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HomeMy WebLinkAboutTrussI -LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read and P given special attention to all 9 persons installing 9 trusses. SPACING NOTE i All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED { TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. AL DON"T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' to 60' Span 30' Span or less Spreader Bar f 60 degrees � orless I - 12 span Approx 2I3 to Tap line appmx Tag line 1/2 of Span REFER TO SCSI REFER TO SCSI Truss must he set this way N crane Is used. Trues must be set this way ff crane is used. Truss is an example, your teas may not match. Truss is an example, your truss may not match. Insist crane operator sets truss this way. Insist crane operator sets truss this way. All load bearing walls, headers, ;beams, & lintels must be in place at indicated height before trusses are installed. AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. WARNING a 1 4e4ze of these trusses makes it necessary that they a set by a profeesional builder It familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at w the job site when trusses are erected to provide supervision and advice. f SET PLATES BY CHAMBERS TRUSS �y REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN CARRIED CARRYING ,, HANGER ID FASTENER FOR FASTENER FOR TRUSS TRUSS CARRIED TRUSS CARRYING TRUSS GRB GIRT THD26-2 (12)-10D (18)-16D � I *Please refer to Standard Engineering package for general instuction on installing hangers 1 Od=0.148" x 3" 16d=0.162" x 3 1/2" .r..la. Hatch Legend CEILING AT 10'-10" CEILING AT 11'_0" no not stand on trusses&Do ',. +I,. ,>. ;�. they '<. braced °`�* . :, i 4 r. properly nailed , � .. . � �-' straps .a : +1 hangers &ARRANGE WITH CRANE D, A r OPERATOR ADVANCE #., ,ill." a- R'; SPREADER BAR .as4 °`"W"""°"'D""b"°°"" FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED ,.: Cd1HbE,AGp a "RE IVELE° BEE BT ARW R° ,,. The undersigned acknowledges and agrees -, 11. Trusses us es well be made m strict n accerda ce with this trussplacement diagram layout, which is the sole authority for i ERciaEER Rc ��� i, determining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3, Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the undersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss i shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. 'After 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of'BCSI" summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has xac TaRu the sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will °,ER„.,a .I, Er ,.,�� be responsible for dump deliveryonl . The buyer is responsible for additional delivery expenses if Chambers Truss has ' CORNER DETAIL, to redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is ,{ iesponsible to Chambers Truss for towing costs due to site conditions. n °VERRWe6„°T9XPNlF°a°I.Im, ' 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour' fee for revisions may be charged by Chambers Truss. — — .a+aEEr Eaa 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no reasonable agreement invoice will be made on delivery and paid within terms of net on delivery. Invoice may bemdeatscheduled of delivery if buyer cannot accept delivery of fabricated trusses, The undersigned agrees to pay Chambers Truss' k ° reasonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be il , added for all sums not paid within terms. p9 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees , e. payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the undersigned agrees to. pay such indebtedness including attorneys fees, if default in payment for material be made by the — recipient. ' 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida, 11. Design responsibilities are per MNational Standard And Recommended Guidelines On Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSIITPI1WTCA 4 - 200210 12. Warranty is per Chambers Truss Warranty attached IWO DATED SIGNED_ IA EMLTOE.WIdETI,IL MIN L I FOR TITLE " r A spreader bar may be required per "BCSI' to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are s - set, failure to do so can result in roof collapse. g » .m Temporary and permanent bracing ar`e required and can save life and property M and is the responsibility of the truss erector. �w'' °• a�E uNLE � ®ti Study the contents of the information packet included on delivery before 9` o setting trusses. o �.. M6 Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other CONNECTIONS DESIGNED concentrated loads on trusses, this can cause collapse. AND SUPPLIED BY OTHERS DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO!SET TRU Sts r IVID liU I CIVU .w TOP CHORD - _ ALL HEIGHT 10'-0 r END DETAIL: MASTER ORE111EWED 0REJECTED O REVIEWED A$ NOTED 0 ARSE AND RE -SUBMIT 10 00 ARCHITECT 4-01 1 0210 2-08-00 1 —04—u MITEK VERSION 7 4 1 431 LOADING/DESIGN CRITERIA REDUCIBLE DESIGN CRITERIA PER CODE SUCH AS SBC INABA County ST. LUCIE Building Department ST, LUCIE COUNTY Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)!C-C hybrid Wind ASIDE 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 Top Chord Dead 15 42 0 1 Bottom Chord Live *10-Non Conccurent 0 Bottom Chord Dead 10 3 0 Total Load 55 7.2 0 Duration Factor 1.25 0 Wind Speed 160mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 15'-6" Building Type Enclosed Building Category If: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code2017 R.D.L.=Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer andfor Engineer of Record PLUMB CUT END 2X4 TOP CHORD Chambers Truss Inc. Drawing Name: 76482 WALL HEIGHT VARIES SCALE: 1 /471 = 1 r-®n END DETAIL: TYPICAL 174 fatal trusses, 60 unique designs Designer: RLC Reviewed by: RLC Date: 12/16/19 REVISED 01/31/20 FOR HOECRETE HOMES IC.�� rYoi 4-01 1 , - ,DESCRIPTION: 5405 DEER RUN/ CHALOU �oG� 1-04-0 Page 1 of 1 CUSTOMER INITIALS EACH PAGE 76482 JANUARY 20, 2020 TYPICAL HIP/ KING JACK CONNECTION STDTL CORNERSET GENERAL SPECIFICATIONS-RECrv� MAX LOAD: 55 psf Roof Load, 175 mph, ASC MAR 0 6 2020 7-10, Exp. B, C up to 60' Mean Roof Height -y,Permittinn Exposure D up to 30' Mean Roof Height. Attach End Js w/ (4) 16d Toe I & (3) 16d Toe � @ TC @ BC \ \ Attach King Jack w/ (3) 16d Toe Nails @ TC & BC Attach Corrn w/ (2) 16d T @TC&BC Chambers Truss, Inc. 3105 Oleander Ave. Ft. Pierce FI. 34982 Ph: 772-465-2012 1 onL�o Nails PAUL WELCH INC. MECH-ELECT-CIVIL ENG 1984 BILTMORE ST. f`114 PORT ST. LUCIE, FL 34984 WELCH, P.E. FLA REG NO29945 .r Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 76482 - 5405 DEER RUN/ CHALOU MiTek USA, Inc. Site Information: 6904 Parke East Blvd. � F Customer Info: HOMECRETE HOMES, INC. Project Name: 5405 DEER RUN/CHT��'�U Llloc�el�16 Lot/Block: Subdivision: Address: 5405 DEER RUN City: ST LUCIE COUNTY State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC20171TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 60 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# 1 T19220204 A 1/23/20 23 T19220226 2 T19220205 Al 1/23/20 24 T19220227 3 T19220206 A2 1/23/20 25 T19220228 4 T19220207 ATA 1/23/20 26 T19220229 5 T19220208 B 1/23/20 27 T19220230 6 T19220209 B1 1/23/20 28 T19220231 7 T19220210 B2 1/23/20 29 T19220232 8 T19220211 B3 1/23/20 30 T19220233 9 T19220212 C 1/23/20 31 T19220234 10 T19220213 C1 1/23/20 32 T19220235 11 T19220214 C2 1/23/20 33 T19220236 12 T19220215 C3 1/23/20 34 T19220237 13 T19220216 C4 1/23/20 35 T19220238 14 T19220217 C5 1/23/20 36 T19220239 15 T19220218 C6 1/23/20 37 T19220240 16 T19220219 D 1/23/20 38 T19220241 17 T19220220 D1 1/23/20 39 T19220242 18 T19220221 D2 1/23/20 40 T19220243 19 T19220222 D3 1/23/20 41 T19220244 20 T19220223 D4 1/23/20 42 T19220245 21 T19220224 D5 1/23/20 43 T19220246 22 T19220225 D6 1/23/20 44 T19220247 Truss Name Date D7 E G GEE GRA GRA1 GRC GRID GR GRK GRL I GRT J1 J3 J5 J7 JA3 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI1TPI 1. These designs are based upon parameters +� shown (e.g., loads, supports, dimensions, shapes and design codes), which were (,I given to MiTek or TRENCO. Any project specific information included is for MiTek's or • TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly • incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 01 RECEIVED MAR 0 6 2020 ST. Lucie County, Permitting 11�111I1Uq�,, �JSR P F/ v�0'ENg� y�Y,��'. No 22839 STATE OF '•811111115•- Walter P. Flon PE No.22839 MITek US& Inc. R. Cart 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: January 23,2020 Finn, Walter I of 2 RE: 76482 - 5405 DEER RUN/ CHALOU Site Information: Customer Info: HOMECRETE HOMES, INC. Project Name: 5405 DEER RUN/CHALOU Model: Lot/Block: Subdivision: Address: 5405 DEER RUN City: ST LUCIE COUNTY State: FL No. Seal# Truss Name Date 45 T19220248 JA5 1/23/20 46 T19220249 JA7 1/23/20 47 T19220250 JC3 1/23/20 48 T19220251 JC5 1/23/20 49 T19220252 JC7 1/23/20 50 T19220253 K 1/23/20 51 T19220254 K1 1/23/20 52 T19220255 KJ3 1/23/20 53 T19220256 KJ5 1/23/20 54 T19220257 KJ7 1/23/20 55 T19220258 KJC7 1/23/20 56 T19220259 MV2 1/23/20 57 T19220260 MV4 1/23/20 58 T19220261 MV6 1/23/20 59 T19220262 MV8 1/23/20 60 T19220263 MV10 1/23/20 2of2 Job These Truss Type r Oty' Ply 5405 DEER RUN/CHALOU r ' T79220204 76482 A Hip 1 1 Job Reference (optional) Chambers These. Inc., Fort Pierce, FL B.Wu s Jan U zuzu Mi i ex mousmes, Inc. I nu den zJ 1 a:U/:lu zuzu Pagel ID:vaj2iCyl7 HtL5DEsTviBoy9Neu-WPO6bUz9xp6Ty4Xb7XtCvVOycWXzL_ZvOliMdnT6V -1-4-0 5-8-12 &0.0 12-e-0 15.11-4 27-8-0 1-4-0 5-0-12 &34 3-80 3:5 6&12 Scale=1:38.5 45 = 4x5 = 3x4 = 3.6 = 3x4 = 3x5 = 3x5 = LOADING (psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.29 BC 0.47 WE 0.17 Matdx-MS DEFL. in Vert(LL) -0.15 Ven(CT) -0.33 Horz(CT) 0.04 Wind(LL) 0.11 (too) Vdefl Ud 8-13 >999 360 8-13 >796 240 7 n/a n/a 8-13 >999 240 PLATES GRIP MT20 2441190 Weight: 911b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-10-10 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 7-3-10 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (fib/size) 7=972/0-8-0, 2=1071/0-8-0 Max Horz 2=135(LC 11) Max Uplift 7=-425(LC 12). 2=-531(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-1894/1158, 3-4=-1545/953, 4-5=-1383/926, 5-6=-1547/967, 6-7— 1907/1145 BOT CHORD 2-10=-1004/1745, 8-10=-687/1385, 7-8=-984/1730 WEBS 3-10=455/388, 4-10=-159/395, 5-8=-183/406, 6-8=-473/406 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=3.Opsh h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Extedor(2) 9-0-0 to 16-10-15, Inledor(1) 16-10-15 to 21-8-0 zone;C-C for members and fames 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 pat bottom chord live load nonconcunent with anyother live loads. 5) - This truss has been designed for a live load of 201 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, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Qt=lb) 7=425, 2=531. Walter P. Finn PE Nc.22839 MTek USA, Inc. FL Ced 6634 6904 Padre East Blvd. Tampa FL 33810 Date: January 23,2020 AWARNING -VeIliydesi9nparametesMdREADNOTES ONTHISANDINCLUDED MWEKREFERANCEPAGENa7473mi,IhA42a15BEFOREUSE. Design valid for use only with Maids) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buliding design. Bracing Indicated b to buckling of individual truss web and/or chord members only. Maitland temporary and permanent brocing M!Tek' prevent Is alwoys required for stability and to prevent collapse with posslble personal Injury and properly damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of trusses and truss systems. seeANSUTPII 43ualdy Cideda, DSBA9 and SCSI Budding Component 69N Parke East BNa. Safety Infarmallonavollobie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Truss Type City' Ply 5405 DEER RUN/ CHALOU ' T79220205 76482 Al Half Hip 1 1 Job Reference (optional) t rrambers I miss, Inc., ton rlerce, tL d.d3U s Jan a ZUZU MI I OK industries, Inc. I nu Jan za Iusu :11 ZVZU rage r I D:vaj2iCyl4_HtL5DEsTviBoy9Neu-_b_Uoq-ni7FKaE6o7EORSjz6EWJDK13fPSH H8zsT6U -1-0-0 5.9-14 11-0-0 16-0-02 21-3.8 Y4-0 5-9-14 5-2.2 5-1-12 5-1-12 Scale = 1:37.5 4x9 2x3 II 3x4 = 4 17 18 19 5 20 6 3x4 = 2x3 11 °%D 3x4 `= 3x10 = 3x6 11 LOADING (ps' TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.36 BC 0.34 WE 0.59 Matnx-MS DEFL. Vert(LL) Vert(CT) Hom(CT) Wind(ILL) in (loc) I/deB Ud -0.04 11 >999 360 -0.1111-14 >999 240 0.03 7 n/a n/a 0.06 11 >999 240 PLATES GRIP MT20 244/190 Weight: 117 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-12 oc bracing. REACTIONS. (lb/size) 7=949/0-3-8, 2=1048/0-8-0 Max Ho¢ 2=294(LC 12) Max Uplift 7=-442(LC 12). 2=-494(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1911/981, 3-4=-1263/697, 4-5= 830/511, 5-6— 830/511, 6-7= 902/599 BOT CHORD 2-11=-1130/1709, 9-11=-1130/1709, 8-9=-718/1105 WEBS 3-9=-694/459,4-9=-164/423, 4-8=-380/279, 5-8=-405/334, 6-8=-684/1113 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsf; h=16R; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 11-0-0, Extedor(2) 11-0-0 to 15-2-15, Intenor(1) 15-2-15 to 21-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 100 lb uplift at joint(s) except (jt=lb) 7=442, 2=494. w Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 9904 Parke East Blvd. Tampa FL 33810 Date: January 23,2020 O WARNING -Ved/ydesl9nperemeters end READ NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEM MM rev. I&TUG015BEFOREUSE. Design valid for use only with M6ea connectors. IDIs design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me building designer must verity the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndMtlual truss web and/or chord members only. Addnlonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general gultlonce regarding the fabrication, storage, delivery, erectlon and brocing of trusses and truss systems, seaMSVIPII pulpMyy CMeda. DSB49 and BCSI Building Component 6904 Palle East Blvd. Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty' Ply 5405 DEER RUW CHALOU r T79220206 76482 A2 Half Hip 1 1 Job Reference (optional) Gnambers truss, Inc., I-Ort Fierce, FL 8.330 S Jan 6 2020 MI I ex industries, Inc. I hU Jan 23 13:07:12 2020 Page 1 Scale = 1:3B.0 4x4 = 3x4 = 3x8 = 4 16 17 5 1B 6 3xS = 3x8 =°"O - 3x5 = 3x6 11 LOADING (psf) SPACING- - 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.12 10-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Ven(CT) -0.29 10-13 >871 240 BCLL 0.0 ' Rep Stress Incr YES W EI 0:75 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.0810-13 >999 240 Weight: 1081b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing. REACTIONS. (lb/size) 7=949/0-3-8, 2=1048/0-8-0 Max Horz 2=249(LC 12) Max Uplift 7=-433(LC 12), 2— 503(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1834/1042, 3-4=-1493/849, 4-5=-1337/833, 5-6=-1155/695, 6-7=-889/587 BOT CHORD 2-10— 1136/1658, 8-10= 695/1155 WEBS 3-10= 411/367, 4-10=-80/341, 5-8=-608/473, 6-8=-803/1336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160ni (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=3.Opst h=16ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8.0, Interior(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 21-1-12 zone;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 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.Ops1 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) except Qt=lb) 7=433, 2=503. R Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33B10 Date: January 23,2020 Q WARNING -Verity design paramefere antl READ NOTES ON MIS AND INCLUDED MTTEK REFERANCE PAGE MIP74P3 rev. 14M341015 BEFORE USE, Design valid for use only with MiTek® connectors. ihls design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate the design Into the overall bulltling all Bracing Indicated is to prevent buckling of lndNlduol truss web and/or chord members only. Addronal 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, seeANSU1P11 Cu llMMyy CdfeM. DSB-B9 and BCSI Butding Component 69N Parke East Blvd. Safety Informatbnavallable from Truss Plate Institute. 218 N. Lea Street, Sulte 312, Alexandria. VA 22314. Tempe, FL 33610 Job Truss Truss Type ` Oty` Ply 5405 DEER RUN/ CHALOU T19220207 76482 ATA ATTIC fi 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 10 8.330 s Jan 6 2020 MiTek Industries, Inc. Thu Jan 2313:07:13 2020 Page 1 atLSDESTviBoy9Neu-w_5FDV01 EkV1 pXGAEfOvX82LSjZ6h9FM6jxOL1 zsT6S Scale =1:36.3 Sx6 = 3x10 = 5„ B IdT1aB18-� I 3" = 3x 3x4 I 1^ Plate ONsets(XY)-- 12:1-1-10-1-5118:0-3-150-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.83 Vert(LL) -0.35 9-11 >722 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Ved(CT) -0.65 9-11 >394 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.94 Horz(CT) 0.03 8 n/a r✓a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.23 9-11 >999 240 Weight: 1011b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 8=1140/0-3-8, 2=1236/0-8-0 Max Horz2=156(LC 11) Max Uplift 8= 266(LC 12), 2= 376(LC 12) Max Grav 8=1308(LC 19), 2=1396(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2632/473, 3-4=-2301/503, 4-5=-163I716, 5-6=-1571728, 6-7=-2279/521, 7-8_ 2635/507 BOT CHORD 2-11=-336/2315, 9-11=-336/2315, 8-9=336/2315 WEBS 3-11=0/610, 7-9=0/646, 4-12=-3123/770, 6-12=-3123/770 Structural wood sheathing directly applied or 3-3-3 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at mil 4-6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=3.Opsf; h=1611; B=45ft; L=24ft; eave=4ft; Cat. II; E1te C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-10-0, Exterior(2) 10-10-0 to 13-10-0, Interior(1) 13-10-0 to 21-3-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.011a AC unit load placed on the top chard, 10-10-0 from left end, supported at two points, 4-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 lost 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) Ceiling dead load (5.0 psi) on member(s). 3-4, 6-7.4-12, 6-12 8) Bottom chord live load (40.0 pst) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 8=266,2=376. 10) Attic room checked for IJ360 deflection. ` Walter P. Finn PE No.22839 Mil USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 A WARNING- Verffy design paremefersend READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIF7473reV. 1e403R015 BEFORE USE. Design volltl for use only with Mri connectors. This tleslgn is based only upon parameters shown. and is for on Individual bulltling component,not �r' ■■ a huts system. Before use, the bulltling designer must verify the applicability of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary antl permanent bracing MiTek- Is always required for sealry and to prevent collapse with possible personal Injury and,property damage For general guldcnce regarding the fobricatlon,storage,delivery, erection and brocing of trusses and truss systems, seeANSIMI10uail Criteria. 05049 and BC3l Building Component Safety Infamlationavallabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22 14 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type • Oty' Ply 5405 DEER RUN/ CHALOU T79220208 76482 B Half Hip 1 1 Job Reference (optional) unami I russ, Inc., Fort Fierce, FL 6.33U s Jan 6 Ii MI I ex industries. Inc. I nu Jan 23 13:07:14 ZU20 Face 1 5.00 12 400 = 3.4 II 4x4 5 2 16 3 17 Scale =1:53.4 3x8 = 3x6 = 2x3 II 48 = 4 18 5 6 19 7 I0 b 4x4 — 3x4 = 5x6 = 4x4x12 = 3x6 II 6 = 1-0-0 6-6-0 14-7.4 22.4-12 30.4.0 1.n.n LR.n 1.11.d >-O-G Plate Offsets(X,Y)-- 12:0-7-0,0-2-01,f11:0-3-0,0-1-81,f13:0-4-12,Edge1 LOADING (psf) SPACING- 2-0-0 Cal. Di in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LI.) -0.15. 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.34 9-11 >999 240 BCLL 0.0 Rep Stress that YES WB 0.94 H0rz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/FPI2014 Matrix -MS Wind(LL) 0.20 9-11 >999 240 Weight: 179 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30'Except' 3-12: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 8=1352/0-3-8, 15=1352/Mechanical Max Horz 15=20(LC 12) Max Uplift 8=-597(LC 12), 15=-593(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-523/285, 2-3= 2442/1366, 3-4=-2406/1348, 4-6= 2184/1167, 6-7=-2184/1167, 7-8— 1279/763, 1-15= 1401/751 BOT CHORD 13-14=-264/437, 3-13=-507/407, 11-12=-160/344, 9-11=-1491/2782 WEBS 2-14=-1057/690, 11-13=-1339/2452, 4-13=-404/224,4-9=-665/363, 6-9=-586/457, 7-9=-1266/2374, 1-14=-708/1294, 2-13=-1237/2251 Stmctuml wood sheathing directly applied or 4-1-5 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 6-0-5 oc bracing: 9-11. 1 Row at midpt 11-13, 4-13, 4-9, 7-9 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=4.2pst BCDL=3.Opsf; h=16ft; B=45f1; L=30ft; eave=4tt; Cat. II; E1io C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 5-3-8, Interior(1) 5-3-8 to 30-2-4 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) 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 of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between thebottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 8=597, 15=593. Walter P. Finn PE No.22539 MRek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33010 Date: January 23,2020 O WARNMO-Verlfydeslgnperametersend READ NOTES ON THISAND INCLUDED thing(REFERANCEPAGEMIFT4T9ray. I&O20156EFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system, Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the ovarcll building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addltlonol temporary and permanent bracing s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSVIPII QualNNyy Canada, DSB49 and BCSI Building Component Safety Informafbrxmollabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexantlrlo. VA 22314. MOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ' Oty' Ply 5405 DEER RUN/ CHALOU T19220209 76482 B1 Half Hip 1 1 Job Reference (optional) unamoer5 i russ, inc., ran rrarca, IL oaJU s Jan o Guzu Mn ea lnqusmes, Inc. rnu Jan 2J 1J:ul: ra zazu rage r 3.0.0 3-8-0 7.11-4 1 5.00 12 4xB = 3.4 II 3z4 = 3x6 = 2 3 16 17 4 18 5 3x Scale = 1:53.3 3x4 = 4.5 = 6 19 7 l4 7 13 5 14 5xB = 6x8 = 3x6 = 4x5 = LOADING (ps.' SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TC 0.92 Vert(LL) -0.11 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.2811-12 >999 240 BCLL NO ' Rep Stress lner YES WB 0.78 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017RPI2014 Matrix -MS Wind(LL) 0.14 9-11 >999 240 Weight: 1871b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or4-5-4 oc puffins, BOT CHORD 2x4 SP M 30'Except' except end verticals. 3-12:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 11-13, 4-13, 7-9 REACTIONS. (lb/size) 8=1352/0-3-8, 15=1352/Mechanical Max Hoe 15=65(LC 12) Max Uplift 8=-602(LC 12), 15=-588(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1089/635, 2-3=-1887/1131, 3-4=-1883/1132, 4-6=-2278/1262, 6-7=-1793/978, 7-8=-1280/773, 1-15=-1333f796 BOT CHORD 13-14=-611/940, 3-13=-457/372, 11-12=-117/289, 9-11=-978/1793 WEBS 2-14= 710/456,2-13= 733/1349,11-13=-1162/2013,4-13=-467/212,4-11=-350/347, 6-11=-331/566, 6-9=-882/622, 7-9=-1115/2042, 1-14=-690/1258 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=3.Ops1; h=16f ; B=45ft; L=30f ; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 7-3-8, Interior(l) 7-3-8 to 30-2-4.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 pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads, 5) `This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=11o) 8=602, 15=588. 0 Io Waiter P. Finn PE NoIN39 MTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 A WARNING- VsHry design paramefersand READ NOTES ON MIS AND INCLUDED MNEKREFERANCEPAGENS7473mv.. iN o#SOEFORE USE, Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an Individual branding component, net a hum system. Before use, the building designer must verity the appllcabllTv of design parameters and properly Incorporate this design Into the overall building design, Bracing lndlcaled is to prevent buckling of lndNlducl truss web and/or chord members only. Additional temporary and permanent bracing ��- MOW s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance ragarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems: seeANSVTPff QUOIMy Cdbde. OSB-09 and BCSI BuSdap Component Safety Infoanatbmvaiiabie from Truss Plate Institute. 218 N. Lee Street Sulte 312. Alexandria, VA 22314. 69N Perko East Blvd. Tampa, FL 33610 Job Truss Truss Type 5405 DEER RUN/CHALOU jOi T19220210 76482 B2 Hip 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.33U s Jan 8 2U2U MI I eK maustnes. ma. I nu Jan 2313:U/:1 a zoLu Panel 4x4 Sol) 12 4x8 = 2x3 11 4x8 = 2 18 19 3 20 21 22 4 Scale = 1:52.3 12 11 lu 8 / 3.6 II 3.5 = 3x10 = 3x6 3x4 = 2x3 II 3.5 C 5.0.0 11-4-0 17-8-0 23-10.2 30-4-0 S-M1a A-dA R-d-n 6.9.9 I 9.5.1d Plate Offsets (X Y)-- [2:0-5-4 0-2-0] [4:0-5.4 0-2-0] [6:0-0-13 0-1-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Verl(LL) -0.09 7-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Veri(CT) -0.23 7-8 >999 240 BCLL 0.0 ' Rep Stress ]nor YES W B 0.75 Horz(CT) 0.06 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.12 7-8 >999 240 Weight: 166 lb FT=20% LUMBER- -BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc puffins, BOT CHORD 2x4 SP M 30 'except end verticals. WEBS 2x4SP No.3 BOTCHORD Rigid ceiling directly applied or 6-5-1 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS. fib/size) 6=1358/0-3-8, 12=1358IMechanical Max Horz 12=-176(LC 12) Max Uplift 6=-587(LC 12). 12=-608(LC 12) FORCES. (Ib) - Max. CompdMax. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 1-2=-1212/737, 2-3= 1812/1180, 3-4= 1812/1180, 4-5=-2100/1235, 5-6=-2778/1514, 1-12=-1315/833 BOT CHORD 10-11=-395/1046, 8-10=-890/1866, 7-8=-1313/2487, 6-7=-1313/2487 WEBS 2-11=-592/436, 2-10=-593/1043, 3-10=-503/393, 4-8=-165/479, 5-8=-737/470, 1-11= 704/1259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160ni (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=30f; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-2-2, Interior(1) 3-2-2 to 5-0-0, Extedor(2) 5-0-0 to 9-3-8, Interior(1) 9-3-8 to 17-8-0, Exterior(2) 17-8-0 to 21-11-8, Interior(1) 21-11-8 to 30-4-0 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 pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tress 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 100111 uplift at joint(s) except 61 6=587. 12=608. Walter P. Finn PE No.22839 MiTek BSA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 Q WARNING -VerKy deal,. pemmetem end BEAD NOTES ON THIS AND INCLUDED afmEK REFERANCE PAGE M/I.7473 rev. IaMlafS BEFORE USE. valid for use only with MITekO connectors. IDls design Is based only upon parameters shown, and Is for an individual building component, not Wit th a truss system. Before use, the building designer must verify e applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M[Tek' Is always required for stability antl to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses antl truss systems, seeMSVWII Quality C/Brrda, PSO-89 and BCSI Buatlelp Component 6904 Palle East Blvd. Safety lnfoonnaonavoiiabie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Aleaanddo, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Oty Ply 5405 DEER RUN/ CHALOU ' T19220211 76482 B3 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 Mil ek indusines, Inc. I nu Jan 23 13:uin u 202u Vage 1 ID.val2iCyl7_H1L5DEsTNBoy9Neu-HxvBGD4A3G7Kvl981 C04EBIEPkG2MOG5G7e90EnT6N 7.0-0 11-0-0 15.8.0 22-4-0 L 7.0-0 4-0-0 4-0-0 6.8-0 84}O 46 = 45 = 5.00 12 _ 3x4 = 5xl Scale=1:51.5 3.6 11 3x10 = 3x6 = 3x8 = 2x3 11 3x5 Q LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CS]. TC 0.68 BC 0.46 WB 0.96 Matrix -MS DEFL. in Vert(LL) -0.15 Vert(CT) -0.30 Horz(CT) 0.05 Wind(ILL) 0.11 (too) Well Ud 9-11 >999 360 9-11 >999 240 7 n1a WE 8-15 >999 240 PLATES GRIP MT20 244/190 Weight: 164111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-0-14 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-3 oc bracing. REACTIONS. glasize) 12=135WO-8-0,7=1358/0-3-8 Max Horz 12— 176(LC 12) Max Uplift 12=-608(LC 12). 7=-587(LC 12) FORCES. glo) - Max. CompuMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1387/825, 2-3=-1197/841, 3-4=-1656/1126,4-5=-1891/1126, 5-7=-2697/1445, 1-12=-1298/827 BOT CHORD 9-11=-674/1522, 8-9_ 1230/2397, 7-8=-1230/2397 WEBS 3-11=-649/397, 3-9=-123/313, 4-9=-144/390, 5-9=-867/551, 5-8=0/287, 1-11=-678/1275 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsk h=16ft;,B=45ft; L=30ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exteder(2) 0-1-12 to 3-2-2, Interior(1) 3-2-2 to 7-", Extedor(2) 7-0-0 to 11-0-0, Interior(1) 11-4-0 to 15-8-0, Exterior(2) 15-8-0 to 19-11-8, Interior(l) 19-11-8 to 30A-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 chord live load nonconcumenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 12=608, 7=587. Walter P. Finn PE No.22939 MTek USA, Inc. FL Cad 6634 6964 Paike East BNdTampa FL 33610 Date: January23,2020 Q WARNING -Vedfydeslgnpammetersand READ NOTES ON THIS AND INCLUDED MNEKBEFEBANCE PAGE mIF7473rev. 10032015 BEFORE USE. Design valid for use only with Mliekat connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of Intllvldual truss web and/or chord members only. Additional temporary and permanent bacing MOW Is always required for stabilly and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fobrlcotion, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cmedo, DSO-89 and SCSI BuIll Component Safety feformationava9able from Russ Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Oty Ply 5405 DEER RUN/ CHALOU ' T19220212 76482 C ROOF SPECIAL 1 1 Job Reference (optional) Chambers muss, Inc., Pon Pierce, FL 8.330 s dan a 2020 MITex Industries, Inc. Thu dan ea 4a:url9 e020 .rage T 44-0 Scale=1:72.7 5x6 = 8 3x4 3x6 i 3x4 i 28 28 3x6 7 g g 10 4x8 i 3x4 5.00 12 51 = 5 11 54 = 3 30 .7t1 33127 2 121;: N "1 �1 1111 d 17 14 31 32 13 d 20 19 18 16 1s 3x4 11 30 11 6X8 = 3x6 = axis = 4X6 = 30= 3x6 = 3x5 = 3x5 = 21-M 4-0.a 2W ID-0-0 158-0 21-M 21r4-0 300.613 COLD 4L0 2-a0 440 SLO 54-0 04 8-ill 0 Plate Offsets (X,Y)-- [3:0-3-0,0-2-4], [12:0-0-0,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.33 Ven(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Ven(CT) -0.35 13-15 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(CT) 0.05 12 rVa rVa BCDL 10.0 Code FBC2017/FP12014 Matrix -MS Wind(LL) 0.11 13-26 >999 240 Weight: 213 lb FT=20% LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-18: 2x6 SP No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=421/0-8-0, 18=2001/0-8-0, 12=1301/0-3-8 Max Hon: 2=313(LC 11) Max Uplift 2=-426(LC 12), 181108(LC 12), 12=-564(LC 12) Max Grav 2=459(LC 21), 18=2001(LC 1), 12=1332(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or4-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-15 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=407/643, 3-4=-337/662, 4-5=228/459, 5-7=1001/583, 7-8= 1248/785, 8-9=-1258/803,9-11= 2306/1222,11-12= 2624/1342 BOT CHORD 2-20=-561/340, 19-20=-566/337, 18-19=-542/325, 16-18=-460/377, 15-16=-286/946, 13-15=-726/1721, 12-13=-1116/2332 WEBS 4-191 4-18=-645/939, 5-18=-16541919, 7-16=-712/435, 7-15=-117/424, 9-15= 964/563, 9-13= 261/675, 11-13=-466/386, 5-16=-716/1471, 8-15=-267/532 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Val=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=161t; B=45ft; L=40111; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-6, Interior(1) 2-8-6 to 4.4-0, Exterior(2) 4-4-0 to 6-4-0, Interior(1) 6-4-0 to 21-4-0, Extedor(2) 214-0 to 25.4-6, Interior(l) 25-4-6 to 40-4-0 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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=426, 18=1108, 12=564. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cad 6634 B904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 O WARNIII Varly Le3/gn parametersanEREAD NOTES ON THIS AND INCLUDED MREKREFEBANCEPAGEM/F7479ree 710112015BEFOBEUSE. Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ��- a I system. Before use, the bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the ovoroll building design Bracing Indicated is to prevent buckling of lndMauol truss web and/or chord members only., Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage: delivery, erection and bracing of trusses and truss systems. s99ANSVTPi1 Qualirytyy Crial OSO-89 and BCSI Building Component Safety Informationa Noble from Truss Plate Institute. 218 M Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type I iOW Ply 5405 DEER RUN/ CHALOU T19220213 76482 C1 ROOF SPECIAL 1 1 Job Reference (optional) wam0ers i russ, mc., , ran rierce, rL oAJu s Jan o zueu ml erc Inouemes, mc. I nu aan zJ J:w:z i zueu I Scale=1:70.2 5x6 7 19 18 17 "' 15 14 1. 3x5 = 3.4 11 3.4 I Sue = 3.6 =3x5 = 3x8 = 4xe = 3x4 = 3x6 = 6-4-0 8.40 10-4-0 1SB-0 21.4.0 30.6-11 40.4.0 o-e-4 Plate Offsets(XY)-- 13:0-3-00-2-41 f11:0-0-00-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.41 Vert(LL) -0.17 12-14 >999 360 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.3612-14 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.06 11 nta n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.22 19-22 >576 240 Weight:. 214 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 "Except* 5-17: 2x6 SP No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=557/0-8-0, 17=1819/0-8-0, 11=1347/0-3-8 Max Horz 2=316(LC 11) Max Uplift 2=561(LC 12), 17=-925(LC 12), 11= 611(LC 12) Max Gmv 2=598(LC 21), 17=1819(LC 1), 11=1347(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-9 no puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at mldpt 8-14 FORCES. (I e) -Max. Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=613/941, 3-4=-508/965, 4-5— 173/476, 5-6=-1218/910, 6-7=1365/962, 7-8=-1374/980,8-10= 2358/1396, 10-11= 2688/1513 BOT CHORD 2-19=-818/510, 18-19=-824/508, 17-18=-802/493, 15-17=-421/137, 14-15=-593/1072, 12-14=-888/1829,11-12=-1273/2399 WEBS 4-18=-401/317,4-17=-613/900, 5-17=-1365/562, 6-14=-24/369, 7-14=-419/617, 8-14_ 976/569, 8-12=-255/674, 10-12=465/381, 6-15— 615/254, 5-15=415/1270 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=3.Opsf; h=16ft; B=45ft; L=40ft; Bevil Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0to 2-8-6, Intedor(1) 2-8-6 to 6-4-0, Exterior(2) 5-4-0 to B-4-0, Intedor(1) 8-4-0 to 21-4-0, Extedor(2) 21-4-0 to 254-6, Interior(1) 254-6 to 404-0 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 last bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for alive 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, with BCDL = 10.Ops1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=561. 17=925, 11=611. Walter P. Finn. PE No.22839 MiTek USA, Inc. FL Ced 6634 6964 Parke East Blvd. Tampa FL 33610 Date; January 23,2020 ,Q WARNING- Verily Eeslgir vs.feraand READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMO-7473 rev. 101132015eEFOREUSE, Design valid for use only with M6ek& connectors, This design Is based only upon parameters shown. Intl Is for an Individual building component, not �' a truss system. Before use. the building designer must verify the applicobillry of design parameters and properly Incorporate this design Into the overall building design.. Bracing Indicated is to prevent buckling of lndlviducl truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stablley, 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, seeANSVIPII Quality Cisterns, DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlonavdilable from Truss Plate Institute, 218 N, Lee Street. Suite 312. Alexondrlo, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oil' Ply 5405 DEER RUN/CHALOU T79220214 76482 C2 ROOF SPECIAL 1 1 Job Reference (optional) Chambers I rUSS, Inc., Ron Flares, FL a.JJV J Jall O CVCV IVII ItlR IIIUY]IIIGJ, II I4. I IIU JGII cu ,u.V i.cc tutu Scale = 1:74.7 5x6 = 7 19 16 " 16 J� "' 15 13 12 3x6 3x4 = 3.5 II 3x6 = 3x6 = 4xB = Axe = 3x5 = 4x6 = LOADING (par TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.67 BC 0.55 WB 0.80 Matrix -MS DEFL. Vert(LL) Vert(CT) HOrz(CT) Wiril in (lot) Vdefl L/d -0.26 15-16 >999 360 -0.47 15-16 >771 240 0.06 24 n/a n/a 0.35 19-23 >342 240 PLATES GRIP MT20 2441190 Weight: .234Ill FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Siructuml wood sheathing directly applied or4-5-13 oc purms, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. 11-12: 2x4 SP M 30, 5-18:2x6 SP No.2 WEBS 1 Row at midpt 7-16.7-15 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=597/0-8-0, 18=1750/0-8-0, 24=1333/0-7-4 Max Hom 2=258(LC 11) Max Uplift 2=-617(LC 12). 18=-824(LC 12), 24=-628(LC 12) Max Grav 2=636(LC 21), 18=1750(LC 1), 24=1333(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-846/1303, 3-4=-432/915, 4-5=-333/878, 5-6=-1422/1085, 6-7=1415/1250, 7-8_ 1992/1413, 8-9=-1993/1250,9-10= 2353/1377,12-20=-712/1266,11-20=-712/1266 BOT CHORD 2-19=-1441/766, 18-19=-903/333, 16-18=-954/411, 15-16=-777/1210, 13-15=1402/2388, 12-13=-845/1416 WEBS 3-19=-510/630,4-19=-434/217, 5-18=-1459/810, 6-16=-474/391, 7-16=-334/251, 7-15=-650/1242, 8-15- 529/446,9-13=-787/571,10-13=-739/1302,10-12=-1716/1039, 9-15= 700/367, 5-16=-147/1308, 11-24=1559/902 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=3.Opsh, h=16ft; B=45ft; L=41tt; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-12, Interior(1) 2.8-12 to 84-0, Extedor(2) B-4-0 to 10-4-0, Interior(1) 10-4-0 to 21-4-0. Exterior(2) 21-4-0 to 25-4-11, Interior(l) 25-4-11 to 39-10-3 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 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 v0de will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 24 considers parallel to grain value using ANSViPI 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 100 lb uplift at joint(s) except Qt=lb) 2=617. 18=824, 24=628. Walter P. Finn PE No.22839 NiTA USA, Inc. FL Cart OB34 6904 Parke East Blvd. Tampa FL 33610 Dale: January 23,2020 AWARNING -freUrydeslgnParameters, ardREAONOTESONTHISANDINCLUDED MREKBEFEBANCEPAGEM14747Jrev.Ine"015BEFOBEUSE. Wit void for use only with Mmek® connectors, This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the bulltling designer must verify Me oppliccallty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling Individual truss Additional temporary and permanent bracing Welk' prevent of web and/or chord members only, Is always required for stability and to preventcollapse with possible personal injury and property damage. For general guidance regarding the 69N Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANStnell CualNv Criteria, DS!-09 and SCSI building Component Tampa, FL 33610 Safety Nformatbrgvolloble from Puss Plate Institute. 218 N. Lee Street, Suite 312. Aiellontlrlo, VA 22 14, Job Truss Truss Type , Oty, Ply 5405 DEER RUN/ CHALOU T19220215 76482 C3 ROOF SPECIAL 1 1 Job Reference (optional) lAamoers I ruse, Inc., ran rlerce, rL oaJu 5 aGn o e.e full I ert I,Nysu es, ,nc. .... eau cu x ads = 7 19 18 17 ce io ae 15 13 12 3.5 = 3x4 11 6xB = 5x8 = 3x6 = 3x8 = 31 = 3x8 = 51 = 5.5-14 10-4-0 12.4.0 2h4.0 30-11-3 40-7-3 s-s-t4 4-t nS 'i a.n_na.7.a a -an 24 Seale = 1:75.0 Plate Offsets (X )O-- I4:0-8-4 0-2-8] 111:0-3-4 0-3-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ved(LL) -0.21 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.38 13-15 >929 240 BCLL 0.0 Rep Stress lncr YES WE 0.96 Horz(CT) 0.06 24 n/a We BCDL 10.0 Code FBC2017/TP12014. Matti Wind(LL) 0.10 13-15 >999 240 Weight:: 247 lb FT=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 11-12: 2x4 SP M 30, 4-18: 2x6 SP No.2 WEBS OTHERS 2xB SP 240OF 2.0E REACTIONS. ill 2=236/0-8-0, 18=2265/0-8-0, 24=1178/0-7-4 Max Horz 2=266(LC 12) Max Uplift 2=-281(LC 12), 18=-1305(LC 12), 24=-501(LC 12) Max Gray 2=318(LC 21), 18=2265(LC 1), 24=1178(LC 1) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-72/439, 3.4=-674/889, 4-5=-335/273, 5-6=-322/360, 6-7=-1106/599, 7-8=-1089/582,B-9=-2169/1026,9-10=-1911/872,12-20=-508/1075,11-20=-508/1075 BOT CHORD 2-19=-499/31, 18-19=-499/31, 17-18=-872/617, 15-17=-260/728, 13-15=-665/1416, 12-13=-606/1171 WEBS 3-19=-334/237, 3-18=671/924,4-18=-2025/1106,4-17=-716/1611, 6-17=-1488/951, 6-15=-210/514, 7-1 5=-1 96/549. B-15=-829/534, 8-13=-374/847,, 9-13=-1085/597, 10-13=-358/997,10-12=-1438l754, 11-24ci 2331618 Structural wood sheathing directly applied or 4-10-9 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=3.Opsf; h=161t; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4'-0 to 2-8-12, Intedor(1) 2-8-12 to 10-4-0, Exterior(2) 10-4-0 to 12-4-0, Interlor(1) 12-4-0 to 21-4-0, Extedor(2) 21-4-0 to 25-4-11, Interior(l) 25-4-11 to 39-10-3 zone; porch left exposed;C-0'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 painting. 4) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of20.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) Bearing at joint(s)24 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except OWL,) 2=281, 18=1305, 24=501. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd, Tampa FL 33810 Date; January 23,2020 Q WARNING - Vedrytle i pammetersantl READ NOTES ON TH/SANDINCLUDED MREKREFERANCEPAGE 140-7473 rev. IC/134?0156EFORE USE. Design valid for use only with MlreAD connectors. 11h1s 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 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 antl 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 fruss systems, S99ANSVrPIr Quality CrOrrda, DSO-59 and BCSI Building Component Safety Informatlor avalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314, SON Parke, East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5405 DEER RUN/ CHALOU ' T79220216 76482 C4 ROOF SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 2313:07:26 2020 Page 1 I D:val2iCyl?_HtL5DEsTvi Boy9Neu-2UO9xyABAk7BtxmgVu9yZt4W bz_7E4XG6EaalmnT6F 12-8-0 1-0-0 5-5-14 -5-1 1. 12-4-0 14.4.0 21-4-0 28-0-0 2 -11 3 344-7 40-7-3 1- 10 5-5-14 -0- 3.10-2 2-000-0-0 ]-0-0 fi-fiA -11- 5-8-0 - 5-11-12 1-8-0 Scale =1:76.3 5x6 = 23 22 21 4x5 = 3x6 = 3x8 = 14 13 12 11 3x5 = 4x4 = 3x65910 3x4 11 3.4 11 4xB = 3x4 11 31 5-614 10.4-0 12-8-0 i 4.-4-0 21-4-0 28.0.0 411 3 34.7-7 ,r 40.7-3 5-5-14 4-10-2 2-4-0 1.8.0 7.0.0 6-8-0 0-11-� 5.8.4 5.11-12 Plate Offsets (X Y)-- [5:0-3-0 0-2-4] rl O:0-3-12 0-3-0] [15:0-5-12 0-2-81 [20:0-7-e 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.1315-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51, Vert(CT) -0.32 15-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.10 28 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.12 14 >999 240 Weight: 2601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 4-22: 2x6 SP No.2 WEBS OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=154/0-8-0, 22=2367/0-8-0, 28=1180/0-7-4 Max Horz 2=311(113 12) Max Uplift 2=-249(LC 12), 22=-1320(LC 12), 28=-503(LC 12) Max Grav 2=244(LC 21), 22=2367(LC. 1), 28=1180(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1021619, 3-4= 921/1368, 4-5=-333/110, 5-6=-283/111, 6-7— 1180/650, 7-8=-1190/627, 8-9=-2073/1064, 9-1 0=-1 1391578 BOT CHORD 2-23=-602/0, 19-20=-124Of726, 18-19=-1240f726, 16-18=-126/334, 15-16_ 1080/2097 WEBS 3-23=-283/272,.4-18_ 1054/1963, 6-18=-1181/744, 6-16=439/843, 7-16=-41/436, 8-16=-1226/697,9-12=-1070/645,10-12=-707/1403,20-22=-2268/1592,4-20=-2116/1311, 20-23=-525/0, 3-20=-886/955, 8-15=-304/265, 12-15=-575/1130, 9-15=-578/1115, 10-28=-1206/621 Structural wood sheathing directly applied or 4-11-3 oc purl except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 8-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasdi 24ni TCDL=4.2ps1; BCDL=3.Opsf; h=16ft; B=45ff; L=41 ft; eave=5f ; Cat. 11; Exp C; Encl., GCpi=0.18; Ml (directional) and C-C Extedor(2) -1-4-0 to 2-8-12, Intedor(1) 2-8-12 to 124-0, Exterior(2) 124-0 to 14-4-0, Interior(1) 144-0 to 211 Extedor(2) 214-0 to 25-4-11, Interior(1) 25-4-11 to 39.10-3 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 Dancing. 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 alive load of20.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) 28 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 100lb uplift at joint(s) except Qt=lb) 2=249, 22=1320, 28=503. Walter P. Finn PE No.22639 MITI USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: January 23,2020 Q WARNING -Verily design parameters and READ NOTES ON TN/SAND INCLUDED MREKREFERANCE PAGE MIH473 my. 101032V1S BEFORE USE valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not ■■ Nil' a hues system. Before use, Me bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to buckling of Individual hues web and/or chord members only, Additional temporary and permanent bracing MiTek' prevent Is always requiredfor stablity and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd, fobrlcadon, storage; delivery, erection antl bracing of trusses and truss systems, seeANSVMI I Oualkv CrIl lo, DSB49 and BC61 Building Component Tampa, FL 33610 Safety lnfoenatlonsovelloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312; Nexandda, VA 22914. Job Truss Truss Type , Oy Ply 5405 DEER RUN/CHALOU T79220217 76482 C5 ROOF SPECIAL 1 1 Job Reference o tional Gnameer5 I mss, Inc., Yon FlOrCO, tL O.JJV 5 J311 O L VCV MI I VR IUUTAIIfItlb', IIIV. I IIU JCII CJ IJ.V /.CO CVN r 3x5 = 23 3x4 II 3x6 = 10 502 = -22 21 4xl = 6x10 = 3.4 II 5x6 = 9 3x8 = 5x12 = 16 3.4 II 15 48 = 6x8 = 502 = 13 14 3x4 II Scale-1:76.3 28 1$ IQ LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 LumberOOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014. CS'. TC 0.87 BC 0.62 WE 0.77 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.09 17-18 >999 360 -0.2317-18 >999 240 0.12 28 n/a n/a 0.1217-18 >999 240 PLATES GRIP MT20 244/190 Weight 273lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-6 oc pudins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 6-21,11-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1Row at midpt 11-18 5-22: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=110-8-0, 22=2564/0-8-0, 28=1114/0-7-4 Max Horz 2=356(LC 12) Max Uplift 2— 281(LC 11), 22=-1445(LC 12), 28=-481(LC 12) Max Grav 2=158(LC 21), 22=2564(LC 1), 28=1114(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 393/937, 3-5=-1071/1471, 5-6=-524/687, 6-7=-384/153, 7-8=-352/161, B-9=-964/537, 9-10— 948/533, 10-11=-837/432, 11-12=-1623/862, 12-13=-957/500 BOT CHORD 2-23=-935/64, 22-23=-935/64, 6-20— 1592/1030, 19-20=-630/465, 18.19=-205/441, 17-18=-888/1671 WEBS 3-23=-342/234, 5-22— 1573/1018,20-22=-1397/884,5-20=-725/1202, 6-19=-857/1488, 8-19=-1043/671, 8-18=-384/666, 9-18=-54/341, 11-18=-10221606, 15-17=-4471867, 12-17=-448/828,12-15=-904/583,13-15=-631/1214,3-22=-054/849,13-28=-1129/595 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=3.Opsf; h-16N; B=45ft; L=41N; eave=5ff; Cat. II; Exp C; Encl.. GCpi=0.I S; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-12, Interior(1) 2-8-12 to 14-4-0, Extedor(2) 14-4-0 to 16-4-0, Interior(1) 16-4-0 to 21-4-0, Extedor(2) 21-4-0 to 25-4-11. Interior(1) 254-11 to 39-10-3 zone; porch left exposed;C-C for members and forces & MW FRS 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. 6) Bearing at joint(s) 28 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=281, 22=1445, 28=481. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 Job Truss Truss Type Illy Ply 1105 DEER RUN/ CHALOU T79220218 76482 C6 ROOF SPECIAL 1 1 Job Reference (optional) unambers I rass, Inc., tort Hlerce, I-L B.38U G Jan 82u2U MI Iex Inc. I nu Jan 2313:U7:29 2U20 Scale=1:76.3 7x8 MT18HS = 5.00 12 6x8 = 9 axe 24 23 22 3x5 = 16 15 '9 14 US = 6x10 = 5x8 = 4x8 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/iP12014 CSI. TC 0.82 SC 0.79 W B 0.90 Matrix -MS DEFL Ved(LL) Veri(CT) Hors(CT) Wind(LL) in (loc) Vdefl Ud -0.30 18-19 >999 360 -0.6418-19 >563 240 0.14 rail Na Na 0.29 18-19 >999 240 PLATES MT20 MT18HS Weight: 2891b GRIP 2441190 244/190 FT=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc pudins, BOT CHORD 2x4 SP M 30 -Except' except end verticals. 6-22,11-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 13-15 5-23: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 2=390/0-8-0, 23=2041/0-8-0, 29=1248/0-74 Max Horz 2=400(LC 12) Max Uplift 2=-325(LC 12), 23=-1203(LC 12), 29=-550(LC 12) Max Gray 2=390(LC 1), 23=2041(LC 1), 29=1273(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-250/231, 3-5— 555/547, 5-6=358/73, 6-7=-1146/562, 7-8— 1039/568, B-9=-1119/651,.9-10=-1875/1047,10-11=-1699/902,11-12=-1681/899,12-13=-968/520 BOT CHORD 2-24=-490/194, 23-24=-490/194, 6-21=-1289/860, 20-21= 150/265, 19-20= 581/1072, 18-19= 646/1183,17-18— 902/1699,11-17= 400/283 WEBS 3-24=.337/229, 5-23=-1540/937, 21-23=-559/350, 5-21=-685/1140. 6-20=-685/1196, 9-19=-351/221, 9-18=-635/1212, 10-18=-809/551, 15-17=-511(952, 12-17=-503/961, 12-15=-1057/685,13-15=-714/1332,3-23=-638/837,13-29=-1283/676 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=3.Opsl; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-12, Interior(1) 2-8-12 to 16-4-0, Exterior(2) 164-0 to 184-0, Interior(1) 184-0 to 214-0, Extedor(2) 214-0 to 24-11-3, InledOr(1) 24-11-3 to 39-10-3 zone; porch left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.0psf. 8) Bearing at joint(s) 29 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Waller P. Finn PE No12839 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 011=11c) MTek USA Inc. FL Cad 6634 2=325, 23=1203, 29=550. 8984 Parke East Blvd. Tampa FL 37610 Date: January 23,2020 AWARNING-VeNtydealgnpnremeeraendREAONOTESONTHISANDINCLUDEDM/iEKBEFEBANCEPAGEMIF74TJrev.1W0.V1015BEFONEUSE. Design vclld for use only with MlTekla connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated b 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 generol guidance regarding the fobrlcallon, storage, delivery, erection and bracing of trusses antl hum systems seeANSVTPIT Quell j. Cil DSO-89 and BCSI Building Component Safety Infonnationavalloble from Truss Rate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22 14. 6904 Parka East Blvd. Tampa. FL 3361D Job Truss Truss Type Dry Ply 5405 DEER RUN/ CHALOU T19220219 76482 D Roof Special 1 1 Job Reference (optional) unambers I russ, Inc., ron rlerce, rL n.aau s dan If zuzu mu I eft Industries, Inc. I nu dan za 1a:u/:J1 LULU rage I It Scale = 1:48.8 3x4 = 3x6 = 3x4 = = 13 2 14 3 15 4 16 17 18 5 5X6 5.00 L12 12 11 10 9 8 7 _ 3x6 II 4X5 = 3X6 3x4 = 5xa = 3x6 II 7-3-4 14-4-12 21.8.0 28-8-8 ]3d 7-1-A ]-3-d 7.0.8 Plate Offsets (X ))-- 15:0-3-0 0-2-41 16:0-2-12 0-2-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.11 9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.25 9-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.04 7 n/a r✓a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.14 9 >999 240 Weight: 153 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural woad sheathing directly applied or 4-3-1 oc puffins, BOT CHORD 2x4SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. WEBS 1Row at midpt 1-11 REACTIONS. (lb/size) 12=1279/Mechanical, 7=1279/Mechanical Max Harz 12= -156(LC 12) Max Uplift 12=-575(LC 12), 7=-550(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1212044, 1-2=-1905/1060, 2-4=-2492/1411, 4-5=-1859/1112, 5-6=-2084/1103, 6-7=-1207/727 BOT CHORD 9-11=-870/1905, 8-9=1221/2492, 7-8=-198/289 WEBS 1-11=-1173/2111, 2-11=-843/603, 2-9=-408/665, 4-8= 720/358, 5-8— 51/400, 6-8=-737/1565 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=16ft; B=4511; L=29h; eave=4H; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 21-8-0, Extedor(2) 21-8-0 to 24-8-0, Interior(1) 24-8-0 to 28-6-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 DO 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 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. 5) Refer. to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=lb) 12=575, 7=550. Walter P. Finn PE No.22839 Mil USA, Inc. FL Cad 6634 69a4 Parke East Blvd. Tampa FL 33610 Data: January 23,2020 ,&WARNING-Va4y✓eslSR psmmeferaand READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMU-74AIrev. iBNMIS BEFORE USE. Design valid for use only with MITek& connectors, fits design Is based only upon parameters shown, and Is for an Individual bulltling component, not �� a truss system. Before use. the building designer must verify the appllcabllity of tleslgn parameters and properly Incorporate this all Into the overall building tleslgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Atldltlonal temporary and permanent bracing MiTek' B always required for stablllty and to prevent collapse with possible personal Injury and prapedy damage, For aeneral guidance regarding the fabrication, storage: dellvery, erection and brocing of trusses and trusssystems, seeAN8UR11 OuaINV CMnla, DSB49 and BCSI Bu6ding Component fi904 Parke East Blvd. 690 Safely Informationaaallable from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexantlrla, VA 223914. e Tampa, FL 33610 Job Truss Truss Type Ply 5405 DEER RUN/ CHALOU T19220220 76482 D1 Hip �Qly 1 1 Job Reference (optional) Gnarmers I foss, Inc., ran mares, 1-1- aaou s aan o zeta run art muasmes, u,c. r nu eau cu 1 00 12 4x8 = 3x4 '- 2 3x4 = 3x6 = 3x4 = 16 3 17 4 518 19 4x5 = 6 Seale=1:49.5 Ira 15 14 13 12 11 10 9 3x6 II 4x4 = 3x6 = 3x8 = 51 = 31 = 3x4 = LOADING (psQ TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Mor YES Code FBC2017/iP12014 CS'. TC 0.52 BC 0.48 WB 0.98 Matdx-MS DEFL in (lot) Udell Ud Ved(LL) -0.15 9-10 >999 360 Vert(CT) -0.33 9-10 >999 240 Hom(CT) 0.05 9 1 1 Wind(LL) 0.11 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 17316 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-11-11 oc pudins, BOT CHORD 2x4SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or7-4-11 oc bracing. WEBS 1 Row at midpt 2-13 REACTIONS. (lb/size) 15=1279/Mechanical, 9=1279/Mechanical Max 115=-181(LC 12) Max Uplift 15=-579(LC 12), 9=-546(LC 12) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-260/147, 2-3=-1536/920, 3-5=-2014/1214, 56=-1743/1094, 6-7= 1938/1112, 7-8=-274/162, 1-15=-1250f7O3 BOT CHORD 13-14=0/281, 11-13= 669/1536; 10-11=-963/2014, 9-10= 985/1734 WEBS 2-14— 1131/771, 2-13=-927/1600,3-13=-817/590, 5-1 1=-251/257,5-10=436/192, 6-10=-132/421, 1-14=.695/1197, 7-9=-1810/1103, 3-11=-378/596 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=3.0ps1; h=16N; B=45ft; L=29ft; eave=4f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 5-2-15, Intedor(1) 5-2-15 to 19-8-0, Extedor(2) 19-8-0 to 24-1-9, Intedor(1) 24-1-9 to 28-6-12 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 pending. 4) This truss has been designed for a 10.0 pat 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 366 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 to uplift at joint(s) except (jt=lb) 15=579, 9=546. Walter P. Finn PE NoIN39 WITek USA Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Dale: ,January23,2020 Q WARNING- Verily Ceslgnperemetersand READ NOTES ON THISANU INCLUDED MITEKREFERANCEPAGEMI-747a rev. laN1aols BEFORE USE Design valid for use only with MneW 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 appllcobliify of design parameters and properly Incorporate this design Into the overall bulideng design. Bracing Indicated is to buckling Individual true web and/or chord members only. Additional temporary and permanent bracing Welk' prevent of is alwoys required for stability end to prevent collapse with possible personal lnlury and property damage. For general guidance tegording the fabrication, storage, calvary, erection and bracing of trusses cnd truss systems, S00ANSU1p11 Quall8lsy. Cdi DSB49 and BCSI BuldND Component East B 6904 Parka East Blvd. Safstp mformationovollobie from Truss Rate Institute. 218 N. Lee Sheet. Suite 372. Alexondao, VA 22314.33610 Tempe, FL Job Truss Truss Type OIy Ply 5405 DEER RUW CHALOU T19220221 76482 D2 Hip 1 1 Job Reference (optional) UnamDers I russ, Inc., ran Fierce, rL 6.u3u s Jan B 2u2V MI I ex Industries. Inc. I nu Jan 2313:07:35 2o2D r &00 F12 4.8 = 2 3x4 2x3 II 4x8 = 14 15 3 16 17 18 4 Scale = 1:49.3 13 12 11 10 9 8 7 3x6 II 3x4 = 3x10 3x6 — 31 = 5x6 = 3x6 II 3.0.0 10.4.0 17-8-0 23-0-3 28-8-8 ].e-n s.e.a Plate Offsets (X,Y)-- [2:0-5-8,0-2-01. [4:0-5-4,0-2-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.46 Vert(LL) -0.06 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Ved(CT) -0.17 9-11 >999 240 BCLL 0.0 Rep Stress lncr YES WEI 0.64 Hors(CT) 0.04 7 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.08 9-11 >999 240 Weight:. 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4SP M 30 TOP CHORD BOTCHORD 2x4SP M30 WEBS 2x4SP No.3 BOTCHORD WEBS REACTIONS. (lb/size) 13=1279/Mechanical, 7=1279/Mechanical Max Ho¢ 13= 181(LC 12) Max Uplift 13=579(LC 12), 7=-546(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-738/465, 2-3=-1618/1045, 3-4=-1618/1045, 4-5=-1815/1075, 5-6=-2057/1129, 1-13=-1268r/96, 6-7=-1217/710 BOTCHORD 11-12=-174/637, 9-11= 773/1611, 8-9— 978/1834 WEBS 2-12= 811/584, 2-11=-718/1235, 3-11=593/465, 4-9=-88/358, 5-9= 311/240, 1-12=-669/1136, 6.8=-899/1674 Structural wood sheathing directly applied or 4-10-12 oc pudins, except end verticals. Rigid ceiling directly applied or 7-5-7 oc bracing. 1 Row at midpt 2-11, 4-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16N; B=45N; L=29ft; eave=4ft; Cat. 11; ExpC; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 7-2-15, Interior(1) 7-2-15 to 17-8-0, Exte ior(2) 17-8-0 to 21-10-15, Intenor(1) 21-10-15 to 28-6-12 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 alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 13=579, 7=546. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd Tampa FL 33610 Date: January 23,2020 Q WARNING- Verlry Ceslgnparamefers and HEAD NOTES ON TNISANDINCLUDED MREKBEFEFANCEPAGEMIl rev. 16032015BEFORE USE. Design valid for use only with MaeM connectors. this deslgn Is based only upon parameters shown, and Is for an Individual building component not a rose system. Before use, the building all must verify the oppllcebllity, of design parameters and properly Incorporate this design Into the overall building deslgn. Bracing Indicated is to prevent buckling of Intllvldual truss web and/or chord members only.. Additlonol temporary and permanent bracing WOW Is always recalled for stability and to prevent collapse wlm possible personal Injury and property dcmage. For general guldens regartling the fabrication, storage, delNery, erection antl bracing of trusses and russ systems, seeANSVTF IT GualJ Criteria, DSB49 and SCSI Building Component 69N Parke East Blvd, Safety InfannoSoncvalloble from Truss Plate Irritate. 218 N. Ise Sheet Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type I . Cry Ply 5405 DEER RUN/ CHALOU T79220222 76482 D3 ROOF SPECIAL 1 1 Job Reference (optional) unamoers Iuss, Inc., ton rnerce, rL a.JJU a Jan L,ZUZU Nu IeK Inc. I nu Jarl ZJ 1 J:U1:J/ ZUZU Scale =1:72.6 5.00 12 5x8 = 3x4 II 5x8 = 5 27 28 6 29 30 7 3x5 = 3x4 II axis = 3x6 = 4x4 = 48 = 3x4 = 3x6 = 3x4 = 45 - SS14 10l 1S0.n 9n4-0 95-R-n 3,,.q 40-79 5.5-14 4-10-2 4-8-0 P5. 0 15-4O 17.7.3 r7-4O Plate Offsets (X,Y)-- f5:0-5-12,0-2-81. I7:0-5-12,0-2-81. f10:0-3-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.09 12-14 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.2512-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(CT) 0.03 24 n1a Fire BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.11 12-14 >999 240 Weight:. 2361b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 10-11: 2x4 SP M 30, 4-18:2x6 SP No.2 WEBS OTHERS 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 1=11710-8-0,18=2281/0-8-0,24=1188/0-7-4 Max Horz 1=177(LC 11) Max Uplift 1=-174(LC 12), 18=-130l(LC 12), 24=505(LC 12) Max Gmv 1=184(LC 21), 18=2281(LC.1), 24=1189(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=0/433, 2-4=-646/912,4-5=-531/250, 5-6=-1081/689, 6-7=-1081/689,7-8=-1574/837, 8-9=-2089/1093,11-20=-561/1123,10-20=-561/1123 BOT CHORD 1-19=-487/0, 18-19=-487/0, 16-18=-784/638, 15-16=-96/417, 14-15=-667/1370, 12-14=-1116/2120,11-12=669/1254 WEBS 2-19- 369/231, 4-18=-1909/1223, 5-16=-968/677, 5-15=-664/1080, 6-15- 415/312, 7-15=-464/300,7-14=-145/523,8-14=-820/487,8-12= 672/471, 9-12=-59211165, 4-16=-939/1600,2-18=-651/921,9-11=-1519/817,10-24=-1474r`781 Structural wood sheathing directly applied or 4-2-6 cc purfins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 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=124mDh; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-0-12, Interior(1) 4-0-12 to 15-0-0, Exterfor(2) 15-0-0 to 19-0-11, Interior(l) 19-0-11 to 25-8-0, Exlefior(2) 25-8-0 to 29-8-12, Interior(1) 29-8-12 to 39-10-3 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 Dandling. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcunent with any other live loads. 5) `This truss has been designed for alive load of20.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) 24 considers parallel to grain value using ANSVfPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 1=174, 18=1301, 24=505. Walter P. Finn PE No.22839 M1Tek USA Inc. FL Ced 6034 6934 Parke East Blvd. Tampa FL 33810 Date: January 23,2020 O WARNING -Verllydeslgn Peremen..dREAD NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEaf/F)4)3ree ldAY20159EFOREUSE Design valid for use only with Mliek® 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 verity the applicability of design parameters and properly Incorporate thls design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!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, see/dillinpil Quality Criteria. DSB-89 and SCSI Building Component 69M Parke East Blvd. Safety Infannatbmvallable from Traw Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Oty Ply 5405 DEER RUN/ CHALOU T19220223 76482 D4 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Plerce, FL 8.330 a Jan 8 2V20 Not I ex me. I nu Jan 23 13:U7:38 2u20 rage 1 2 d 1 5.00 F12 5x6 = Sire = 7 30 31 B 32 4xB G 451- 4x5 -- 3x6 i 629 9 5x6= 4 5 10 3x4 3 28 9 8 p \ ffe to 5x12 = 18 33 17 5xS = 22 21 20 4x8 = 3x4 = 15 14 3x5 = 3x4 11 Gx10 = 3.4 II 3x4 11 4xIO = Scale = 1:75.6 6xB = 5xIO = 3x4 = 12 us n' 27 1& �b 13 5x6 = LOADING (pal SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.13 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.28 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.07 27 nta n/a BCDL 10.0 Code FBC2017/T PI2014 Matrix-MS Wind(ILL) 0.11 16 >999 240 Weight: 2581b FT=20% LUMBER- BRACING. TOP CHORD 2x4SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc puffins, BOT CHORD 2x4 SP M 30'Except' except end verticals. 6-20,9-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 do bracing. WEBS 2x4 SP No.3'Except' WEBS 1Row at midpt 8-18 12-13: 2x4 SP M 30. 5-21; 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=141/0-8-0, 21=2376/0-8-0, 27=1162/0-7-4 Max Horz 2=258(LC 12) Max Uplift 2=-241(LC 12), 21=-1341(LC 12), 27=-496(LC 12) Max Gray 2=235(LC 21). 21=2376(LC 1), 27=1162(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces250 (lb) or less except when shown. TOP CHORD 2-3=-120/631, 3-5=-780/1113, 5-6=-283/346, 6-7=-767/416, 7-8=-651/440, 8-9=-1442/817,9-10=-2093/1123,10-11=-1823/938,13-23=537/1066,12-23=-537/1066 BOT CHORD 2-22=-652/0, 21-22=-652/0, 6-19= 1434/938, 18-19= 292/336, 17-18=-614/1272, 16-17=-1015/1911, 9-16_ 256/595,13-14=-636/1153 WEBS 3-22=539/232, 5-21=-1539/910, 19-21=-1055/737, 5-19=-684/1204, 6-18=-752/1259, 8-18=-913/550,8-17=,3351786,9-17=-894/555,14-16=-939/1869,10-14=-1050/625, 11-14=-407/930, 11-13=-14031794,3-21=-650/846,12-27=1226/647 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=3.Opst h=161t; B=45tt; L=41 it; eave=5h; Cat. U: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-8-12, Intedor(1) 2-8-12 to 17-0-0, Exterior(2) 17-0-0 to 21-0-11, Interior(1) 21-0-11 to 23-8-0, Exterior(2) 23.8-0 to 27-8-11, Interior(1) 27-8-11 to 39-10-3 zone; porch left exposed for members and forces & MW FRS for reactions shown; Lumber D01=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 pet 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 .onembers, with BCDL= 10.Opsf. 6) Bearing at joint(s) 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=241, 21=1341, 27=496. Walter P. Finn PE No12639 MTek USA, Inc. FL Ced6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 23,2020 Q WARNING -Verity deslgnparemefers end READ NOTES ON MIS AND INCLUDED MmEKREFERANCEPAGEM67477rev. 1011=15BEFOREUSE. Design valid for use only with Mil connectors. This design Is based only upon parameters shown, and a for an Indlvldual bulltling component. not �� a hum 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 Indlvldual 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 guldoncesegarding the fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSVWII Quality CMulo, DS549 and DOI Building Component 6904 Parke East Shrill.Safety mformatbsgvollobie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22914, Tampa. FL 33610 Job Truss Truss Type ' I City Ply 1415 DEER RUN/ CHALOU T79220224 76482 05 ROOF SPECIAL 1 1 Job Reference (optional) unamoers i russ, inc., Ton Tierce, rL e.eeu s aan a cum run en muwmes, nm. um een cu ,u.ur.wu cum Scale=1:75.0 7x81JIT18HS= 5.co FIT 5x6 = 7 8 28 N 23 22 21 30 = 3x6 = 15 14 13 12 3x5 = 3x4 II 6x10 = 3x4 II 30 = 3x4 II Sx8 = 3x4 II LOADING (psQ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 CS1. TC 0.76 BC 0.89 W B 0.77 Matrix -MS DEFL Ven(LL) Vert(CT) Horz(CT) Wind(LL) in (Joe) Wall L/d -0.35 16-17 >919 360 -0.88 16-17 >411 240 0.11 28 n/a n/a 0.4416-17 >810 240 PLATES MT20 MT18HS Weight: 260 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc puriins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 6-21:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-17 11-12: 2x4 SP M 30, 4-22: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 2=621/0-e-0, 22=1742/0-8-0, 28=1345/0-7-4 Max Horz 2=303(LC 12) Max Uplift 2=-442(LC 12), 22=-1061(LC 12), 28=-567(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8351707, 3-4=-587/235, 4-6=-1086/449, 6-7=-1640/912, 7-8=-1441/912, B-9=-1627/874,9-10=-2613/1386,10-11=-1326/692 BOT CHORD 2-23=-8181733, 22-23=-818/733, 6-20=-954/724, 19-20=-390/893, 17-19=-696/1397, 16-17=1409/2647 WEBS 3-23=-334/223, 4-22=-1456/822, 20-22— 178/337, 4-20=-656/1157, 6-19=422J688, 8-17=-95/437,9-17=-1409A95,10-16=-828/1569,9-16=-467/356,13-16— 687/1314, 10-13=-12841769,11-13=-851/1638,3-22=-640/838,11-28=-13781725 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--3.Opsf; h=168; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Extedor(2) -1-4-0 to 2-8-12, Intenor(1) 2-8-12 to 19-0-0, Exterior(2) 19-0-0 to 25-8-11. Interior(l) 25-8-11 to 39-10-3 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) All plates are MT20 plates unless otherwise Indleated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Bearing at joint(s) 28 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=442, 22=1061, 28=567. Walter P. Rnn PE No12839 MTek USA, Inc. FL Cad 6634 6904 Parke Fast Blvd. Tampa FL 33610 Data: ,January 23,2020 Job Truss Truss Type r Oty Ply 5405 DEER RUN/ CHALOU T19220225 76482 D6 ROOFSPECIAL i 1 Job Relevance (optional) unamoers I Was. Inc., ron reveal, rr- o..1Ju s Jan a Zuzu MI I ae moLLSmes, Inc. I nu Jafl Zs IJ:u,:4z zuzu Scale =1:75.0 5.00 12 axis = Bra = 6 7 21 20 19 14 13 12 3x5 = 600 = Axis = LOADING (psQ TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.93 BC 0.65 WB 0.97 Matdx-MS DEFL. vert(LL) Vert(CT) Hom(CT) Wind(LL) in (roc) Udell L/d -0.17 15-16 >999 360 -0.41 15-16 >868 240 0.13 26 Na rJa 0.22 15-16. >999 240 PLATES GRIP MT20 244/190 Weight: .270111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-10-10 oc puffins, BOT CHORb 2x4 SP M 30 *Except* except end verticals. 5-19,9-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at Ill 9-16 4-20: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=189/0-8-0, 20=2311/0-8-0, 26=1179/0-7-4 Max Horz 2=348(LC 12) Max Uplift 2=-229(LC 12). 20=-1342(LC 12), 26=-507(LC 12) Max Grav 2=267(LC 21), 20=2311(LC 1), 26=1179(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 147/518, 3-4=-812/1000,4-5=-315/226, 5-6=-1090/579, 6-7=-913/604, 7-8=-1047/554, 8-9- 909/433,9-10=-1849/974, 10-11=-1051/543 BOT CHORD 2-21=-485/0, 20-21=-485/0, 5-18=-1443/993, 16-17=-434/913, 15-16=-100B/1905, 9-15=-264/240 WEBS 3-21=-338/230,4-20- 1536/889,18-20=-910/650,4-18=-726/1243, 5-17=-713/1218, 7-16= 85/271,9-16=-1184/697,13-15=-512/1005,10-15=-529/983,10-13=-993/622, 11-13=-677/1320, 3-20=-663/858,11-26_ 1196/625 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psft BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. It: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-8-12, Interior(1) 2-8-12 to 19-8-8, Extedor(2) 19-8-8 to 25-0-3, Interior(1) 25-0-3 to 39-10-3 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) All plates are 3x4 MT20 unless otherwise indicated. 5) This Imss 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. 7) Bearing at joint(s) 26 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=229, 20=1342. 26=507. Walter P. Finn PE NoIU39 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 Q WARNING- Verily design par amefreend BEAD NOTES ON MIS AND INCLUDED MAEK REFERANCE PAGE 100-7473 rev. iN0.241115 BEFORE USE. Design valid for use only with MRek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of lndlvldual truss web and/or chord members only. Addlflonol temporary and permanent bracing MiTeW Is always recurred for stability and to prevent collapse with poll personal Injury and property damage. For general guldonce regarding the recreation, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII GualB C09do, DSB-89 and BCSI Balding Component 6904 PaAce East Blvd. Safety Infammlbmvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. NexantlAa. VA 22 14. Tampa, FL 33610 Job Truss Truss Type I v Oly Ply 5405 DEER RUN/ CHALOU T19220226 76482 D7 ROOF SPECIAL 1 1 Job Reference (optional) cnamoers I rasa, me., ron rrerce, rL o.JJus Jan o 4u<u ml r eK mousmes, Inc. r moan Zd r J:UrVvzum 5.00 52 5xB = 4x6 = 5x6 = B axis = KIM 23 22 21 3x5 = axis = 15 14 "` 13 3x5 = 6x10 = 4xB = Scale=1:76.3 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/rP12014 Cat. DEFL. in TC 0.78 Ved(LL) -0.08 BC 0.51 Ved(CT) -0.17 WB 0.91 Horz(CT) 0.13 Matdx-MS Wind(LL) 0.11 (too) Wall Ud 15 >999 350 15 >999 240 28 n/a Was 15 >999 240 PLATES GRIP MT20 244/190 Weight: 2891b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc puffins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 5-21,10-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 *Except* 4-22: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=145/0-8-0, 22=2371/0-8-0, 28=1164/0-7-4 Max Horz 2=393(LC 12) Max Uplift 2=-212(LC 12), 22=-1356(LC 12), 28=-51 O(LC 12) Max Gray 2=207(LC 21), 22=2371(1-C 1), 28=1164(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-207/652, 34=887/1106, 4-5=-363/334, 5-6=-832/403, 6-7=959/584, 7-8=-948/579, 8-9= 1077/606, 9-10=-1469/792,.10-11=-1472796, 11-12=-913/485 BOT CHORD 2-23=-622/0, 22-23=-622/0, 5-20=-1428/965, 19-20=-271/252, 18-19=-387/717, 17-18=-792/1466,16-17=-792/1469,10-16=-314/238 WEBS 3-23=-339/231, 4-22=-1565/951, 20-22=-1026/679, 4-20= 737/1217, 5-19=-750/1248, 6-19=-670/490, 8-18— 112/309, 9-18=-894/512, 14-16=-452/809, 11-16=-407/740, 11-14— 959/626,12-14=-656/1239,3-22=-654/850, 6-18=-345/567,12-28= 1174/625 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=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-12, Interior(1) 2.8-12 to 17-8-8, Exterior(2) 17-8-8 to 19-8-8, Intedor(1) 19-8-8 to 21-0-0, Extedor(2) 21-4-0 to 25-3-3, Interior(1) 25-3-3 to 39-103 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x4 MT20 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) Bearing at joints) 28 considers parallel to grain value using ANSNTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) Walter P. Finn PE Na22839 2=212, 22=1356. 28=510. MTekUSA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33610 Date; January 23,2020 ,&WARNING-Veroydealg0 paremerereand READ NOTES ON MIS AND INCLUDED MmEKREFERANCEPAGEM6747are,, 14m.3(T015 BEFORE USE. Design valid for use only with MRekaD connectors. This design Is based only upon parameters shown, and is for an Incy dual building component, not ��- a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this tleslgn Into the overall bulltling design,. Bracing Indicated is to buckling Individual truss web members Addlllonal temporary and bracing Welk' prevent of and/or chord only.. permanent Is always real for stablilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me 69N Parka East Blvd. fabrication. storage, delivery, erection and bracing of trusses and trusssystems seeANSVrPII GuolXv Criteria. D36-09 and SCSI Building Component Tampa, FL 33610 w Safety Informatlanallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexcntl4a, VA 22 14. Job Truss Thus Type Io Oty Ply 6405 DEER RUN/CHALOU T79220227 76482 E COMMON 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-4-0 6-9-11 3-1-5 4x5 II S 4 daau Buren n2u[u Mue[mausmes,mc. mudan a ro:ur:5ozu,u reyn i 47_HtL5DEsTviBoy9Neu-_81 LxSO6i7XVfSjK6N7PquNshdRgBjd3Trh5SAmT5y 19.10.0 , 21-2-0 , Scale = 1:36.1 �d 4x4 = axe = 3x8 = 4x4 = LOADING (psp TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS'. TO 0.61 BC 0.69 WB 0.53 Matti DEFL in Vert(LL) 0.50 Vert(CT) -0.33 Holz(CT) -0.03 (loc) Vdefl Ud 8-10 >481 240 a-12 >731 240 6 Na rVa PLATES GRIP MT20 2441190 Weight: 84 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=98610-8-0, 6=986/0-8-0 Max Form 2=-148(LC 10) Max Uplift 2=-877(LC 12), 6_ 877(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 1613/2256,3-4=-1266/2042,4-5=-1266f2042,5-6=-1613/2256 BOT CHORD 2-8=-1971/1443, 6-8=-2001/1443 WEBS 4-8_ 1547/843, 5-8=459/538, 3-8=-459/538 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=4.2pst BCDL=3.OpsY h=16ft; B=45ft; L=24ft; save=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 1-8-0. Interior(1) 1-8-0 to 9-11-0, Extedor(2) 9-11-0 to 13-1-13, Interior(1) 13-1-13 to 21-2-0 zone; porch left and right exposed;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=877, 6=877. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33618 Data: January 23,2020 Q WARNING - Vanity dealgn Parameters and READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIF7473rev. 14=015BEFONE USE Design valid for use only with MnekO connectors. fib 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 appllcablllty 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 fobricall storage, delivery, erection and bracing of trusses and truss systemB seeANSVTPII CYollly Criteria, DS349 and SCSI Building Component 6904 Parke East Blvd. Safety mfomrallonavoeable from Thus Rafe Institute. 218 N. We Sheet. Suite 312, Alexotdrio, VA 22314. Tampa, FL 33610 Job Truss Thus Type r Oty Ply 5405 DEER RUN/CHALOU T79220228 76482 G Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.330 s Jan 6 2020 MiTek Industries, Inc. Thu Jan 2313:07:46 2020 Page 1 ID:vaj2iCyl7_HIL5DEsTviBoy9Neu-SKbjeoPkStfMGclWg4WeN5v4Z1 rzwHICiM0e4czsT5x 7A 4x5 = 2M 7-8-0 Scale =1:24.6 l� Plate Offsets 04Y)— 12:0-2-0Edael 15:0-1-8 0-2-111 LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Well I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.08 6-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.18 6-13 >896 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 HoR(CT) 0.01 5 1 n/a BCDL 10.0 Code FBC2017/IPI2014 Matdx-MS Wind(LL) 0.09 6-13 >999 240 Weight: 53lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 SLIDER Right 2x4 Ste No.3 -H 2-6.0 REACTIONS. (Ib/size) 5=614/Mechanical, 2=717/0-8-0 Max Hom 2=105(LC 11) Max Uplift 5=-267(LC 12). 2=376(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-945/572, 3-5=-876/611 BOT CHORD 2-6=-447/796, 5-6=-447n96 WEBS 3-6=41/313 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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124nr TCDL=4.2psf; BCDL=3.Opsh h=16ft; B=45ft; L=24ft; eave=4ff; Cat. II; Exp C;, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Inte ior(1) 1-8-0 to 7-4-0. Extedor(2) 74-0 to 11-6-15, Interior(1) 11-6-15 to 13-9-0 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 fora 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=1b) 5=267, 2=376. Walter P. Ron PE NoIN39 NTek USA, Inc. FL Cent 6634 6904 Padre East BNd.Tampa FL 33610 Date: January 23,2020 Q WARNING. Verify design parametersand READ NOTES ON THMAND INCLUDED AUTSKBEFEBANCEPAGEM1474r3 rev. faM2015BEFOHEUSE Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and is for an IndIvIducl bulltling component, not ��- a truss system. Before use, the building designer must verily the appllccbllny of design parameters and proper y Incorporate this design Into the overall bulltling 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 antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and from systems, seeANSVTPII Cuo[My Cmoda, DSB49. and BCSI Building Component 69N Parke East Blvd.Safety mbrro fonnatvallable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexondrin VA 22314, Tampa, FL 33610 Job Thus Truss Type r 0ty Ply 5405 DEER RUN/ CHALOU T79220229 76482 G1 Common 2 1 Job Reference (optional) Chambers Truss, Inc., Fon Pierce, FL 3x4 = 8.330 a Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:07:47 2D20 Page 1 IO:vaj2iCyl7 HtL5DEsTvIBoy9Neu-wW95M70MDBnOumsiEoltvJSFKRBBfk%MxOAB%3uT5w elks = 2x3 II Scale: 1/2'=1' 3x6 II LOADING (Dal TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress their YES Code FBC20177FPI2014 CSI. TC 0.41 BC 0.37 WB 0.12 Matrix -MS DEFL. in Ve all-0.08 Ved(CT) -0.18 Horz(CT) 0.01 Wind(LL) 0.09 (too) Wait Ud 6-13 >999 360 6-13 >900 240 5 n1a n1a 6-13 >999 240 PLATES GRIP MT20 244/190 Weight: 53 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M cc pudlns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 -H 2-6-0 REACTIONS. (lb/size) 5=614/Mechanical, 2=717/0-8-0 Max Hoa 2=108(LC 11) Max Uplift 5=-267(LC 12), 2=-376(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-933/539, 3-5=-863/573 BOT CHORD 2-6=407/781, 5-6=-407/781 WEBS 3-6=-39/316 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=3.Opsf; h=16ft; B=451t; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 1-8-0, Intedor(1) 1-8-0 to 74-0, Exterior(2) 74-0 to 104-0, Interior(1) 104-0 to 13-9-0 zone;C-C for members and forces BMWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=267, 2=376. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610. Date: January 23,2020 O WARNING -Verily deslgnpammetersand HEAD NOTES ON TNISANDINCLUDED MREKREFERANCEPAGEMIF7473 rev. IDN12015 BEFORE USE. Design valid for use only with MI of Q) connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not ��- a truss system. Before use, the building designer must verify the appllcablilly of design parameters and prapetly Incorporate this design Into Me overall building design. Bracing Indicated nto buckling of lndlvlduoltrss web and/or chord members only.. Additional temporary and permanent bracing MiTek' prevent 6 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 trusssystems, seeANSVIP1t Qually Cdbda, DSB49 and BCSI Building Component 6904 Parke East Bind. Safety mfamralbrxsvailoble from Truss Plate Institute. 218 N. Lee Sheet. Srlle 312 Alexandria, VA 22374. Tampa, FL 33610 Job Truss Truss Type r any Ply 5405 DEER RUN/CHALOU T19220230 76482 GEE GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:07:48 2020 4x4 = Scale = 1:36.1 ' Ig 3x4 - 18 17 16 15 14 13 12 3x4 = 5x6 = Plate Offsets (X,Y)— f2:0-2-0,Edgel. (10:0-2-0,Edgel.116:0-3-0,0-3-01 LOADING (psQ SPACING- 2-M CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 V6rt(LL) 0.00 10 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr YES W B 0.09 Horz(CT) 0.00 10 rJa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 921b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-10-0. (I e) - Max Harz 2=-148(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 17.13 except 2>784(LC 12), 16=-103(LC 12), 18=-153(LC 12). 14— 1D4(LC 12), 10=-183(LC 12),12=-153(LC 12) Max Gmv All reactions 250 to or less at joints) 15, 16, 17, 14, 13 except 2=264(LC 1), 18=334(LC 17), 10=262(LC 1), 12=334(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 5-6— 97/277, 6-7=-97/282 WEBS 5-16=-161/286, 3-18=-249/291,7-14— 161/289, 9-12=249/291 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=3.Opsl; h=16ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 1-8-0, Extenor(2) 1-8-0 to 9-11-0, Comer(3) 9-11-0 to 12-11-0, Exledor(2) 12-11-0 to 21-2-0 zone; porch left and tight exposed;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designates perANSVTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord beating. 6) Gable studs spaced at 2-M Co. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcumam with any other live loads. 8) • This truss has beendesigned 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift. at joint(s) 17, 13 except (jt=11b) 2=184, 16=103, 18=153, 14=104, 10=183, 12=153. Walter P. Finn PE N012839 INTO USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610. Data: January23,2020 Q WARNING- Verlrydaslgn peremetersand READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGERIF7479rev. 10veY1015BEFOREOSE Design valld for use only with M9ekO connectors. This design Is based only upon parameters shown, and Is for an Indlvldual bulltling component, not a truss system. Before use, the bulltling designer must verify the oppllcoblllty, of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general gultlonce regarding the fabricaflon. storage, delivery, erectlon and bracing of trusses and trusssystems, seeANSUTP11 CualMv CMedo, DS949.and SCSI Building Component Safety lnformotbnavolloble from T1uss Plate Institute, 218 N. Lee Street Sulte 31 ,, Alexantlrlo. VA P2914. MlTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5405 DEER RUN/ CHALOU T79220231 76482 GRA Hip Girder 1 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Inc. Thu Jan 23 13:07:50 2020 it 4xB = 3 18 2x3 II 4x8 = 4 20 21 5 Sx6 vi 3x8 = 2x3 II 3x8 = 2x3 3xB = 3 0.0 /0.10.0 /4-8-0 I 17402-27&22 I 3-10-0 3-10 3.2-&&-44 I &1-40 Scale=1:39.6 A �d Plate Offsets (X Y)— 12:0-4-2,0-1-81[3:0-5-4 0-2-4] [5:0-5-4 0-2-4], [6:0-4-2 0-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.14 9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Ved(CT) -0.32 9 >825 240 BCLL 0.0 ' Rep Stress lncr NO WB 0.27 Hoa(CT) 0.10 6 1 Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.20 9 >999 240 Weight: 971b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/si2e) 2=2017/0-8-0, 6=2017/0-8-0 Max Hoe 2=-110(LC 23) Max Uplift 2=-1039(LC 8), 6=-1039(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4261/2083, 3-4=-4354/2240, 4-5=-0354/2240, 5-6=-4261/2083 BOT CHORD 2-11=-1777/3852, 9-11=-1785/3883, 8-9=-1785/3883, 6-8=-1777/3852 WEBS 3-11=-169/694, 3-9=-392/699, 4-9= 583/416, 5-9— 393/699, 5-8=-169/694 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-5-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=16N; B=45N; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0lost 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 1001b uplift at joints) except (jt=lb) 2=1039,6=1039. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2871b down and 339 lb up at 7-0-0, 184 lb down and 180 lb up at 9-0-12, 184 lb down and 180 Ib up at 10-10-0, and 184 It, down and 180 Ito up at 12-7-4, and 287 lb down and 339 Ib up at 14-8-0 on top chord, and 427 Its down and 201 It, up at 7-1931b down and 28 Ito up at 9-0-12, 93 Ib down and 28 lb up at 10-10-0, and 93 Ib down and 2816 up at 12-7-4, and 427 lb down and 201 lb up at 14-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of. others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back: (B). LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-70, 3-5=-70, 5-7=-70, 12-15=-20 Concentrated Loads (lb) Vert: 3=-202(B)5=-202(B) 11=-427(B) 9=-74(B)4=-139(B) 8=-427(B) 19=-139(B)20=-139(B) 22=-74(B) 23=-74(B) Walter P. Finn PE No.22839 WTI USA Inc. FL Cad 6634 6004 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 ,&WARNING -Verity dealgn parameters end READ NOTES ON TNISANO INCLUDED MITEKREFERANCEPAGEMII-74Tarex. rN0320f5BEFORE USE. Deslgn valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an IndNldual building component, not ��- a truss system. Before use, the building designer must verity the appllcablllN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNlducl 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, eredon and bracing of trusses and truss systems, seeAN41/IPII Ouol2y CModo. DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Informationpv011Obie from Truss Plate Imitate. 218 N. Lee Street Suite 312, Nexand io, VA 22314. Tampa, FL 33610 Job Truss Truss Type I I Oty Ply 5405 DEER RUN/CHALOU T19220232 76482 GRA1 Half Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:07:52 2020 Page 1 ID:vaj2iCyI7_HtL5DEsTvIBoy9NeuHUy_PrUV2jPV)0g1 Ld2cM900SoiKgh54HtyCGnT5r &9-N" T7-9-12 6-2 2f$8 .9-14 034-5 5x8 = 3x4 = SIB Scele=1:38.0 3x4 II 3.6 = oxa xxe— 3x4 = 3x4 = 6.8 = 2x3 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017/rP12014 CSI. TC 0.80 BC '0.74 WEI 0.83 Matrix -MS DEFL. in Vert(LL) -0.12 Vert(GT) -0.28 Horz(CT) 0.10 Wind(LL) 0.18 (roc) Well Ud 9-11 >999 360 9-11 >912 240 7 1 Na 9-11 >999 240 PLATES GRIP MT20 244/190 Weight: 106 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing. OTHERS 2x4 SP No.3 WEBS 1Row at midpt 5-7 REACTIONS. (lb/size) 7=2118/0-3-8, 2=1902/0-8-0 Max Hoe 2=204(LC 8) Max Uplift 7=-1120(LC 5), 2=-982(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 gla) or less except when shown. TOP CHORD 2-3=-3974/1939, 3-4=-3937/2034, 4-5=-2727/1422, 6-7=-305/231 BOT CHORD 2-1 1=-1849/3589,9-11=-1857/3620, 8-9=-2034/3937, 7-8=-1422/2727 WEBS 3-11=-165/715, 3-9= 267/477, 4-9=0/266, 4-8=-1434/725,5-8=-383/l016, 5-7=-3171/1652 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=3.Opsf; h=16ft, B=45ft; L=24ff; eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pal 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-" 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) except (jt=lb) 7=1120, 2=982. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287 lb down and 339111 up at 7-0-0, 194 Ib down and 180 Ib up at 9-0-12, 184111 down and 180 Ib up at 11-0-12, 184 Ib down and 180 lb up at 13-0-12, 190 It, down and 180 Its up at 14-6-12, 178 lb down and 175 Its up at 16-6-12, and 178 Ib down and 175 Ito up at 18-6-12, and 168111 down and 174 Ib up at 20-6712 on top chord, and 427111 down and 201 lb up at 7.0-0, 93 Ib down and 28 It, up at 9-0-12, 93 go down and 28 Ib up at 11-0-12, 93 Ito down and 28Ib up at 13-0-12, 93 Ib down and 28 Ib up at 14-6-12, 72 Ib down and 24 Ib up at 16-6-12, and 721b down and 24lb up at 18-6-12, and 801b down and 21111 up at 20-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 11 Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1.3= 70, 3-6= 70, 7-12=-20 Waller P. Finn PE No22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: January 23,2020 Q WARNING -Verlrydeslgn paremetersend HEAD NOTES ON THIS AND INCLUDED MNEK NEFENANCEPAGEMP-74" rev. iNMISBEFOBEUSE Design valid for use only with MBea 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 oppllcoloil y of design parameters and properly Incorporate this design Into the overall building design. BrocIng Indicated Is to buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' prevent 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 hues and muss systems, seeANSU1P11 CuetIW CMDrb. DSB-69 and BC91 Bu6d1t0 Component e East BNtl. 6904 Parke Safety Infonnallonavallabie from Truss Plata Institute, 218 N. Lae Street Suite 31z Alexandrio, VA 22514. a, 336f 0 Tampa. P Job Truss Truss Type I+ Ply 5405 DEER RUN/ CHALOU T19220232 76482 GRA1 Half Hip Girder �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:07:52 2020 Page 2 ID:vaj2iCyl7 HtL5DEsTviBoy9Neu.HUy_PrUV2jPV_%Igi Ld2cMg005oIKgh54HtyCGsT5r LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-202(F) 11=-427(F) 8=-52(F) 5=-122(F) 15=-139(F) 16=-139(F) 17=-139(F) 20=-139(F) 21=-122(F)22— 137(F) 23=-74(F) 24=-74(F)25=-74(F) 26=-74(F) 27= 52(F) 28=-56(F) QWARNING-Vedfydeslgnparemeferaend READ NOTES ON TNISANDWCLUDEDMfTEKREFERANCEPAGEMIP7473rev. Ifl103r101SSEFOREUSE Design valid for use only with M9eM connectors, This design Is based only upon parameters shown, and Is for an individual bulldln9 component, not a hum system. Before use, the building designer must verify the applicabllity, of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated b 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 possible personal Injury and property damage. For general guidance regarding the fobticalion, storage, delivery, erection and bmcing of trusses and truss systems. seeANSVrPII QUOT CMnb, DSB49 and BCSI Building Component 69" Parke East Blvd. Safety Infoanatbrgvalloble from Truss Rate Institute, 238 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL W610 Job Truss Truss Type II Qty Ply 5405 DEER RUW CHALOU 719220233 76482 GRB Roof Special Girder 1 LOa Job Reference (optional) Gnambers Truss, Inc., Fort Pierce, FL d.33U s Jan d ZUZU MI Iex Inausraes, Inc. Inu Jan 23 TJ:U/:b/ ZUZU Pager ID:vaj2iCyl7_HtL5DEsTviBoy9Neu-eRmtSYYetF1 o5lddpuDDJQsz7TVY/3JgEZbjuTuT5m I .0 1-4 16.1-15 201021 -86-.22 41%1-10 32 3645114 2 44 4x6 = 2x3 II 3x4 = 1 20 212 22 3 23 24 3 3x8 = 3.6 = 2.3 11 254 26 527 286 29 30 31 Scale=1:52.5 3x8 = 2x3 II 4x6 = 7 32 33 348 35 36 9 ]d 3x4 11 .o like = Yc .� 3xS = 06 =Y, 2x3 11 .,, '4x12 = Y �= 3x6 II LOADING (pso SPACING- 2-0-0 CSL DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) -0.20 14-15 >999 360 MT20 244/190 TCDL 15.0 LumberDOL 1.25 BC 0.80 Ven(CT) -0.4514-15 >805 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(CT) 0.09 10 ril We BCDL 10.0 Code FBC2017RPI2014 Magill Wind(LL) 0.3014-15 >999 240 Weight: 349 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc pudins, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 3-16:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or8-3-12 oc bracing. WEBS 2x4 SP No.3'Except' 15-17: 2x4 SP M 30 REACTIONS. (lb/Size) 19=2971/Mechanical, 10=2937/0-3-8 Max Uplift 19=-1501(LC 8), 10=-1486(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 1-19=2857/1474, 1-2=4197/2121, 2-3=4197/2121, 34=-7126/3622, 4-6=-7552/3823, 6-7=-7552/3823, 7-8=4048/2049, 8-9=4048/2049, 9-10=-2809/1474 BOT CHORD 17-18=-3677/7247, 3-17— 621/1421, 15-16=-317/662, 14-15=-3615l7146, 12-14=-3300/6519,11-12=-3300/6519 WEBS 1-18=-2473/4896, 2-18= 436/297,3-18=-3619/la46,15-17=-3353/6590,4-15=-940/617, 4-14=-296/481,6-14=-643/457,7-14=-634/1223,7-12=-7/397,7-11=-2924/1482, 8-11=-692/493, 9-11=-2387/4717 NOTES- 1) 2-ply truss to be connected togetherwith 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 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vl160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Ops1; h=161t; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water patrolling. 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 19=1501, 10=1486. Walter P. Finn PE No.22635 Mil USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3361D. Date: .January 23,2020 Q WARNING-✓erlrydea19h,co metereendeEADNOTES ON MIS AND /NCLUDEDMREKREFENANCEPAGEMIP74M3 v. 10IN3¢015SEFONE USE. Design valid for use only with MOekV connectors. This design Is based only upon parameters shown, and Is for on IntlNldual building component, not a truss system. Before use, the bulldIng designer must verity the applicability of tleslgn parameters and papery Incorporate this design Into the overall building tleslgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTeke Is always required for stobillty and to prevent collapse with pos9ble personal Injury and property damage. For general guidance regarding the fabriccHon, storage, delNery, erection and bracing of trusses and truss systems. seeANSI/IPII Quote y Ciffel DS349 and BCSI BuldbD Component 69M Parke East BNd. Safety Informotbroymelable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type I I Oty Ply 5405 DEER RUN/ CHAL0U T79220233 76482 GRB Roof Special Girder 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:07:57 2020 Page 2 ID:vaj2iCy17 HtLSDEsTviBoy9Neu-eRmtSYYetF1o51ddpuDDJOsz7TVY73JgEZbiuTmTSm NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 Ito down and 157 lb up at 1-0-12, 176 lb down and 157 lb up at 3-0-12, 176 lb down and 157 lb up at 5-0-12, 185 lb down and 180 lb up at 7-0-12, 184 lb down and 180 lb up at 9-0-12, 184 lb down and 180 Ito up at 11-0-12, 184 lb Qpwn and 180 lb up at 13-0-12, 184 lb down and 180 lb up at 15-0-12, 18416 down and 180 Ib up at 17-0-12, 184 lb down and 180 lb up at 19-0-12, 184 lb down and 160 Its up at 21-0-12, 185 It, down and 180 lb up at 23-0-12, 1851b down and 180 lb up at 25-0-12, and 185 lb down and 180 It, up at 27-0-12, and 185 Its down and 180 lb up at 29-0-12 on top chord, and 94 lb down and 49 lb up at 1-0-12, 93 lb down and 50 lb up at 3-0-12, 93 lb down and 50 Ito up at 5-0-12, 93 lb down and 28 Its up at 6-9-12, 93 lb down and 28 lb up at 9-0-12, 931b down and 28 lb up at 11-0-12. 93 Ito down and 28 It, up at 13-0-12, 93 Ib down and 28 lb up at 15-0-12, 93 Its down and 28 Ito up at 17-0-12, 93 Ill down and 28 It, up at 19-0-12, 93 lb down and 28 lb up at 21-0-12, 93 Ib down and 28 Its up at 23-0-12, 931b down and 28 Ito up at 25-0-12, and 93 lb down and 28 lb up at 27-0-12, and 93 Its down and 28 lb up at 29-0-12 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 (pit) Vert: 1-9=-70, 17-19= 20, 10-16=-20 Concentrated Loads (Ib) Vert: 3=-139(F) 17=-74(F) 12= 74(F) 7=-139(F) 20=-124(F) 21=-121(F) 22=-121(F) 24— 139(F) 25=-139(F) 26=-139(F) 28=-139(F) 30_ 139(F) 31=-139(F) 33=-139(F) 34=-139(F) 35=-139(F) 36=-139(F) 37=-94(F) 38=-93(F) 39=-93(F) 40=-74(F) 41= 74(F) 42=-74(F) 43= 74(F) 44=-74(F) 45=-74(F) 46=-74(F) 47=-74(F) 48= 74(F) 49=74(F) Q WARNING. Verifydesi9n Premetersend BEAD NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEMW473rv. 1¢113QU15BEFOBEUSE. Design valid for use only whin MSekO connectors. This design Is based only upon parameters shown, and Is for an IndMtlual building component, not a truss system. Before use, Me building designer must verify the applicab0lry of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndivduol truss web and/or chord members orry. Addiflonal temporary and permanent bracing MiTek- Isalwoysrequlredfor stability and to prevent collapse with passible personal Irury and property damage. For general guidance regarding the 6904 Parke East BNtl. EasEas fabrication,s, storage: delivery, erection and bracing of trusses and Muss systemseeMSUIPII Cua1By Cifelb, DSB-59 and SCSI Building Component Tempe, FL t0 Safety Infoimallorwailable from Truss Rate Institute, 218 N. Lee Street, Suite 312, Alexondria. VA 22314. Job Truss Truss Type Ply 5405 DEER RUW CHALOU T19220234 76482 GRC ROOF SPECIAL GIRDER �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Inc. Thu Jan 23 13:07:59 2020 5x6 = 5xB = 3x6 i 7 3xfi 10 6 11 5 5.00 12 5z6 = 5x6 = 12 3 y} 1 2 22 21 20 19 18 17 16 15 14 6x10 = 3x6 = 3x5 = 3x8 = 3xe = 2&400 31--fi2 304.03B800.4-0 141-5 11904-3-112.421--00 31-00 3-0-0 3-9-5 Z0.101 Scale=1:72.5 13 ]d 3x5 = Plate Offsets (X Y)-- 13:0-3-0 0-2-41 18:0-3-0 0-2-41 19:0-5-12 0-2-8] 113:0-0-0 0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.10 18-20 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.46 Vert(CT) -0.2218-20 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(CT) 0.06 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 14-15 >999 240 Weight: 226111 FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-20: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-18.7-20 REACTIONS. (lb/size) 2=276/0-8-0, 20=2206/0-8-0, 13=1243/0-3-8 Max Horz 2=280(LC 7) Max Uplift 2=-278(LC 8), 20=-1314(LC 8), 13= 514(LC 32) Max Grew 2=309(LC 17), 20=2206(LC 1), 13=1273(LC 14) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-675/913, 5-7=-545/875, 7-8=-1060/461, 8-9=-915/472, 9-10=-1357/625, 10-12=-2041/851, 12-13=-2587/1039 BOT CHORD 2-22=-398/310, 21.22=-405/31I, 20-21= 390/319, 18-20=0/523, 17-18=-255/1171, 15-17= 597/1793,14-15=-888/2313,13-14=-888/2313 WEBS 4-20=-810/809, 5-20=-417/308, 7-18=-335/784, 9-18=-563/303, 9-17=-268/630, 10-17=-881/449,10-15=-88/417,12-15=-576/316, 7-20=-1879/982 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ff; B=45ft; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=Ib) 2=278, 20=1314, 13=514. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 Ib down and 33 lb up at 2-4-0 on top chord, and 124 lb down and 271b up at 2-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 11 Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-3=-70, 3-4=-70, 4-8=-70, 8-9=-70, 9-13=-70, 23-26=-20 Walter P. Finn PE No.22639 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 Q WARNING- VerllydeSlgn parameters end READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGE MIF74la rev. la'9 WISBEFOREUSE. Dealgn valid for use only with MRekG connectors. this design Is based only upon porameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the bulltling designer must verify the oppllcoblllty of design parameters and properly Incorporate this deslgn Into the overall bulltling deegn.Bracing Indicated is to prevent buckling of hdNidual truss web and/or chord members only. Addltlond temporary and permanent bracing M!Tek* ls always reculred for stobility end to prevent collapse wrth possrale personal Injury and property damage. For general guidance regarding the fobrlcation storage: delivery. erection and bracing of hums and tons systems seeANSIM11 QUCM0ryT Cifferh, DSB49 and SCSI Building Component 69M Parke East BNd. Sooty lnformotiorxrvallable from Truss Rate Institute, 218 N. Lee Sheet Suite 312. Alexontlrlo. VA 22314, Tampa, FL 33610 Job Thus Truss Type MY Ply 5405 DEER RUN/ CHAL0U T79220234 76482 GRC ROOF SPECIAL GIRDER 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 22=-3(F) 8.330 s Jan 8 2020 MITek Industries, Inc. Thu Jan 2313:07:59 2020 Page 2 ID.vaj2iCyl7 HtLSDESTviBoy9Neu-agtetEZuPtIWKmOKJFh0ryI%GFfryp7ht4gyMnT5k ,&WARNING-Vmlfyd..19r Pammefenead NEADNO7ES ON MISAND INCLUDED MIIEKNEFEBANCEPAGEMIF747Gnr.. la=t01SDEFONE USE. Design valid for use only with MreW connectors. IDIs design Is based only upon parameters shown, and Is for an Individual bull0ing component, not a truss system. Before use, the building designer must vorlfy the oppllcablllfy of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing lndlcoted is to prevent bucWing of lndl dual truss web and/or chord members only.. Additional temporary and permanent brccing MiTek' Is always required for stability and to prevent collapse with possible pawnor frJury and properly damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of trusses and truss sydemS seeANSVTPI1 QuaTISyCi erlo, DS549 and SCSI Building Component Safely Nfoenallpnovolloble from Truss Plate Institute. 218 N. Lee Street, Sulte 312, Alexontlrlo. VA 22314. 690a Parke East Bind. Tampa, FL 33610 Job Truss Truss Type ' My Ply 5405 DEER RUN/ CHALOU T19220235 76462 GRID Flat Girder 1 1 Job Reference (optional) unamaers I russ, Inc., Fon rlerce, hL 3x4 11 48 = 3x5 = 3x8 = 4x6 = 1 17 18 2 19 20 21 3 22 23 4 24 525 26 aaJU sdan a Lulu MI l as lnouslnas, Inc. Ina Jan 40 IJ;UO:IJ zuzu ragn I 17_HIL5DEsTviBoy9NeuAW kwpOkg6A2X0ISilFVzmXeevz1116Bv2TZSYsT5W 23-9-15 28-8-8 47.13 440-9 Scale=1:48.8 3x5 = 4x8 = 3x4 II 6 27 28 7 29 30 8 16 31 32 15 33 34 14 35 13 12 36 37 11 38 39 10 40 41 9 6x8 = 45 3x4 5x12 MT18H5= 3x4 = 4x5 = 6x8 = 2.3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.29 12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT)-0.6612.14 >519 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(CT) 0.19 9 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.43 12 >785 240 Weight: 159 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-10 oc purlins, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. WEBS 1Row at midpl 3-15,6-10 2 Rows at 1/3 pts 2-16. 7-9 REACTIONS. (lb/size) 16=2830/Mechanical, 9=2724/Mechanical Max Uplift 16=-1430(LC 8), 9=-1375(LC 8) FORCES. (Ib) - Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-318/220, 2-3=-3849/1948, 3-4=-6050/3062,4-6=-6046/3061, 6-7=-3B46/1947 BOT CHORD 15-16=-1948/3849, 14-15=-3062/6050, 12-14=-3438/6791, 11-12=-3438/6791, 10-11=-3061/6046.9-10=-1947/3846 WEBS 2-16=-4466/2259, 2-15=-690/1652,3-15=-2596/1314, 3-14=-2611768,4-14=-874/480, 4-12=-2/405,4-11=-878/477, 6-11=-2591766, 6-10=-2596/1314, 7-10=-691/1653, 7-9=-4467/2261 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16N; B=45ft; L=29ft; eave=4f; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 Pat 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 arectangle 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 100lb uplift at joint(s) except (jt=lb) 16=1430,9=1375. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 183 lb down and 179 lb up at 0-10-12, 186 lb down and 180 lb up at 2-10-12, 186 lb down and 180 lb up at 4-10-12, 186 lb down and 180 lb up at 6-10-12, 184 lb down and 180 lb up at 8-10-12, 184 lb down and 180 lb up at 10-10-12, 184 lb down and 180 lb up at 12-10-12. 184 lb down and 180 lb up at 14-10-12, 184 lb down and 180 lb up at 16-10-12, 184 lb down and 180 1la up at 18-10-12, 1851b down and 180 lb up at 20-10-12, 166 lb down and 180 lb up at 22-10-12, and 186 lb down and 180 lb up at 24-10-12, and 186 lb down and 180 Ito up at 26-10-12 on top chord, and 98lb down and 25 Ib up at 0-10-12, 93 lb down and 28 He up at 2-10-12, 93 lb down and 28 lb up at 4-10-12, 93 lb down and 28 Ib up at 6-10-12, 93 Ib down and 28 Ib up at 8-10-12, 93 lb down and 28 lb up at 10-10-12, 93 lb down and 28 lb up at 12-10-12, 93 lb down and 28 lb up at 14-10-12, 93 lb down and 28 It, up at 16-10-12, 93 lb down and 28 lb up at Walter P. Finn PE No12839 18-10-12, 93 lb down and 28 lb up at 20-10-12, 93 lb down and 28 lb up at 22-10-12, and 93 lb down and 28 Ib up at 24-10-12, and MTek USA, Inc. FL Cad $834 93 lb down and 28 lb up at 26-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Data: January 23,2020 ndard AWARNING. yedfydes/ynperametemendREADNOTES ONTNISANDWCLUDEDMREKREFERANCEPAGEMU74M.V.. rMMISBEFOREUSE, Design valid for use only with MBek®connectors. IDls design is based only upon parameters shown, and is for an lndfvldual buI[dIng component not �' l a truss system. Before use, he bulahip designer must verify the appl a.tillity of design parameters and properly Incorporate his design Into the overall buOngtledgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temperer, and peonanent bracing MiTek* Is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regording the fabrication, storage, delivery, erectlon and brocing of trusses and truss systems, seeANS171P11 CYOINv CAMAa. DSB49 and SCSI Building Component 6904 Pere East Blvd. Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, AlexondAo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory, Ply 5405 DEER RUN/ CHALOU T79220235 76482 GRID Fiat Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.33U G Jan 82ULu MI Iex industries, Inc. I nu Jan 23 13:Ue:T3 ZUBU Yage a ID:vaj2iCyl7_HlL5DEsTviBoy9Neo-AW kwpOkg6A2%OlsiIFVzmXegvzIII6B12TZSYnT5 W LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 L(piform Loads (plp Vert: 1-8=-70, 9-16=-20 Concentrated Loads (III) Veil: 13=-74(B) 2=-139(B) 15= 74(B) 11= 74(B) 6=-139(B) 17=-148(B) 18=-139(8) 19=-139(B) 21=-139(B) 22=-139(B) 23=-139(B) 24=-139(B) 26=-139(B) 27=-139(B)28= 139(B)29— 139(B) 30=-139(B)31=-76(B)32=-74(B)33=-74(B)34= 74(8) 35=-74(B)36=-74(B)37= 74(B)38=-74(B)39=-74(B)40=-74(B) 41=-74(B) OWARNING-Vedlydesignpseenteraand BEAD NOTES ON THISANDWCLUDEDMB KREFERANCEFAGEMP74MmI, 1N0Y1015BEFOBE USE. Design vold for use only with Mllconnectors. 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 opplkablllty of design parameters and properly Incorporate this design Into the overall building desgn. Bracing Indicated is to prevent bucHing of Individual puss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with postible personal Injury and property damage. For general guidance regarding Me fi904 Perko East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSImplI' CuaT Criteria, DSB.89 and BCSI Building Component Safety Infomtationavolobie from Taus Plate lratute. 218 N. Lee Street Suite 312. Alexandoo, VA 22914, Tampa, FL 33610 Job Truss Truss Type Oty Ply 5405 DEER RUN/ CHALOU T19220236 76482 GRF Common Girder 1 a'S G Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4x4 II 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 2313:08:19 2020 Page 1 HtL5DEsTviBoy9Neu_gSB34pRhOpgkgJs6WcNC2NMK5u97z31 wufCnTSO 10.8-2 1 14-3-8 3x8 = 30 II 7x8 = "---- 3x10 II----- HUS2fi HUS2fi Scale=1:26.2 4x10 = LOADING (psQ TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.28 BC 0.42 WB 0.92 Matdx-MS DEFL. in Vert(LL) -0.07 Ven(CT) -0.16 Horl 0.03 Wind(LL) 0.10 (foe) Vdefl L/d 7-8 >999 360 7-8 >999 240 6 Na Ida 7-8 >999 240 PLATES GRIP MT20 244/190 Weight: 153 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-11-13 oc pudins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=495010-3-8, 2=2911/0-8-0 Max Horz 2=111(LC 24) Max Uplift 6=-2271(LC 8), 2=-1435(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6765/3195, 3-4=-6702/3222, 4-5=-6697/3220, 5-6— 9267/4303 BOT CHORD 2-9=-2898/6216, 8-9=-2898/6216, 7-8=-3918/8518, 6-7=-3918/8518 WEBS 4-8=-2296/4828, 5-7=-825/1972,3-8=-505/414, 5-8=-2638/1181 NOTES- 1) 2-plytruss to be connected together Will 10d (0.131°)3°) nails as follows: Top chords connected as follows: 2x4 - i row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc. Webs Connected as follows: 2x4 -1 row at 0-4-0 cc, Except member 7-5 2x4 - 1 row at 0-9-0 cc, member 9-3 2x4 -1 row at 0-9-0 oc member 8-3 2x4 -1 row at 0-9-0 oc, member 8-5 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; save=4ft; 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 nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 6=2271,2=1435. 8) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 7-0-12 from the left end to 13-0-12 to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: IA=-70, 46--70, 2-10=-20 Concentrated Loads (Ib) Vert: 8=-2704(F) 15=-1259(F) 16=-1259(F) 17— 1259(F) la Walter P. Finn PE Nb.22839 MRek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 3361D Date: January 23,2020 Q WARNING -Vedlydesignperamefemend BEADNOTE50N MIS AND INCLUDED MREKBEFEBANCE PAGE MI47473.. 10004a)I5 BEFORE USE Oeslgn 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 bulltling designer must verify the applicability of design parameters end properly Incorporate this design Info the overall building tlesign. Bracing; Indicated is to buckling lndNidual real web chord members only. Additional temporary and bracing MiTek' prevent of and/or permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses antl truss systems, seeANSUIPII Cua189 CmMda, DSBA9 and SCSI Building Component 6904 Parke East Blvd. Safety Informatbnmvallable from Truss Plate InsStute. 218 N. Lee Street, Suite 312. Alexandria VA 22 14. a p . FL 33610 Tamp.. Job Truss Truss Type Oty Ply 5405 DEER RUN/ CHALOU T19220237 76482 GRG Hip Girder 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTak Industries, Inc. Thu Jan 23 13:05:22 2020 Page 1 4.8 = 16 17 18 19 44 = Scale = 1:25.1 I� 2x3 II SIM = 3.4 = 4x6 II LOADING (pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017/TP12014 CSI. TC 0.46 BIG 0.48 W B 0.15 Matrix -MS DEFL. in Vert(LL) 0.07 Vert(CT) -0.12 Horz(CT) 0.04 (loc) Vdefl Ud 7-8 >999 240 7-8 >999 240 6 n1a n1a PLATES GRIP MT20 244/190 Weight: 6016 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-1-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 -H 2-6-0 REACTIONS. (lb/size) 6=1041/Mechanical,2=1090/0-8-0 Max Ho¢ 2=77(LC 7) Max Uplift 6=-483(LC 8), 2=-566(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2074/951, 3-4=-1685/842, 46— 1850/888 BOT CHORD 2-8=-828/1863, 7-8=-829/1883, 6-7= 74B/1667 WEBS 3-8=-20/394, 3-7=-260/106, 4-7= 22/372 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=3.OpsC h=16tt; B=45tt; L=24tt; SRVe=4tt; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 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 36-0 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 Ib uplift at joint(s) except (jt=lb) 6=483, 2=566. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 336 he down and 283 Ib up at 5-0-0, 148 Ib down and 1221b up at 7-0-12, and 148 Ile down and 1221b up at 7-7-4, and 336 lb down and 283 Ib up at 9-8-0 on top chord, and 148 Ib down and 43 Ib up at 5-0-0, 53 lb down and 19 Ile up at 7-0-12, and 53 In down and 19 Its up at 7-7-4, and 148 Ib down and 43 lb up at 9-7-4 on bottom chord. The designtselection 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 (pIQ Vert: 1-3=-70, 3-4=-70, 4-6— 70, 9-13=-20 Walter P. Finn PE No.22839 Concentrated Loads (Ib) MTek USA Inc. FL Cert 6634 Vert: 3=-174(B)4=-174(B) 81 7=-106(B) 18=-74(B) 19120=-45(B) 21=-45(B) 6904 Parka East Blvd. Tampa FL 33610 Data: January 23,2020 AWARNING-VedrydeslgnpammeremendREADNOTESONMISANDINCLUDEDM/TENREFERANCEPAGEM*7473mv.10,11=15BEFOREUSE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an IndNldual bullding component, not a hum system, Before use. the bulaIng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bWtling design. Bracing indicated is to prevent bucill of lntlNiduol Inum web and/or chord members only. Additional temporary antl permanent bracing MiTek- isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryantlpropertydamage. For general guidance regarding me 6904 Parke East Blvd. fabrlcation,storage, delIvery, erection and brocing of trusses and truss systems seeANSVrPI I GuaiIh CMerN, DSB49 and SCSI Building Component Safety Infoenatbrlavollabie from Tmss Plate InsfiI 218 N. Lee Street, Sulfa 312: Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 5405 DEER RUN/ CHALOU T19220238 76482 GRK Hip Girder �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:08:25 2020 rage 1 ID:vaj2iCyl?_HtL5DEsTviBoy9Neu-pgSTK7tCHsZgSbmOSnjnSJ1 o_16VZghygwNCtsMT5K 7-Be -04-0 3-e54 7O0 744 1R10-2 14-8-0 1-0-0 I &Stb 12-2—r 3-2-2a-914 040 Scale=1:26.1 44 = 44 = 16 4 17 2x3 II 6xa = ta'd II 7sa 4x4 = ]d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.06 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.14 8-9 >999 240 BCLL 0.0 ' Rep Stress [nor NO INS 0.46 Hoa(CT) 0.05 6 n/a rda BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 8-9 >999 240 Weight: 66 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-2-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IWsize) 6=1283/0-8-0, 2=1388/0-8-0 Max Hom 2=11 O(LC 7) Max Uplift 6=-616(LC 8), 2=-726(LC 8) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2863/1369, 3-4=-2555/1289, 4-5=-2556/1290, 5-6=-2867/1399 BOT CHORD 2-9— 1208/2602, 8-9=-1208/2602, 7-8=-1239/2618, 6-7— 1239/2618 WEBS 3-8=-442/279, 5-8=-473/328, 4-8=-466/1198 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=3.Opsf; h=16ft; B=4511; L-24111; eave=4N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 thebottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 6=616, 2=726. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1031b down and 146 lb up at 7-0-0, and 369 lb down and 360 lb up at 74-0, and 103 lb down and 146 lb up at 7-8-0 on top chord, and 427 Ib down and 201 Ito up at 7-0-0, and 4271b down and 201 lb up at 7-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14=-70, 4-6=-70, 10-13=-20 Concentrated Loads (Ib) Vert: 4=-279(F) 8=-74(F) 16=-62(F) 17=62(F) 18=-427(F) 19= 354(F) Walter P. Finn PE No22639 MiTek USA, Inc. FL Ced6634 6904 Parke East Blvd. Tampa FL 33610. Date: January 23,2020 QWARNING-VeNlydes/gnpaametemand REAONOTES ON TMSANO INCLUDED MITEKREFERANCEPAGEMb74n.re.. lalla2015BEFORE USE Design volldfor use only with MBekOconnectors. Vrls design is based only upon parameters shown, and is for anlmcMdual building component, not �■- ■■ a truss system. Before use, the building designer must verify the opplicobtlly, of design parameters antl properly Incorporate this design Into the overall building design. gracing Indicated Is to prevent buckling of Individual bua web and/or chord members only. Additional temporary and permanent bracing MiTek' B always required for stability and to prevent collapse with possible personal Injury and property doel For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII Cuallh Criteria, DSBA9 and BCSI Building Component Tampa, FL 33610 Safety Nformafbrpvallable from Two Plate Immune, 218 N. Lee Street. Suite 312. Alexandria. VA 22 14. Job Truss Truss Type • Ory Ply 5405 DEER RU W CHALOU T79220239 76482 GRL Half Hip Girder 1 n G Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330s Jan 82020 Inc. Thu Jan 23 13:08:27 2020 5x8 = 3.411 5 axry n rxo - 6x8 = HUS26 b2-6 7-0-12 9-9-0 14-8-0 6.2-6 1-10.6 2-B-0 4-mo r Scale=1:31.0 Plate Offsets (X Y)-- f2:0-2-13 0-0-21 f4:0-5-12 0-2-81 16:Edge 0-4-41 (7:0-4-0 0-4-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.07 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.15 8-10 >999 240 BCLL 0.0 ' Rep Stress ]nor NO W B 1.00 Horc(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017(TP12014 Matrix -MS Wind(LL) 0.10 8d0 >999 240 Weight: 176 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 6=4893/0-8-0, 2=3093/0-8-0 Max Horz 2=266(LC 8) Max Uplift 6=-2346(LC 8). 2=-1515(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7125/3363, 3-4=-4656/2216 BOT CHORD 2-8=-3224/6504, 7-8- 3224/6504, 6-7- 2150/4439 WEBS 4-7=-2501/5252, 4.6=-5719/2768, 3-8=-1401/2890, 3-7=-0223/1664 Structural wood sheathing directly applied or 5-6-7 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1Od (0.131°x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do. Webs Connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 3-8 2x4 - 1 row at 0-3-0 Do. 2) All loads are considered equally applied to all plies, except if noted as fmnt (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) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=161t; B=451t; L=24ft; eave=4111; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 4) Provide adequate drainage to prevent water pending. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 6=2346, 2=1515. 8) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 13-0-12 to Connect Muss(es) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 70, 4-5=-70, 2-6=-20 Concentrated Loads (lb) Vert: 8=-2810(B) 12=-1259(B) 13=-1 259(B) 14=-1 259(B) Walter P. Rnn PE No.22839 MiTek USA, Inc. FL Cedfi634 6904 Parke East Blvd. Tampa FL 33610 Data: January 23,2020 QWARN/NG.Ver/tydeslgnparsmetereend READNOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMa7479rev. 1G=a?0f5BEFORENSE Deslgn volld for use only with MEek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not ��- a truss system. Before use, the bulltling designer must verity the applicability of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucNing of hdMdual Was web and/or chord members orty. Additional temporary and permanent bracing MiTek' Is orways required for stability and to prevent collapse with possJbla personal Injury end property damage, For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and tress systems, seeAN31/IPII Oua127 Criteria. DBB-0nl 9. and BCSI Building Compam 6904 Parke East Blvd. Safety Infomafbrovoilable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type IOtY Ply 5405 DEER IIUW CHALOU T79220240 76482 GRIM Half Hip Girder 1 1 Job Reference (optional) I was, Inc., von Pierce, vL 8.330 s Jan 8 2D20 MiTek Industries, Inc. Thu Jan 2313:08:39 2020 5x8 = 3.4 = 3xB = 4 15 16 17 18 5 6 6.8 = z-a10 z-e-D s-ao 7-o-D 9-10-D 12-B-D 1s-4-0 1 2-a10 t o-7-s I z-4-D 1 2-0-o I z-10-0 1 2-1D-0 1 2-e-o Scale=1:26.6 Plate Offsets (X Y)-- 11:0-0-3 0-0-01 f2:0-0-10 Edgel (4:0-5-12 0-2-81 19:0-2-12 0-3-01 110:0-3-0 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ndefl Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Verl -0.14 2-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Ven(CT) -0.32 2-11 >558 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.98 Hom(CT) 0.18 7 Ill n/a BCDL 10.0 Code FBC20177TP12014 MaUbvMS Wind(LL) 0.22 2-11 >826 240 Weight: 9211b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.OE'Except' TOP CHORD 4-6: 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except' BOT CHORD 2-9: 2x6 SP 240OF 2.OE, 5-8: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1211/0-8-0, 7=1693/0-8-0 Max Horz 1=156(LC 21) Max Uplift 1=-569(LC 8).7=-873(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-529/151, 2-3=-4291/2138,3-4=-3305/1650,4-5=-1755/913, 5-6=-1615/835, 6-7=-1559/842 BOT CHORD 2-11=-2122/4072, 10-11=2129/4084, 9-10- 1586/3107, 5-9=-671/479 WEBS 4-10=-551/1286,4-9- 14321713,6-9=-1101/2126,3-11=-195/379,2-12=-132/269, 3-10=-1204/656 Structural wood sheathing directly applied or 1-7-8 oc puffins, except end verticals. Rigid ceiling directly applied or 6-8-11 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsh hl6ft; B=45ft; L=249; eave=4rl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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-e-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at Joint(s) 1 considers parallel to grain value using ANSVTPI i angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11s) 1=569, 7=873. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 230 lb down and 246 lb up at 7-0-0. 181 lb down and 16711b up at 9-0-12, 181 lb down and 157 Ib up at 11-0-12, and 190 lb down and 180 lb up at 13-0-12, and 174 lb down and 175111 up at 15-2-4 on top chord, and 543lb down and 295 lb up at 7-0-0, 93 lb down and 50lb up at 9-0-12, 93 Ib down and 50 Ib up at 11-0-12, and 931b down and 28 Ib up at 12-9-12, and l l2 Ib down and 251b up at 15-2-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-70, 4-6=-70, 1-12=-20, 2-9=-20, 7-8=-20 Walter P. Finn PE No.tffi39 MiTek USA, Inc. FL Cad 6634 9904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 ,&WARNING-Vedrydeslgnpsemetereend READNOTES ON MIS AND INCLUDED 1110EKREFERANCEPAGEMX747arev. 10N32015BEFOREUSE Deslgn valid for use only with Mmol connectors. This design Is based only upon parameters shown, and Is for an IndMldual bullding component, not �,- a truss system. Before use, me bullding designer must verity the applicablllty of design parameters and properly Incorporate this tleslgn Into the overall bulidhg design Bracing Indicated is to prevent buckling of hdMdual truss web anal chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with ocsvble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and buss systems, seeANSVTPII pootHdyy Cdfado, DSB419 and SCSI Buldlnp Component 6904 Parka East Blvd. Safety Informatbntlrla, navallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, AlexaVA 22314. Tampa, FL 33810 Job Truss Truss Type I I�Qty Ply 5405 DEER RUN/ CHALOU T19220240 76482 GRM Half Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 2313:08:40 2020 Page 2 ID:vaj2iCyl7_HtL5D EsTviBoy9Neu-tjsBTF3cITShlvOur0U12U8AmBsaUB971VVVUmT55 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-121(13)7=-87(B) 5=-139(8) 10=-543(B) 9=-74(B) 6=-174(B) 17=-121(B) 18=-121(B) 19=-93(B) 20=-93(B) Q WARNING - Verify deslgnparamefers end BEAD NOTES ON TNISAND INCLUDED MITEKREFERANCEPAGEMIF7473 rev. 1013341015 BEFORE USE. Design valid for use only wIM Mgek® connectors.:mis tleslgn Is based only upon parameters shown, and Is for an Individual bullding component, n01 a puss system. Before use, the bullding ds9gner must verily the appllcobllity of tleslgn parameters antl properly Incorporate this tleslgn Into the overall building tleslgn. Bracing Indlcated Is to prevent buckling of IndlvWual hussweb and/or chard members only.. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, calvary, erectlon and bracing of trusses antl truss systems, seeANSBIPl1 QualMv CrBnlo, OSB-89 and SCSI building Component 6904 Page East Blvd. Safety Informatbnavolloble from Truss Plate InsStuts, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22914. Tampa, FL 33610 Job Truss Truss Type IOty Ply 5405 DEER RUN/ CHALOU T79220241 76482 GRIT HALF HIP GIRDER 1 3 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 82020 MiTek Industries, Inc. Thu Jan 23 13:08:45 2020 Page 1 ID:vaj2iCyl?_HIL5DEsTviBoy9Neu.EgfOXz71Z?4_rglsdz4UGX56KpyEFnHuG1 DGahOaT50 2-B-0 7-9-0 72-8-0 15-0-0 2-8-0 - 2-4.0 I 2-&0 4-11-0 2.8-0 6x8 = 3.4 II 4x6 = Special 6x8 = Scale=1:27.1 lb 2-8-0 1b-4-U 2-8.0 i i-0 2-4-0 2.9-0 4.77.0 2-8-0 Plate Offsets(XY)-- [2:0-1-14Edael [4:0-5-120-2-81 [7:Edne0-0-41 [9:0-3-120-3-0] [10:0-3-80-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 VBrt(LL) -0.11 11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.25 11 >720 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.86 Hoa(CT) 0.14 7 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.16 11 >999 240 Weight: 302 lb FT=20% LUMBER- BRACING - TOP CHORD 2x8 SP 240OF 2.OE *Except* TOP CHORD 4-6: 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except' BOT CHORD 2-9: 2x6 SP 240OF 2.OE, 5-8: 2x4 SP No.3, 7-8: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=3426/0-8-0, 7=489210-8-0 Max Hom 1=177(LC 8) Max Uplift 1=-1596(LC 8), 7=-2298(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-2- 1309/487, 2-3=-13250/6371, 3-4=-10062/4782, 4-5- 5076/2390, 5-6=-4859/2288, 6-7=-4901/2313 BOT CHORD 2-11=-6153/12613, 10-11=-6153/12613, 9-10=-4620/9606, 5-9=-292/269 WEBS 4-10=-2719/5748,4-9= 4997/2460,6-9=-3202/6801,3-11=-669/1316,3-10=.3568/1806 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-" oc bracing. NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (6) 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=3.Opsf; h=161t; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcu Front with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 61=11c) 1=1596, 7=2298. 10) Use USP THD26-2 (With 18-16d nails Into Girder & 12-10d nails into Truss) or equivalent at 7-1-8 from the left end to connect . truss(es) to front face of bottom chord. 11) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 11-0-12 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 1338 lb down and 626 lb up at Walter P. Finn PE No.12839 MTak USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 Q WARNING-VedrydesignparameWmand RF DNOTES ON MSANDMCLUDEDMNEKREFEXANCEPAGEM674mmv. 16N31015 BEFORE USE. Design valid for use only with MIrea connectors. This design Is based only upon parameters shown, and Is for on individual building component, not ��- a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Me all Into the overoll building design. Bracing indicated is to prevent bucking of lMca ltruss web and/or chord members only. Additional temporary and permanent bracing Welk' Is olways 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, seeAlIl 11 OuallXyCMnls. DSB-69 and BCSI Building Component 6904 Parka East Blvd.Sahli mforma0orrovalable from Truss Plate Institute. 218 N. lee street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5405 DEER RUN/ CHALOU T19220241 76482 GRT HALF HIP GIRDER 1 3 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 1-14=-92, 4-14=-70, 4-6= 70, 9-13=20, 7-8=-20 Concentrated Loads (lb) Vert: 9=-1338(F) 17= 2951(F) 18_ 1332(F) 19=-1332(F) 8.330 a Jan B 202U MI I eK Inausme5, Inc. I ne Jan 231J:U8:4b ZUZU I'age 2 I D:va)2iCyl?_HtLSDEsTviBoy9Neu-EgfOXz71Z74_rglsdz4UGXs6KpyEFnHuG1 DGahsT50 ,&WARNING-Vedlydesignparsmetersand BEADNOTES ON TN/SAND INCLUDED MIFEKAEFEBANCEPAGEMIP74M.. 1GAlYl015BEF0BE USE Design volld for use only with MIconnectors. This tleslgn Is based only upon parameters shown, antl Is far an IndMdual bulldIng component, not a isms system. Before use, the bullding designer must verity me applicability of design parameters and properly Incorporate this all Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only.. Addriional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury andproperty damage. For general guidance regarding the fobrlcatlon, storage, calvary, electron and bracing of trusses and tuss systems, seeAHSVIPII Qua] Mv CMnW, DSB.69 antl SCSI WItlNp Component from Truss Plate Institute. 218 Sheet, 312, 69M Parke East Blvd, Tampa, FL 33610 Safety InformatbrgvaJoble N. Lee Sulfa Mexontldo. VA 22 14. Job Truss Trrss Type Oty Ply 5405 DEER RUW CHALOU T79220242 76482 J1 Jack -Open 18 1 Job Reference (optional) wamoers i russ, Inc., ton rierce, rL LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 d 3x4 = aaau s dan a Lulu Mu en mousmes, Inc. I nu dan zd 1 Sue:4b ZUZU rage 1 I D:vaj2iCyl7_HtL5DEsTviBoy9Ne1F-itDPkJ8NKJDrTgt2BhbjolOMxDP2_RO2Vhyp6BmT5? SPACING- 2-0-0 CSI. 13EFL. in (too) Well Ltd Plate Grip DOL 1.25 TO 0.32 Vert(LL) 0.00 5 >999 360 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 5 >999 240 Rep Stress Incr YES WE 0.00 Hall 0.00 4 n/a rate Code FBC2017/rP12014 Matdx-MP Wind(LL) -0.00 5 >999 240 REACTIONS. (IWsize) 3— l/Mechanical, 2=201/0-8-0, 4— 17/Mechanical Max Horz 2=68(LC 12) Max Uplift 3=1(LC 1), 2— 191(LC 12), 4— 17(LC 1) Max Grav 3=16(LC 12), 2=201(LC 1). 4=37(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - Scale =1:6.7 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=oft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exter r(2) zone; porch left and Fight 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 Oaf 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 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 1OD Ib uplift at joint(s) 3, 4 except (jt=lb) 2=191. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 Q WARNING -Verily tleslgn pemmelem and READ NOTES ON MIS AND INCLUDED MIFEK REFERANCE PAGE MOrMn rev. FaUsts 15 BEFORE USE. SESSION Design void for use only with Mira& connectors. ih@ design Is based only upon parameters shown, and Is for on Individual building component, not a muss system. Before use, the building designer must verity the opplicablllfy of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with pos9bie personal Injury and property damage. For general guidance regarding the MiTek' fabricatim storage, delivery erection and bracing of trusses and muss systems. seeANSly1Pl1 Qualtly Criteria, D3849 and SCSI Building Component 69N Parke East Blvd. Safety tnformalbravallable from Truss Plata Instltule, 218 N. Lee Steel, Suite 312. Alexonddo, VA 22314. Tampa, FL M610 Job Thus Truss Type Ply 5405 DEER RUN/ CHALOU T79220243 76462 J3 Jack -Open �Qty 13 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:08:48 2020 Page 1 ID:vaj2iCyl7 HtLSDESTviBoy9Neu-eFL99_9dswTZ181 RJ6dBuAUiR03jSLVKy7RwAOnT4z -1 4.-0 3-0-0 1-0.0 3.0.0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ndefl L/d TCLL 20.0 Plate Grp DOL 1.25 TC 0.32 Ven(LL) -0.00 4-7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Ven(CT) -0.01 4-7 >999 240 BOLL 0.0' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.01 44 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=77/Mechanical, 2=247/0-8-0, 4=34/Mechanical Max Horz 2=112(LC 12) Max Uplift 3=-50(LC 12), 2— 169(LC 12), 4=-1(LC 9) Max Grav 3=79(LC 17), 2=247(LC 1), 4=52(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. Scale = 1:10.9 PLATES GRIP MT20 244/190 Weight: 12111 FT=20% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0 Go puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=3.Opsf; h=16R; B=45tt; L=24tt; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 2-11-4 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 4 except (jt=lb) 2=169. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810. Date: January 23,2020 ,&WARNING-Vdfydeslgeperemetersend READNGTES ON MIS AND INCLUDED AIDEKREFERANCEPAGEINIL7M.K idsovIVISBEFOREUSE. Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a tress systam. Before use, the building designer must very the applicability of design parameters and properly Incorporate this design Into me overall curdling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Aactlanal 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 Musses and truss systems seeANSIMIt Cutse Crites, DSB49 and BCSI Building Component Safely mfoonallorsavollobie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply 5405 DEER RUN/CHALOU T19220244 76482 J5 Jack -Open �Oty 13 1 Job Reference (optional) unamoer5 I mess, no.. run rlence, rL o.JJV JJCrr OCVCV..,tlR rllUYiYltlJ, r„Y. ,rrY JdiW IJ.V V.iV CVGV 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.02 4=7 >999 360 TCDL 15.0 Lumber DOL I.25 BC 0.64 Ved(CT) -0.07 4-7 >893 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.06 4-7 >958 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=144/Mechanical,2=32a/0-8-0,4=65/Mechanical Max Horz 2=157(LC 12) Max Uplift 3=-102(LC 12), 2=-188(LC 12), 4=-4(LC 12) Max Gram 3=147(LC 17), 2=328(LC 1), 4=93(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:15.0 PLATES GRIP MT20 244/190 Weight: 18 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-M cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vascll24mph; TCDL=4.2psf; BCDL=3.Opst h=1 Sit; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 4-11-4 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 Oaf 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-" 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 100lb uplift at joint(s) 4 except (t=lb) 3=102,2=188. Walter P. Finn PE No22639 NTek USA, Inc. FL Cud 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23, QWARNING- Vedtydeslgo pammetersand HEAD NOTES ON THISAND INCLUDED MnEKBEFEBANCEPAGEMIFTgame 10=2015BEFOAEUSE. Design valid for use only with MBeiG 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 the applicabllify of design parameters and properly Incorporate this design Into the overoll bustling deslBrarcing Indicated is to prevent buckling of individual Muss 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 antl property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and muss systems, seeANSVTPII QualDv Criteria. DSB49 and BCSI Building Component 6904 Parke East Blvd. Sahfv lnfarmvlbmvoiioble from Trend Plate Institute. 218 N. lee Street Suite 312. AIexandr o. VA 22914. Tampa, FL 336f o A Job Truss Truss Type Oty Ply 5405 DEER RUN/ CHALOU T79220245 76482 J7 Jack -Open 39 1 Job Reference o tional cnambers Iruss, Inc., Fort Pierce, rL o.AAun,ran o<vcu nnren nmmn,es, inu. umuc„co LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 V 3x4 = SPACING- 2-" CSI. DEFL. In (loc) Vdefl Ud Plate Grip DOL 1.25 TIC0.47 Ved(LL) -0.08 4-7 >999 360 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.21 4-7 >398 240 Rep Stress Inor YES W B 0.00 Horz(CT) -0.00 3 n/a n/a Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.15 4-7 >564 240 REACTIONS. (lb/size) 3=209/Mechanical, 2=414/0-8-0, 4=94/Mechanical Max Horz 2=202(LC 12) Max Uplift 3=-152(LC 12), 2=214(LC 12), 4=-8(LC 12) Max Gray 3=213(LC 17), 2=414(LC 1), 4=133(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. BRACING - Scale =1:19.0 PLATES GRIP MT20 2441190 Weight: 241b FT=20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid coiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2pst BCDL=3.Opsf; h=161t; B=45f ; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 6-11.4 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 pat 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 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except (jt=lb) 3=152, 2=214. Walter P. Finn PE No32839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: January 23,2020 Q WARNING- yediydesfgnpemmeters end READ NOTES ON TN/SAND INCLUDEDMREKNEFENANCEPAGEMWillslrev. 11=11155EFONE USE Design valid for use only with 100e143) connectors. This design Is based only upon parameters shown, and Is for on IndivIdual bulltling component, not a buss system. Before use. Me building designer must verity the applicability of design parameters and properly Incorporate this design into the overall bulltling design. Bracing Indicated is to bucking Individual muss web and/or chord members only. Additional temporary and permanent bracing WOW prevent of Is always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 69N Parke East Blvd. fabrication, storage, delivery, erection and brocing of trusses and truss systems. saaANSVTPll CuaN Crl D3549 and ECS1 luldhp Component Tampa. FL M610 Sooty Infaenatlenavailobie from inns Rate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314 Job Truss Truss Type Oty Ply 5405 DEER RUW CHALOU T79220246 76482 J7A Jack -Open 1 1 Jab Reference (optional) Chambers truss, Inc., ton Metals, FL 3x4 = o.Jau s den a zuev rill i ert muusums, mv. - rue. i I D:vaj21Cy17_HtL5DEsTviBoy9Neu-LAyxFPHuV7j8vgoMuCpXIHuN020uns_pGZsSXRmT4p LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Gnp DOL 1.25 TC 0.48 Vert(LL) -0.09 3-6 >935 360 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.23 3-6 >356 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.16 3-6 >526 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 1=312/0-e-0, 2=214/Mechanical, 3=98/Mechanical Max Horz 1=156(LC 12) Max Uplift 1=-104(LC 12), 2=-157(LC 12), 3=-14(LC 12) Max Grav 1=312(LC 1), 2=217(LC 17), 3=135(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:18.8 PLATES GRIP MT20 244/190 Weight: 221b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-Oto 6-11-4 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 pat bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=1b) 1=104, 2=157. Walter P. Finn PE No32839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data; January 23,2020 Q IVARNNG- Venlydesain peramefersend RMD NOTES ON TN/SANDINCLUO£O MITEKREFERANCEPAGEM67,03rev. 1DU340159EFOREUSE Design valltl for use only with Mllekw 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 me applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to buckling Individual liras web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent of is always required for stability and to prevent collapse with possible personal Injury and property domage. For general guldonce regarding the ity Crit� , DSB49 and SCSI Building Component fabdn ootiostorage, delivery, erection and bracing of trusses and muss systems seeANSUIPII Criteria, ge East Blvd. Pa East B Tam p a, Parke Safety infoenatiorravatable from Truss Plate Insfil 218 N. Ise Sheet. Suite 312 Alexandria, VA 22314. Job Truss Truss Type Ply 5405 DEER RUN/CHALOU T19220247 76482 JA3 Jack -Open �Oty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 3-0-0 B.JJU a Jan It 2U2U MI I eK industries, Inc. I nu Jan 23 1 J:uu:UI zuzu rage 1 ID:vaj2iCyl7_HtL5DEsTNBoy9Neu-mld4uRJnow6jm7 W xZKM EwW xgGUX—DjFyW 567mmT4m Scale=1:10.8 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) -0.00 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.01 3-6 >999 240 Weight: 9lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=132/0-8-0, 2=87/Mechanical, 3=45/Mechanical Max Horz 1=66(LC 12) Max Uplift 1=-44(LC 12). 2=-62(LC 12), 3=-10(LC 12) Max Grav 1=132(LC 1). 2=88(LC 17), 3=57(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave--4ft; 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 20.0psf 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) 1, 2, 3. Walter P. Finn PE No12839 MTek USA, Inc. FL Cod 6634 6964 Parke East Blvd. Tampa FL 33610 Date: January23,2020 OWARNWG-VeBrydest9nper4metersend READNOTES ON MIS AND INCLUDED MiTEICREFERANCE PAGE MIL7413rev. rG=915 BEFORE USE Design valid for use only with Mpekral connectors. This design 6 bosed only upon parameters shown and Is for an Individual building component, not ��- a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate NB design Into Me overoil building design. Bracing Indicated is to prevent bucWing of Individual truss web and/or chord members only, Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobticaflon, storage, delivery, erection and bracing of trusses and truss systems, WeANSUTP11 QUalBy Criteria, DSB-89 and BCSI Bolding Component SaOsy M tformatbrpvoiloble from Truss %ate Institute, 218 N. Lee Street Suite.312, Alexantlrlo. VA Y2314. 69N Parke East Blvd. Tampa, FL 33610 Job Tmss Truss Type Oty Ply 5405 DEER RUN/ CHALOU T79220248 76482 JAS Jack -Open 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 2313:09:04 2020 Page 1 ID:vaj2iCyl7_HtL5DEsTviBoy9Neu-AKJC W SMf5rUHdbFVFTvxXYBJLTN_BaTheUJmk5nT4j 5.0.0 5.0-0 Scale=1:14.9 3x4 = LOADING (psf) SPACING- 2-M CS'. DER. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Gdp DOIL 1.25 TO 0.77 Vert(LL) -0.03 3-6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.08 3-6 >757 240 BOLL 0.0 ' Rep Stress Incr YES WB O.OD Horz(CT) -0.00 2 n/a rVa BCDL 10.0 Code FBC20177TP12014 Matd%-MP Wind(LL) 0.07 3-6 >860 240 Weight: 16 lb FT=20% LUMBER - TOP CHORD 2x4 SO No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=222/0-8-0, 2=150/Mechanical, 3=72/Mechanical Max Horz 1=111(LC 12) Max Uplift 1=-74(LC 12), 2=-110(LC 12), 3=12(LC 12) Max Gary, 1=222(LC 1). 2=153(LC 17), 3=96(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. - All.forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pur ins. 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=3.OpsY h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for cuss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3 except at=1b) 2=110. Walter P. Finn PE NoIH39 MiTek USA, Inc. FL Carl 6904 Parke East BNd,Tampa FL 33610 Data: January 23,2020 QWARNING-V.6fydee/gnparemafereand READ NOTES ON TNISANDMCLUDEDMI KHEFENANCEPAGEMIF74Tarev. IMIO01SBEFOBE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buadingdesign. Bracing Indicated Istoprevent buckling ofIndividual thesweb ond/or chord members only. AdtllHonaltemporary and permanent bracing Is always required for stag and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of humes and truss systems, seeANSVDrIj QualMMyy Cdlsda, DBB419 antl BCSI Bukdbig Compon�at Safety MlelmaBerxrvploble from Truss Hate Institute. 218 N. Lee Sheet Suite 312. Alexonddp. VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply 5405 DEER RUN/ CHALOU T19220249 76482 JA7 Jack -Open �Qty 3 1 Job Reference (optional) unambers I=a, Inc., roe Pierce, PL ADEQUATE SUPPORT REQUIRED. 4 w II B.33U s Jan B 202u MI I ex Industries, Inc. I hu Jan 2313:09:19 2020 Page 1 ID:vaj2iCyl? HtLSDEsTviBoy9NeuEDjtfbX3ZSN9wwOd6hSeiGvuWUtCMAv5KS3mjmT4U 3 Scale = 1:19.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.05 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.14 3-4 >514 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(ILL) 0.09 3-4 >759 240 Weight: 191b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=264/Mechanical, 2=192IMechaniml, 3=72/Mechanical Max Horz 4=132(LC 12) Max Uplift 4= 78(LC 12), 2=-149(LC 12), 3=-6(LC 12) Max Gmv 4=264(LC 1), 2=196(LC 17), 3=112(LC 3) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.OpsF h=16f ; B=45ft; L=24N; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interjor(1) 3-1-12 to 6-0-4 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 pet 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3 except 01=11a) 2=149. Walter P. Fnn PE No22039 MiTek USA, Inc. FL Cart6634 69114 Parke East Blvd. Tampa FL 33610 Date: January23,2020 AWARNING- Vilelydiders eremetereand READ NOTES ONMIS AND INCLUDED MREKREFERANCEPAGE MIN4TJrev.7DUM15BEFORE USE Design void for use only with MUedle connectors. This design Is based only upon parameters shown, and Is for an Intllvidual bujaing component, not a huss system. Bafore use, the building de9gner must verity the applicability, of tleslgn parameters and properly Incorporate this tleslgn Into the overall binding tleslgn Byocbg Indicated is to prevent bucking of individual hum web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wlth possae personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSWII Stool l9lyy Ciffeda, DSBA9 and ICSI BUIdbQ Component Safety Ntoenalbmvoiloble from Truss Rafe Im6tute, 218 N. Lee Sheet. 3ulfe 312. Alexandria VA 22314. MiTek' 69N Parke East Blvd. i Tampa. FL 33610 Job Truss Truss Type Ply 5405DEERRUN/CHALOU T79220250 76482 JC3 Jack -Open �Qty 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL B.99u s Jan d 2u2U MI I ex maustnes. Inc. nu Jan zJ 1 a:Ua:2a 20zu Fade 1 1 314 = Scale =1:10.9 2.8.0 0-4-0 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 VerI LL) -0.00 9 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Ved(CT) -0.01 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(CT) 0.01 5 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Winsi 0.01 6 >999 240 Weight: 13111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing. REACTIONS. fib/size) 4=61/Mechanical, 2=247/0-8-0, 5=51/Mechanical Max Hors 2=112(LC 12) Max Uplift 4=-29(LC 12), 2=169(LC 12), 5= 17(LC 12) Max Grav 4=63(LC 17), 2=247(LC 1). 5=53(LC 17) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=16N; B=45N; L=24ft; eave=411; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -14-0 to 1-8-0, Interior(l) 1-8-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle, 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) 4, 5 except (jt=lb) 2=169. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 8834 6904 Parke East Blvd. Tampa FL 33610 Data: January 23,2020 AWARNING -wdIydasI,.,ammeters.ndREADNOTES ONTH/SANDMCLUDEDMrrEKREFEHANCEPAGEM674Mmv.IaDY1015eEFONEUSE Design valid for use only Win MI 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 verify the oppllcobllity, of design parameters and properly Incorporate the c aslgn Into the overall buildingdesign. Wooing Indicated Istoprevent buckling ofIndividual truss web and/or chord members only. Additional temporary and permcnentic"Ing M!Tek' Is always requIred for stabIrry and to prevent collapse wrin possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of hums and truss systems, seeANSVIPII Quiet" v Cdbdq, DSO-99 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavollabl9 from Truss Rate Insf futa. 218 N. Lee Sheet Suite 312, Morrontlrlo. VA 72J14. Tampa, FL 33610 Job Truss Truss Type City Ply 5405 DEER RUN/CHALOU T19220251 76482 JC5 Jack -Open 2 1 Job Reference o tional cnamoers I russ, Inc., run mince, r� 3x4 = o.oau s Jar a rays , ID:vaj2iCyl7 HtL5DESTvlBoy9Neu-3N4Bwecg817JepMYzNosuzWuuxa6c4fnTFvN_NnT40 Scale v 1:15.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.84 Vert(LL) -0.04 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Ven(CT) -0.10 6 >594 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.05 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.10 6 >577 240 Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No,3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4=126/Mechanical, 2=329/0-8-0, 5=84/Mechanical Max Horz 2=157(LC 12) Max Uplift 4=-80(LC 12), 2=188(LC 12), 5=-25(LC 12) Max Gray 4=129(LC 17), 2=329(LC 1). 5=91(LC 3) FORCES. Ila) -Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=16f ; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 4-11-4 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) 2=188. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6004 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 AWARNING- yerRydeeignperemefereandREADNOTES ONTHISANDINCLUDED MDEKREFERANOEPAGEMD]4AreeIDT32pI56EFOREUSE Design valid for use only with MITak® connectors. fits design Is based only upon parameters shown, and Is for an individual building component, not o truss system. Before use, the building designer must verify Me opplicabi lty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web cad/or chard members only. Additional temporary and permanent bracing M!Tek' Is always required for stoblllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fobricotlon, storage, delivery, erection antl bracing of trusses and truss systems, seeANSVTP11 Cua1Bv CMnks, DSB29 and BCSI Bu➢dbp Component 6904 Perko East Blvd. Safety Mlormatbrxrvollable from Truss Plate Institute. 218 N, Lee Street. Suite 312 Alexandria. VA 22914. Tampa. FL N610 Job Truss Truss Type Oty Ply 5405 DEER RUN/ CHALOU T79220252 76482 JC7 Jack -Open 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:09:33 2020 Page 1 ID:val2iCyl7_HtL5D EsTvi Boy9Neu-gvZAbNirGIBAc2z4R3xkCfrLG9JDUheyJVroGmT4G -1-0.0 2-8-0 7-0.0 1.4G 1 2.8.0 I 4-4-0 Scale v 1:19.0 3x4 = LOADING (Pat) SPACING- 2-1 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.12 3-5 >702 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Ven(CT) -0.28 3-5 >303 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hom(CT) 0.12 5 rda n1a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MR Wind(LL) 0.23 3-5 >363 240 Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 Do bracing. 3-5: 2x4 SP M 30 REACTIONS. (IWsize) 4=191/Mechanical, 2=416/0-8-0, 5=113IMechanical Max Horz 2=202(LC 12) Max Uplift 4=-130(LC 12), 2=-214(LC 12), 5=-30(LC 12) Max Gray 4=195(LC 17), 2=416(LC 1), 5=131(LC 3) FORCES. (lb) - Max. CompJMax. 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=3.Opsf; h=16tt; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl.. GCpI=0.18; MWFRS (directional) and C-C Exterior(2) -"-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joints) 5 except 01=1b) 4=130,2=214. Walter P. Finn PE NoIH39 MiTek USA, Inc. FL Ced6634 6904 Parke East ENQ Tampa FL 33610 Date: January 23,2020 Q WARNING - yen/ydeef ePeremefereend READ NOTES ON TNISAND INCLUDED MTTEKREFERANCEPAGEMLL7473rey. 104112015 BEFORE USE. Design valid for use only with MBekg connectors. This design Is based arty upon parameters shown, and Is for on Individual burping component, not o huss system. Before use. Me building designer must verily fine applicability of design parameters and property Incorporate Trs design Into me overall building tleslgn. Bracing Indicated h to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage. delivery, erection and brocing of trusses and truss systems, seeANSURII Quality Cmnks, D3549 and BCSI Building Component 6904 Parke East BML Safety Infem otionovaaobie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 5405 DEER RUN/CHALOU T19220253 76482 K COMMON 1 1 Job Reference (optional) unambers Imss, Inc., ron Pierce, rL a.aau s dan o Cueu MrreR mausuies, Ino. inu Janzo ra:un:Va zueu W01 Scale = 1:25.7 4x6 = 7 la 3x5 = 2x3 II 3x5 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.42 BC 0.42 WB 0.14 Matrix -MS DEFL. in Ven(LL) .0.09 Vert(CT) -0.18 Hom(CT) 0.01 Wind(LL) 0.10 (loc) Vdefl Lid 5-8 >999 360 5-8 >970 240 4 Na rVa 5-8 >999 240 PLATES GRIP MT20 244/190 Weight: 521b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Is/size) 4=656/0-8-0, 2=758/0-8-0 Max Horz 2=112(LC 11) Max Uplift 4=-285(LC 12), 2= 395(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1069/599, 3-4=-1067/619 BOTCHORD 2-5=-442/908, 4-5=-442/908 WEBS 3-5=-54/361 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ri TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=241 eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 7-4-0. Exterior(2) 7-4-0 to 10.4-0, Intedor(1) 10-4-0 to 14-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=285, 2=395. Walter P. Finn PE No12839 MTek USA, Inc. FL Ceff 6634 6904 Parke East Blvd. Tampa FL 33810 Date; January 23,2020 AWARNING-VedlydeelgnpemmetemandREADNOMSONMISANDNCLUDEDMREKREFERANCEPAGEMR7mmv,idJODISBEFOREUSE. Design valid 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 verity the applicability of design parameters and properly Incorporate this design Into the overoll building design. Bracing Indicated is to prevent buckling of Inc Mdual truss web and/or chord members only. Addrional temporary and permanent bracing M!Tek* Is always required for stability and to prevent coilopse with possible personal Injury and property damage. For general gultlonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIpil Qual1iIttyy Cdbrlo, DSB-09 and BCSI Balding Component SalInloenatbrxrvolloble from Truss Pate Institute, 218 N. Lee Sheet Suite 312, Make tltlo. VA 22314, 6904 Parke East Blvd. Tampa, FL Base Job Truss Truss Type Oty Ply 5405 DEER RUN/CHALOU ' T19220254 76482 K1 Half Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 82020 MiTek Industries, Inc. Thu Jan 23 13:09:53 2020 Page 1 ID:vaj2iCyl?_HtL5DEsTviBoy9Neu-EmmkoDyOYufK?7VwcFIOOtgoYDAHAeUwchsyfnT3y 5.11.6 9-2.0 14.8.0 1-0-0 5-11-6 &2-10 5-6.0 4x4 = 3x5 = 4 13 14 15 5 3x5 = Scale=1:27.5 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017RPI2014 CSI. TC 0.35 BC 0.40 W B 0.39 Matrix -MS DEFL. in Von(LL) -0.12 Vert(CT) -0.28 Horz(CT) 0.01 Wind(LL) 0.07 (Joe) Well Lid 7-10 >999 360 7-10 >620 240 6 r✓a n1a 7-10 >999 240 PLATES GRIP MT20 244/190 Weight: 731b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. REACTIONS. (lb/size) 6=649/0-8-0, 2=751/0-8-0 Max Horz 2=253(LC 12) Max Uplift 6=-310(LC 12). 2=-364(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1062/607, 3-4=-716/410, 4-5=-606/421, 5-6=-621/477 BOT CHORD 2-7=-744/945 WEBS 3-7=-425/388, 5-7=-503/729 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=3.Opsf; h=16ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1)1-8-0 to 9-2-0, E#erior(2) 9-2-0 to 13-4-15, Interior(1) 13-4-15 to 14-6-4 zone;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 ponding. 4) This truss has been designed fora 10.0 pat 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 chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joints) except i t=1b) 6=310, 2=364. Walter P. Finn PE No.22839 NTek USA, Inc. FL Cod 6634 6904 Parke East Slid. Tampa FL 33610 Date: January 23,2020 QWARNING- VeritydesignpmametemanJREAD NOTES ON MISAND INCLUDED MREKREFERANCEPAGEMIP7473 my. 1009/2015BEFORE USE Design valid for use only with MOels� connectors. This design Is based only upon parameters shown, and Is for on Indlvldual bulIdIng component, not ��- a hum system. Before use, the bullding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndMdual hum web and/or chord members only.Additional temporary and permanent bracing Isalwaysrequiredforstabilityantltopreventcollapsewithpossiblepersonalinjury and property damage. For general guidance regarding the fabrication storage. delNery, erection and bracing of humps and hum systems, seeANSVrPl l Quality Crouse. DSO-69 and SCSI Building Component Sab1y Informonkmaro iiobie from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandi VA 22314. MiTek- 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oily Ply 5405 DEER RUN/ CHALOU T79220255 76482 KJ3 Diagonal Hip Girder 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.330 a Jan 8 2020 MiTek Industries, Inc. Thu Jan 2313:10:10 2020 Page 1 ID:vaj2iCyl7 HtLSDEsTviBoy9Neu-E119M193Y6owYkIB6K5PCTtl943otOoPpIJG2Gz T3h Scale = 1:10.1 3.2-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 TC 0.16 Vea(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vol 0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress that NO WB 0.00 Horz(CT) 0.00 2 n/a rda BCDL 10.0 Code FBC20177TP12014 Metal Weight: 131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63/Mechanical, 2=280/0-10-15, 4=10/Mechanical Max Horz 2=96(LC 8) Max Uplift 3=13(LC 5). 2— 184(LC 8), 4= 19(LC 17) Max Gmv 3=64(LC 22), 2=280(LC 1), 4=69(LC 24) FORCES. ill - Max. ComplMax. Ten. -Ali 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=3.Opsf; h=16R; B=45ft; L=24fb eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gap DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTP11. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joints) 3, 4 except (jt=1b) 2=184. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1001b down and 59 Its up at 1-6-1. and 100 lb down and 591b up at 1-6-1 on top chord, and 33 Ib down and 451b up at 1-6-1, and 33 Its down and 45lb up at 1-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.3=-70, 4-5=-20 Concentrated Loads (lb) Vert: 9=64(F=32, B=32) Walter P. Finn PE N022839 MiTek USA, Inc. FL Cori 6834 6904 Parke East Blvd. Tampa FL 33610. Date: January 23,2020 AWARNING - Vestry dregnperamerersandRfAONOTESONTHISANDMCLUDEDMRExREFERANCEPAGEM674M..taeG¢e15BEFOREUSE Design valid for use only with MmeM connectors, IDIs 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 applicability of design parameters and properly Incorporate this design Into the overall bulldingdoslgn. Bracing Indicatetl is to prevent buckling of Individual truss web and/or chard members only. Addittonal 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 OSE-09 and 9f:31 BVAdYtp Component Safety lnfomso8enovo able frorm Truss Plate lnsfilugte, 218 N. tee Street.5 Suite 312 A ma ol. VGA 22314�o� Tampa, FL W610nd Job Truss Truss Type Dry Ply 5405 DEER RUN/C HALOU T19220256 76482 KJS Diagonal Hip Girder 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.330 a Jan 82020 MiTek Industries, Inc. Thu Jan 23 13:10:27 2020 3x4 = Scale=1:17.1 7-0-2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) III lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(L-) -0.08 4-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.18 4-7 >474 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 HOrz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.12 4-7 >706 240 Weight: 241b FT=20% LUMBER- - BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=199/Mechanical, 2=417/0-10-15, 4=89/Mechanical Max Hom 2=156(LC 8) Max Uplift 3=-121(LC 8), 2=-206(LC 8), 4=-5(LC 5) Max Grav 3=199(LC 1), 2=417(LC 1), 4=124(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; SCDL=3.0psf; h=1611; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pal 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111, uplift at joint(s) 4 except 01=11h) 3=121, 2=206. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down and 59 lb up at 1-6-1, 100 Us down and 59 Ih up at 1-6-1, and 1181b down and 651b up at 4-4-0, and 118lb down and 65 lb up at 44-0 on top chord, and 33 lb down and 45 lb up at 1-6-1, 33 lb down and 45 lb up at 1-6-1, and 28 Its down and 9lb up at 44-0. and 28 lb down and 9 Ib up at 44-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-3=-70, 4-5= 20 Concentrated Loads (Ib) 1 Vert: 10=64(F=32, B=32) 11=-12(F=-6, B=-6) Walter P. Finn PE No12839 MiTek USA, Inc. FL Cud 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 AWARNING -VenlydeslgnpemmerersendREADNOTESONTN/SANDMCLUDEDMREKNEFENANCEPAGEM&74nen" 1GT12015aEFONEUSE Design valid for use only with MiTekts connectors, Als 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 applicability of design parameters and properly incorporate this design Into the overall buSc hg design. Bracing Indicated Is to prevent buckling of IndNklual trussweb 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 fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, so-ANSVTPII QuolMy Crisis. DSII89. and Iii Building Component Safely Informationavoaabie from Truss Rate Ira6tute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek' 6s04 Parke East BNtl. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5405 DEER RUN/CHALOU T19220257 76482 KJ7 Diagonal Hip Girder 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Jan 8 2020 MiTek Industries, Inc. Thu Jan 23 13:10:37 2020 Page 1 ID:vaj2iCyl7_HtL5DEsTviBoy9Neu-yDOMlGU7BPC5HusNBV4ko9VKeyDIUYgNOSLBW CTST3G Scale =1:22.1 3x4 = /JIJ 11 5 3x4 = 5-2-9 9-10-1 5-2-9 4.7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOLL 1.25 TC 0.27 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.08 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.44 Hoa(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/IPI2014 Matdx-MS Wind(LL) -0.05 7-10 >999 240 Weight: 41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=161/Mechanical, 2=581/0-10-15, 5=382/Mechanical Max Horz 2=201(LC 8) Max Uplift 4=-123(LC 8), 2=-273(LC 8), 5=-145(LC 8) FORCES. (It) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1010/343 BOTCHORD 2-7=-415/927, 6-7=-415/927 WEBS 3-7=-2/279, 3-6=-986/442 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24N; save=4N; Cat. II; Eam C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 4=123, 2=273, 5=145. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 591b up at 1-6-1, 100 Ito down and 59 Ib up at 1-6-1, 118 lb down and 65lb up at 4-4-0, 118 lb down and 6516 up at 4-4-0, and 161 lb down and 126 Ito up at 7-1-15, and 161 lb down and 126 lb up at 7-1-15 on top chord, and 33 lb down and 45 lb up at 1-6-1, 33 lb down and 45 lb up at 1-6-1. 28 lb down and 9lb up at 4-4-0, 28 lb down and 91b up at 4-4-0, and 49 lb down and 191b up at 7-1-15, and 49 Ib down and 191b up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 5-8=-20 Concentrated Loads (lb) Vert: 13=-91(F=-45, B=-45) 14=64(F=32, B=32) 15� 12(F=-6, B=-6) 16=-74(F=-37, B=-37) Waller P. Finn PE No22839 lij USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: January 23,2020 AWARNING- Verilyd signpemmetemendREAPNOTESONTHISANOMCLUDEOMREKREFERANCEPAGEMIL]p3mv.1G912015aEFOREUSE Design valid for use only with MITeW connectors. rKs design Is based only upon parameters shown, and Is for an Individual building component, not �� a muss system. Before use, the building designer must verity Me applicability of design parameters and properly incorporate this design Into the overall building deelgn. Bracing Indicated Is to prevent buckling of Individual muss web and/or chord members only. Additional temporcry and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of musses and muss systems, sGoANSU1P11 CualNy Criteria. DSB49 and BCSI Building Component Safety tnfammibncriceabie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexantltla VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL M610 Job Truss Tnsss Type Oty Ply 5405 DEER RUW CHALOU T19220258 76482 KJC7 Diagonal Hip Girder 1 1 Jab Reference (optional) Truss, Inc., Yon Pierce, FL 8.330 s Jan 8 2020 MiTek Industries. Inc. Thu Jan 23 13:10:59 2020 3x4 = Scale = 1:22.5 LOADING (pal TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.89 BC 0.45 W B 0.36 Matdx-MS DEFL in Vert(LL) -0.21 Vert(CT) -0.45 Horz(CT) 0.12 Wind(LL) 0.23 (roc) Vdefl Ud 9 >549 360 9 >262 240 6 rJa We 9 >510 240 PLATES GRIP MT20 2441190 Weight: 46 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. 3-6: 2x6 SP 24ODF 2.0E WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=86/Mechanical, 2=612/0-10-15, 6=479/Mechanical Max Harz 2=201(LC 8) Max Uplift 5=-63(LC 8). 2=288(LC 8). 6= 217(LC 8) Max Grav 5=87(LC 17), 2=612(LC 1), 6=479(LC 1) FORCES. III -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-12=-271/8, 3-4=-1418/595 BOT CHORD 3-8=-655/1351, 7-8=-654/1349 WEBS 4-8=-185/511,4-7=-1437/697 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (directional); Lumber DOL=1.fi0 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 alive 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joini(s) 5 except Qt=lb) 2=288, 6=217. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load s) 100 lb down and 59 Ib up at 1-6-1, 100 lb down and 59 lb up at 1-6-1, 110 lb down and 43 lb up at 4-4-0, 110 Ib down and 43 Ito up at 4-4-0, and 152 Ito down and 103 Ib up at 7-1-15, and 152 lb down and 1031b up at 7-1-15 on top chord, and 331b down and 45 lb up at 1-6-1. 33lb down and 451b up at 1-6-1. 331b down and 27lb up at 4-4-0. 33 Its down and 27 lb up at 4-4-0. and 59 lb down and 42 Ib up at. 7-1-15, and 59 It, down and 42 lb up at 7-1-15 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASES) 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) Walter P. Finn PE NoIB39 Vert: 1-5=-70, 9-11=-20, 3-6=-20 MrTek USA, Inc. FL Cott6634 Concentrated Loads (lb) 6904 Parke last Blvd. Tampa FL 33610 Vert: 16=-55(F=-27, B=-27) 17=64(F=32, B=32) 18=-46(F=-23, B=-23) 19=-112(F= 56, B=-56) Date: January 23,2020 Q WARNING-VedtyCes/gnpo2 efemend READNOTES ON THISAND INCLUDED 4IREKNEFEMNCEPAGEM67413rev. fhAi20f5BEFORE USE Design valid for use only with M9essle connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of deslgn parameters and properly Incorporate this design Into the overall burding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Addinonol temporary and permanent bracing ■ MiTek' Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Bead Patios East Sind. fabrication, storage. delivery, erection and bracing of hussas and truss systems, seeANSU1P11 QuaN C1Qnks. DSM9land SCSI SuidbD Component Sobty Inform rdismavaliabie from Thus Rate Institute. 218 N. lee Street Suife 312, Alexandra, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 374 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. 171� For 4 x 2 orientation, locate plates 0-'na from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available In MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text In the bracing section of The output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate. Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, 'installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown fitsc sixteenths t III (Drawings not to scale) JOINTS ARE GENERALLY NUMSEREDAETrERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETrERS. 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/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek' MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing. Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/IPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted. moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated. or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.