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249 Maitland Avenue, Suite 3000 D Altamonte Springs, Florida 01 P: (321)972-0491 1 F: (321)972-72-0484 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ABBOCIATEB March 19, 2020 Building Department Ref: Adams Homes Lot: Lot 23 Blk 2 Subdivision: Fort Pierce - Waterstone Address: 8208 Amalfi Cir. Model: 2265 A RHG KA # 20-1842 Truss Company: Builders First Source Date of drawings: 3/16/20 Job No.: 2291531 Wind Speed: 160 Exposure: C Truss Engineer: Joaquin Velez To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please Sincerely, Carl A. Brown, P.E. FL.# 56126 pABLO �`' •. V� V0 87864 Todd M. Born, P.E. FL.# 82126 "Doing Business with a Service Mindset and an Eye for Detail" _=af '..a CAUTION!!! _ n�min 1 � � ■_■■■�■i WOMEN _: � a ■�ygR�■■���� - .il min .1,k1N■ _= .ire i NONE= SUM �INCOMES _ = .1,_ mil. GINNIE= �'� �_- ��■' i. I. .I In N'— III �1f 06pip l CONNECTORS SCHEDULE ROOF TRUSS O ID MODEL ROOF UPLIFT SYM 0 A' LUS24 / JUS24 895 / B35 4901510 3 A HTU26 / THD26 3600 / 3470 1555 / 2330 1a 0 B HTU28 / THD28 4680 / 5040 2140 / 2330 ufi 0 C HTU26-2 / THD26-2 3600 / 3355 2175/2340 1� 0 D HTU28-2 / THD28-2 4fi80 / 5005 3485/2595 im 0 E HGUS26-2 / THDH26-2 5320 / 5245 2155 / 2340 iG 0 F HGUS28-2 / THDH28.2 7460 / 8025 3235 / 3330 Jw 0 G HGUS26-3 / THDH26-3 5230/5245 2155/2340 11 3 to 0 H HGUS28-3 / THDHT8J 7460 / 7835 3235 / 4370 t N 0 J THASR-L29 / 9100 / 8990 4095 / 4370 1 0 28 3XBNOP REVIEWED ❑ REVISE ANDRESIlM ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EIF"TION) Corrections or QLrrmwft nwft an equipment sLib nals or shop drafts during this review do not Isitieve can- tradDr from compliance with feWilements of the draw- ings and spedfiations. This dledr 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 comistirig all quantifies and dimen- sions. selecting fabrica' W processes and tbdrniques of construction, coordinating his work with Int of all diner trades and performing, his work in a sob and emery manner. // FLORI A DESIGN 311,7go R. &&MM Bo.- ProjaCt No. rawt rig. . ta i.IPrRNY rmea sanrr. a rsre..aurawowwascarnc IMPORTANT v iiureoonrc cwuercareaemr ThisMust Be rication And ' Returned Be/ore Fabrication Wi11 turned Begin For Your Protection Lheck All NONCoucriowvrerow °N�er mm� ANYOTER 1Pve Loses Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TLLL 20 PSF TCLL 40 PSF BEEN ACCEPTED. TCDL 07 PSF TCDL 10 PSF By Date_ BCDL: 10 PSF BCDL 5 PSF TOTAL 37 PSF TOTAL 55 PSF DURATION: 1.25 DURATION: 1.00 PERMANENT BRACING MUST BE PLACE PRIOR TO LOADING 5SES. Co. SHEATHING, IGLES, ETC.) INTERIOR BEARING WALLS T BE IN PLACE PRIOR TO TO FINAL ENGINEERING FOR THE FOLLOWING. M OF GIRDER PLIES AND BEARING BLOCK REQUIREMENTS. SCAB DETAILS (IF REQUIRED) UPLIFT AND GRANNY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Ramification By Customer Wdhin 48 Hours And Investigation By Builder First Sets. . NO IWPTIONS. to Truax, Gable Shear Wan, And Connections. Temperer, and Permanent Sracing. And Ceiling And Roof Diaphragm Connections. ROOFPITCH: U12 CEILING PITCH: 3112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER: — MUSS SPACING: 24" BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDULE rch Legend R-O'Beanng 10'-V Bearng 11'-0• Bearing PLAN DATE: 1 2020 RENSIONS: 1. 2 3. 4. 4408 Airport Road Plaid City, FL 33563 PR (813) 305-1300 F.(813)305-1301 .A 1 0, :In ob WEI!vfil jj(4., 10 iijiw LL'1ilFOqPL.,? 'n9vv •nt(ir sm '--a lq:l:=:: I'live .101,F or; ns"). SOsj '—ORIRLD R, ij;i' ^c) ft. I, li!wv ?1OVl wrt zp. iInz; Dlepi s al x7a:Y ?!r RE: 2291531 MiTek USA, Inc. LOT 23/2 WATERSTONE 6904 Parke East Blvd. Tampa, Fl. 33610-4115 Site Information: Customer: ADAMS HOMES Project Name: 9991531 Lot/Block: 23/2 Model: 2265 A Address: 8208 AMALFIE CIR Subdivision: WATERSTONE / ST LUCIE COUNTY City: FORT PIERCE State: FLORIDA General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017lTPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 42 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date I T19698511 A 3/16/2020 21 T19698531 D9 3/16/2020 2 T19698512 Al 3/16/2020 22 T19698532 D11 3/16/2020 3 T19698513 A3 3/16/2020 23 T19698533 D13 3/16/2020 4 T19698514 A5 3/16/2020 24 T19698534 D15 3/16/2020 5 T19698515 B7 3/16/2020 25 T19698535 D17 3/16/2020 6 T19698516 B9 3/16/2020 26 T19698536 D19 3/16/2020 7 T19698517 Bll 3/16/2020 27 T19698537 D21 3/16/2020 8 T19698518 B13 3/16/2020 28 T19698538 E3 3/16/2020 9 T19698519 B15 3/16/2020 29 T19698539 E7 3/16/2020 10 T19698520 B17 3/16/2020 30 T19698540 E7V 3/16/2020 11 T19698521 B19 3/16/2020 31 T19698541 FG 3/16/2020 12 T19698522 B21 3/16/2020 32 T19698542 G 3/16/2020 13 T19698523 Cl 3/16/2020 33 T19698543 G1 3/16/2020 14 T19698524 C1P 3/16/2020 34 T19698544 G7 3/16/2020 15 T19698525 C1V 3/16/2020 35 T19698545 G9 3/16/2020 16 T19698526 C3 3/16/2020 36 T19698546 M 3/16/2020 17 T19698527 C3V 3/16/2020 37 T19698547 M3 3/16/2020 18 T19698528 C5 3/16/2020 38 T19698548 PB 3/16/2020 19 T19698529 C5V 3/16/2020 39 T19698549 PBI 3/16/2020 20 T19698530 D7 3/16/2020 40 T19698550 R3 3/16/2020 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSOTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information Included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of, design parameters and properly incorporate these designs into the overall building design per ANSIrrPI 1, Chapter 2. 2020 1 of 2 RE: 2291531 -LOT 23/2 WATERSTONE Site Information: Project Customer: ADAMS HOMES Project Name: 2291531 Lot/Block: 23/2 Subdivision: WATERSTONE / ST LUCIE COUNTY Address: 8208 AMALFIE CIR City, County: FORT PIERCE State: FLORIDA No. Seal# Truss Name Date 41 T19698551 R7 3/16/2020 42 T19698552 VR7 3/16/2020 2of2 Job Truss Type Oty Ply LOT 2312 WATERSTONE T79698511 2291531 �Trusa, A PIGGYBACK BASE TRUSS 4 1 Job Reference (optional) Builders FiratSource (Plant Glty, FL), Flant Glty, FL-33567, 11-4-0 5-7-6 , 8.11-0 1 14.11-1 6.00 12 4x6 i 5 2E 8.240 a Mar 9 2020 MiTek Industries, Inc. Man Mar 16 11:40:17 2020 Page 1 5x6 = 5x6 = 8 7 2x4 Q / 3 1.5xB STP=25 17 1 2 5x6 = 28 29 16 15 b 3x6 = 18 3x4 - 3x6 = 6x8 = 5x6 O a 30 14 1331 32 12 SIB = 3x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.37 18-21 >281 240 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.28 18-21 >378 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.62 HOrz(CT) 0.07 10 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-18: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 18=0-3-0, 10=0-7-8 Max Horz 2=-421(LC 8) Max Uplift 2=-460(LC 10). 18=-829(LC 10). 10=-682(LC 10) Max Grav 2=394(LC 19), 18=1738(LC 15), 10=1427(LC 16) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=,360/488, 3-4=-278/422, 4-5=-233/472, 5-6=-1469/1222, 6-7=-1377/1172, 7-8=-1574/1202,8-9=-2330/1438, 9-10=-2565/1539 BOT CHORD 2-18=-378/229, 17-18=-1592/664, 4-17=-313/240, 16-17=-64211332, 14-16=480/1269, 12-14=-907/1751,10-12=-1176/2232 WEBS 3-18=-276/385, 5-17= 1773(/42,5-16=01258, 6-14=-78/396,7-14=-203/428, 8-14=-723/537, 8-12=-89/487, 91 Scale = 1:81.6 2x4 /i m 9 b 1.5x8 STPIr 0 2] 10 1 or 3x6 = PLATES GRIP MT20 2441190 Weight: 237111 IST = 20 % Structural wood sheathing directly applied or3-6-12 oc pudins. Rigid ceiling directly applied or 4-4-4 oc bracing. 1 Row at rl 5-17, 6-16, 8-14 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.Bpst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-6-8, Interior(1) 31-6-8 to 40-", EMedor(2) 40-0-0 to 44-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4601b uplift at joint 2, 829 lb uplift at joint 18 and 682 Ib uplift at joint 10. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 ,&WARNING-VeNlyrlealgn parametarsaad READ NOTES ON MIS AND INCLUDED MTEKREFERANCE PAGE 14IF7473rey. 1DAV101S BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Indrvldual building component, not a truss system. Before use, the building designer must verify Me oppiicabllity of design parameters and properly Incorporate this design Into the averoll building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflanal 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 fabdcallon. storage. delivery, erection and bracing of musses and truss systems, seeANSVIPII Cum CrIedo, DS849 and SCSI Building Component 69U Parka East Blvd. Safety tnrprmaflorlovoliabie from Truss mote Institute. 218 N. We Street Suite 312, Alexonddo, VA 22314. Tampa, FL 33610 Job Truss Type Ply LOT 232 WATERSTONET19698512 1,Oty 2291531 Al 7plasYBACK BASE TRUSS 1 1 Jab Reference (optional) Builders Fdsrsource (ream Ulty, FL1, 11:4 8-0.12 here Illy, hL- 33bbl, 6x12 MT201154 3 1.6x8 STP=24 16 2 Sx6 = 17 346- B�II 6.00 12 4x6 i 25 4 1 a.zeu s mar a euzu mu ex ID:6gD10H2OVeglNklsxoNemzyuUL6-kNmU 2&8-0 31-5-12 4.8-0 ~ 69-12 H 5.6 = Sx6 = 5 6 5x6 7 27 28 15 29 /4 30 13 31 12 11 3x4 = 316 = 3x8 - 3x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.34 17-20 >276 240 TCDL 7.0 Lumber DOL 1.25 BC O.B2 Vert(CT) 0.26 17-20 >363 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.69 Horz(CT) 0.09 9 n1a rVa BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except' BOT CHORD 3-17: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0,21-8, 9=0-7-8 Max Horz 2=421(LC 8) Max Uplift 2=-386(LC 10), 17=-866(LC 10), 9=-685(LC 10) Max Gmv 2=330(LC 19), 17=1775(LC 15), 9=1448(LC 16) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3---337/453, 34=-278/346, 4-5=-1580/1229, 5-6=-1425/1181, 6-7=-1628/1211, 7-8=-2375/1448,8-9=-2610/1549 BOT CHORD 16-17=-1779/948, 3-16=478/434, 15-16=-664/1475, 13-15=495/1344, 11-13=-916/1795, 9-11=-1185/2273 WEBS 4-16>1921/899,4-15=-30/256, 5-15=-133/323, 5-13=-78/370, 6-13=-213/461, 7-13=-718/538, 7-11=-89/478, 8-11=,346/295 Inc. mon mar io I LVV:41 zueu regal Scale = 1:81.6 2x4 of 8 1.5.8 STP = 26 910 lv d G d N 3x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 230 lb FT=20% Structural wood sheathing directly applied or 3-6-5 oc puffins. Rigid ceiling directly applied or 4-0-8 oc bracing. 1 Row at midpt 4-16.7-13 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.Bpsf; h=15R; B=45f ; L=40tt; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 154-2, Extedor(2) 154-2 to 31-6-8, Interior(1) 31-6-8 to 40-0-0, Exterior(2) 40-0-0 to 44-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.01 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift at joint 2, 666 lb uplift at joint 17 and 685 lb uplift at joint 9. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cert 6834 Iii Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNING-Wrifydaafpnpsramehosss,1NEADN0IES ONTMSANDINCLUDEDMRKNEFENANCEPAGEMLL74".r . laadQ015BEFONEUSE Design valid for use only with M0e4® connectors. This design a based only upon parameters shown, and is for on Indtvldual 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 of indMduol truss web and/or chord members only, Additional temporary and permanent bracing MiTek- Isalways required for stability and to prevent collapse with possible personal injury and property damage. For generol guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and fruits systems, seeANStri Quapry Creedn, DSB49 and BCSI Building Component 69N Parke East Blvd. SaOety Informatbrpvolloble from Truss Plate narrate. 218 N. Lee Sheet Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss��FIGGYBACK pey LOT 23/2 WATERSTONET19698513 BASE TRUSS 1 1 Job Reference (optional) omianrs mmsaauIv. Inam u,iry, ry, "..1 a y, II- -:]Joe" 1/14-p 7-2-4 13-10.6 21-00 Y-4-1 fi-8-2 7-1-10 F 5.6 = s 6.00 r12 4x6 4 25 4 6x12 MT20HS i 3 1.5xS STP — r t6 1 2 41,6 = 15 27 14 tt d 3x4 = 4.8 = 17 3.6 = 46 II e.29U a Mar a zuzu 5.6 = 6 28 13 3x8 = 5x6 J 7 29 12 30 11 4x6 = 3x4 = Inc. Mon Mar le IIAUAU 2UZU 2x4 ri e 1.5xe STP= 26 6a-e10 e.ac 25-8.0 42-7-8 n8 7-S9 m-n-v Seale = 1:81.6 VO 3x6 = 1a Plate Offsets (X,Y)— [5:0-3-0,0-2-01 [6:0-M 0-2-0I [7:0-3-0 0-3-01 [17:Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(L-) 0.21 17-20 >401 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.5813-15 >734 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Hom(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 230 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 3-17: 2x4 SP No.3, 14-16,12-14: 2x4 SP No.t WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-3-8, 9=0-7-8 Max Harz 2=-421(LC 8) Max Uplift 2=.351(LC 10), 17=-854(LC 10), 9=-699(LC 10) Max Grav 2=307(LC 19), 17=1731(LC 15), 9=1479(LC 16) BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-1 oc pudins. BOT CHORD Rigid ceiling directly applied or4-2-11 oc bracing. WEBS 1 Row at midpt 4-16, 5-13, 7-13 FORCES. (lb) - Max. ComplMax. Ten. -All tames 250 (Ib) or less except when shown. TOP CHORD 2-3=-355/434, 3-4=-301/295, 4-5=1764/1340, 5-6=-1492/1215, 6-7=-1703/1249, 7-8=-2438/1489, 8-9=-2674/1589 BOT CHORD 16-17=-1733/951, 3-16=-463/404, 15-16=-768/1698, 13-15=-546/1435, 11-13=-952/1857, 9-11=-1221/2330 WEBS 4-16=2045/1002, 4-15=-105/315, 5-15=-211/431, 5-13=-77/384, 6-13=-237/512, 7-13=-711/541, 7-11=-92/466, 8-11=-347/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=5.8psf; h=15ft; B=45111; L=40111; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-0-9. Interior(1) 31-6-9 to 40-0-0, Exterior(2) 40-0-0 to 44-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 854 Ib uplift at joint 17 and 699111 uplift at joint 9. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 O WARNING - Verllydeslgn pammeremand READ NOTES ON 7NISANDINCLUDED MREKREFERANCE PAGE MIF7473m, 1NAY2015BEF0RE USE. Design valid for use only with MOeW connectors. lhls design Is based only upon parameters shown, and Is for an Inc Mduol building component, not ��- a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional mmpomry and permanent bracing Is always required for stability and to prevent collapse wlM possible personal Injury and property damage. For general guidance regarding the MiTek' foledkaXon, storage, delivery, erection and bracing of trusses and truss systems. seeMSVrp11 Qua®v CMnN. OSS49 and SCSI 6Wtlhp Component Safety Informafbnavalloble from Truss Plate Institute. 218 N. Lee Street Suite 312 6904 Parke East Blvd. Tampa, FL 3361 e Alexandria. VA 22314. Job Tess Truss Type IkOty Ply LOT 2312 WATERSTONE T79698514 2291531 AS PIGGYBACK BASE TRUSS 1 1 Job Reference (optional) uuncers Ping5oume triam ully, FL{, Plam udy, bL-33557, B24U s Mar 9 2020 MITek Industries, Inc. Mon Mar 1611:41:14 21320 Page 1 ID:6gDIOH2OVegl Nkls=NemzyuULB-ztjl W BlcJitPg769NJpUSnEUz-p5YbmwiwVOa4mN5J 17-4-0 E3-0 13-7-12 I 27-0.0 I 25-e-0 I 31-&12 37-0-9 42-7-e q4-0-0 BUD 7-0-12 -4 48-0 50.12 5.10.13 5-2-75 1�4.01 5x8 = 6.00 F12 5xB = 5 6 5x8 9 5,05 11 26 7 4 5,,5 i 3 1.5x8 STP = 25 17 1 2 3x4 = 16 15 14 28 13 12 29 30 11 Sxfi - 3x4 = 3.8 = d 3x8 = 4x6 = 3x4 = 18 3x6 = axe II 2x4 i 8 Scale =1:83.2 1.5x8 STIR= 27 910 I^ad. 3x6 = 5-11-8 I s71-R %I 7>3--a7.-f1e2 I 2>7-0 i e5.-B8.-n I 4R2d7.-48 l Plate Offsets (X,Y)-- [3:0-3-0,0-3-0]. [4:0-4-0,0-3-01, [5:0-6-0,0-2-81,16:0-3-0 0-2-01 [7:0-3-0,0-3-01 - LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vclefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.21 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.42 11-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.89 Horz(CT) 0.09 9 we n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2381b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-18: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 18=0-3-8, 9=0-7-8 Max Horz 2=-421(LC 8) Max Uplift 2=-314(LC 10), 18=-839(LC 10), 9=-715(LC 10) Max Grav 2=270(LC 19). 18=1697(LC 15). 9=1475(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-3-5 oc bracing. WEBS 1 Row at midpt 4-14, 5-13, 7-13 FORCES. fib) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-371/453, 3-4=-1984/1303, 4-5=-1651/1256, 5-6=-1466/1259, 6-7=-1679/1298, 7-8=-2441/1530, 8-9=-2675/1631 BOT CHORD 17-18=-1702t952, 3-17=- 1 641/988,14-16=880/1848, 13-14=-587/1487, 11-13= 992/1866, 9-11=1258/2329 WEBS 3-16=-804/1654, 4-14=-440/355, 5-14=-138/386. 5-13=-1581271, 6-13=257/507, 7-13=-732/536, 7-11= 85/498, 8-11=-342/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psb BCDL=5.8psf; h=1 Sit; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerdr(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-6-9, Interior(1) 31-6-9 to 40-0-0, Exterior(2) 40-M to 44-M zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint 2, 839 lb uplift at joint 18 and 7151b uplift at joint 9. Joaquin Velez PE No.68182 AD'Tek USA, Ilia. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 AiwiFwNO-Vedlydeslgn paramefensand READ NOTES ON TNISAND INCLUDED MmEKREFERANCEPAGE111M174"my. 1N 0158EFORE USE valid for use only with M6ek6 connectors. This design Is based only upon parameters shown, and Is for an Individual buiiding component, not a truss system. Before use, the building designer must verify me oppliccionty of design parameters and properly Incorporate this design Into me overall curdling design.&ocing Indicated is to prevent bucking of Indvidual truss web and/or chord members only. Additional temporary and permanent bracing Is alwaysrequlred for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding me fatericaflon, storage, delivery. erection antl bracing of trusses and huts systems seeANSMIJ QuOl6y Cdbdo. DS3419 and SCSI WldhD Component Serf, Infon ictbmvalloble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. wit M!Tek' 69M Pade East Blvd. Tampa, FL W610 Job Truss Truss Type LOT232WATERSTONE T79698515 229 B7 HIPTRUSS 11 2 Job Reference (optional) summers rrsrbource tram'uy, ry, ram uly, rL- s srbt, a.24u a Mar BZUZU MI IeK Inc. Mon Maribll:41:482020 Pagel 6.00 12 5,6 axe = Sx6 = 3x6 = 5x8 = 5x8 = 4 28 29 5 30 31 32 33 346 35 36 37 387 39 40 41 42 843 44 45 9 21 46 4720 19 3x8 = 3x8 MT20HS= 2x4 It 48 49 50 51 18 5217 53 54 5516 56 57 58 15 &B =axe = 4x6 = 3x6 11 Scale=1:84.8 214 = 10 1.5x8STP= .. 2 140100 O 3.50112 46 c LOADING (psQ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017TFP12014 CSI. TIC0.70 BC 0.98 WE 0.84 Malrix-MSH DEFL. Ven(LL) Vert(CT) HOrz(CT) in (loc) I/deg L/d 0.29 18-19 >999 240 -0.45 18-19 >905 180 0.10 15 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 4701b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-5-6 cc bracing. 8-15: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 15=0-3-0, 11=0-8-0 Max Horz 2=-172(LC 6) Max Uplift 2=-1008(LC 8), 15=-1461(LC 8), l l=-407(LC 8) Max Grav, 2=2308(LC 1), 15=3688(LC 1), 11=815(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4561/1847, 3-4=-4416/1779, 4-5=-3995/1659, 5-6=-5496/2354, 6-7=-5496/2354, 7-8=-3776/1679,8-9=-152/457,9-10=-2154/694, 10-11= 2334/882 BOT CHORD 2-21=-1522/4030, 19-21=-2113/5562, 18-19=-2113/5562, 16-18=-1435/3776, 14-15=-3463/1417,8-14=-2636/1275,13-14=-468/2273,11-13=-684/2225 WEBS 3-21=276/140, 4-21=-425/1478, 5-21=-1799/801, 5-19=0/470, 6-18=-655/513, 7-18=-771/1965,7-16=-1616/921,8-16=-1720/4416,9-13=-103/1133,10-13=-488/219, 9-14=-2801/776 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-8-0 do. 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 CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15g; B=45ft; L=40tt; eave=6ft; Cat. 11; Exp C; End, GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Beading at joints) 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify Joaquin Velez PE No.68182 capacity of bearing surface. 10) Provide mechanical Connection (by others) of truss to beading plate capable of withstanding 1008 Ib uplift at joint 2, 1461 lb uplift at MiTek USA, Inc. FL Cert 6634 joint 15 and 4071b uplift at joint 11. 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 A WARNING- Veritydm1gnpenmelen.and READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMIL747a rev. 101W.42015BEFOREUSE. Design valid for use only with MRekfa connectors. lhls design Is based only upon parameters shown and Is for an individual build ng component not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building devgn. Bracing Indicated is to prevent buckling of Individual fmss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sews NSVIPtt Quality Criteria. DS049 and SCSI Building Component Safety Inroenotbrlavailabie from Truss Plate Institute, 218 N. Lee sheet Sulte 312. Alexandre. VA 22314. 69U Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply LOT 23/2 WATERSTONE t�Oty T79698515 2291531 87 HIP TRUSS I1 2 Job Reference (optional) Builders FirstSource (Plard City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Mon Met 1611:41:4B 2020 Page 2 ID:6gDIOH2OVegl NklsaoNemzyuULB-zBmulpAxl89alE)hYfOSgyeLbhNBW ux)(Ckgm6wN4n NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1251b down and 10216 up at 7-M, 87 lb down and 108 lb up at 9-0-12, 87 lb down and 108 lb up at 11-0-12, 87 lb down and 108 go up at 13-0-12, 87 lb down and 1081b up at 15-0-12, 87 Ito down and 108 lb up at 17-0-12. 87 It, down and 108 lb up at 19-0-12, 87 lb down and 108 Ito up at 21-0-12, 87 Ib down and 10816 up at 23-0-12, 87 lb down and 108 lb up at 23-7-4. 871b down and 108 Ib .up at 25-74, 87 Ib down and 108 lb up at 27.74, 87 It, down and 108 lb up at 29-7-4, 87 lb down and 1081b up at 31-74, 1151b down and 118 Ib up at 35-7-4, and 1151b down and 1181b up at 37-74, and 1791b down and 198 lb up at 39-M on top chord, and 364 lb down and 85 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, 65 Ito down at 15-0-12, 65 lb down at 17-0-12, 65 Ib down at 19-0-12, 65 lb down at 21-0-12, 65 Ib down at 23-0-12, 651b down at 23-74, 65 Ito down at 25-7-4, 65 Ib down at 27-74, 651b down at 29-74. 65 lb down at 31-74. 121 Ib down and 113 lb up at 33-7-8, 83 lb down at 35-74, and 83 Ib down at 37.74, and 424lb down and 72 lb up at 39-74 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 4-9=-S4, 9-12=-54, 15-22=-20, 13-14=-20, 13-25=-20 Concentrated Loads (lb) Vert: 4=-125(F) 15=-121(F) 21=-364(F) 9=-179(F) 28=-87(F) 29=-87(F) 30=-87(F) 31=-87(F) 32=-87(F) 34=-87(F) 35=-87(F) 36=-87(F) 37=-87(F) 38=-87(F) 39=-87(F) 41=-87(F) 42=87(F) 44- 115(F) 45=-115(F) 46=40(F) 47=-40(F) 48=-00(F) 49=40(F) 50=-00(F) 51=-40(F) 52=40(F) 53=40(F) 54=40(F) 55=40(F) 56=40(F) 57=40(F) 58=40(F) 59=-61(F) 60=-61(F) 61=424(F) ®WARNING-Velllydesf9npnemeremend READNOTES ON THIS AND/NCLUOEOM?EKNEFENANCEPAGEMI470T3rev. lO=rDISBEFONE USE. Design valid for use only with Mnek0 connectors. This design a based only upon parameters shown, and Is for an Individual builtling component, not ��- a huss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate M¢ design into Me overall building design. Biocing indicated is to prevent buckling of Individual buss web and/or chord members only. AddMonal temporary and permanent bracing WOW Is always required for stabilliy and to prevent. collapse with passible personal Injury and property damage. For general guldonce regarding Me fabrication storage, delivery, erection and bracing of trusses and buss systems. seeMsvrprl Quilly Cdbft GSB29 and SCSI Building Component B904 Parke East Blvd. Sarety Nformatbnovallable from Truss Mate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 b Truss Truss Type 1u„ Ply LOT232WATERSTONET7969851fi 91531 r22 89 HIP TRUSS 1 1 Job Reference (optional) 6wlders rlrst60urce (clam ugly, rL1, Flan Glty, FL- 33557, 11-4-0 49-4 9-0-0 17-3-1 h�1 4-2-12 1 8-3-1 F-'- 5x6 = W = 6.00 F12 4 28 29 5 30 2x4 1 1.5xB STP= 3 2627 m 1 2 b O 5x6 = 6 8.240 s Mar 9 zli MI I eK 3x4 II 32 733 ma. Man Mar I 11:41:51 2020 Scale=1:84.8 1.5x8 STP 34= b 35 o e m 0 011 Ib N 19 18 17 16 15 14 US = 3xB = 3.3 = 2x4 11 3.8 MT20HS = 3x6 = 6xa = 3.50 12 4x6 25.6.2 33-94 39-1-11 4fi-&0 a-fl-n R-A-f R 11 M'l.'J S.d.] 1-R.5 Plate Offsets (X,Y)- (4:0-3-0,0-2-01. [5i0-4-0,0-3-01 [6:0-3-0.0-04] [8:0-3-0 0-2-0][10:0-1-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ved(LL) 0.22 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Ver(CT) -0.3419-22 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 HOrz((:T) 0.11 14 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 235 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 7-14: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 1114--1 Max Horz 2=213(LC 9) Max Uplift 2=-672(LC 10), 10=-340(LC 10), 14=-7531 10) Max Grav 2=1298(LC 19). 10=552(LC 16), 14=1804(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-3-4 cc bracing. WEBS 1 Row at midpt 5-19, 5-15, 6-14 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2316/1657, 34=-2065/1450, 4-5=-1820/1388, 5-6=-1652/1281, 6-7=-60/308, 8-9=-782/565, 9-10=-1267/1061 BOT CHORD 2-19=-1289/2079, 17-19=-1273/2311, 15-17=-1273/2311, 14-15=-847/1634, 13-14=-756/550,7-13=-371/387,12-13=-57/325,10-12=-792/1151 WEBS 3-19=-347/380,4-19=-250/602, 5-19=-659/360, 5-17=0/311, 5-15=-760/481, 6-15=-135/612,6-14=-1977/1116,8-13=617/342, B-12=-200/533, 9-12=4981599 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1601 (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.epsf; h=1511; B=45ft, L=40f : eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 34-2, Exterior(2) 34-2 to 14-7-14, Intedor(1) 14-7-14 to 32-0-2, Exterior(2) 32-0-2 to 43-3-14, Interior(1) 43-3-14 to 44-0-0, Extedor(2) 44-0-0 to 48-0-0 zone;C-C for members and forces & MW FRS 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 lost bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 10 considers parallel to grain value using ANSUTPI 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 6721b uplift at joint 2, 340 Ib uplift at joint 10 and 753 Ib uplift at joint 14. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 ®WARNING - VeNry tleslBn pnrametersanJREAD NOTES ON MXANDINCLUOEOMREKREFERANCEPAGEMX74mm, 1aPo3,1015BEFORE USE valid for use only with Moab connections. This design is based only upon parameters flown, and is for an Individual burning component, not pat a truss system. Before use, fie building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and bracing MOW permanent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcatlon, storage, delivery, erection and bracing of trusses and muss systems. seeAN39m11 Quality CMnW, D51i and 1= luttlhy Component Infomlationovallable from Institute. 218 N. Lee Street. Suee 312. 6904 Palle East Blvd. Tampa, FL 33610 Safety Truss Plate Mexani VA 22314. Job Truss Truss Type r Ply T19698517 2291531 Bit lbOty Hip Truss 1 1 �LOT23/2WATERSTONE Job Reference (optional) _ nunoers rlrstbource trlam cny' rL), rlam ury, rL- :hoar, e.240 s Mar a LVLU Ma 1 eK maustnes, me. Mon Mar 1b 11:41:La LULU 4x6 = 5x8 = 2x4 II 5x8 = 3x4 11 5.6 = 6.00 12 4 28 29 5 6 30 31 32 7 a 19 2.4 It 18 3x6 = ax8 = 16 3xB = 14 2x4 11 3x8 = 6x8 = scale-1:84.6 2x4 9 m 33 d N1.5XB STP= d m 10 !012 1d m 4.6 3 3.50 L2 5-9-4 11-0-0 18-3-3 25.8.5 38-9-4 358-0 39-1-11 4E8-0 81 3-5-11 Plate Offsets (X,Y)- f4:0-6-0,0-2-81, f6:0-2-12,0-3-4L 18:0-3-0.0-2-71, (10:0-1-0,Edgel LOADING (psQ SPACING- 2-M CSI. DEFL in (fee) Vdeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.68 Verjl-Q 0.17 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.29 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.87 Horz(CT) 0.09 13 n/a n/a BCDL 10.0 Code FBC20177TP12014 Matrix-MSH Weight: 2451b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 7-13: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 2=0-8-0, 13=0-3-0 Max Ho¢ 2=245(LC 9) Max Uplift 10=-232(LC 10), 2=-671(LC 10). 13=-765(LC 10) Max Gmv 10-483(LC 16), 2=1346(LC 15), 13=1813(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 33-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-7-10 no bracing. WEBS 1 Row at midpt 6-13 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23= 2401/1569, 3-4=-1947/1375, 4-5=-1866/1447, 5-6=-1866/1447, 6-7= 74/296, 8-9=-868f713, 9-10=-1258/1045 BOT CHORD 2-19=-1274/2254, 18-19=-1274/2254, 16-18=-908/1799, 14-16=-695/1423, 13-14=-098/1415,12-13=-766/589,7-12=-376/374, 10-11=-861/1125 WEBS 3.18=-530/421, 4-18=-131/447, 4-16- 160/367, 5-16=-424/435, 6-16---4W663, 6-14=0/345, 6-13=-1806/995, 8-12=-429/269, 9-11=-449/549, 8-11=-526/844 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8pst h=15tt; B=45ft; L=40ft; eave=6N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 5-4-2, Enerior(2) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 29-11-11, Extedor(2) 29-11-11 to 41-0-13, Interior(1) 41-0-13 to 42-8-0, Exterior(2) 42-8-0 to 46-8-0 zone;C-C for members and foroes & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0lost bottom chord live load nonconcurent 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 chard and any other members, with BCDL= 10.Opsf. 6) Bearing atjoint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designershould verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 232 lb uplift at joint 10, 671 lb uplift at joint 2 and 765 1la uplift at joint 13. Joaquin Velez PE No.68182 Mirek USA, Inc. FL Cer 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Ea A WARNING-Verlry desren peremeremend BEaD NOTES ONTN/S A0 rNCLUGED Mms"NEPE M`E PAGEMIN473 rev rama2at56EFGlIE USE Design voila for use only w"' Mnekel connectors. This tleslgn Is based aNy upon porometen shown and Is for on Intllvltlual bulldog component, not a tnrss system. Before use, trle building must verity no aPplJ..bllity of tleslgn parameters and properly Incorporate fhb do Info me overall bulitling tleslgn.'a. 0Indicated Bto prevent buctling of Intllvltlual truss web and/or chord members oNy. Atltlleonal temporary and permanent bracing 6 always requlretl far stablllN and to prevent collapse wim possl0le personal Inlury and property tlamage. For general guitlonce regarding me fobricotlon,storage,c.".'.er..r. antl bracing of t.,and'uss system. seeANSI/IP11 G..IIM CM�IIo. OSBd9ond EC514Wdbp Lomponrrnl Sp .ty IntprmpibrWollable ftom Truss Plans Irlstltute, 218 N. Lee Street Sulfa 312 Nexontlr,. VA 22 14. MiTek' fi904 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type , OtY Ply LOT 2312 WATERSTONE T79698518 2291531 B13 Hip 1 1 Job Reference (oPllonal Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 6.240 s Mar 9 2020 MiTek Industries, Inc. Mon Mar 16 11:41:29 2020 Page 1 ID:6gDIOH2OVegl Nkt sxoNemzyuLILB-1 X7igJx0nImGTJm1 x9a?ZAM511 zxZOF891GJcizaN54 • 1-0- fi-9-0 13-0.0 19-11-0 2&8-12 33-8-0 3&1-11 46.8-0 -0- fi-9-0 6.2-12 E71-0 fi-9-8 1-4 5.5.11 7-6.5 Scale-1:86.2 6.00 12 5x8 = 4 27 5x6 = 5.8 = 5x6 J 28 29 5 6 30 31 32 7 18 " 16 "-' '- 14 "" 13 12 4x6 = 2x4 11 3xS 3x6 = 3x8 = ass = 3.6 = 3.6 11 46 a 3.Sa 12 fi-9-4 13-0-0 19-11-0 26.8-12 33-7-12 33 gg 8 39-1-11 46-8-0 fi-9-4 6.2-12 1 6-11-0. &9-8 I - 6.11-0 0.11r12 5-4-3 7-6-5 Plate Offsets (X,Y)- f3:0-3-0,0,3-01,14:0-6-0,0-2-81.15:0-3-0.0-3-01,17:0-3-15,0-2-131,19:0-1-0,Edaa),111:0-2-4,0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vett(LL) 0.14 10-21 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.1710-21 >928 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Hom(CT) 0.07 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 258 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 7-12: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-15 cc pudins. BOT CHORD Rigid ceiling directly applied or3-9-14 cc bracing. WEBS 1 Row at midpt 4-14, 6-11 REACTIONS. (size) 9=0-8-0, 2=0-8-0, 12=0-3-8 .Max Horz 2=286(LC 9) Max Uplift 9=-163(LC 10), 2=-645(LC 10), 12=-859(LC 10) Max Grav 9=348(LC 16), 2=1311(LC 15), 12=1994(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-2276/1433, 3-4=-1708/1210, 4-5=-1418/1158, 5-6=-1418/1158, 6-7=-71/529, 7-8=-197/646,8-9=-452/294 BOT CHORD 2-18=-1136/2161, 16-18=-1137/2158, 14-16=-714/1591, 13-14=-326/894, 11-12=-1932/1302,7-11=-542/438,10-11=-130/307, 9-10=-139/364 WEBS 3-18=0/271,3-16=-661/488,4-16=-158/518, 5-14=-395/399, 6-14=-500/837, 11-13=,348/927,6-11=-1580/1040, 8-11=-916/705, 8-10=-2/320 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; BCOL=5.8psf; h=151t; B=451t; L=40ff; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exrerior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 7-4-2, Exterior(2) 7-4-2 to 18-7-14, Interior(l) 18-7-14 to 28-0-2, Exterior(2) 28-0-2 to 39-3-14, Interior(1) 39-3-14 to 42-8-0, Exterior(2) 42-8-0 to 46-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearing at joints) 9 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 163 lb uplift at joint 9, 645 lb uplift at joint 2 and 859 Ile uplift at joint 12. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 AWARN/NG-Verily design perametemand RE4D NOTES ON THIS AND INCLUDED MISKREFERANCE PAGE MIP7473rex. sOTYtOfs BEFORE USE Design valid for use only with Miele® connectors. This design Is based only upon parameters shown. and Is for an Individual butling component. not a truss system. Before use. the building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tens systems socANSVIr Q'aTmyCriMM, DSB49 and BCSI Building Component 69M Palle East Blvd. Safety InformaBonCu c loble 11W from Truss Plate Iru1e, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tempe, FL 33610 Job Truss e OtY Ply LOT 23/2 WATERSTONE r 7HIPTRUSS T19698519 2291531 B15 1 1 Job Reference (optional) tlDIIDers rims bourse krlam ury, rL), rlem Pry, rL • JJba/, • A-4-0 6.7-6 B-11-0 15-M 6.24u s mar a zul Sx8 = 8.00 12 SxB = 5x3 = 5 27 6 28 29 30 7 5' BIB i 426 2x4 O 3 1.5xa STP= 25 16 m 2 2x4 = 15 31 14 13 12 11 d 1 3x4 = 3x6 = 3x8 = 316 = 3x4 = 17 3x6 = 6,8 = LOADING (psl SPACING- 2-M CS1. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC .0.90 Vert(LL) 0.38 17-24 >279 240 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.32 17-24 >331 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.48 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-17: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-10-9 REACTIONS. (size) 10=Mechanical, 2=0-B-0, 17=0-3-0 Max Ho¢ 2=269(LC 9) Max Uplift 10=-552(LC 10), 2=-413(LC 10), 17=-865(LC 10) Max Grav 10=1240(LC 16), 2=388(LC 19), 17=1552(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-269/348, 3-4=-131/263, 4-5=-1336/1040, 5-6=-1829/1499, 6-7=-1829/1499, 7-8=-1762/1327, 8-10=-1891/1453 BOT CHORD 2-17=-357/215, 16-17=-1414/813, 4-16=-1364/841, 13-15=-644/1135, 11-13=-901/1523, 10-11=-1135/1599 WEBS 4-15=-539/1217, 5-15=-265/289, 5-13=-567/905, 6-13=-518/548,7-13=-259/478, 7-11=-28/338, 8-11=-137/276, 3-17=-270/355 mc. mon marIa T1:41:Ja zueu rave 1 Scale = 1:76.5 4x6 1 9 t0 Ib jI 4x12 II PLATES GRIP MT20 244/190 Weight: 219 lb FT 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasdi241 TCDL=4.2psf; BCDL=5.8pst h=151, B=45ft; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(l) 2-8-0 to 9-4-2, Extedor(2) 9-4-2 to 20-7-14, Interior(1) 20-7-14 to 26-0-2, Exterior(2) 26-0-2 to 41-5-0 zone; porch left exposetl;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent 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, with BCDL= 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552 lb uplift at joint 10, 413 lb uplift at joint 2 and 865 Its uplift at joint 17. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 16,2020 QWARNING •Verity design parameters and READ NOTES ON THISAND INCLUDED Af EKREFERANCEPAGEM/L74TJmx. 1217312015aEFDRE USE. - Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the appliccblllty of design parameters and properly Incorporate m6 design Into Me overall bullding Design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fobricallon. storage, delivery, erection and bracing of busses and tnas systems, seeMStmill Quality Celli DSB49 and BCSI luldksp Component Sally Informations lloble from Truss Plate Institute.218 N. use Street. Suite 312 Alexandria, VA 22314, M!Tek' 69M Parke East BNtl. Tampa, FL 33610 Job Tress Truss Type ,Qh' T79698520 2291531 B17 HIPTRUSS 1 [lyOT23/2WATERSTONEL 1 Job Reference o tional [)w,uur5 riri iSuuruo lndrn iffy, FL), • r14-9 5-7-fi Fli 04y. rL-53567, B-H-0 17 1 e.24u s mar a 2ezu mI Iek Inausuies, mc. mon mar 10 ii:41:3C zui rage 1 ID:6gDIOH2OVeg1 NkisnNemzyuUL&GG96YO2ff3v7ZhymYE60rDZrg_LAWhSDfJlPhzaN4x 234-0 2411-0 36-1-2 41-S-0 44-0 5-7-8 i 3-3-10 8-1-0 I fi4.0 1 i 6-4-0 6.5.2 b3-14 Scale = 1:79.1 Sx8 fi.OD F12 2x4 II Sire= 6 246 25 26 27 7 3x4 er 6xB ' 23 8 4E >28 29 art 46 1 d 3 9 m 1.5x8 STP = 22 �o 17 m 2 3x4 = is 14 1530 31 13 12 11 10 N II 1 d 3.4 = 3x8 = 46 = 3x8 = f 3x6 = 3x4 = 1B 3x6 = 3x6 = 6x8 = &8-0 &11-n�0 17.-0.0 230 2&8-0 36-1-2 41-5-0 r A.A-n n- t.n -0-I r Plate Offsets (X Y)-- [2:0-6-0,0-0-61 [4:0-4-00-3-4][5:0-5-8 0-241. [7:0-6-00-2-81 f 10:04-8 0-1-8] LOADING (psi SPACING- 2-M CSI. DEFL in (loc) Vdeil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.38 18-21 >278 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.32 18-21 >332 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.63 Hom(CT) 0.04 10 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 232111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 4-18: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 18=0-3-0, 10=Mechanical .Max Horz 2=308(LC 9) Max Uplift 2=413(LC 10). 18=-862(LC 10). 10=-550(LC 10) Max Gmy 2=388(LC 19), 18=1573(LC 15), 10=1244(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-6-15 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-0=-286/343, 34=-174/308, 4-5=-1399/1088, 5-6=-1506/1340, 6-7=-1506/1340, 7-8=-1668/1283,8-9=-1931/1365, 9-10=-1189/892 BOT CHORD 2-18=-354/211, 17-18=-1455/823, 4-17=-1380/870, 14-16=-663/1195, 12-14=-820/1390, 11-12- 1130/1671 WEBS 4-16=-437/1125, 5-14=-351/579, 6-14=-387/407, 7-14=-125/287,7-12=-86/361, 8-12=-353/350,9-11=-1013/1518,3-18=-240/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -14-0 to 2-8-0, Intenor(1) 2-8-0 to 114-2, Extedor(2) 114-2 to 22-7-14, Interior(1) 22-7-14 to 24-0-2, Exterior(2) 24-0-2 to 35-3-14, Interior(1) 35-3-14 to 37-34. Extedor(2) 37-04 to 41-34 zone; porch left exposed;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 413 111 uplift at joint 2, 862 111 uplift at joint 18 and 550111 uplift at joint 10. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNING- Veritydedy.,som eami.dREAD NOTES ON WISANO INCLUDED MREKBEFERANCEPAGEMD-]OTJrev. 111A2rTOI58EFONE USE ��- Design valid for use only with MBek®connectors.INs design B based only upon parameters shown. and 6 for on Individual building component, not a hum system. Before use. the building designer must verify the applicabllity, of design parameters and property Incorporate Ms design Into the overall building design, Bracing Indicated ¢to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with posses, personal injury and property damage. For general guidance regarding the fabrication. storage. delNery, erection and bracing of busses and hum systems, seeANSVTP11 Qual DRrrM, DSa419 and SCSI Bu10bp Campon�nl 69M Parka East Blvd. Sabty Infommibrgvollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandre. VA 22314. Tampa, FL 33610 Job Tess Truss Type Ply Ply LOT 23/2 WATERSTONE T79698521 2291531 B19 HIPTRUSS 1 1 Job Reference (options) butmers riretboume triam ury, 1-1-1, rient ury, rL- adabl, • -1.A.a 17.R _ FAI.n 19.H.P 5x8 = 6.00 12 6 3x4 G 5 5x6 i 21 4 2x4 3 1.5x8 STP=20 5 17 1 2 5x6 = 25 26 14 27 da 5x6 = 16 3x6 = 6.8 = 28 u.z4u s mar a zebu 5.6 = 22 7 13 12 3x8 = 3x6 = LOADING (pal SPACING- 2-0-0 CSI. DEFL in (loc) Vde9 Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ven(LL) 0.37 16-19 >282 240 TCDL 7.0 Lumberep DOL 1.25 SC 0.93 Verti 0.28 16-19 >380 180 BCLL 0.0 RStress Incr YES WB 0.78 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except" TOP CHORD 6-7:2x4 SP N0.1 BOT CHORD BOT CHORD 2x4 SP No.2 -Except' WEBS 4-16: 2x4 SP No.3 WEBS 20 SP No.3 *Except* 6-13: 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 16=0-3-0, 10=Mechanical Max Hoe 2=349(LC 9) Max Uplift 2=-423(LC 10), 16=-849(LC 10), 10=-552(LC 10) Max Gmv 2=393(LC 19), 16=1637(LC 15), 10=1236(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-307/388, 3-4=-206/354, 4-5= 190/364, 5-6=-1354/1139, 6-7=-1337/1209, 7-8=-1533/1227,8-9=-1920/1337,9-10- 1165/886 BOT CHORD 2-16=-399/227, 15-16=-1482(722, 4-15=-291/215, 14-15=-708/1106, 13-14=-625/1238, 11-13=-1068/1636, 10-11=-214/286 WEBS 5-15=-1536/832, 5-14=0/303, 6-14=-2(257, 6-13=-127/283,7-13=-47/364, 8-13=-489/408,9-11=-859/1374,3-16=-287/396 man mar in 11 W1:gl "Lulu rage 1 Scale = 179.1 23 3x4 O 8 24 4x6 C 9 ]o ` 11 10 d 1N US= 3x8 = PLATES GRIP MT20 244/190 Weight: 230 lb FT=20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. t Row at midpt 5-15. 6-13 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10;Vu1t=160mph (3-second gust) Vasd=124mph; TCDLA.2pst BCDL=5.8psf; h=1 Sit; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 13-4-2. Extedor(2) 13-4-2 to 33-3-14. Interior(1) 33-3-14 to 37-3-4, Extedor(2) 37-3-4 to 4134 zone; porch left exposed;C-C for members and fames & MW FRS 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 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 Ib uplift at joint 2, 849lb uplift at joint 16 and 552 lb uplift at joint 10. Joaquin Velez PE No.68182 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 QWARNINO-VeNlydeslgn perametersami READ NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEM0.747J rev. l6a3a015BEFOREUSE. Design valid for use only with MRea connectors. This design Is based Only upon parameters shown. and 6 for an Individual burning component, not ��- a truss system. Before use. Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of innMdual buss 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 Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. weANSUiPII Qua 2ly Criteria, D6E-09 and SCSI Building Component 6904 Parke East Blvtl. Safely Informa6enovoilobie from Teas Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22 14. Tampa, FL W610 Jab Truss Truss Type Ply Ply LOT 23/2 WATERSTONE • T19698522 2291531 B21 HIP TRUSS 1 1 Job Reference o tonal Builders FlrstSource (Plant Glty, PL), Pram Gity, 1-1- - 33557, 6.24U 5 Mar 9 2UZU MI I OK mousmes, Inc. Man Mar l a 11 *:44 zueu Page 1 ID:6gDIOH2OVegl NklsmNemzyuULB-50XNpR70Evf8HcPwJpLWg6TfN43paEYLcbmcdLxaN4r • ,1- 11 57.6 8-11-0 1411-8 21-n.n 95A41 31-5-12 37.4-9 42-7-8 Scale = 1:80.2 5x6 = 5x6 = 6.00 12 6 7 4x6 G Sx6 525 8 5x6 i 2x4 i 4 9 2x0 \ 26 1.5x8 STP= 3 10 Ir 1.5xB STP=20 10 jq 6 m 2 Slc6 = 27 28 15 14 29 13 1230 31 11 N 1 b 3x6 = 3.8 = 3x6 = 3a4 = axe = 17 3x4 = 3X6 = 6x8 = LOADING (psf) SPACING- 2-0-0 Cat. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.37 17-20 >281 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ven(CT) 0.28 17-20 >378 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.61 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdz-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except' BOT CHORD 4-17:2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-7-8, 17=0.3-0 Max Hoe 2=405(LC 9) Max Uplift 2=-434(LC 10), 10=-575(LC 10), 17=-860(LC 10) Max Grav 2=395(LC 19), 10=1352(LC 16), 17=1729(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=.356/417, 34=-269/402, 4-5= 230/412, 5-6=-1470/1212, 6-7=-1379/1179, 7-8=-1577/1208,8-9=-2343/1491, 9-10=-2573/1613 BOT CHORD 2-17=-384/231, 16-17=-158Of706, 4-16=-321/245, 15-16=-699/1321, 13-15=-551/1258, 11-13=-1001/1764, 10-11=-1331/2256 WEBS 5-16=-1746f798, 6-13=-92/396, 7-13=-204/430, 8-13=-728/560, 8-11=138/497, 9-11=-354/347,3-17=-281/390 Weight: 235 lb FT=201 Structural wood sheathing directly applied or 3-6-5 oc pudins. Rigid ceiling directly applied or 44-3 oc bracing. 1 Raw at midpt 5-16, 6-15. 8-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40R; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exledor(2) -1-4-0 to 2-8-0, Interior(l) 2-8-0 to 154-2, Exterior(2) 15-4-2 to 31-6-9, Interior(1) 31-6-9 to 38-7-8, Exterior(2) 38-7-8 to 42-7-8 zone; porch left exposed;C-C for members and forces & MW FRS 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 psi bottom chord live load nonconcunent 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 chard and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 2, 575 lb uplift at joint 10 and 860 lb uplift at joint 17. Joaquin Velez PE No.68182 Mlrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 OWARNING-Vedrydesigeyinvixternend READNOTES ON MIS AND INCLUDEUMREx REFERANCEPAGEM67473mx. rNLFY2ar5BEFORE USE Design valitl for use only with MmeIR�J connectors. this tlasign is eased only upon parameters shown. and is for on IntlNltlual builtling component, not a "usesystem. Before use, the building designer must van Me the oppllcebllity of design parometers antl propeey Incorporate rho tle9gn Inca the overall building design. Bracing lntllcNetl is fo buckling of lntlMduol buss web and/archortl members only. Addleanaitempamry and permanent bracing MiTek' prevent Is always requlredforstabllity and to prevent collapse with possible personal injury and property damage. For general guidance regartllnB the fabrication, storage. tl9 cry, erecflon and brocing of busses antl truss systems seeAN51/IPN CYalItltlyy Cltledo. DSS-09 and aC5 Bu1dhB Component 6904 Parke East Blvd. Safely Inlprmplbnavotoble tram Tnass Rate Institute, 218 N. Lee sheer. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Tess Type (aty Ply LOT 2312 WATERSTONE T79fi98523 2291531 C1 JACK -OPEN TRUSS 8 1 Job Reference o bonal Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 6.240 s Mar 9 2020 Mtek Industries, Inc. Mon Mar 16 11:41:52 2020 Page 1 ID:6gDIOH2OVegl NklsxoNemzyuULB-sy?OUADRMNg?ErOSnVUO?opeOJ oS OWRgilvtraN4j • _IA-0 0-10-15 ' 1-0-0 0.10-15 -' Scale =1:7.6 0-10.15 0-10-15 Plate Offsets (X Y)-- 12:0-1-4 0-0-21 LOADING (psO SPACING- 2-" CS]. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Inch YES WB 0.00 Horz(CT) 0.00 4 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Ho¢ 2=79(LC 10) -Max Uplift 3=-4(LC 1), 2=-197(LC 10), 4=-16(LC 1) Max Grav 3=22(LC 10), 2=159(LC 15), 4=47(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250.(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Spst h=15f; B=45ft; L=40ff; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4lb uplift at joint 3, 197 lb uplift at joint 2 and 16 Ib uplift at joint 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 O WARNWO- VerifyOesl9n p,ms stea,..d HEAD NOTES ON MXI D/NCLUDW MnVrr? FERANCEPAGEM 7473 rev. 1e'aYf0159EF0REVSE DeSgn valid for use only with MRek®connectors. Thk design Is le ed only upon parameters shown. antl Is for an IntllvldueI builtling component, not a I ryslam. Before use, the building designer must vetlty the appilcablllry of deign parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNldual puss web and/or chortl members only, Add tionol temporary and permanent bracing Is alwaysrequlred tar debility antl to prevent collapse with possible personal lnlury antl property damage. For general gultlante regarding the MiTek' fobticallon, storage, delivery, erection and bra Ing of trusses antl Uuss systems, seeAN91AP11 pyn1W CdMtb, bS6d9 antl 6C61 Bultlbp Componml fi904 Palle East Blvtl. safety laror n rcrvallcble hom Truss Plate Instituie, 218 N. Lee 3treel. Sure 312. Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Truss Type pty Ply LOT 2a/2 WATERSTONE I T79698524 2291531 C1P JACK -OPEN TRUSS 4 t Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Mon Mar 16 11:41:53 2020 Page 1 ID:6gDI0H2OVeg1NklsxoNemzyuULB-K9ZniWE37goss7beLCOdX?LJAiK1 BRGggUSaRKzaN41 • -1-4-0 0.1076 _ ' 1-4-0 I 0.10-15 Scale =1:7.6 r LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DO L 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 100 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-0, 4=Mechanical Max Ham 2=79(LC 10) Max Uplift 3=-5(LC 15), 2=-214(LC 10), 4=-24(LC 15) Max Grav 3=17(LC 10). 2=159(LC 1), 4=35(LC 10) FORCES. (lb) -Max. 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=5.8pst h=15ft; B=45ft; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 pet 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 51b uplift at joint 3, 214lb uplift at joint 2 and 24 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 16,2020 QWARNWO-VerirydeslgnparametereaOd READ NOTES ON MSANDWCLUDEDMNEKREFERANCEPAOEM*74M.v. ISM2015BEFORE USE. Oedgnvalid for use only with Mask® connectors. finis tleslgn Is based only upon parameters shown. antl B for an NtlNitluol bulltling component not ��- a inrss system. Before use, the bulltling tleSgner must vetify the applicabllily o/ design Oaiameters antl propetly Incorporate 1Ns Design Into Me overall bulltling design. Bradng indicated hto buckling of lndivldual huss web and/orcnortl members only. Atldltional temporary ontl permanent bracing MST®k- prevent eaiwaysrequitetl far stabllliy antl to prevent collapse with p._Ib, personal Injury antl pran damage. For general guitlance re0oming he fabrication, storage, tleMery. erection ontl brocing of teases antl huss systems. seeANSV 11 OUp1BI1tyy CRrrM. D8a-09 pnd 8C51 Bu14bB Gmponrrnf 69U Parke East Blvd. solely MI..ptktlnvolloble ham Truss Plate InstiNte, 218 N. Lee Sheet, Sulie"2. Alexandria, VA 22314. Tampa, FL 33610 b Truss Truss Type x Ply LOT 2312 WATERBTONE T79698525 91531 r C1V Jack -Open Truss �Pty 2 1 . Job Reference o 'anal Builders RrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Mar 9 2020 MITex Industries, Inc. Mon Mar 16 11:41:64 2020 Page 1 ID:6gDIOH2OVeglNkl=NemzyuULB- L79v Ehu_w4T9AWVXs4DuUv6MwuWpvBB8_mzaN4h -0-0-0 0-10-15 1-4-0 I 0.10.15 Scale =1:7.6 Plate Offsets (X Y)-- (2:0-1-13 0-0-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress [nor YES WE 0.00 Hom(CT) 0.00 2 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Hom 2=79(LC 10) Max Uplift 3=-5(LC 1). 2=-180(LC 10), 4=-15(LC 1) Max Gray 3=16(LC 10), 2=159(LC 1), 4=36(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=5.8psf; h=15ft; B=45ft; L--lDft; 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 20.0psf 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) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designershould verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 511a uplift at joint 3, 1801b uplift at joint 2 and 151b uplift at joint 4. Joaquin Velez PE Nc.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 Date: March 16,2020 Q WARNWG- Verirydesign parametersand READ MOTES ON MIS ANDINCLUDED M?EKREFERANCEPAGEMX74TJ he. fGMY1015BEFOREUSE Design valid for use only with MBekG connectors. Ibis design Is based only upon parameters shown, and Is for an IndNidual building component. not ��- a truss system. Before use, the building designer must venty the applicability of design parameters and properly Incorporate fhk design Into the overall building design. Bracing toprevenibuckiing of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalwaysrequlredtarstabllityantltoprevenicollapsewithposslblepersonalinjury and property damage, For general guidance regarding the stab ty and to fabrication, storage, doWary, erection and bracing of tnrssm and hum systems, seeANSVIPIl Quality Gmrrrls. DSBA9 and BCN Building Compondnt 6904 Parka East Blvd. Safely mformationavallable from Truss Plate Institute, 218 N. Iee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type pty Ply LOT 23/2 WATERSTONE T79698526 2291531 C3 JACK -OPEN TRUSS 8 1 Job Referenra o tional Builders FirstSoume (Plard City, FL), Plant City, FL-33567, 8.240 a Mar 92020 Mir ek Industries, Inc. Mon Mar 1611:41:552020 Pagel ID:6gD10H2OVegl Nkls=NemzyuULB-GXhX7CFKfl2a5J11Td25cORffW jfLmy8oxhWCmN4g -1-4-0 2-10-15 1-0-0 2-10.15 - - — Scale = 1:12.6 2-lo-ts Plate Offsets (X Y)-- f2.0-1-4 Edael LOADING (part) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Ven(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 Via 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Weight: 12111, FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-10-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (size) 3--Mechanical, 2=0-8-0, 4--Mechanical Max Ho¢ 2=131(LC 10) Max Uplift 3=-51(LC 10), 2=-155(LC 10) Max Gmv 3=71(LC 15), 2=197(LC 15), 4=48(LC 3) FORCES. (III) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; B=45ft; L-4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 3 and 155 lb uplift at joint 2. Joaquin Velez PE No.68182 Si USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33810 Date: March 16,2020 Q WARNING -Verity design Penmeems, and READINIES ON MIS AND INCLUDED arREKR£FERANCE PAGE 180.74TJmv. 1GNI2015 BEFORE USE. Design volid for use only with M6ekO connectors. Thb design is based only upon parameters shown, and Is for an Individual building component, not �'- a truss system. Before use, fire building designer must verify the oppllcabllry of design parameters and propery Incorporate This design Into the overall building design. Bmcing Indicated a to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalways required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bidding of musses and truss systems. seeANSVIPII CuatBy Criteria, D504 9 and ISCSI Buldlep Component 6904 Parke East Bhd. Safety erformationcr bloble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312 Alexandria, VA 22314. Tampa, R. 33610 Job I Ply LOT20/2WATERSTONE T79698527 2291531 �Tnrss C3V �Trtzss`rypo Jack -Open Truss �.Qty 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240a Mar 9 2020 Mirek Industries, Inc. Man Mar 16 11:41:58 2020 Page 1 ID:6gDIOH2OVegl Nk1sxoNemzyuULB-h6Ng1EICxDQ9ymUcBlboE32Avj00siVPgm9L7xtr N4d -1-4-0 2-10-15 ' 1-0-0 2-10-15 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Veit -0.00 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Verl -0.01 4-7 >999 180 BCLL 0.0 - Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 rVa n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Ham 2=131(LC 10) Max Uplift 3=-57(LC 10), 2— 146(LC 10) Max Grav 3=73(LC 15), 2=195(LC 15), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:12.6 PLATES GRIP MT20 244/190 Weight: 121b FT=20% BRACING - TOP CHORD Structural wood sheathing directlyapplied or 2-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 act bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFFIS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load 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 Tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should very, capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 146 Ib uplift at joint 2. Joaquin Velez PE No.68182 kliTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 QWARNING-VeHlydealgnperemet...d REAONOTES ON MMANDWCLUOEOMWEKREFERANCEPAGEMIF74TJrev. IfloWs O15BEFORE USE Design valid for use only with Mirek® connectors. No design Is based any upon parameters shown, and is for an Indivldual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing ndlcated Is to prevent buckling of Individual truss web and/or chord members only. Addltlonol 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, erection and bracing of trusses and truss systems. seeANSVTpu Quality Cdbrla, DSB49 and ICSI Building Component 6904 Parke East Blvd. Saf91y InformatbMvollable from Truss Rate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Thus Tess Type Ply LOT 23/2 WATERSTONE T79698528 2291531 C5 JACK-OPENTRUSS �Ay 6 1 Job Reference o ional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries. Inc. Mon Mar 16 11:41:58 2020 3x4 = Scale = 1:17.6 Plate Offsets (X Y)-- 12:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.12 4-7 >494 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.61. Ved(CT) 0.10 4-7 >575 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 Na rda BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 181b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 ROT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-120(LC 10), 2=-257(LC 10). 4=-71(LC 10) Max Grav 3=122(LC 15), 2=261(LC 1), 4=87(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-10-15 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=5.8psf; h=15ft; B=45ft; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; porch left exposed;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 pst 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 120 It, uplift at joint 3, 2571b uplift at joint 2 and 71 Ito uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6634 69114 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNING - Vsdry dell gnparam.to.ea dflEADNOMSONTNLSANDINCLUUEDMIFEKREFFAANCEPAGEMe-74mmre 111013Q9159EFOREUSE Design valid for use only with MnelsM connectors, fib design Is based only upon parameters shown. and Is for an Individual building component not ��- a hues system. Before use, Me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing lndcated is to prevent bucWing of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabacalloo. storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPil Quality Criteria, DSB a9 and BCSI Building Campanent 69N Padre East Blvd. Safety Informatbnavallable from Truss Plate Institute. 218 N. Lee Street Suite 312, Nexondlia. VA 22314. Tampa. FL 33610 Job Thus Truss Type r Ply LOT23/2WATERSTONE T19698529 2291531 CSV JACK -OPEN TRUSS �Vy 2 1 Job Reference (optional) Builders FirstSource (Plard City, FL), Plant City, FL- 33567, 3x4 8.240 s Mar 9 2020 MiTek Industries, Inc. Mon Mar 16 11:41:59 2020 Page 1 Vegt NklsxoNemzyuULB-9Jx2yZlgiWYOaw3oiT61 nGbGQ717b9lY2Qv IzzaN4c Scale-1:17.6 Plate Offsets (X,Y)-- f2:0-1-13,0-0-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 r/a n/a BCDL 10.0 Cade FBC2017/rP12014 Matrix -MP Weight: 181b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (size) 3--Mechanical, 2=0-8-0, 4=Mechanical Max Ho¢ 2=185(LC 10) Max Uplift 3=-111(LC 10), 2=-156(LC 10) Max Grav 3=136(LC 15), 2=264(LC 15), 4=87(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 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=5.8psf; h=15ff; B=45tt; L-40h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 3 and 156 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARN/NO•Verlydeslgn paramefen and READ NOTESON TN/S ANU INCLUDED Mn'EKREFERANCE PAGEM0.14]3rev. 1dat2015 BEFORE NSE Design valltl for use only with Mgek®connectars. This tleslgn Is based only upon parameters shown, antl b for an Indlvltlual building camDonent not o truss rystem. Before use, Me building designer must veety the applIc lclily of design parameters antl properly Incorporate tNs design Into IDe overall builtling tleslgn• Bracing lntlicatetl kt0 prevent buckling oflntlNltl00, tmrss web antl/or chord members only. Add"On temporary antl permanent bracing b alwoys r9c0ed for stoblllty and to prevent collapse wnh possible personal Injury and prolca" damage. For general guitlance regartling Me fobticanon storage. tlelNery, erecaon and brodng o/flosses antl truss systems, seeAN6VIPl1 Du CdMdo, g9l-09 and BCeI IW6dYrg Compenmt Sobly mlormafbmvoiloblehom Truss Plate InstlNte. 218 N. Lee Sheet Suite 312 Alexondtla VA 22314. MiTek' 69" Pence East BNtl. Tampa, FL 33610 Job Truss r Ply Pty LOT232WATERSTONE T79698530 2291531 D7 �Tnussrype Half Hip Truss 1 2 Job Reference (optional) nurmers rirstaource trlarn any, ry, rnam ury, ru- aJbbf, u241.1 SMar B 2UZU MI I ex maum ses, Inc. Mon :4 Mar Ia T12:3U 2UZU rage 1 ID:6gDIOH2OVegl Nk1s=NemzyuULB4rlmTA9HP2ScohwIOTAJXoNTddmZMOd6B1v2FguN47 Ill 4.9 7-0-0 141-12 I 2171-12 �_ 28-1-12 1 1" 12 42-3.8 n '1-0-0 7-o-0 7-1-12 7-o-0 7-o-0 7-5- 7-1-12 Sx8 = 2.4 II fixe = 6.00 FIT 3 18 19 20 21 422 23 24 25 5 26 27 Scale = 1:74.8 ax4 = Sx6 = 5x6 = 28 6 29 30 31 32 7 33 34 35 8 14 36 37 38 13 39 40 41 72 42 43 44 11 45 46 47 10 48 49 50 9 axis = 2x4 11 602 MT20HS = 3x4 = 6x12 MT20HS = Sxfi = 2x4 = 7-0-0 14142 21-1-12 28.1-12 35.1-12 42-3-8 in Plate Offsets (X,Y)-- [3:0-6-0,01 [5:0-3-0 0-3-01 17:0-3-0 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.64 12 >795 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.7812-13 >646 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(CT) 0.16 9 1 n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 428 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-5,5-7: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 3-13,5-13,6-12,7-11,8-10: 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 9=0-3-8 Max Horz 2=243(LC 8) Max Uplift 2=-1649(LC 8), 9=-1636(LC 8) Max Only 2=2921(LC 1), 9=2924(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or B-0-14 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5846/3186, 3-0=-8024/4517, 4-5=-8054/4547, 5-6= 8900/4992, 6-7=-7935/4456, 7-8=-4975/2780, 8-9=-2794/1687 BOT CHORD 2-14=-2922/5154, 13-14=-2923/5175, 12-13- 5010/8910, 11-12=44170887, 10-11=-2643/5065 WEBS 3-14=-33/688, 3-13=-1788/3196,4-13=-728f723,5-13=-960/535, 5-12=-239/434, 6-12=-645/1137,6-11=-1184/955,7-11=-1809/3220,7-lD=-2195/1556, 8-10=-3066/5492 NOTES- 1) 2-ply truss to be connected together with 1Dd (0.131°x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 Go. Webs connected as follows: 2x4 -1 row at 0-9-0 Go. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water policing. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joints) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1649 lb uplift at joint and 1636111 uplift at joint 9. Joaquin Velez PE No.68182 KTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNING -Vedfydeel9n peremetansand READ NOTES ON 7NISAND INCLUDED MREKRE'ERANCE PAGEMIP74M ray. Ie UMN1150E0REUSE. Design valid for use only with Mpekw connectors. INs design Is based only upon parameters shown, and Is for an Individual building component, not 0 flu, system. Before use, Me building designer must verity Me applicability of design parameters and properly Incorporate this design Into Me overall burping design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members any. Additional temporary and permanent bracing 6 always required for stability and to prevent C0110pse with Possible personal Injury and property damage, For general guidance regarding the fabrication, storage. deliver , erection and bracing of trusses and Miss systems, seeANSIRRI Quoin Cmedo, DSM9 and BCSI Building Component Safety Informatbrwolloble from Truss Bate Imili 218 N. We Sheet. Suite 312, Nexandrla, VA 22314, �' MIT61C 69M Parke East Blvd. Tampa, FL W610 Job Thus Truss Type a GDY Pty LOT 23/2 WATERSTONE T19698530 2291531 D7 Half.Hip Truss 7 2 Job Reference (optional) Builders First5osaw (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Mon Mar 1611:42:30 2020 Page 2 ID:6gDIDH2OVegl Nkls=NemzyuULB-IGImTAgHP2ScohvACTAJXoNTddmZMOd6Blv2FgmN47 NOTES- 11) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189lb down and 215lb up at 7-0-0, 87 Ile down and 164 to up at 9-0-12, 87 lb down and 164 lb up at 11-0-12, 67lb down and 164 Ile up at 13-0-12, 871b down and 164 lb up at 15-0-12, 87 He down and 164 Ile up at 17-0-12, 87 lb down and 164 lb up at 19-0-12, 87 lb down and 164 He up at 21-0-12, 87 lb down and 164 lb up at 23-0-12, 87 lb down and 164 file up at 25-0-12, 87 lb down and 164 Re -up at 27-0-12, 87 Ib down and 164 lb up at 29-0-12, 87 lb down and 164 lb up at 31-0-12„87It, down and 164 lb up at 33-0-12, 87 lb down and 164 lb up at 35-0-12, 87 lb down and 164 lb up at 37-0-12, and 87 He down and 164 Ile up at 39-0-12, and 87 be down and 16416 up at 41-0-12 on top chord, and 326 lb down and 142lb up at 7-0-0, 65 Ib down at 9-0-12, 651b down at 11-0-12, 65 Ib down at 13-0-12, 651b down at 15-0-12, 65 It, down at 17-0-12, 651b down at 19-0-12, 65 He down at 21-0-12 , 65 Ib down at 23-0-12, 65 Ile down at 25-0-12, 65 It, down at 27-0-12, 65 Ile down at 29-0-12, 651b down at 31-0-12, 65 lb down at 33-0-12, 65 It, down at 35-0-12, 65 Ib down at 37-0-12, and 651b down at 39-0-12, and 65 Ib down at 41-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54, 3-8=-54, 9-15=-20 Concentrated Loads (Ib) Vert: 3=-189(B) 5=-87(B) 14=-310(B) 12=-40(B) 7=-87(B) 10=40(B) 18= 87(B) 19=-81 21=-87(B) 23=-87(B) 24=-87(B) 25=-87(B) 26=-87(B) 27=-87(B) 28=-87(B)30=-87(B) 31=-87(B) 32=-87(B)33=-87(B) 34=-81 35=-87(B)36=-40(B)37=-40(B) 38=-40(B) 39=-40(B)40=-40(B) 41=40(B)42=-40(B)43=-40(B) 44=-00(3) 45=40(B) 46=40(B) 47=40(B) 48=-40(B) 49= 40(B) 50=-40(B) AWARNING-Verify designPerdmefen andREAD NOTES ON TAIMAND INCLUDED MITEKREFERANCEPAGEMX7473 rev. IcUlAim5BEFOREUSE ��- Design valid for use only with MBek® connectors. lies design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify me applicabllily of design parameters and properly incorporate this design into the avemll building design. Brocing 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 fabricatlon, storage, dellvery, erection and bracing of trusses and truss systems. seeANStlIPIt Cua)Mryyy CMorin, DSB-69 and SCSI BuldhD Component 6904 Parke East Blvd. Safety Infoenctanovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type i OfY Ply T79698531 2291531 D9 Half. Hip Truss 1 1 �LOT2312WATERSTONE Job Reference (optional) owranrs nrsraource lnwn wy.'W, I... Iny,"-woe r, d.24U a Mar a zuzu MI I eK Inauslnes. Inc. man Mar 1511:4Z:55 ZU2U Scale =1:74.8 Skit = 5.5 = 5x6 = Sx8 = 5x6 = 6.00 12 - _ 4 21 22 23 5 6 24 25 7 26 9 15 14 13 12 11 10 9 sa = 3x4 = 46 = 3x6 = 5x9 = 3x6 = 5x6 = 3x4 = 9-0.0 U-442 25-7-12 q&iP2 az-8-e o.n.n Plate Offsets (X,Y)-- [4:0-6-0,0-2-8], [5:0-4-0,0-3-01. [6:0-3-00-3-0] [7:0-4-0 03-01 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ven(LL) 0.46 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber COIL 1.25 BC 0.97 Vert(CT) -0.69 12-13 >738 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) 0.15 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 221 Ib FT=20% LUMBER - TOP CHORD 2x4 SP NO.2'Except' 4-5,7-8: 2x4 SP M 31 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.3 *Except' 4-13,5-12,7-12,8-10: 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 9=0-3-8 Max Ho¢ 2=297(LC 10) Max Uplift 2=-795(LC 10). 9=-720(LC 10) MaxGmv 2=1633(LC 1), 9=1558(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13, 5-12, 7-12, 8-10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2985/1922, 3-4=-2793/1832, 4-5=-3579/2283, 5-6=-3509/2145, 6-7=3509/2145, 7-8=-2363/1425, 8-9=-1483/1000 BOT CHORD 2-15=-1925/2628, 13-15=-169112475, 12-13=-2297/3593, 10-12=-1453/2399 WEBS 3-15=308/347, 4-15=-163/441, 4-13=-674/1339, 5-13=-478/420, 6-12=-414/396, 7-12= 794/1274,7-10=-1110/882,8-10=-160012657 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf, h=15ft; B=45ft; lAOtt; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exbdor(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 3-4-2, Extenor(2) 3-4-2 to 14-7-14, Interior(1) 14-7-14 to 38-1-12, Extenor(2) 38-1-12 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has beendesigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 Ib uplift at joint 2 and 720 lb uplift at joint 9. Joaquin Velez PE N0.68102 Mi7ek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: March 16,2020 OWARNING-VedlydeslSnparemelersand BEAD NOTES ON TNLSANDINCLUDEDMrt KREFEBANCEPAGENB-747arev. 11MA44?O15BEFORE USE. Ceslgn valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. Me building designer must verify Me applicability of design parameters and properly Incorporate this deslgn into Me overall building design. Bracing Indicated is to prevent buckling of Intllvltlual Muss web and/orchord members only. Add4lonal 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 Me fabrication; storage. delivery, erection and bracing of trusses and Muss systems, seeANSI/IPII Quality Creeria. DSBA9 and SCSI Building Component 6904 Parke East Blvd. Safely Infoenpibnavallable from Truss Plate Insitute. 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314.. Tampa, FL 3361a Job Truss Truss Type s City Ply �1_011`23/21NATERSTONE T79698532 2291531 lc) 11 Hip Truss 1 1 Job Reference (optional) Sunders FuSISourxi (dent Ulty, FL), Flan[ Uliy, FL- Jabb/, mz4u Is mar a zlleu ml I e6 mousmes, mc. men mar 10 1 Gacu I zuzu raga r 5x8 = Sx6 = 5x8 = Scale = 1:74.8 ` m 0 r I� 3x6 3x4 3XG — 3x4 = Sits = 3,06 = 2.4 = 3x6 = 17-D-0 19.3.4 27-4-12 3&B-0 42-3-8 f1.n.n I a-3-a Ra-a 1 Boa I s-7-s Plate Offsets (X Y)— [2.0-2-9 0-1-81 [4.0-6-0 0.2.81 [5.0-0-0 0-3-01 [6:0-3-0 0-3-41 [7:0-5-8 0-2-01 [8:0-3-00-1-8] LOADING (psf) SPACING- 2-" CSI. DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vett(LL) -0.32 15-18 >999 240 W20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.71 15-18 >709 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.12 9 Na Na BCDL 10.0 Code FBC2017/TP12014 Mardi Weight: 225 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD 4-5,6-7: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.t WEBS WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-3-8 Max Horz 2=195(LC 9) Max Uplift 2=-805(LC 10), 9=-710(LC 10) Max Grav 2=1681(LC 15), 9=1558(LC 1), FORCES. (Ib) -Max. Comp./Max Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=2973/1958, 3-4=-2721/1834, 4-5=-2997/2106, 5-6=-2761/1942, 6-7=-2763/1943, 7-8=-1859/1248,8-9=-1501/1089 BOT CHORD 2-15=-1745/2729, 13-15=-1445/2455, 12-13_ 1860/3045, 10-12=-970/1584 WEBS 3-15=-405/427,4-15=-199/573,4-13=-488/907, 5-13=-359/365, 5-12=-390/211, 6-12=-464/458,7-12=-866/1469,7-10=-378/411,8-10=-962/1623 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 4-6-0 oc bracing. 1 Row at midpt 5-12.7-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=1511; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 5.4-2, Eatenor(2) 5-4-2 to 16-7-14, Interfor(1) 16-7-14 to 30-0-2, Exterior(2) 30-0-2 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 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 805 lb uplift at joint 2 and 710111 uplift at joint 9. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNING -Verily design Parameters and READ NOTES ON MIS AND INCLUDED MNEK REFERANCE PAGE MIP7473 my. ID034lef$BEFORE USE. • Design voscl for use only with M6ek@connectors. mis design Is based only upon parameters shown, and s for an Individual building component, not a buss system. Micro use, me building designer mustverify me oppllcoblllry of design parameters and properly Incorporate me design Into me overall building design, Bracing Indicated is to prevent bucldIng of individual truss web and/ar chord members only. Adtlibonal temporary and permanent bracing p ,y, OW Is always required for stability 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 truss systems, seeANSVFPII Qua,Criteria, DSB49 and SCSI Bu1EFp Component ty 69M PaMa East BNd. safety Informalbnamalloble from Truss Plate Inslitufe. 218 N. Lee Street. Suite 312 Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Tess Type , G1tY Ply LOT23/2WATERSTONE T79698533 2291531 D13 Hip True 1 7 Job Reference (optional) pelicans nrsaource Irlam Wry, 1-1-1, rran[ pry, I-L- JJba7, u.L4u s mar a Luzu mr I ea Inc. man mar lb 11:44:UJ ZUZU Scale = 1:77.7 6.00 12 5x6 = 2x4 II 5 25 2x4 11 26 6 6xl2 MT20HS= 27 28 7 5.8 = 8 20 19 14 13 12 11 3x6 = 5x6 = 2x4 I 2x4 11 Exist = 6x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL to. 0 SPACING- 2-0-0 Plate Gnp DOL 1.25 Lumber DOL 1.25 Rep Stress Mar YES Code FBC2017/TPI2014 CSI. TC 0.79 BC 0.89 WE 0.87 Matrix-MSH DEFL. Vert(CL) Vert(CT) Horz(CT) in (loc) Vdefl Lid 0.44 16-17 >999 240 -0.84 16-17 >603 180 0.32 11 We n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 255 to FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 5-7: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP N0.2'Except' BOT CHORD Rigid ceiling directly applied or 4-3-14 cc bracing. Except: 4-19,7-13: 2x4 SP N0.3, 16-17,15-16: 2x4 SP No.1 10-0-0 cc bracing: 17-19, 13-15 WEBS 2x4 SP No.3*Except' WEBS 1Row at midpt 8-15,9-11 17-20:2x4 SP No.2, 10-11: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 11=0.3-8 Max Holz 2=235(LC 9) Max Uplift 2=-791(LC 10). 11=-697(LC to) Max Grav 2=1651(LC 1). 11=1576(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-3032/1896, 3-4=.4104/2692,'4-5=-4048/2744, 5-6=-3758/2551, 6-7= 3749/2542, 7-8=-3312/2293, 8.9=-1905/1363 BOT CHORD 2-20=-1671/2661, 16-17= 1890/3127, 15-16=-1997/3362, 7-15=-623/502, 11-12=-890/1302 WEBS 3-20=-1345/975,17-20---1886/3071,3-17=-563/1047,'5-17=.749/1324, 5-16=-380/887, 6-16=-468/487,7-16=-252/528,12-15=-1010/1780,8-15=-1385/2294, 8-12=.951/608, 9-12=-95/540, 9-11= 1853/1307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Eli C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 7-4-2. Exterior(2) 7-4-2 to 18-7-14, Intedor(1) 18-7-14 to 28-0-2, Exterior(2) 28-0-2 to 42-0-12 zone;C-C for members and 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Beading at joint(s) 11 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 beading plate capable of withstanding 791 lb uplift at joint 2 and 697 lb uplift at Joaquin Velez PE No.68182 joint 11. MTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNING- Vmyydesr9np4ramerersa4dREADNOTES ONTNISANDINCLUDEDMREKREFERANCEPAGEM1N473ree faN.YfG15BEPOREUSE Design valid for use only with MBek® connectors. This tleslgn Is coned only upon parameters shown. and 6 for an Individual building component, not ��- a truss system, Before use, Me building designer must vainly the applicability of design parameters and properly incorporate this tleslgn Into the overall building design. Bracing indicated is to prevent buckling of individual flips web and/or chord members only. Additional temporary and permanent bracing sL M)Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding tree fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ilpffi P1t Cua111y Coterie, DSSd9 and SCSI SuBdasp Component 6904 Palle East BNtl. Safety Informatbrgvolloble from Truss Note Institute, 218 N. Lee Sheet, Suite 312. Alexorii VA 22314. Tampa, FL 33610 Jab Truss Truss Type , DIY Ply L07232 WATERSTONE T19698534 2291531 D15 Hip Truss 1 1 Job Reference o 'oral nmmers r inobource tnarn c iny, ry, rran:'i y, rL- aaDcl^ es d Use - exit 2x4 11 6.00 12 Sxs = 5 27 6 28 29 7 30 8 I 21 20 '- 3x4 = 14 13 12 -- -- 11 3x6 = Sias = 2x4 11 2x4 11 5x8 = 6x8 = Scale = 1:77.7 LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL L25 Rep Stress [nor YES Code FBC2017/TPI2014 CS'. TC 0.82 BC 0.96 We0.88 Matrix-MSH DEFL. Vert(L-) Verl Horz(CT) in (too) Well L/d 0.40 19 >999 240 -0.7315-17 >694 180 0.31 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 261 lb F-f=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directlyapplietl or 2-2-0 oc puffins, 58: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 -Except- BOT CHORD Rigid ceiling directly applied or 2-2-0 ad bracing. Except: 4-20,7-13: 2x4 SP No.3, 16-18,11-14: 2x4 SP No.1 6-0-0 ad bracing: 13-15 WEBS 2x4 SP No.3*Except* 10-0-0 old bracing: 18-20 18-21: 2x4 SP No.2, 10-11: 2x6 SP No.2 WEBS 1 Row at midpt 6-15, 8-12. 9-11 REACTIONS. (size) 2=08-0, 11=0-3-8 Max Hoa 2=276(LC 9) Max Uplift 2=-791(LC 10). 11=-697(LC 10) Max Grav 2=1707(LC 15), 11=1599(LC 16) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3102/1887, 3-4= 4303/2706, 4-5=-4328/2842, 5-6=-3049/2097, 6-7=-2596/1911, 7-B=-2577/1902, 8-9= 1944/1423 BOT CHORD 2-21>1650/2885, 17-18=-1641/2937, 15-17=-1809/3066, 11-12=-999/1451 WEBS 3-21=-1467/960,18-21=-1860/3315,3-18=-610/1116, 5-18=-997/1719, 5-17= BB/501, 6-15=-656/406, 12-15=-1116/2098. B-15=-1296/2163, 8-12=-1284/769, 9-12=-24/407, 9-11=-1902/1357 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psf; h=15N; B--45ft; L=40f; eave=5111; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 284), Intedor(1) 2-8-0 to 9-4-2, Exterior(2) 9-4-2 to 20-7-14, Interior(1) 20-7-14 to 26-0-2, Exterior(2) 26-0-2 to 37-3-14. Interior(1) 37-3-14 to 38-0-12, Exterior(2) 38-0-12 to 42-0-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water paneling. 4) This truss has been designed for a 10.0 psf 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, with BCDL=10.Opsf. 6) Bearing at joint(s) 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791111, uplift at joint 2 and 697 Ib uplift at joint 11. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East arid. Tampa FL 33610 Date: March 16,2020 Q WARNING - Verity design parameters and READ NOTES ON TNISAND INCLUDED asn EKREFERANCE PAGEMIF74M rev. 1011aAVISSEFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon porometers shown, and Is for an IndlAdual buldfirg component, not ��- a buss system. Before use, the building designer must verify me applicability of design parameters and properly Incarcerate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlyclual Miss web and/or chord members only. Additional tempaory, and permanent bracing MiTek- B always required for stability, and to prevent collapse wiM possible personal Injury and property damage. For general guidance regarding the 69" Parke East Bind. fabrication. storage, deWery, erection and bracing of trusses and truss systems seeANSI7Ipl1 Quality CMedo, DS549 and BCSI Building Companenl Ti FL 33610 Safety Infomoft vallable from Truss Note Mature.218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type , City Ply LOT 23/2 WATERBTONE T19698535 2291531 D17 Hip Truss 1 1 Job Reference o bore Builders FirstSource (Plam City, FL), Plant City, FL-33567, 8.24U a mar a 21r4U ml Iex mousmes, mc. mon mar ro n:4a:ur eu4u rage r ID:6gDIOH2OVegl Nkl smNemzyuULB-wrP3elPrq-ZtX9gLABGv6ywW XMtpTXOkugrKxW nN4U 1-0- -0- 7-8 182117 437-48 6-0 6-9124 fi-740 95388 22 0 5 Scale = 1:79.0 6.00 12 5.8 = 2x4 II 5x8 _ 6 277 28 29 30 8 22 21 14 13 12 11 3x6 = 6x8 = 20 11 2x4 11 5.8 = 3x8 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.55 20 >920 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.9318-19 >542 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 HOrz(CT) 0.37 11 We n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2681b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-6 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 4-21,8-13:2x4 SP No.3, 17-19; 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-" oc bracing. Except: WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 19-21, 13-15 10-11: 2x6 SP No.2, 19-22,3-19: 2x4 SP No.2 WEBS 1 Row at midpt 5-18 REACTIONS. (size) 2=0-8-0, 11=0-3-8 Max Horz 2=317(LC 9) Max Uplift 2=-787(LC 10), 11=-693(LC 10) Max Grav 2=1712(LC 15), 11=1602(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3213/1903, 3-4=-643B/3758, 4-5= 6495/3793, 56=-2925/1973, 6-7=-2579/1946, 7-8=-2579/1946,8-9=-2486/1773,.9-10=-1874/1281, 10-11=-1537/1108 BOT CHORD 2-22=-1697/3039, 18-19=-2282/3951, 16-18=-1412/2668, 15-16=-1223/2219, 6-15=-155/547 WEBS 5-19= 1359/2839,5-18=-1498/1024,6-18=-428/1018,6-16=-168/301, 7-16=-387/428, 8-16=-381/666, 9-12=-967/775, 10-12=-1022/1637, 12-15=-1057/1688, 9-15=-227/789, 3-22=-2641/1545,19-22=-2164/3987,3-19=-1607/2969 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=5.8psf; h=15f; B=45ft; L=40ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-1-8, Extedor(2) 11-1-8 to 22-7-14, Interior(l) 22-7-14 to 24-0-2, Extedor(2) 24-0-2 to 35-64, Intedor(1) 356-4 to 38-0-12, Extedor(2) 38-0-12 to 42-0-12 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 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 787 lb uplift at joint 2 and 693 lb uplift at joint 11. Joaquin Velez PE No.68182 MiTak USA, Ina. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Job Truss Truss Type , Ply Ply LOT 23/2 WATERSTONE T19698536 2291531 D19 Hip Truss 1 1 Job Reference o tional Builaers hlrstbource(From Ully, rL), rlam ully, rL-JJb01, V.z.a s mar v zaev mr r nn ID:6gDIOH2OVeg1 Nk1 s=NemzyuULB-hOUS Scale-1:79.0 • 6.00 12 5.6 5x6 - 2x4 11 6 727 8 5xB i 26 5 9 4z12 i >285x6 29 d 6x12 MT20HS i 4 5zB 11 a 10 3 1.5xe STP= 25 18 15 Sx12 - d Idr m 2 Bx14 MT20HS 17 16 30 31 1 d 6xl2 MT20HS= 7x10 - t 21 20 19 14 13 12 11 3x6 = Sza = 3A = 2z4 II SxB = us = 4-0.0 6-&0 12-3-12 19-0-0 28-10.0 35-5-0 42-&8 4-0.0 2-8-0 &7-12 6-8-4 &10.0 6-7-0 E- 0.8 . Plate Offsets (X,Y)- [3:0-5-4,0-2-4], [4:0-5-0,0-1-8], [5:04-0,0-3-0], [6:0-3-8,0-2-4], [7:0-3-8,0-24], [9:0-3-0,0-3-4], [15:0-4-12,0-2-8], [16:04-12,03-4], [17:0-5-8,0-3-0], [18:0-5-8 0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.85 19 >597 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -1.17 19 >432 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress lncr YES W B 0.94 Horz(CT) 0.55 11 Na rda BCDL 10.0 Code FBC2017/TP12014 Mamx-MSH Weight: 2841b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 6-7,1-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2'Except' BOT CHORD 4-20: 2x4 SP M 31, 16-18: 2x6 SP M 26, 8-13: 2x4 SP No.3 15-16: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3'Except' 3-21,10-11: 2x6 SP No.2, 18-21,4-17,7-16: 2x4 SP No.2 3-18: 2x4 SP No.1 REACTIONS. (size) 2=0-e-0, 11=0-3-8 Max Hom 2=358(LC 9) Max Uplift 2=-788(LC 10), 11=-697(LC 10) Max Grav 2=1680(LC 15), 11=1575(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-3190/1858, 3-0=-9863/5557, 4-5=-3953/2484, 5-6=-2581/1792; 6-7=-2266/1713, 7-8=-2327/1827,8-9=-2426/1713,9-10=-1872/1245, 10-11=-1511/1078 BOT CHORD 2-21=-1681/3069, 20-21=-204/356, 4-18=-1892/3691, 17-18=4940/9094, 16-17=-2051/3690,15-16=-1102/2023,6-15=-199/263 WEBS 3-21=-2483/1428,18-21=-1939/3570,3-18=-3280/6047,4-17=-5497/2941, 5-17=433/1002,5-16=-1569/1007, 6-16=304f753, 7-16=-136/458, 7-15=-374/748, 12-15=-1022/1688,9-15=-207/686,9-12=-9071721,10-12=-977/1632 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or4-4-7 oc bracing. Except: 10-" oc bracing: 18-20, 13-15 1 Row at midpt 4-17, 5-16 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=4.2ps1; BCDL=5.Bpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 134-2, Extedor(2) 134-2 to 333-14, Intedor(1) 33-3-14 to 38-0-12, Exterior(2) 38-0-12 to 42-0-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Joaquin Velez PE No.68182 7) Beading at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity MTek USA Inc. FL Cart 6634 capacity of beating surface. 6904 Parke East Blvd. Tampa FL 33610 8) Provide mechanical connection (by others) of truss to beating plate Capable of withstanding 788 lb uplift at joint 2 and 697 lb uplift at Date: joint 11. March 16,2020 O WARNING. Verity deslgapzrameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473re, 18N32015BEFGRE USE. Design valid for use only with Mped connectors. This tleslgn Is based only upon parameters shown, and Is for on Individual building component, not �'- a truss system. Before use, the building designer must verify the applicability of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always recurred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the SON, Parke East Blvd. fabrication, storage, delNery, erection and bracing of husses and truss systems. seeANSU1Pll QuT Crifedo, DSB-59 and SCSI Building Component Tampa, FL 33610 Safety Mfo rnallonavalloble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandra. VA 22314. Job Thus Truss Type Ply T79698537 2291531 D21 HIP TRUSS �ay 1 1 �UOT2312WATERSTONE Job Reference (optional) Bwlders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 a Met 9 2020 MTek Industries, Inc. Mon Mar 16 11:42:1 B 2020 ID:6gDIOH2OVegl NklsxoNemzyuULB-5mDy3YJEMxJMrOSJyyV2GtOwngMYX1LOt7Pc Scale = 1:82.7 5x6 = 6.00 12 5x6 = 11 19 13 12 11 10 3x6 = 3x6 II 2x4 11 Sx8 = 3x8 = E00 7 - I 2 7 -0 -6-0-0 000 173--4-8 7100 57-0 6--& Plate Offsets (X,Y)— f3:0-3-0,0-3-01, (4:0-4-0,0-3-01. (5:0-3-0,0-2-01 16:0-3-0,0-2-01, (8:0-3-0,0-3-01.114:0-2-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.22 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.39 14-15 >999 18D BCLL 0.0 ' Rep Stress their YES WB 0.92 HOrz(CT) 0.08 10 n/a life BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 2661b FT=20% LUMBER- BRACING - TOP CHORD 2x4SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 3-19,7-12:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* 9-10: 2x6 SP No.2 WEBS REACTIONS. (size) 2=0-8-0, 19=0-3-0, 10=0-3-8 Max Horz 2=399(LC 9) Max Uplift 2=-281(LC 10), 19— 861(LC 10), 10=-592(LC 10) Max Gmv 2=272(LC 19), 19=1669(LC 15), 10=1372(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 360/422, 3-4=-1967/1271, 4-5=-1641/1224, 5-6— 1386/1214, 6-7=-1957/1546, 7-8=-1934/1358,8-9=-158211014,9-10=-1309/904 BOT CHORD 18-19=-1673/982, 3-18=-1608/1019, 15-17=-941/1807, 14-15= 665/1392, 7-14= 326/406 WEBS 3-17=-842/1593,4-15=-422/354, 5-15=-139/465, 6-14=-547/883, 11-14=-807/1419, 8-14=-98/461,8-11=-727/582, 9-11=-754/1340 Structural wood sheathing directly applied or 3-6-10 oc puffins, except end verticals. Rigid ceiling directly applied or4-4-0 oc bracing. Except: 10-0-0 oc bracing: 12-14 1 Row at midpt 4-15. 6-15 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=5.8psf; h=15ft; B=45ft; L=408; eave=5ft; Cat. 11; E1p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(l) 2-8-0 to 15-4-2, Extedor(2) 15-4-2 to 31-3-14, Interior(1) 31-3-14 to 38-0-12, Extedor(2) 38-0-12 to 42-0-12 zone; porch left exposed;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 pending. 4) This truss has been designed fora 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, with BCDL= I0.Opsl. 6) Bearing at joints) 10 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 281 Ib uplift at joint 2, 861 Ib uplift at joint 19 and 592111 uplift at joint 10. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 16,2020 AWARNING -NdrydesfgnparametemandREADNOTESONMIS AND INCLUDED M KREFERANCEPAGE NB-]473mv.lrl2144015BEFORE USE Design valid for use orly with Middle connectors. This design Is based only upon parameters shown. and Is for on Indlvdual building component, not a truss system. Before use. Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall butting design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MlTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fcbrlcatlon. storage. delivery. erection and bracing of trusses and truss systems seBANB/IPII Quo' CReM, DSB49 and BC6l Building Component 691M Parke East Blvd. Safety Informationavalloble from Truss Plate institute. 218 N. We Sheet Suite 312, Nexcntltlo. VA 22 14. Tampa, FL $3610 Job Thus Truss Type City Ply LOT 2312 WATERSTONE T79698538 2291531 E3 JACK -OPEN TRUSS 3 1 Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Man Mar 16 11:42:59 2020 Page 1 ID:6gDIOH2OVegl Nkls=NemzyuULB-OrZjY41Tay6VmBeKD3B6Cw4bWJptflcNdR4mVmN3g -1-4-0 3-0.0 1-4-0 3-0.0 Scale=1:12.8 3-0-0 LOADING (pst) SPACING- 2-0-0 Cat. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Ven(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Mar YES WB 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017ffPI2014 .Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3--Mechanical, 2=0-4-0, 4--Mechanical Max Horz 2=133(LC 10) Max Uplift 3=-64(LC 10), 2=-211(LC 10), 4=-40(LC 7) Max Gray 3=66(LC 15). 2=197(LC 1), 4=50(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 3-0-0 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=124ni TCDL=4.2pst BCDL=5.8psf; h=15ft B=45tt; L=4011; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 last 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) Refer o girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 641b uplift at joint 3, 211 Ile uplift at joint 2 and 40 It, uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 ,&WARNING-wvI1ydeslgn,eammelersand READNOTES ON MMANDINCLUDWMTTEKREFERANCEPAGEMl474Tama. faN22015BEFORE USE. Oeslgn valid for use only wine MiTek® connectors. This design is bored only upon parameters shown, and B for an Indredual balding component, not ��- a truss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate MB design Into me overall bulldIng design. Bracing Indicated is to prevent bucking of intlNltlual fuss web and/or chord members only. AddItlonal temporary and permanent bracing MiTek' Is always regulred 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 fusses and truss systems. seeANSVTPII GuolMMyy CMedn, 13SB419 and BCSI BWdbp Com ranont 6904 Parke But Blvd. Safety Inrommibnovolloble from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandre. VA 22314. Tampa, FL 33610 Job Tres Truss Type . ply Ply T79698539 2291531 E7 Jack -Open Truss 38 1 �LOT2312WATERSTONE Joh Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 Ml Industries, Inc. Man Mar 16 11:43:27 2020 rage 1 ID:6gDiOH2OVegl NkismNemzyuULB-aEFJRfM1_Ze%7SnjsdlgLgEECcEJDy%VH6DZltwN3E -1-a-o 7.0-0 4 0 7-0-0 — — Scale-1:22.6 LOADING (psi) SPACING- 2-M CSI. 13EFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.19 4-7 >436 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 We n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 GOT CHORD Zx4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4--Mechanical Max Harz 2=241(LC 10) Max Uplift 3=-161(LC 10), 2=-179(LC 10) Max Grav 3=199(LC 15), 2=343(LC 15). 4=124(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (I l) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--5.8psh h=15ft; B=45ft; L=40ft; eave=5lt Cat. II; Exp C; Encl.,.GCpi=O.i& MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 161 Ib uplift at joint 3 and 1791to uplift at joint 2. Joaquin Velez PE No.88182 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 O w4RNPIG-Vodydea19npr xnrefm,.d NERD NOTES ON THISAND/NCLUDED MITEKREFENANCEPAGEMIP7479me faNa2015SEFONE USE. Design valid for use only with MRekel connectors. mis design Is owed only upon parameters shown, and Is for an individual building component, not �� a truA system. Before use, the building designer must verity the applicability of design parameters and proper y Incarcerate this design Into the overall building design. Brochg Indicated is to eructing of Individual truss web end/or chord members only, Additional temporary and bracing M!Tek' prevent permanent Is always real for stability and to prevent coliopse with possible personal injury and property damage. For general guldance regorciing the rubrication, storage. delivery, erection and bracing of musses and muss systems, seeANSUFFIl Quality Cmi lo, OSS49 and SCN Mlydkry Component 6904 Parke East Blvd. Safety Informa6orrovailaMe from Truss Note Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Thus Type , ply Ply T79698540 2291531 E7V Jack -Open Truss 3 1 �1_0172312WATERSTONE Job Reference (optional) Builders FirstSoume (Plant City, FL), Plant City, FL- 33567, 8.240 s Mar 9 ZuZU MI I ex Inausmes, Inc. Mon Mar T a TT:43:3r zuzu rage 1 ID:6gDIOH2OVegl NklsxONemzyuULB.H9s5x4Ulddu6lLYeR2t01xfxKecGZU0zbge56lmN34 " -1-4-0 3-f1-0 7-0.0 1-0.0 3-8-0 1 3-&12 - - - - R 3x6 s LOADING (psi) SPACING- 2-M CS]. TCLL 20.0 Plate Gnp DOL 1.25 TIC 0.81 TCDL 7.0 Lumber DOL 1.25 BC 0.87 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 2=0-8-0, 4--Mechanical Max Harz 2=241(LC 10) Max Uplift 3=-146(LC 10), 2=-172(LC 10), 4=-13(LC 10) Max Gray 3=186(LC 15), 2=341(LC 15), 4=119(1 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:22.6 DEFL. in (loc) Ude9 L/d PLATES GRIP Vert(LL) 0.27 4-7 >312 240 MT20 244/190 Vert(CT) -0.23 4-7 >364 ISO Horz(CT) -0.02 3 Na rile Weight: 27lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or3-2-14 oc During. BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft;.Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost 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-M wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 3,172 lb uplift at joint 2 and 131b uplift at joint 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 AWARN/NG - Verify design parnmelersenCREADNOTESONnesANO/NCLUDEOMrtEKREFERANCEPAGEMIP74"rev.10 015BEFOREOSE. Design valid for use only with Mneke connectors. This design Is based only upon porometers shown. and Is for an Individual building component, not a buss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall buJOingde rs9eracingIndicatedbtopreventbucRBngofindiidualtrusswebantl/orchordmembersonly.Additionaltemporaryantlpermanentbracing MiTek' Is clweys required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUnell Qupmy Cmedn, D5549 and SCSI Buldkig Component 69M Parka East Blvd. Safety mformatbrpvalloble from Truss Rate Institute. 218 N. We Street, Suite 312, Nexandra. VA 22314. Tampa. FL 33610 Job Truss Tnss Type , ply Ply LOT 2312 WATERSTONE T7969B541 2291531 FG Flat Tnus 1 2 Job Reference o tiorlal Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Man Mar 16 11:43:45 2020 Page 1 ID:6gDIOH2OVegl Nkl moNemzyuULB-2iK6CpaKI5v7JD9AvjOu4d_TmW DR1 b90vaW NgnN2y 3 &0 7-4 0 34-0 I 3-&0 6.00 12 3x� 4x6 = Scale = 1:27.1 Plate Offsets (K,V)-- (5:04-0,0-4-41 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (lac) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.16 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.28 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 101 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 6=0-8-0, 4=0-e-0 Max Hom 4=-72(LC 6) .Max Uplift 6=-989(LC 8). 4=-926(LC 8) Max Gmv 6=2109(LC 1), 4=1911) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1470//12, 2-3=-1470/712, 1-6=-14771732, 3-4=-1477/732 WEBS 2-5=-473/1094, 1-5=-675/1482, 3-5=-675/1482 Structural wood sheathing directly applied or 6-M cc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. 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 (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsf; h=15tt; B=45ft; L=40h; eave=51t Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcu rem with any other live loads. 6) ' This truss has been designed for a live load of 21 on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 989 lb uplift at joint 6 and 926 lb uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1169 lb down and 582 lb up at 3-4-12, and 11691b down and 5831b up at 5-4-12, and 1281 Ib down and 534 lb up at 1-4-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Incmase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 5=-1169(B) 7— 1175(B) 8=-1169(B) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cod 6634 61 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 A WMNWG-Verify dest,,pammehrs antl READ NOTES ON 7NISANDWCLUDED D1rEKREFERANCEPAGEM1474Yd rev. IG1=015BEFORE USE Design valid for use only with M9eMconnectors. This design B based only upon parameters shown. and is for on Individual building component, not ��- a fri system. Before use, the building designer must verity me applicability of design parameters and properly Incorporate MB design Into me overall building design. Smcing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1s MO Is always required for stability and to prevent collapse win possible personal injury and property damage. For general guidance regarding the fobdcanan, storage, delivery, erection and brocing of trusses and truss systems, seeAN5Vm11 Quality CM9da, DSO49 and BCD Building Component 6904 Parke East Blvd. Safety lnformalbnavollobie from Truss Plate Irutitute. 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type , OtY Ply LOT 23/2�WATERST'ONE T19698542 2291531 Gn russ 3 1Jah Refe Builders FirstSource (Plant City, FL), Plant City, FL- 33567, Mar 9 2020 MiTek Industries, Inc. Mon Mar 1611:43:58 2020 i Scale =1:39.5 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7-2-12 14-94 22.0.0 1-2-12 7-6-9 7.2-12 m Ig Plate Offsets (X,Y)-- 12:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Joe) Ildeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(L-) -0.10 B-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.19 8-10 >999 ISO BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 1021to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-468(LC 10), 6=-468(LC 10) Max Gmv 2=886(LC 1), 6=886(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1405/910, 3.4=-1287/922, 4-5=-1287/922, 5-6=-1405/910 BOT CHORD 2-10=-616/1368, 8-10=-285/852, 6-8=E76/1223 WEBS 4-8=-288/622, 5-8=,354/362, 4-10=-28B/622, 3-10=-354/362 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc pudins. BOT CHORD Rigid ceiling directly applied or7-5-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psfl BCDL=5.8ps1; h=1511; 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 2-84), Interior(1) 2-8-0 to 7-0-0, Extedor(2) 7-0-0 to 15-0-0, Interior(1) 15-0-0 to 19-4-0, Extedor(2) 19-4-0 to 23-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 lb uplift at joint 2 and 468 lb uplift at joint 6. Joaquin Velez PE No.68102 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 A WARNING-Vedlydeslgnpommeters and REAONOTES ON MIS AND INCLUDEDURnEKREFERANCE PAGE 111g74M?wx r6D3/LOIS BEFORE USE Design valid for use only with MneM connectors. this design Is based only upon parameters shown. and Is for on Individual bu0dmg component, not a truss system. Before use. the building designer must verify fire applicability, of design parameters and properly Incorporate tNs design Into the overall bullding de4gn. Bracing Indicated is to prevent buckling of lndMldual truss web and/or chord members only. Additional temporary and permanent bracing Is M1Tek- Isalways required for stability and toprevent collapse with poZble personal injury and property damage. For general guidance regarding me fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSURII Quality CUodo, DSB49 and 001 Buld rig Component 69N Parke East Blvd. Safety Information ovallable from lines Plate Institute. 218 N. Lee Street, Suite 312, Alexondrla, VA 22314. Tampa, FL 33610 Job Tnss Tess Type , . Pty, Ply T79898543 2291531 G1 Common Truss 3 1 �1_01`2=WATERSTONE Job Reference (optional) ewlaers rlrslaource (rmnl ury, ry, rlam ury, r�- 3aam, a.24U a Mar 9 zu2u MI I ex mausmes, Inc. Mon Mar 1 a 1 T A4:U2 2U2U ki Scale = 1:38.8 06 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = Plate Offsets (X,Y)-- 16:0-0-0,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.12 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.21 7-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Hom(CT) -0.03 2 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-MSH Weight: 99 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 6=0-4-0, 2=0-8-0 Max Ho¢ 6=241(LC 9) Max Uplift 6=-361(LC 10). 2=-466(LC 10) Max Grev 6=802(LC 16), 2=881(LC 15) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1386/921, 3-4=-1275/932, 4-5=-1229/946, 5-6=-1355/935 BOT CHORD 2-9=-626/1205, 7-9=-294/839, 6-7=-647/1310 WEBS 4-7=309/569, 5-7=-324/383, 4-9=289/636, 3-9=-352/362 BRACING - TOP CHORD Structural wood sheathing directly applied or4-8-7 oc purilns. BOT CHORD Rigid ceiling directly applied or 7-3-10 oc bracing. NOTES - I) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.BpsY h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 7-0-0, Exterior(2) 7-0-0 to 15-0-0, Interior(1) 15-0-0 to 17-8-0, Exterior(2) 17-8-0 to 21-8-0 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-" tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 Ib uplift at joint 6 and 4661b uplift at joint 2. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parks East Blvd. Tampa FL 33810 Date: March 16,2020 Q WARNING -Verify desigaparemetere and READ NOTES ON THIS AND INCLUDED MmEKREFERANCE PAGE 11111-7473mv. HAM2015 BEFORE USE Design valid for use only with MTek® connectors. The design Is based.only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabll8y, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated b to prevent bucking of Individual tmss web and/or chord members only. Additional temporary and permanent bracing Is aiwoys required for stab@Iy 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 toss systems seeAN5VIP11 Quaffs. CmsM. 135II-09 and SCSI laldhp Component Satisfy Infonnationavollabie from Truss plate Institute. 218 N. Lee Street, Suite 312. Nexondeo, VA 22314. MOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss , 4m' Ply T7969B544 2291531 G7 �Tnuss`rypc Hip Truss 1 1 �IOT2,112WATERSTONE Job Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MITek Industries, Inc. 11:44:04 2020 i1 Axis = 3x4 = 4xe = 17 18 4 19 20 5 3.6 = 3x4 = 46 = 3x4 = 3x6 = Scale = 1:40.2 Ia LOADING (psf) SPACING- 2-" CSL DEFL. in (lac) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.17 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.37 8-10 >706 180 BOLL 0.0 ' Rep Stress Incr NO WS 0.31 Hom(CT) 0.08 6 rda rda BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 971b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except* 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Harz 2=-172(LC 6) Max Uplift 2=-923(LC 8), 6=-946(LC 8) Max Grav 2=1575(LC 1), 6=1575(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2882/1569, 3-4= 2535/1485, 4-5=-2535/1528, 5-6=-2882/1620 BOT CHORD 2-10=-1231/2505, 8-10=-1476/2750, 6-8— 1277/2504 WEBS 3-10=-267i/97, 4-10=-292/460, 4-8=-292/330, 5-8=-220/820 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-0-2 oc bracing. NOTES- 1) Unbalanced roof live (Dads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8pst; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional); Lumber DOL=1.60plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 923111 uplift at joint 2 and 946111 uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 Ib down and 203 lb up at 7-0-0, 87 Ib down and 164 go up at 9-0-12, 87 Ib down and 164 Ito up at 11-0-0, and 87 lb down and 164 lb up at 12-11-4, and 189 lb down and 369 Ib up at 15-M on top chord, and 326 lb down and 142 lb up at 7-0-0, 65Ib down at 9-0-12, 65Ib down at 11-", and 65Ib down at 12-11-4, and 326 Ib down and 142 to up at 14-11-4 on bottom chord. The design/selectjon of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5= 54, 5-7= 54; 11-14=-20 Concentrated Loads (Ib) Vert: 3=-189(B) 5=-189(B) 10=-31 O(B)4=-87(B) 8=-31 O(B) 18=-87(B) 19=-87(B) 21=-40(B) 22=-40(B) 23=-40(B) Joaquin Velez PE N0.68182 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 ,&WARNING-VNdly&e9.peremefenend BEAD NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIF74Td1ex. 10032015 BEFORE USE. Design void for use only with Mrek® 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 vetlty the applicability of design parameters and properly Incorporate this design Into the overall belching design. Bracing Indicated is to prevent buckling of Individual Muss web and/or chord members only.Additional temporary and bracing MOW permanent a always required for stability and to prevent collapse with possible personal injury antl property damage. For general guidance recording the fobricolion, storage. delivery. erection and bracing of Musses and huss systems weAR U'rPil Quo lMy Cri eda, DS349 and 8C51®ildhp Component 69M Perko East Blvd. Safety tnformallowvoilable from Truss Plate Institute. 218 N. Lee Steel. Suite 31Z Alexandrlo, VA 22314. Tampa, FL 33610 Jab Truss Truss Type , r qty Ply LOT23/2WATERSTONE T79698545 2291531 G9 Hip Truss 1 1 Job Reference (optional) Builders FirstSoume (Plant City, FL), Plant City, FL- 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Mon Mai 16 11:44:09 2020 Page 1 ID:6gDIOH2OVegl NklswNemzyuULB-LJnBFOIN5TwZAV?NmSW2h_UIXZ43vWhyeOnDRnN2a -1-4-0 fi.3-fi &0.0 13-0.0 15E-10 22.0-0 234.0 l 1-40 2-&10 4.0.0 2-&10 6-3-6 1 1-0-0 46 = 4xfi = Scale = 1:40.6 3x6 = 3.4 = 3x6 = 3[4 = axe = 9-0.0 4.0.0 9.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ven(LL) -0.19 11-14 >999 240 MT20244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.3711-14 i714 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.14 Hom(CT) 0.04 7 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 98 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2z4SP No.2 BOT CHORD WEBS 2x4SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Hoe 2=213(LC 9) Max Uplift 2=-468(LC 10), 7=-068(LC 10) Max Grav 2=913(LC 15). 7=913(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1351/1030, 3-4=-1138/925, 4-5=-979/863, 5-6=-1138/925, 6-7=-1351/1030 BOT CHORD 2-11=-701/1312, 9-11=-434/1057, 7-9=-701/1164 WEBS 3-11=-391/398, 4-11=-229/432, 5-9=-229/433, 6-9=-391/398 Structural wood sheathing directly applied or 4-3-8 oc pudins. Rigid ceiling directly applied or 6-9-10 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40f; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0. Interior(1) 2-8-0 to 3-4-2, Extedor(2) 3-4-2 to 18-7-14, Interior(1) 18-7-14 to 19-4-0, Exter or(2) 19-0-0 to 23-4-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 Ito uplift at joint 2 and 468 Ib uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Job Truss Tnsss Type , 1 qty Ply LOT 23/2 T19698546 W�ATERSTONE 2291531 M COMMON TRUSS 1 1Job Refer Bummers FIrs150urce (Plant Lay, FL), Plant Glty, FL- 33557, 8.240 s Mar 9 202U MITek industries, Inc. Mon Mar 16 11:44:10 2020 Scale = 1:23.1 4xe = m 0 3x4 = 3.6 II 5.0.0 8-4o 10-0-0 5.0-0 3-4-5 f-8-0 Plate Offsets (X,Y)— - r5:Edge,0-0-41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (lac) Voter Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ven(LL) 0.17 8-14 >571 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) 0.15 8-14 >673 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz CT) -0.00 2 n(a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-MSH Weight: 41 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 7=0-0-0 Max Hom 7=-130(LC 8) Max Uplift 2=-363(LC 10), 7=-4B4(LC 10) Max Grav 2=342(LC 19), 7=543(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-225(486, 2.3---218/388 WEBS 4-7=-302/613 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 3-10-4 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=151t; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3631b uplift at joint 2 and 4841b uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 AWARNING-VerifydealpnparemefersendREADNOTESONTHISANDINCLUDEDMREKREFERANCEPAGEMB74Tdrev.1aM52015BEFOREUSE. Design valid for use only with MffeW) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not 0 truss system. Before use, the building designer must verify ire oppllcablllty of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Bracing Indicated is to prevent bucBing of individual truss web and/or chord members only. Additional temporary and permanent bracing B 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 fruss systems. weANSVIP11 Quality, CMado, DSB-09 and 001 Melling Component Safely Infowmel ailable from Tans Plate Institute.218 N. Lee Street, suite 312, Alexandria. VA 2234. MiTek' 69" Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type , , LOT23r�WATERSIONET19698547 2291531 M3 HIP TRUSS �Qtyply 1 Job Refnal Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2D20 MiTek Industries, Inc. Mon Mar 16 11:44:12 2020 Page 1 ID:6gDIOH2OVegl NklmoNemzyuULB-muTKt2vFO0181 MjM u7DgJcz_IcnvG117ecdRgmxaN2X -/-4-0 3-0-0 7-0.0 10. -0 11-0-0 1-4-0 I 3.0.0 4.0-0 &60 1-0-0 Scale = 1:23.5 Axis = 4 Axfi 2x4 = 2x4 11 9:2 7-0.0 B-&0 10-0-03.0.0 4.0.0 1-8-0 I 1-4-0 Plate Offsets (X,1)-- 12:0-4-0,0-0-41 LOADING (psf) SPACING- 2-D-0 CS]. .DEFL, in (lac) Vdefl Ural PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.14 10 >725 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.12 10 >858 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) -0.00 2 WE n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 40 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 8=0-4-0 Max Hom 8=90(LC 7) Max Uplift 2=-426(LC 8), 8=-541(LC 8) Max Grev 2=438(LC 17), 8=610(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 4-5=-451/399, 5-6=-347/286, 3-4=-37(U341, 2-3=-439/369 BOT CHORD 2-10=-275/372, 9-10=-275/370, 8-9=-270/363, 6-8=-258/363 WEBS 5-8=377/355 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.BpsY h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 lb uplift at joint 2 and 541111 uplift at joint 8. 7) Girder carries hip end with 3-0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 44 lb up at 7-0-0, and 71 Ib down and 441b up at 3-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 4-7=-54, 3-4=-63(F=-9), 1-3=-54, 11-14=-23(F=-3) Concentrated Loads (lb) Vert: 4=41(F) 3=-41(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 16,2020 AWARN/NG- yerlryEeslgnparameher ndHEADNOTESONTN/SANDINCLUDEDMITEKNEFERANCEPAGEMI414",al hDY0156Ei0NEUSE. Design void for use only with MOekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcadity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent adding MiTek' Is always required for stobOlty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. WeANSVIrPli Quality Criteria. DSB419 and BCSI Building Component Safety Informafionavollable from Tess Rate Institute, 218 N, We Sheet. Suite 312. Alexandria VA 22314, 69M Palle East BNd. Tampa, R 33610 Jab Tn1ss Truss Type I tr 41ty Ply LOT 23/2 WATERSTONE T19698548 2291531 PB Piggyback Truss 5 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Mar 9 ZUZU MI I ex Industries, Inc. Mon Mar 18 11:44:18 -LULU Page 1 ID:6gD10H2OVegl Nkl s=NemzyuULB-efgPymRcpaW zl7Dk4Ag9moMM6hC6gjZEbfz%raN2T 3x4 = 2x4 = 2x4 = Scale =1:9.0 m o 16 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Ven(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ved(OT) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES ViB 0.00 HaR(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Allbearings4-8-0. (lb) - Max Horz 1=-41(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 2,4 Max Grav All reactions 250 lb or less at joints) 1, 5, 2, 4 FORCES. (lb) - Max Comp./Max Ten. -All farces 250 (lb) or less except when shown. 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=5.8psf; h=151t; B=45D; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 2, 4. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.69182 MTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNING- yeUtyeeslgn Pmemerersand READ NOTES ON THIS AND INCLUDED MNEKNEFENANCEPAGEMI474M.. IDNYsVISSEFORE USE. Design void for use only with MOek0connectom This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use. Me building designer must verity Me applicability of design parameters and properly Incorporate this 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me WOW fabrication. storage. delivery, erection and long of trusses and truss systems, seeANSVIPfi CuaRIpyy CMUB, DSDd9 xmtl DCSI DWtlYIp Component 6904 Ponca East Blvd. 6904 Safely Infoimatbrpvolloble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Aleandria. xVA 22314, FL 33610 Job Thus Truss Type t u o it E T19698549 =Refemnw 2291631 PB1 Piggyback Truss 2 tlullGere FlrsrSource frlam ury, i-Lf, I'lam Glty, YL- 335l B.84U a Mar a zuzu MI I eK Inaustnes. Inc. MOn Mal l e 11 A4:19 2uzu 3 2x4 = 4x6 II IsME Scale =1:9.1 0 ]6 - LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) Na - r1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - n1a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horil 0.00 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight: 11111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. Allbeadngs4-e-0. (lb) - Max Hom 1=-37(LC 6) Max Uplift All uplift 100 Ib or less at joints) 1, 2.4 Max Grav All reactions 250 lb or less at jointfs) 1, 5, 2, 4 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-8-0 oc pur ins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf•, BCDL=5.8psf; h=15ft; B=45ft; l eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) 1, 2, 4. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 Il USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNING-1rvAydeslSsperemetws.dREADNOTES ON TR/SAND INCLUDED MNEKREFERANCEPAGEMP7473nv. 1GN120159EFORE USE Design valld for use only wlm Mltek® connectors. This design Is based only upon parameters shown and Is for an Individual bolding component, not ��- a muss system. Before use, me building designer must verify the applicablllty of design parameters and properly incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of lntlNltlual muss web and/or chord members only. Additlonol temporcry 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 fobecal storage, delivery, erection and bracing of busses and muss systems. seeANSUfPII GuaOy Cetera, DSB49 and ISCSI Iluldbp Component 69W Parke East Blvd. Safety Informationavalloble from Loss Plate Institute. 218 N. We Sheet Suite 312. Alexandra, VA 22314. Temps, FL 33610 Job Tnss Truss Type u'I Cry Ply LOT 23/2 WATERBTONE T19698550 2291531 R3 JACK -OPEN TRUSS 2 1 Job Reference (oDtionaft Builders RrstSoume (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MITek Industries, Inc. Man Mar 16 l l:44.27 2020 Pagel 1.5xS STP= Scale = 1:12.6 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ve t(LL) 0.02 2-4 >999 240 MT20 244/190 TCDL 7.0 LumherDOL 1.25 BC 0.13 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 rla We BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 161b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=131(LC 8) Max Uplift 3=-89(LC 5), 2=-279(LC 8), 4=-41(LC 4) Max Grav 3=106(LC 1), 2=244(LC 1), 4=117(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpst h=15ft; B=45ft; L=40ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designedfor wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 Do. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between .the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) 3, 4 except 01=1b) 2=279. 8) "NAILED' indicates 3-1 Od (0.14B'x3') or 2-12d (0.148")3.25') toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 lb down and 491b up at 4-1-7 on top chord, and 551b down at 4-1-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 3=-53(F) 4=-28(F) 5=49(F=25, B=25) 6=23(F=12, 8=12) Joaquin Velez PE No.68182 MTak USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 16,2020 Q WARNING. IreNtydeslan Parameteraand READ NOTES ON TNISAND INCLUDED MITEKREFEMNCEPAGEMl474mmre IMUM2015SEFORE USE 7 Design valid for use only with MreM connectors, ibis allIs based only upon parameters shown, and is for on Indtvldual building component, not �� ss a busystem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulding tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 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 brocing of trusses and hum system% sseANSUIPII CoeIM Criteria, D6Bd9 and BC61 Burding Component 6904 Parke East BNd. Safety Infomrctbrnvailable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Toss Truss Type a . r Oty Ply T79698551 2291531 R7 JACK -OPEN TRUSS 4 �101723/2WATERSTONE 1 Job Reference D banal Builders RrstSource (Plant City, FLJ, Plant City, FL- 33567, 8.24U s Mar 9 2UZU MI I ex Mausines. Inc. Mon Mar 1 to 11:44:3Z ZU2U Scale = 1:22.2 .xo — NAILED NAILED NAILED ' 5 LOADING last) SPACING- 2-M CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.26 5-8 >448 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.51 5.8 >231 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(CT) 0.01 5 We n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 43111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc pur ins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5--Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-195(LC 8), 2=-210(LC 8). 5=-17(LC 5) Max Grav 4=195(LC 1). 2=443(LC 1), 5=304(LC 3) FORCES. (lb) -Max. COmpJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-866/391 BOT CHORD 2-5=-472/859 WEBS 3-5=-871/479 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L-10ft; 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 psf bottom chord live load nonooncunent 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 chard 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 gt=lb) 4=195, 2=210. 6) "NAILED" indicates 3-1 Did (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-6=-20 Concentrated Loads (lb) Vert: 9=49(F=25, B=25) 10=32(F=16,B=16) 11=-103(F=-51, B=-51) 12=23(F=12, B=12) 13=-10(F=-5, B=-5)14— 50(F=-25, B=-25) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 16,2020 Q WARNING- Verlrydes/Snpersmetersentl READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMIF74"nov. fe1114¢01SBEFORE USE Design void for use only with MiTek® connectors. The design a based only upon parameters shown and is for on Inc lAdual buMing component, not a truss system. Before use, the building designer rn s rarity Me applicability of design barometers and property Incorporate this design Into Me overall building design. Bracing Indicated is to building individual buss web and/or members only. Additional temporary and permanent bracing F. M)Tek* prevent of chord Is always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality criteria, DSB449 and IICSI Building Component 6904 Parke East Blvd. Safety InformaFbnavolloble from Truss Plate Institute. 218 N. Lee Skeet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type if ., r Oty Ply LOT23/2WATERSTONE T79698552 2291531 VR7 JACK-OPENTRUSS 1 1 Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Mar 9 2020 MMek Industries, Inc. Mon Mar 1611:44:35 2020 4.24 F12 NAILED 4x6 NAILED < 12 NAILED NAILED 2 5 NAILED 2x4 It 14 NAILED 1 d G NAILED 2.48 12 C 6. NAILED 3x4 NAILED NAILED 16 NAILED NAILED 4x6 = &to-t Scale: 1/2'=1' N Plate Offsets (Y Y)-- 12:0-3-5,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Lid PLATES GRIP, TCLL 20.0 Plate Gdp DOL 1.25 TC 0.65 Vert(LL) 0.08 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Ven(CT) -0.13 6-7 >922 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 Hom(CT) 0.02 6 his n/a BCDL 10.0 Code FBC2017/rP12014 Mafix-MSH Weight: 42 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-3, 6=Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-150(LC 8), 2= 206(LC 8). 6= 73(LC 5) Max Grav 4=159(LC 1), 2=443(LC 1), 6=298(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (I s) or less except when shown. TOP CHORD 2-3=-1166/419 BOT CHORD 2-7=-497/1097, 6-7=-502/1117 WEBS 3-7=0/255, 3-6=-1081/480 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc pur ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=151t; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst 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) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joints) 6 except (jt=lb) 4=150, 2=206. 7) `NAILED' indicates 3-1 Did (0.148'x3') or2-12d (0.148'x3.25') toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=49(F=25,B=25) 12=32(F=16, B=16) 13=-106(F=-53, B=-53) 14=23(F=12,B=12) 15=-10(F=-5,B=-5) 16=-52(F=-26, B=-26) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 16,2020 AWARNWG- Verity designpensermhreandREADNOTESONMMANDMCLUDEOMfTEKREFERANCEPAGEM/4T4nmre fatAizre5eEFOREUSE Design valid for use only wM MTek9 connectors. This desgn 6 based only upon parameters shown, and a for an Individual budding component, not a Ines system. Before use, the building designer must verify Me oppllcablllty of design parameters and properly incorporate MB design Into the overall building design. Bracing Indicated is to prevent bu lding of intlNldual huss web and/or chord members only. Addlllonat temporary and permanent bracing MiTek' Is always required for slablllty and to prevent collapse with possible personal injury and property damage. For general guldonce regarding Me fabrication, storage, dollvery, erection antl brocing of busses antl buss systems, seeANSIMIl GYpltlByy Coterie, DSltd9 antl 11CSI euildFp Component Safely mlortnalbrpvollpble from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. 6904 Parka East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 s74 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. Q ��Idr For 4 x 2 orientation, locate plates G-110 from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. 'Plate location details available in M[rok 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. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Mln 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, IgsTalling & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6'48 I dimensions shown in R-In-sixteenths III (Drawings not to state) JOINTS ARE GENERALLY NUMBEREDAETTERED 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 ANSI/rPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MITek 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-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with AN51/TPI 1. 8. Unless otherwise noted. moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant. preservative treated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requlrements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words antl pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.