl1 Quality CdMde, DSB49 and BC51 Balding Component 6904 Parke Easf Blvd. Sahty Infoenafiorvrvo0able from Truss Plate Institute. 218 N. Lee street Suite 312. Alexonr io, VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply LOT 36/1 WATERSTONE/Fla ' T78141990 2088775 C3 JACK 4 1 Job Reference (optional) Builders FirstSource (Plant City. FL), Plant City, FL - 33567, 8.240 a Jul 14 2019 MITek Industries, Inc. Wed Sep 18 09:58:03 2019 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-UWaJ)a8MsHv_NFGOm00EBkVO2z nejOaBdw UvycR-2 -12 0 2.11-4 1-4.0 2.11-4 Scale=1:12.7 LOADING (psi SPACING- 210-0 CSL DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1,25 BC 0.09 Ven(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 FBC2017ITP12014. Matdx-MP Weight: 12lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Harz 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) Max Gray 3=72(LC 15), 2=197(LC 15), 4=49(LC 3) FORCES. (lb) -Max. CompJMax: Ten. -All forces 250.(lb).or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pur ins. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=451t; L=.40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=O.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 fora 10.0 psf bottom chard 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-" wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. S) Refer to glider(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 52 lb uplift at joint 3 and 157.Ib uplift at joint 2. Walter P. Finn PE No.22039 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 18,2019 Q WARNWG-Ver/rydeslgnpsrametereentl READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEM/474mrse, lGD ISBEFORE USE Design valid for use only with MBelso+ connectors. This design Is based only upon parameters shown, and Is for an IndlNdual building component, not ��• a hurt system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate MI5 design Into the overall building design. Bracing Indicated Is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' h alwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and hum systems seeAN8U1P11 Quality Criteria, D3349 and SCSI Building Component 69M Parke East Blvd. Safety mformatomovallabie from Tnls Plate Institute. 218 N. Lee Sheet Suite 312 Nexond4a. VA 22314. Tampa, 1 33610 Truss Type Cry Ply LOT 36/1 WATERSTONE/FP 7a�CV ' T18141991 F2O887'75 SPECIAL 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries; Inc. Wed Sep 1809:58:03 Seale = 1:12.7 Plate Offsets (XY)-- (2:0-0-15,Edge1 LOADING (psi) SPACING- 2-M CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 VBd(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4SP No.2 BOT CHORD 2x4'SP No.2 REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-8-0, 4=29/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) Max-Grav 3=74(LC 15), 2=196(LC 15). 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Stmctund wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD .Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASIDE 7-10;Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and tomes & 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 nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crashing capacity of 565 psi. 9) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 149 lb uplift at joint 2. Walter P. Finn PE NoINS9 MRek USA, Inc. FL Cad 6634 89U Parke East Blvd. Tampa FL 33910 Date: September 18,2019 Q WARNING -Verily desfgnParemetefsend REAONOTES ON TH/SANO INCLUDED MREKNEFENANCEPAGEMX7473MV. 1Gm'Y1015aEFONE USE valid for use only with MgekO connectors. ibis design Is based only upon parameters shown, and Is for an Individual building component, not Nit a truss system. Before use, the bullding designer must verity the applicability of design parameters and properly Incorporate this design th Into e overall buiping design. Bracing Indicated is to prevent buckling of IntllNtlual truss web antl/or chord members only. Additional temporary and permanent brocing MiTek' Is always regulied for slablllty, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection cnd bracing of trusses and truss systems. sseANSVIPII Quality Criteria. D35.59 and BCSI Building Component tall Informalbrravollable from Truss Plate InstiMe, 218 N. We street. Sulte 312. Maxondda, VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Job Truss Tess Type Ory Ply LOT 36/7 WATERSTONE/FP ' T18141992 2088775 C5 JACK 4 1 Job Reference o tional Builders Firs[Source (Plant City, FL), Plant City, FL-33567, 3x4 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Sep 18 09:58:04 2019 Page 1 ID:3ra7Yd6RbYnX016Sf6ghpz4cnz-yjehyHC_cat r7PraKIXTk)283NBANAGkOHfXOLycR_7 4-11 4-114 Scale=1:17.6 Plate Offsets (XY)-- [2:0-1-4 0-0-2] LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ven(LL) 0.05 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/TPl2014 Matrix -MP Weight: 181b FT=20% LUMBER - TOP CHORD 20 SP No.2 GOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=112/Mechaniml, 2=262/0-8-0, 4=59/MechanimI Max Horz2=185(LC 10) Max Uplift 3=107(LC 10), 2=-167(LC 10) Max Grav 3=134(LC 15), 2=267(LC 15), 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 4-11.4 oc pudins. 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=S.Opsf; h=15ft; B=45tt; L=40M; eave=5ff, 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 fora 10.0 psi bottom chord live load nonconcurrent with anyother live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYPNo.2 crushing capacity of 565 psi. bj Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 3 and 167lb uplift at joint 2. Walter P. Finn PE NoIN39 MiTek USA, Inc. FL Ced 66U 6904 Parke East Blvd. Tampa FL 33810 Date: September 18,2019 Job Thus Type City Ply LOT 3611 WATERSTONE/FP FC5V ' T78141993 2088775 SPECIAL 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, ax4 8.240 s Jul 142019 MiTek Industries, Inc. Wed Sep IS 09:58:042019 Page l ID:193OGWBBpX31R187wOm7kz57ad-A6hyHC cetYlPmKjXTk27YNSYNAGkOHO(OLycR_l Scale. 1:17.6 Plate Offsets (X Y)- f2:0-0-15 Edcel LOADING (psl) SPACING- 2-" CS]. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(L-) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ven(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014. Matrix -MP Weight: 181b FT=20% LUMBER - TOP CHORD 2x4'SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=113/Mechanice1. 2=262/0-8-0, 4=58/MechanimI Max Horz 2=185(LC 10) Max Uplift 3=-112(LC 10). 2=-161(LC 10) Max Grav 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max- Ten. -All tomes 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 lost bottom chard live load nonconcument 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 M-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYPNo.2 crushing capacity of 565 psi. 6) Refer to'girder(s) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to grain value using ANSUfP11 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 161 lb uplift at joint 2. Walter P. Fine PE NoIN39 Wrok USA, Inc. FL Cod 6634 6904 Padre East Blvd. Tampa FL 33610 Date: September 18,2019 Job Truss Truss Type Oty Ply LOT 3611 WATERSTONE/FP ' T78141994 2088775 D01 G. COMMON 2 1 Jab Reference (optional) Builders First3ource(IIam Ully, FL), VIM Ulty, hL-33b6/, a.Z4USJW14zule MrleKlnamines,Ine. Weabepiumeb6:ubmihi i Scale-1:35.4 4.6 = 9 �b 3.6 = Sx8 = 346 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Mar YES Code FBC2017/rP12014 CSI. TC 0.48 BC 0.93 WB 0.23 Matrix-MSH DEFL, in Vert(LL) -0.16 Vert(CT) -0.35 Hom(CT) 0.03 (loc) Well Ud 7-10 >999 240 7-10 >686 180 5 n/a n1a PLATES GRIP MT20 244/190 - Weight: 871b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=738/Mechanical, 5=814/0-8-0 Max -Hors 1=-224(LC 8) Max Uplift 1=-348(LC 10), 5=-454(LC 10) FORCES. (Ib) - Max. CompJMax: Ten. -All forces 250 (Ib).or less except when shown. TOP CHORD 1-2=1223/929, 2-3— 935/718, 3-4=-934/714, 4-5=-1217/897 BOTCHORD 1-7=-648/1133, 5-7=-601/1061 WEBS 3-7=-35B/592,4-7=-408/386, 2-7=-417/441 NOTES- 1 ) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psk BCDL=S.Opsf; h=15ft; B=45ft; L=40f; eave=5f : Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-11-10, Interior(1) 3-11-10 to 6-0.6, Exterior(2) 6-0-6 to 13-11-10, Interior(1) 13-11-10 to 17-4-6. Exterior(2) 174-6 to 21-4-0 zone;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 348 lb uplift at joint 1 and 454 lb uplift at joint 5. Wafter P. Finn PE NaIMS MITek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33810 Date: September 18,2019 Q WARNING-Is"des/9npammetersand REMNOTES ON TNLSANDINCLUDWMRKREFERANCEPAGEMX7473.w laaaarmsVEFOREUSE. Design valid for use only with MBelsO connectors. ihh design a based only upon parameters shown, and Is for on Individual building component not a truss system. Before use, Me building designer must verify ire applicability of design parameters and properly Incorporate mm design Into the overall building design. Bracing Indicated 6 to prevent buckling of Individual hum web and/or chord members only. Additional temporary ontl permanent biasing MiTek' Is always required for stabllity and to prevent collapse wIM possible personal Injury and property damage. For general guidance regarding Me fabrication. storage, delivery, erection and bracing of trusses and hum systems, seeANSurr ul Quality Cdbdo, PS549 and SCSI Building Component 69M Parke Best Blvd. Safety Informatbmvallable from Truss Plate Institute. 218 N. Lee Sheet, Suit. 312. Alexandria. VA 22314 Tampa, FL 33610 Job Truss Truss Type OtY Ply LOT 36/1 WATERSTONE/FP ' T18141995 2088775 D02A GABLE 1 1 Job Reference (options Builders FImISDUrce (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Sep 18 09:58:06 2019 Scale=1:36.6 46 = I1$ 2.4 II 2.4 II 2.4 II 5.6 - 2.4 II 2.4 II 2.4 II 20-0-0 20-0.0 Plate Offsets (X Yl- r15:0-3-0 0-3-01 LOADING (psf) SPACING- 2-" CSI. DEFL. in (toc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Ved(LL) 0.00 10 nir 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Ven(CT) 0.01 11 rdr 120 BCLL 0.0 ' Rep Stress [nor YES WS 0.10 Horz(CT) 0.01 10 n1a Na BCDL 10.0 Code FBC2017/TPI2014. Matrix-SH Weight 1001b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc puffins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=-232(LC 8) Max Uplift All uplift 100 1b or less at joints) 17,13 except 2=-1701 10), 16=-102(LC 10), 18=-154(LC 10). 14=-102(LC 10), 12_ 154(LC 10), 1D=-170(LC 10) Max Grsv All, reactions 2501b or less at joint(s) 2, 15, 16, 17, 14, 13, 10 except 18=321(LC 15), 12=321(LC 16) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-96/395, 6-7=-96/395 WEBS 5-16>749/319, 3-18=-232/352, 7-14=-147/319, 9-12=-231/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; B=45ft; L-401t; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-7-10. Exterior(2) 2-7-10 to 6-0-0, Comer(3) 6-M to 14-0-0, Extedor(2) 14-0-0 to 17-4-6, Comer(3) 17-4-6 to 214-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ' Gable End Details as applicable, or consult qualified building designer as per ANSUrPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with anyother live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 209/6 where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACC, CBA, or CA-B treated lumber is used, improved corrosion protection Is required, and G185 galvanized plates maybe used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) All bearings. are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1001la uplift at joint(s) 17, 13 except Qt=1b) 2=170, 16=102, 18=154, 14=102, 12=154, 10=170. Wafter P. Finn PE No2N39 fill ek USA, Inc. FL Cliff 6634 69M Padre Ent Bind. Tampa FL 33910 Date: September 18,2019 0 WARNING - Verily Eesrgn paramefehiantl READ NOTES ONTHISANDWCLUDEDMrt KRUENANCEPAGEM0.703 rev, fae32015aEFORE USE • Design valid for use only with MBek®connectors. This design b based only upon parameters shah and is for on Inc itlual building component. not a buss system. Before use, the building designer must vedfy the appllcoblliN of design parameters and properly Incorporate this design M n Into e overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or hard members only. Additional temporary and permanent bracing Is always required for stablllty, and to prevent collapse with possible personal Injury and propeM damage. For general guldance regarding the MiTek' fabrication, storage, delivery, erection and bracing of ftusses and true systems, seejUdifn 11 Qua ply Cmedo, Di and IrC618Wding Component 6904 Page East BNtl. East B Safety hlfolmaMorlavalicbie from Truss Plate Institute, 218 N. We Street Suite 312, Nexondro, VA 22314. Tam a, FL P33610 Job Thus Type Oty Ply LOT 36/1 WATERSTONE/FP ' T18141996 2088775 TEn JACK 4 1 Job Reference (optional) builders rirsibource triam uay, M1, rlam ury, IL - 4Aaor, i �omaep wao.vr cu.v rays . ID:3)4?Yd6RbYnX016Sf6ghjjz4cnz-MlggaJEsvVOOsta97s4ALagZia4saXTA6FuBdgycR_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.19 4-7 >436 240 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-162(LC 10), 2=-184(LC 10) Max Grav 3=198(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. Scale=1:22.6 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 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.Opsf; h=15ft; B=45ft; L=40h; 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 3=162, 2=184. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33810 Date: September 18,2019 O WARNING-Vedfydeafgnpemm.hvz and READ NOTES ON THIS ANDINCLUDEDMREKREFERANCEPAGEMX74M.. rWA12015BEFOREUSE Design valid for use only with MBek® connectors. This design a based only upon parameters shown, and is for on IndNidual building component not ��• a truss system. Before use, the building designer must verify fine applicability of design parameters and properly Incorporate this design Into the overall building design, Brai Indicated Q to buckling Individual muss web chord members only. Additional temporary and permanent bracing Mole prevent of and/or Is always required for slablllty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrieatiorL storage, delivery, erection and bradng of busses and truss systems. seeANSVTPiI Quality Cebde, D5049 and BCSI Building Component 6904 Pa*e East Blvd. Safely Nfarmalbmvalable from Two Plate In l ie. 218 N. Ise Street. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Truss Thus Type Oty Ply LOT 3&1 WATEPSTONE/FP ' T18141997 F28775 EN SPECIAL 7 1 Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL - 33567. 8.240 s Jul 14 2019 Mi fek Industries, Inc. Wed Sep 18 09:58:08 2019 Page 1 ID:193OGWBBpX3jR187zeOm7kz5?ad-gUOCnIFUgpYHT19MZZbPuoDjk_PIJ FJLvek86ycOzz -1-4-0 7-0-0 r 1 4 0 7.0-0 l Scale =1:22.6 3x4 Plate Offsets (X Y)-- [2.0-2-11 0-Ml - LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ved(LL) 0.21 4-7 >405 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.21 4-7 >388 180 BCLL 0.0 ' Rep Stress ]nor YES We 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/LP12014. Matrix -MP Weight: 251b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=167/Mechanical, 2=336/0-8-0, 4=82IMechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10). 2=-179(LC 10) Max Gmv 3=200(LC 15), 2=341(LC 16). 4=124(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (I e) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45f; L=40N; save=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip.DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurreni 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-M wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. - 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=166, 2=179. Walter P. Finn PE NoIN39 Iii USA, Ina FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 18,2019 OWANN/NG- Vedydeslgnpvametamend FEADNOTES ON 7N/SANDWCLUDEDMIrEKNEFENANCEPAGEMlP7V3ree 1O4%1Q0150EFONE USE Design valld for use only with M9ek® connectors. IDS design Is based only upon parameters shown, and Is for on Individual bulding component, not a truss system. Before use. Me building designer must verdy ire applicability of design parameters and properly Incorporate Ms design Into the overall building design. Bracing Indicated is to buckling of mcividuoi taus web and/or chord members only. AddPoanal temporary and bracing WOW prevent permanent Is always requlied for Mobility and to prevent collapse with possible personal injury and property damage. For general guldonce regarding Me fobricatlon, storage, delivery. erection and bracing of musses and truss systems. seeAN6UIP11 GuaMy creedal DS349 and SCSI Building Component Safety Nfomlatbawollable from Truss Plane Institute. 21 a N. Lee Street Suite 312. Alexandria VA 22314. e904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 3611 WATERSTONE/FP ' T1814199B 2088775 E7VP SPECIAL 7 1 JobLOT Reference o Banal Builders RrstSource (Plant City, FL), Plant City, FL - 33567. R A. — 8.240 s am 14 zme Mu ex mousmes, Inc. Wed Sep 18 09:58:09 2019 rage 1 ID:3xt?Yd6RbYn%OI6816ghjjz4cnz-Igya??G7R7985AkY7H6eR?avOk@OVTZZN IhZycOzy FI Scale=1:22.6 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (lac) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.94 Vert(LL) 0.24 4.7 >347 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(i 0.22 4-7 >387 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hors(CT) -0.01 3 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 31 Ib FT=20% LUMBER- BRACING - TOP CHORD2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP 1,10.2 BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. REACTIONS. (lb/size) 3=136/Mechanical, 2=336/0-8-0, 4=113/Mechanical Max Hors 2=308(LC 10) Max Uplift 3=-150(LC 10), 2=>307(LC 10), 4=-153(LC 10) Max Gray 3=156(LC 15), 2=336(LC 1).4=142(LC 3) FORCES. (Ib) -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=5.0pst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost 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. ;) All bearings are assumed to be SYPNo.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Bearing at jolm(s) 2 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 3=150, 2=307, 4=153. Water P. Finn PE No.22839 MTek USA, Inc. FL Carl 6634 6904 Padre East Blvd. Tampa FL 33610 Date: September 18,2019 Q WARNING-Vedfydegnperemetem.dREADNOTESONMSANDWCLUDEOMNEKREFERANCEPAGEMX74M.V. i=wISSEFOREUSE Design valid for use only witr Mdek® connectors. This design Is based only upon parameters srown, and is for an hdlvkluol bulding component. not a truss system. Before use, he bulltling designer must verity me applicability of tleslgn parameters and properly Incorporate this tleslgn Into Me overall building design, Brocing Indicated is to prevent buekling 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 guldonce regarding the 6904 Palle Eest Blvd.fabrication, storage, delivery, erection and bracing of Mates and tout systems, seeANStytptl Cua16y Cdbdu. DSB-69 and WSI Building Component Safely Infermafbnovaiioble from Truss Plate Inatltum. 21 a N. Lee Street, Suite 312. Alexandria VA 223IA. Tam a FL 33610 p , Job Truss Truss Type (3ty Ply LOT 36/1 WATERSTONE/FP ' T18141999 2088775 G01 Hip Girder 1 1 Job Reference a tional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8,240 a Jul 142019 MiTek Inclustnes, Inc. Wed Sep 18 09:5B:102019 Page 1 ID:3xt7Yd6RbYnX016Sfeghjjz4cnz-mtVyCKHICDo7jKJktL-etzDl8zn2MgKcoD7rD7ycOzx -i-41 3-0-14 7-0-0 10-0-0 t&0-0 tfi-7-2 20-0.0 21.4.0 1-4-0 3-0-14 3-7-2 3-0.0 No0 3.7-2 3-0-14 1-4-0 • Scale = 1:36.9 4xfi = 3.4 = 4x8 = . 4 5 6 a AIM dx6 = 3x8 = 3xB - 46 =' LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-04) Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017RPI2014 CSI. TC 0.54 BC 0.90 W B 0.21 Matrix-MSH DEFL. in (loc) Vdefl Ud Vert(LL) 0.1610-12 >999 240 Vert(CT) -0.21 10-18 >999 180 Horz(CT) 0.08 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 101 lb FT=20% LUMBER- . BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc puffins. BOT CHORD 2x4'SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1551/03-0, 8=1551/0-8-0 Max Horz 2=171(LC 7) Max Uplift 2- 909(LC 8), 8=-909(LC 8) Max Gray 2=1851(LC 13). 8=1851(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3449/1701,3-4= 3213/1615,4-5=-2875(1496,5-6=-2875/1496,6-7=-3213/1615, 73=3450/1701 BOT CHORD 2-12=-1391/3184, 10-12=-1392/3066, 8-10=-1391/3057 WEBS 3-12_ 290/155,4-12=-101/564, 5-12=-327/271, 5-10- 327/271, 6-10=-101/563, 7-10=-291/155 NOTES- 1) Unbalanced roof live loads have been considered for this design. ?)Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15f ; B=45tt; L=40ft; eave=51p 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 pst bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf onthe bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and anyother members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=909, 8=909. 8) Girder carries hip end with 7-" end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 605 lb down and 376 lb up at 13-0-0, and 605 lb down and 376 lb up at 7-0-0 on top 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 (pit) Vert: 1-4=-54,4-6=-112(F=-58), 6-9=-54, 13-16=-42(F=-22) Concentrated Loads (lb) Vert: 4=347(F) 6=-347(F) Waller P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 69H Parke East Blvd. Tampa FL 33610 Date: September 18,2019 Q WARNWG-Verity desl9nperemeferaend READ NOTES ON M SANDWCLUDEDMREKREFERANCEPAGEMIP7479 rev. fePoG¢OtSBEFORE USE • Design valid for use only vim MRek® connectors. this dedgn Is based only upon parameters shown, and Is for an Individual buliding component, not a frees system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall building design, Bracing indicated is to buckling of Individual truss web antl/or chord members only. Additional temporary and peanonent brocing MiTek' prevent Is always required for stablllly and to prevent collapse with possible personal Injury and property damage. For general guidance mgarding the 6906 Papa East Blvd. fobticallom storage, delNery, erection and brocing of trusses and truss systems, seeANSUa'It Cuplfly Cmeda. DSB49 and 6CSI Balding Component Tampa. FL 33610 Safety mformaf rovallable from truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. e Dry 36/1 WATERSTONE/FP • T18142000 F28�57����Hlp Reference (optional) Builders FIrsviource kVIBM Uli I-L), Piam Ulty, rL- dd001, i Scale = 1:36.4 4x6 = 46 = 3 4 3x6 = 3x4 = 416 = 3x4 = 3x6 = LOADING (psi) TCLL 20.0 TOOL 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. TO 0.47 BC 0.67 WE 0.23 Matdx-MSH DEFL. in Vert(LL) -0.14 Vert(CT) -0.29 Horz(CT) 0.03 (loc) Vdefl Vd 9-12 >999 240 9-12 >B17 180 6 Na n/a PLATES GRIP MT20 244/190 Weight: 911b FT=20% LUMBER- -BRACING- TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-913 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=740/0-8-0, 6=740/0-8-0 Max Horz 1_ 185(LC 8) Malt Uplift 1=-352(LC 10), 6=352(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1294/1116, 2-3=-994/831, 3-4=-838/622, 4-5— 994/831, 5-6=-1294/1116 BOT CHORD 1-9=-906/1197, 7-9=-469/838, 6-7=-906/1147 WEBS 2-9=-437/489, 3-9=-160/287,4-7= 160/287, 5-7=-438/489 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C;. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members -and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 a3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 6) All bearings are assumed to be SYP N0.2 crushing capacity of 565. psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11o) 1=352, 6=352. Walter P. Finn PE NoMS39 MTek USA, Ina FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 18,2019 Q WARNING- Vedlydealpnpanneefersand BEAD NOTES ON MIS AND INCLUDEDMREKNEFENANCEPAGEari rev. 10TUS0159EFOBE USE Design valid for use only with Mlrekal) connectors. Phis design b based only upon parameters shown, and is for an Individual building component, not a inns system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall indicated Is buckling Individual truss only. Additional temporary and bracing MiTek' building design. Bracing to prevent of web and/or chord members permanent e always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regordmg the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of musses and truss systems seeANSURPil Gua81y Criteria. DSB49 and SC51 t uldhD Component Tampa, FL 33610' Safety mfomrationavallobie from Mess Plate Insi 218 N. We Street Suite 312, Alexondna, VA 22314. Job Truss Type Oily Ply LOT 36/1 WATERSTONE/FP T78142001 2088775 TG�O3 Hip Girder 1 2 Job Reference IaMionaD Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Sap 18 09:58:16 2019 Pagel ID:3xt7Yd6RbYnXO16Sf6ghjlz4cnz-b11ETOLW oGY8RFmul FkHDUY92CCvBMEVA8a90fycOu 10J0 ae-1a aso 1 lsaa zooa , b813 5-03cane.503 <&t3 O3U Scale=1:38.3 axe II Ig exB — nxlu recauno — 10x12 = 4.12 It 4x12 11 SxB = 1.5xB STP — to" 4813 9-9L 1 15J3 aPa 14% ae-03 S83 03e 543 13 Plate Offsets(XY)- [1-0-1-11 Edoel [5:0-1-11 Edge1 - -- LOADING (psQ SPACING- 2-0-0 CSI. DEFL- in (too) Ndetl i PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.57 Vert(LL) 0.19 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.26 6-7 >911 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight; 218lb FT=20% LUMBER- BRACING - TOP CHORD 2x4.SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc pudins. BOT CHORD 2x6SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4SP No.3 REACTIONS. (I1 1=4713/0-81 5=4795/0-8-0 Max Hoe 1=-202(LC 6) Max Uplift 1=-2244(LC 8), 5=-2282(LC 8) '.Max Grav 1=5042(LC 13), 5=5131(LC 14) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-9545/4275,2-3=-6504/2973,3-4=-6506/2973,4-5_ 10067/4504' BOT CHORD 1-9= 375B/8664, 7-9=3758/8664, 6-7=-3962/8979, 5-6=-3962/8979 WEBS 2-9=-937/2337,2-7— 3055/1412,4-7=-3567/1635,4-6=-1130/2778,3-7=-2367/5406 NOTES- 1) 2-ply truss to be connected together with 1Dd (C.13l'x3') nails as follows: Top chards 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. r Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 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 (8), 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.Opsf; h=15ft; B=45ff; L=40ff; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOi1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 1=2244, 5=2282. 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 805 lb down and 352 Ib up at 1-4-0, 805 lb down and 352 Ib up at 3-4-0, 882lb down and 385 lb up at 5-4-0, 949 lb down and 415 lb up at 7-4-0, 946 lb down and 413 lb up at 9-4-0, 946 lb down and 413 lb up at 11-4-0, 946 Its down and 413 lb up at 13-4-0, 719 It, down and 314 Its up at 15-4-0, and 847 lb down and 370 lb up at 16-M. and 904 Ib down and 395 lb up at 18-0-0 on bottom chord. The design/selection Waller P. Finn PE NoM39 of such connection devices) is the responsibility of others. MTek USA, Inc. FL Cad 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33810 Date: September 18,2019 QWARNING-Verily Cesfgnperemefereaed BEADNOTES ON TNISANDINCLUDEDMn KREFERANCEPAGEMX74YJrew. foNaQ9ISBEFORE USE Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and is for on Individual building component, not �• a truss system. Before use, the building designer must ved Me applicability of design parameters and property Incorporate Ins; design Into Me overall building design. Bracing indicated is o prevent buckling of Individual truss web and/of chord members only. Additional temporary and permanent bracing MiTek' 7 Is always required for stability and to prevent collapse witn possible personal Injury and property damage. For general guidance regarding Me East B 6904 Parka East Blvd. fobrkaeon, storage, delivery, erection and bracing of trusses and muss systems seeANSU1Pit Quality crBnb. OSE49 card BCSI tlulderg Component Tampa, FL Safety Informa8emvollable from Truss Plate Institute. 218 N. Lee Street Suite 31Z Arexandra, VA 22314. P33610 Job Truss Truss Type Oty Ply LOT 36/1 WATERSTONE/FP ' T18142001 2088775 G03 Hip Girder 1 2 Job Relerence (optional) guilders FlrstSource(Plant City, FL), Plant City, FL-33567, 6.29u SJun4zuiumueKmpusmes,mc. wea Sep1UUB:adab ZU1V rage, ID:3kt7Yd6RbYnX016Sf6ghj z4anz-bltETOLWOGY8RFmu1 FkHDUY92CCv8MEVA8a9QfycOu LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 12=-54, 3-5=-54, 1-5= 20 e Concentrated Loads (Ib) Vert: 6=-660(F) 14=-739(F) 15=-739(F) 16=-809(F) 17=871(F) 18=-868(F) 19=-868(F) 20=-868(F) 21=-777(F) 22=829(F) Q WARNING -Ved/y deagn Par e.. a re end READ ROM ON MIS AND INCLUDED MIFEK REFERANCE PA GE M0.102a rev. 1aTUAVIS BEFORE USE. Design volld for use only with MIfeA® connectors. Thls design Is based only upon parameters shown, and b for an Individual buliCing component, not a truss system. Before use, the building designer must verify the oppllcablllly of design parameters and properly Incorporate thb design Into me overall Bracing Indicated is to buckling lndlNdual hum only. Additional temporary and permanent bracing MiTek' building design. prevent of web and/or chord members Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 69N Parke East BNd. fabrication, storage, delivery, erection and brocing of pusses and tuts systems. seeANStAPil Quality CMeria, DSS-09 and 8C51 BuStl150 Component Tampa, FL 3361U Safely Faushalbmvollable from Truss Rate Institute.218 N. Lee Sheet Suite 312 Alexandria. VA 2214. Job Truss Truss Type Ory Ply LOT 36/1 WATERSTONE/FP • T18142002 2088775 H7 MONO TRUSS 2 1 Job Reference (optional) Builders RrslSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MTek Industries, Inc. Wed Sep 18 09:58:17 2019 Scale = 1:22.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdetl L/d PLATES GRIP TCLL 20.0 Plate Grip,DOL 1.25 TO 0.66 Vert(ILL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Ven(CT) -0.15 6-7 >788 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. WEBS 2x4SP No.3 REACTIONS. (Ib/size) 4=159/Mechanical, 2=443/0-8-0; 5=280/Mechanical MaxHorz 2=240(LC 8), Max Uplift 4=-166(LC 8). 2=-226(LC 8). 5=-78(LC 8) .Max Grav 4=159(LC 1), 2=443(LC 1), 5=300(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-734/233 BOT CHORD 2-7=-030/681, 6-7=-330/681 WEBS 3-7=0/322,3-6=-719/349 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph,(3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15ft; B=45ft; L=401t; eave=5R; Cat. II; Exp C;. Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pad 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=166, 2=226. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 62 lb up at 1-5-12, 56 lb down and 62 Ib up at 1.5-12, 5 Ito down and 68 lb up at 4-3-11, 5 It, down and 68 Ib up at 4-3-11, and SO lb down and 138 lb up at 7-1-10, and 50 lb down and 138 lb up at 7-1-10 on top chord, and 22 lb up at 1-5-12, 22 lb up at 1-5-12, 11 lb down and 7lb up at 4-3-11, 11 Ito down and 7lb up at 4-0-11, and 51 It, down at 7-1-10, and 51 Ib down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 (pit) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 3=36(F=18, B=18)7=-11(F=-5, B=-5) 11=46(F=23, B=23) 12=-99(F=-50, B=-50) 13=22(F=11, B=11) 14=-51(F=-25, B=-25) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 8904Parke East Blvd. Tampa FL 33910 Data: September 18,2019 Q WARNING- yerffydesf9n paramefenanAREAO NOTES ON TMSAND MCLUDED MNEKREFERANCEPAGEMB14Ta rev. 10O.Ya USBEFORE USE Design valid for use only with MTekas ®connectors. Ibis di bed only upon parameters shown and antl is for an Individual building component not Nil a buss system. Before use, the building designer must verify me oppllcabllity, of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to buckling indMdual truss members only, Additional temporary and permanent bracing MiTek' prevent of web and/or chord 4 always required for stability and to prevent collopse with passible personal Injury and property damage. For general guidance mgordhg the storage, delivery, erection and brocing of trusses and truss systems. sGaMSUIPII popi6y Cmub. D8049 and IICS1 Mading Component Safety Informollanwollable from Tess Plate Institute, 218 N. Lee Sheet Sutie 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Dry Ply LOT 3W7 WATERSTONE/FP • T18142003 2088775 H7V SPECIAL 2 1 Job Reference (optional) Builders FirstSoume (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MTek Industries, Inc. Wed Sep 18 09:58:19 2019 Page 1 ID:1930GWBBpX3jR187ZeOm7kz5lad-ObYM5P0048w11jVTiNL-g6Afp0C Otext6ogl_ycOzo -1-m-10 54.1 9-10-1 1-10-10 I 54.1 4-6-0 Scale = 1:22.1 3.4 0 Plate Offsets (X Y)-- I2:0-1-3 Edgel - LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.34 Horz(CT) 0.01 5 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 41 Ito FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP N0.3 REACTIONS. (Ib/size) 4=141/Mechanical, 2=43910-8-0, 5=298/Mechanical Max Harz 2=240(LC 8) Max Uplift 4=-170(LC 8), 2=-248(LC 8), 5=-163(LC 5) Max Gray 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS 3-7=0/293, 3-6=-918/685 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf•, BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C;,Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be:, Joint 5 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 6t=1b) 4=170, 2=248, 5=163. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52lb up at 1-5-12, 67 Ib down and 521b up. at 1-5-12, 80 lb up at 4-3-11. 80 lb up at 4-3-11, and 50 lb down and 174lb up at. 7-1-10, and 50 lb dam and 174 lb up at 7-1-10 on top chord, and 23lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 71b up at 4-3-11, 11 Ib down and 71b up at 4-3-11, and 51 Ib down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connectiondevice(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 5-8=-20 Walter P. Finn PE No.22639 MTek USA, Inc. FL Cad 663E 6904 Parke East Blvd. Tampa FL 33610 Date: September 18,2019 Q WARNWG-vedly des/gnsammefersend READ NOTES ON TNISANO INCLUOEOMGEKREFERANCEPAGEM/1-7473 rev. 1114134I015BEFORE USE Design valid for use onlywlth MITeM connectors. Phis Oeslgn Is hosed only upon parameters shown, and Is for an IndNldual building component. not ��• a truss system. Before use, the bullUlng designer muss verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of lndNldual truss web and/or Chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse wlm possible personal Injury and property, damage. For general guidance regarding the fobdcaeon, storage, dalNery, erection and bracing of fames and truss systems, seeANSUIPII Quality Creeds, D3Id9 and 6CSI Building Component 69M Parxa East Blvd. Safety Informationavoilable from Truss Plate Instdoie. 218 N. Lee Street Suite 312. Alexanddo, VA 22314, Tampa, FL 33610 Job Truss Truce Type Oty Ply LOT 36/1 WATERSTONE/FP • T78142003 2088775 H7V SPECIAL 2 1 Job Reference a Banal Builders Fir6tSDUrCe (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MTek Industries, Inc. Wed Sep 18 09:58:19 2019 Page 2 ID:193OGWBBPX3jR187ze0m7kz5lad-ObYM5PO04Bw4ljVTiNI_g6AfpGC Olext6ogl_yc0zo LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=49(F=24, B=24) 12=36(F=18,13=18) 13=-99(F=-50, B=-50) 14=23(F=11, B=11) 15=-11(F=-5, B=-5)16=-51(F=-25, B=-25) ,&WARNING•Velllydeslgnperemefewend RE4DNOTES ON TRISAND INCLUDED MREKREFENANCEPAGEMa-747a.. 100322016DEFORE USE Design valid for use only with MBeklS connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not ��• a hues system. Before use, Me bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buclding of Individual truss web and/or chord members only. AOClflonal temporary and permanent bracing MOW 7 Is always required for stablllly and to prevent collapse with possible personal Injury and property damage. Fcrgeneralguidanceregardingthe Parke East Blvd. fabticotlon, storage, delivery. erection and bracing of musses and muss systems. seeANSVfPl1 Guppy Criteria, D611419 and SCSI Suldlny Component Safety Infermationa,alloble from Truss Rate Insmtute, 218 N. Lee Sheet Suite 312. Alexandria. VA 22314. 6904 Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION tj 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. LLt�j I For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location detalls available In MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 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. 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/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I &A-8 I dimensions shown Inftsixteenths t scale) II'1I (Drawings not o scale) c O U U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, 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 ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTTek® All Rights Reserved MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system. e.g. diagonal or X-brocing.'Is always required. See SCSI. 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 ANSIfrPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI1TPI 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 puriins 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. Useof green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use.. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/IPI 1 Quality Criterla.