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A=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. 5PAGING NOTE ALL TRUSSES ARE TO 5E SET AT 2.-0: ON CENTER EXCEPT AS NOTED AAA DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Span or less &I 30' to 60' Span 60 degrees Spreatler Bar or less 41 J /2 is I IT99 �—_ APprox 2/3 to —► Tag Line span approx. Line 1/2 of Span REFER TO BCSI REFER TO BCSI Truss must be set this way if crane used. Truss must be set this way if crane used. Truss Is on example, your truss may not match This is an example, truss may not match. Insist crane operator sets truss this way. Insist crane operator sets truss this way. Vr �a. r a fl All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses ,& are installed. .41 F? F-1 A N F=> 1— F= R " Ill 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. U REPRESENTS A HANGER SEAT PLATES BY CHAMBERS INDICATES LOAD BEARING WALL REQUIRED 13Y TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 8'-1" ABOVE FINISHED FLOOR 12 4.00 r— 8'_1^ M ® ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 17' - 23' IN LENGTH ® Do not stand on trusses until they are braceld per BCSI & properly nailed to straps & hangers 14' _. 20' -- -upset=1/4" heel=3 15/16" A 1' PLUMB CUT END 2 x 4 Top Chord GRA WALL HEIGHT 8'-1" TYPICAL END DETAIL Js O JS 1 2 J4 Vv'.' co J4 4.00 F J2 io J2. .00 " 12 �e upset=1/4" heel=315/16" m W m m 0 W m m m m d N✓B PLUMB CUT END L 1 2 x 4 Top Chord g WALL HEIGHT 8'-1" - END DETAIL: A 15'-10" _ 5'-4" 3'-4" 34' _ GARAGE LEFT I N C11 N cc R. 20' 14' FABRICATION AGREEMENT .TRUSSES d CANNOT BE STARTED U � THIS AGREISME I'll SIGNED 8 The legal des Mill, n of the Property where the trusses will be Installed Is: RETURNED The undersigned acknowledges and agrees: t: TNsse3 will be made In stdct a - Which is the sole evtho(rry for date ccordance with thle Wsa lace . 2,A11 dlmenslons In thle le rminingsu�ssful fabdcatlon ofthe ment diagram layout, .3. Unleab vrtltten nonce erp have barn vedfled by the undersigned asea, such n tics days of delhrery the underelgnedvagteeeythatno rtMed mall to Chambers TNsa wfthln tan (10) to begin rapalra required, or to aubsU here TNas shell a ee ro will bo aylJlnowed,.ln the event 4, The untlerelgnsd acknowledges rBdelpf of'BCSt 1-03 h mm�ere) btl$ ass days in which S. Desvery n to Job etta, It le the buyefs'reeponelblllty to make the Job Ily,atte suitable for delhre 0 Chambers 0 he" the tole autho rywheel by T'PI & v✓i'CA ilibl, Th potion of the Job she for delivery, Chambare Trtraa wq I be iresponalblte for tlum beeauae Job clte�a r�obl, t "addlgonel dellvsry expenses B Chambers or du p delivery only a Buyer Is reaponelbls to Chambers o delivery or buyer le not has to ry only, S. Pilca at ah rues for tovrin Prepared for dallva redeliver this le = Iq Paragraph 7 bel Acosta due to stte condldone, ry of tmsaea. ybul. A $60 per hour fee for revisions Is aubled to change 11 any than . 7 Sh16 le a PURCHASE ORDER to Chambers, arged b Chambers 7 gas are. made M ma agreement a reasonable pdce. Invol TNss of the aum age t " on detivery. invoice me will made on delivery and W w if no:. onet d of' f fa)'voi ed Y. be made et scheduled date bf dellve paid within terms ahomeys fee for col'alodi a In event of ereigns l heal ry Pill cannot a r pi 8 agreea to pay Cho mbeB,7Nss reeaonablet 9t charye wlll be added for all aumt nol peldawipie� not tfmaly made. b1/2 >% • 8. Signature or Inittala a terms, Per month service B, In conalderetlon of Chn amber" n h sheet consI'M it agreement to all terms herein, Chambers True. be ant0e6 rasa ni dueendiatwentt for this matedal the underelgned Payment when due y and ell Indebtedness Indebtedness Indbyln y entlly raaelving matedal end the undo owed to recipient A ettomaye teas, If defauit In a rslgate al be to pay such 10. In the event of an Iltlet n Payment for material be made by the or payments retarred to hsreln,lthePncaming this agreement, be Saint hude Coun .Parties agree that the Bole ventie for any such eGlone Items furnished nwlll ry, F onda. 71. Design responslbl141" are Per "Nadonal Standard Md R Rasponslbllltlea For 2002-Constrcdon Using Metal Plate Co d And Wood TNsses ANSI/iPIM?CA 4 - 2002^ eccmmendad Guldellnea On DATED SIGNED_- �. L ® T TEE Aspreader bar may bere� ParIBCSI1-03 tp �-' Multiple Ply trusses must be fastened together pa�8 nedamsl before they are $et; failure to do so can result In roof collaerin pse Temporary and permanent bracing are required and can save II and property and Is the responsibility of the truss erector. Study the contents of the lnforTnatlon packet Included on dellve before setting trusses. Trusses must besetand brad Trusses must be P mnb and aqure 8 darraase Do not set bunks or stack of plywood rood other co'hcentrstod loads on busses ' g material or any this can cause collapse. DO N®T SET TRUSSES LAYOUT DELUSING THIS LA ypUT "DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC �'� oleander Avenue ForfPlercei Florida 34982-6423 Fort Pierce 772 � 00-55Fax 1-5932 Vero Beach 77,1569-2012 772-466-8711 Stuart '772-286-3302 " *orTssrnAA The Architect's or Architect's representative's shop drawing approval is NOT a "double check" of the contractor. The contractor shall remain responsible :for checking fieldmeasurements and other construction criteria. Architect's approval covers general roof shape, review of truss strapping, and loading on {{ structure from gravity and uplift loads and i` their res tive locations.; APProved 8 (I ZZ Date: Braden & Braden A.I.A. P.A. 92.0/93.2 WTEK 4,2 DESIGN CRITERIA County SAINT LUCIE Building Department SAINT LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method MWFRS/C-C hybrid Wind ASIDE 7-10 Roofing Material Shingle or Shake 5 Loading in PSF Roof R.D.L. `;. Top Chord Live 20 Top Chord Dead 7 4,2 c N c Bottom Chord Live 10 Non -Concurrent Bottom Chord Dead 10 3 TOTAL Load 37 7.2 Duration Factor 1.25 r R 'o I Wind Speed 165mph 2 to Top Chord C.B. Sheeting by builder. H w Bottom Chord C.B. Sheeting by builder. F J Highest Mean Height 14'-0" Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2017 R.D.L.=Restrainin 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 Buildina Designer and/or En ineer of Record. Chambers Truss Inc. Drawing Name: M11323 72 total trusses, 13 different trusses. MI 4: SAE ACAD: SAE Reviewed By: Date:04/24/12 Revise 1MR 9'-6" T-4" 5' 4" 10" FOR '�)MPLIIAC WYNNE BUILDING COR�N DESCRIPTION: GARAGE R I G H T 62GRAND CARLTONIII PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 13 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT M 11323 74�4/ o � 5 s 1� s��► l� � �,akcs 34 .1� ViTek,.�Ssco q I,-�- RE. ' M11323 MiTek USA, Inc. M11323 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: WYNNN E: bEVELOPEM ENT CORP Project Name: ' M11323 Lot/Block: -Model: M11323 Address: N/A Subdivision: City:. PORT ST LUCIE Stater FL General Truss .Engineering Criteria $ Design Loads: (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8A . - Wind.Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf- This package includes 13 individual,_ dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss:Name : Date 1 T16686477 a 4/3/2019 2 T16686478 a5 4/3/2019 .3 T16686479 a6 4/3/2019 - 4 T16686480 a7 4/3/2019 RECEIVED ... 5 T16686481 a8 4/3/2019 6 T16686482 a9 4/3/2019 NOV 2 2019 7 T16686483 gra 4/kb19 8 T16686484 grb 4/3/2019 ST..Lucle Count 9 T16686485 j2 4/3/2019 X. Permitting 10 T16686486 j4 4/3/2019 11 T16686487 j6 4/3/2019 12 T16686488 j8 4/3/2019 13 T16686489 MR WX2019 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. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a Certification that the engineer named is licensed in the jurisdictions) identified and that the designs comply With .ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific. information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation. of these designs. MiTek has not independently verified the applicability of the design parameters or the -designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per.ANSI/TPI 1, Chapter 2. RE.ViEWE® FOR BODE COMPLOA CE ST..UCiE COUNTY BOCC ,R Ip �:E N ^"•.\,\... S4-• ice, .� No-.22-83J STATE OF _ �S '••R••• ;0Ng1,E :.cfill 1sII Walter P.. FiM PE Nd.22839: MiTek USA, Inc: FL Cert 66.34 ¢904 Parke East BIVd Tampa FL'.3381D; April 03, 2019 1 of 1 Firm, Walter Job Truss Truss Type Qty . Ply M 11323 T16686477 M11323 A COMMON 9 1 Job Reference (optional) y;namoers I russ, Inc., t-on coerce, M o.cYu b ..' r+N, nUv , ID:a3B4PavKnnZweXyJckSFBgyuFUN-kOkXHQZWOZO?DxoyUSuMQA?ITK6PpgxhvzgOggzUSgy 1-0-0 6-7-13 124-13 17-0-0 21-7-3 274-3 34-0-0 5-0- -0-0 6-7-13 5-9-0 4-7-3 4-7� 5-9-0 6-7-13 -0-0 Scale=1:57.8 4A0 12 4x5 = 6' 27 Ic; 0 17 15 -- -' 14 12 3x6 = 2x3 1I1 4x6 = 3x8 3x8 = 4x6 2x3 II 3x6 = 6-7-13 124-13 21-7-3 274-3 6-7-13 5-9-0 9-2-7 .. .. 5-9-0 rldie Unbew to r l-- LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC _ . 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code. FBC2017/TPI2014 Matrix -MS Weight: 163 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2X4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395,3-5=-2771/2031,5-6=-2770/2152,6-7=-2770/2152,7-9=-2771/2031, 9-10=-349 9/2395 BOT CHORD 2-17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12=-2132/3213 WEBS 6=14=-635/983, 7-14=-313/362, 9=14=-689/499, 6-15=-635/983, 5-15=7313/362, 3-15=-689/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11;,Exp C; Encl., 6C,pi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-773,,Extedor(2)13-7-3 to 20-4-13, Interior(1) 204-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for:reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf. bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed for a liveioad 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: 5) Provide mechanical connection (by others) of truss to bearing: plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=832,10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 lb up at 15-0-0, and 50 lb down and 47 lb up at .19-0-0 on top 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 IF) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) . Vert: 1-6=-54, 6-11=-54, 18.-21=-20 WalterP. FinnPE'No;22839: Concentrated Loads (lb) MiTek USA; Inc. FGCert'8634' .. Vert: 26=-50(F).27=-50(F) 6904 Parke East Blvd. Tampa'FL33610: Date ' April 3,2019 A WARNING - Verify design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE.USE. Design valid for use only wilh.MiTek® connectors. This design is basedonly 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 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 trusses and truss systems, see . ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information :available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply M11323 ' T16686478 M11323 A5 SPECIAL 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries; Inc. Wed Apr 3 10:14:10 2019 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFU M-CalvVla8ntWsr5N81 APbyNYM7kNdYlrg8dPaM7zUSgx 1-0-0 7-8-5 10-6-4 17-0-0. 20-4-8 . 26-4-0 34-0-0 5-0- 0-0 7-8-5 2-9% 6-5-12 3-4-8 5-11-8 7-8-0 -0-0 4.00 12 Scale=1:59.8 5x8 MT18HS 11. 6 . 13 12 5xl2 = 2x3 'II U6 = 3x12 = 2.00 12 10-6-4 26-4-0 IU-U-4 Plate Offsets (X Y)-- [2:0-1-15 Edge] [4.0-3-0 Edgel [10:0-0-6 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) - I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL ...1.25 TC 0.85 Vert(LL) . 0.76 14 >539 360. MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS "244/190 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code: FBC2017/TPI2014' Matrix -MS Weight:.155 lb FT = 0% LUMBER- BRACIN G- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc:purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. - WEBS 2x4 SP No.3'ExcepY WEBS 1 Row at midpt 6-14 6-14: 2x4 SP. M 30 OTHERS 2x4 SP No:3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=131210-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD. 2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, . 9-10=-3195/2210 BOT CHORD 2=14=-3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12=-1948/2995 WEBS 3-14=-355/314, 5=14=-293/354, 6-14==2175/3326, 6-13=-279/534, 7-13=-237/277, 9-13=-786/560; 9A2=0/269 NOTES- . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1,65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3,Opsf; h=14ft; B=52ft; L=34ft; gave=6ft; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13,, Interior(1) 2-4-13 to 13-7-3,.Extedor(2) 13-7-3 to 20-6-4, Intedor(1):20-6-4 to 31-7-3, Exterior(2) 31-7-3 to 354-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed, for alive 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) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula.: Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at —lb) . 2=803, 1 0=803.' WalterP. Fino.PE No.22839. . Welk USA;'Ine. FL Cerf ee34 s904 Parke:EastBlvd: Tampa K 33610 Date: Apri13,2019 ®WARNING -Verily deslgn'parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015.BEFORE.USE Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to•prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing .. M ITek" is always required for stability and to prevent collapse with'possible personal injury and property damage. For general guidance regarding the ... fabrication,'storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information. :available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply M11323 T16686479 M 11323 A6 SPECIAL 1 1 Job Reference (optional) h;namoers I russ, inc., t-on coerce, rL o.c9u s UUU O LV 10 Nil I UK IIIUUJUItlS I11U. YYCU r1p1 J I V. 14. 1 1 cu IU r 9U 1 I D:2 G IS cwwyY5h nG hXVARzU kuyuFU M-hms H i 5bmYBejTFyKbtwgVb5YO8j O Hg 9_NH97uzzUSgw 1-0 0 8-11-11 16-0-0 18 10 1 8 25-11-15 34-0-0 5-0- -0-0 8-11-11 7-0-5 2-0-0 2�-8 5-7-7 8-0-1 -0=0 Scale =1:61.9 6xl0 MT18HS = 4.00. 12 5x6 = .. .5 6. - IL 5x6 = . 2x3 I 3x6 =. 3x12 _ 2.00:12 .. 10-6-4 15-00 16-0-Q 20-4-8 25-11-15 34-0-0 1 n-A-a .. a-5-12 .: -n-n 4_4-8 5-7-7 8-0-1 Plate Offsets (X Y)-- [2:0-1-15 Edge] [3:0-3-0 Edge] [5:0-5-0 0-1-13] [7:0-2-7 Edge] 19:0-0-6 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC - 0.81 Vert(LL) : 0.69 14 >590 360, MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code- FBC20171TP12014 Matrix -MS Weight: 157 lb FT = 0% LUMBER- BRACING - TOP CHORD. 2x4 SP M 30 "Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No:3 *Except* 5-14: 2x4 SP M 30, OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift.2=-803(LC 10), 9=-803(LC 10) FORCES. . (lb) -Max. Comp./Max. Ten: -All forces 250 (lb) or less except when shown. TOP CHORD•2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT CHORD 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-1123/2199; 11-12=-1731/3001, 9-11=-1731 /3001 WEBS 4-14=-492/513; 5A 4=-1 707/2959, 5A3=-405/196, 6-13=-179/522,.8-12=-893/660, 8-11=0/303 NOTES - Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft;'eave=6ft; Cat. II;:Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7=3,.Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip. DOL=1.60 3) Provide adequate drainage to preveritwater ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIIfPI 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 at=lb) . 2=803,9=803. Walter'RFInn PE No.22838• MiTek USA; Ine. FLdeft 6634 .6904'Parke'Eaat Blvd. Tampa FL33610' April 3,2019 A'WARNING -Verily design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE.USE. Design valid for use only with,MiTek®connectors. This design is based only, upon parameters shown, and is for an individual building component, not ��• ' a:truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is topreventbuckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .. - fabrication,'storage, delivery, erection and bracing of trusses and truss systems, see . ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36616 Job Truss Truss Type city. Ply M11323 T16686480 M11323 A7 SPECIAL 1 1 " Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FIL 8.240 s Dec 6 2018 MiTek Industries; Inc. Wed Apr 3 10;14:12 2016 Pagel I D: WSJgpGwalPpeur6hk9UjG5yuFUL-9zQfwRcOJUma4PXW9bR31 odjxX3306w7bxugQ?zUSgv 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 15-0-Q -0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 1-0-0' ' Scale = 1:60.8 5x8 = .: 5x6 = 4.00 12 4 2x3 3 5 3x4.\ 6 u: 1 m1 2 11 19.8 .. 7 8 n 1 Ir ij 5xl2 MT18HS 10 9 5xl2 = 2x3 II 3x6 = 3x12 = 2.00 12 10-6-4 20 14-0 0 .4-8 25-11-15 34-0-0 10-6-4 3-5-12 6 4 5-7-7 8-0-1 Plate Offsets (X Y)-- [2:0-1-15 Edge], [4:0-4-0 0-2-3] [7:0-0-2 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC " 0.90 Vert(CT) -1.10 10-11 >369 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code. FBC2017/TPI2014 Matrix-MS Weight: 147 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc.purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACTIONS. . (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Horz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or Jess except when shown.. TOP CHORD 2-3=-5484/3370,3-4=-5116/3126, 4-5=-2229/1544, 5-6=-2448/1599, 6-7=-3169%1993 BOT CHORD: . 2-11=-3071/5219, 10-11=-1590/2874, 9-10=-1738/2968, 7-9=4738/2968 WEBS 3-11=-419/443, 4-11=-1466/2647, 4-10=-812/448, 5-10=-205/487, 6-10=-785/575, 6-9=0/272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf; h=14ft; 13=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to.2-4-13, Interior(1) 2-4-'13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 6) 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) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify, capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing.plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=803,7=803. WalterP. Krin PE No.T2839, MiTek USA; Inc. FL64E'6634 '6904 Parke East Blvd: Tampa FL'33610. Date: ApHl 3,2019 .. AWARNING -Verify design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015.BEFORE.USE. : _ ... Design valid for use only with_MiTek® connectors. This design is based only upon parameters shown, and Is. for an individual building component, not �' a:truss system. Before use, the building designer must 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 and permanent bracing MITe'(• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricalion,'storage, delivery, erection and bracing of trusses and truss systems, see . ANSIITPII Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation. 'available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty .. Ply M11323 T16686481 M11323 AS SPECIAL 1 1 Job Reference (optional) Chambers I russ, Inc., port Fierce, rL o.[wu s Lieu o cu is ivu i ex nausanes, uiu. vvep r Pr o iv. w. IQcv .a rays _, I D: WSJgpGwalPpeur6hk9UjG5yuFUL-d9_27ndO4ovRiZ6jjlylaOAuPxPJIdHGgbeEzSzUSgu 1-D-D 8-8-4 12-0-0 15-8-4 21-4-8 22-0-0 24-8-12 34-0-0 5-0- 0-0 8-8-4 3-3-12 3-8 4 4-8-0 1-7-8 2-8-12 9-3-4 -0-0 Scale=1:60.6 5x6. = 3x4 2x3 15x8 :_ 4.00 12. .:4 21 5 6 22 7 12 11 5A 2 = 3x4 = 3A2 = 2.00 12 10-6-4 20-4-8 22-0-0 34-0-0 10-6-4 9-10-4 1-7-8 1 12-0-0 Plate Offsets (X Y)-- [2:0-1-15 Edge] [7.0-5-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) . I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC , , 0.78 Vert(LL) 0.65 12-13 >624 360. MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/19.0 BCLL 0.0 Rep Stress ]nor YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code. FBC2017[TP12014' Matrix -MS Weight: 154 lb FT = 0% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD a4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-6=-2576/1770, 6-7=-2586/1779, 7-8=-2663/1762, .8-9=-3021 /1971 BOT CHORD, 2-13=-3143/5224, 12-13=71956/3292, 11-12=-1369/2481, 9711=71705/2827 WEBS 3-13=-396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12=-894/601, 6-12=-265/263, 7-12=-294/391, 7-11=-374/691, 8-11=-535/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat.:. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 31-7-3, Extenor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf. bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify . capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=803,9=803. Walter P. Finn PE Noa2639. MiTek USA; ing. FL deft 8634 6904' Parke East'Blvd. Tampa FL 33610 Date: - April 3,2019 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE.PAGE MII-7473 rev. 1010312015.BEFORE.USE - Design valid for use only wilh.MiTek®connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .. fabrication, storage, delivery, erection and bracingof trusses and truss systems, see . ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL ' 36610 Job Truss r Truss Type Qty ... Ply M 11323 T16686482 M11323 A9 HIP 1 1 Job Reference (optional) �;hambers I russ, Inc., tort tierce, I-L ts.z4u s uec 6 zuitf MI I etc mousines, Inc. vvea Apr 8 lu:-i4:-i4 zu w rage. 1 I D:_etCl cxC3ixW?hu is?ypJyuFUK-5LYQL7der6l iKihvG?UX7DjAgLgCU 1 QQ3FNnVuzUSgt i1-0-01 . 6-7-15 10-0-0 15-2-14 20A-0 24-0-0 274-1 34-0-0 -0-0 6-7-15 3-4-1 5-2-14 5-1-2 3 8-0 34-1 6-7-15 -0-0 Scale =1:58.6 4x4 = 2x3 II 4x8 = 4.h0 �� 3x4 - 15 14 13: 12 11 3x5 = 3x8 = "3x6 = 6x8 = 3xti 3x4 = 3x5 10-0-0 t4-0-C 34-0-0 10-0-0 10-4-0 3 8-0 10-0-0 Plate Offsets (X Y)-- [2:0-0-14 Edge] [7:0-5-4 0-2-01 [9:0-3-14 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35: Vert(LL). -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.38 11-21 >432 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code" FBC2017/TPI2014 Matrix -MS Weight: 156 lb FT = 0% LUMBER-. BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size), 2=663/0-8-0, 9=34610-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9)- Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LG 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 2-3=-1275/1025, 3-4=-913/708, 4-5=-829/705, 5-6=-565/807, 6-7=-565%807, 778=-104/278, 8-9=-341/235 , BOT CHORD' 2-15=-836/1187, 13-15=-34/309, 11-13=-256/348, 9-11 =-1 24/304 WEBS 3=15=-425/501, 5-15 444/665, 5-13=71215/1079, 6-13=-264/300, 7-11=-255/396, 8-11=-461/521, 7-13=-837/703 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat., II; Exp C; Encl., GCpi=0.18;,MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 14-9-11, Interior(1) 14-9-11 to 19-2-5, Exterior(2) 19-2-5 to 28-9-11, Interior(1) 28-9-11 :to 31 7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60:plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0, psf-bottom chord live load fionconcurrent with any other live loads. 5) *This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=430,9=249,13=928. WalterP. Finn PE No.22839. . MiTek USA; Inc. FL CO 6634' 6904 Parke:East Blvd. Tampa FL 33610 Date:: April 3,2019 ® WARNING -Verily design'parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE MII-7473 rev. f0103f20f5 BEFORE, USE. • Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is, for an individual building component, not a:lruss system. Before use, the building designer must verify the applicability of design parameters and.propedy 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 p p A ITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information, :available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply M11323 T16686483 M11323 GRA HIP 1 1 Job Reference (optional) J:hambers I russ, Inc., fort Pierce, FL d.L4u s UeC b Zulu MI I etc Inauslnes, Inc. yveo Hpr 3 lun4:in zuiv rage 1 ID:_etC1 cxC3ixW?huts?ypJyuFUK-ZX6oYTeGbP99ysG5gj?mfRFCnIAvDSAZlv7L 1 KzUSgs �1-0-0 8-0-0 11-1-1 ..17-0-0 ,18-6-0 12-2 26-0-0 34-0-0 $5-0-Q -0-0 8-0-0 " 3-1-1 5-10-15 1-6-0 3 8-2 3-9-14 8-0-0 - : 0 Scale =1:60.6' 44 = . 11 14 �1 6 3x5 = 3x6 11 3x6 _ 6x8 = 3x6 = 6x8 = 4x4 = 6x8 = 8-0-0 11-1-1 18-6-0 26-0-0 34-0-0 8-0-0 3-1-1 74-15 7.6-0 8-0-0 Plate Offsets (X Y)-- [2:0-2-2 Edge] [3:0-3-8 Edgel, [21:0-3-8,Edgel, [24:0-3-8,0-3-01, [27:0-3-8,0-3-0] N 31m 0 LOADING (psD SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC, . 0.91 Vert(LL) , 0.20 24-35 >914 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017[TP]2014 Matrix -MS Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oe purlins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceilingdirectly applied or 6-OrO oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26==1495(LC 8), 22=-625(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), . 22=984(LC 14) FORCES: (lb) -Max. Comp./Max. Ten.:- All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/387, 3-5=-304/838, 5-7=-588/1209, 7-8=-588/1209, 8-12=-588/1209, 12-13=-588/1209,13-15=-588/1209,15-16=-588/1209,16-18=-588/1209,. 18-20=-2230/1280, 20-21=-2230/1280, 21-22=-2271/1263, 6-9=-126/305, 9-11=-106/363, 11-14=-193/412, 14-17=-94/271, 19-21=-143/272 BOT CHORD: 2-29=-247/677, 27-29=-189/540, 26-27=-779/446, 24-26=-411/653, 22-24=-1083/2108 . WEBS 3-29=-500/1176, 3-27=71766/911, 5-27=-748/622, 5-26=-546/351,13-26=-946/617, 18-26=-2412/1474, 18-24=-846/1780, 21-24=-35/351, 4-5=-608/514, 19-20=-335/305, 14-15=-556/407,'11-12=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-'sec6nd gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding: 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 16.0 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 351 lb uplift at joint 2, 1.168 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical purlin representation does not:depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 'lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. " 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front:(F) or back (B). Walter P. Pjnn PE No.22839 MiTek USA; Inc. FL Cerf 6634' 6904 Parke East Blvd. Tampa FL 33610 - Date:: April 3,2019 ® WARNING - Verify design, parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MII-7473 rev. 1010312015 BEFORE.USE. Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not' a:truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .. fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see . ANSI/TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jab Truss Truss Type Qty Ply M11323 T16686483 M11323 GRA HIP 1 1— Job Reference (optional) Chambers Truss, Inc., Fort Fierce, FL mzvu s uec 0 [u 10 MI i eK mousrries, Inc. vveu rpr o ru: 19: ro cu IV reye c ID:_etC1 cxC3ixVV?hu ls?ypJyuFUK-ZX6oYTeGbP99ysG5gj?mfRFCnIAvDSAZIv7L 1 KzUSgs LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.M Plate Increase=1.25 Uniform Loads (plf) . Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-11 =-1 26(F=-72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29=-641 (F) 24=-641 (F) AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015.BEFORE.USE Design valid for use only with.MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a.truss system. Before use, the building. designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . . M(Tek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .. .. fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see .. ANSI?PH Quality Criteria, DSB.89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL.36610 Job Truss Truss Type Qty Ply M11323 T16686484 M11323 GRB HIP. 1 1 Job Reference (optional) GnamDers truss, Inc., rOn coerce, rL o.cyu s — o cu io rvu i an 111--1—, 1. v -P. .+ ID:SrRaEyyrg04M78G4raWBLWyuFUJ-VwDYz9gX71 PtBAPUy81 EksLa8YgehNuslDcR6DzUSgq 1-D-0 . 8-0-0 1311 17-0-0 20�-0 26-0-0 34-0-0 5-0- -0-0 8-0-0 5 8-0 3 4-0 3�-0 5 8-0 8-0-0 -0-0 Sc4e'=1:58.6 5x12 MT18HS = 4.0012 3 410 = 5xl2 MT18HS = 2x3 11 4x6 = 2x3 11 23 .4 5 6 7. 24 ...8 IJ 4x6 = 3x6 11 5x6 = 6x12 = 6x12 = 5x6 3x6 11 46 = 8-0-0 13-8-0 20.4-0 26-0-0 34-0-0 8-0-0 5-8-0 6-8-0 5-8-0 8-0-0 Plate Offsets (X Y)-- [3:0-9-0 0-2-8] [5:0-3-0 Edge] [8.0-9-0 0-2-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL : 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 153 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc punins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3 "Except' WEBS 1 Row at midpt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD. 2-3=-3625/1950, 3-4=-2080/1236, 4-6=-2080/1236, 6-7=-1296/2589, 7-8=-1296/2589, 8-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-262/733, 9-11=-241/668 WEBS 3-16=-435/1209,3-14=-1552/774, 4-14=-837/691, 7-13=-878/713, 8-13=-3635/1919, 8-11=-432/1204, 6-14=-1453/2814, 6-13=-3198/1807 NOTES 1) Unbalanced roof live loads have been: considered for this design. 2) Wind: ASCE 7-10; Vult=165mph,(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0. psf bottom chord live load rionconcurrent 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 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback.' . 9) Hanger(s) or other connection device(s) shall be, provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard " 1) Dead -t Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf)_ Vert: 1-3=-54; 3-8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16=49(F=-29), 11-20==20 Walter P. Finn PE No.22839, . MiTek USA; Ine. FLCert 6634' ;6904Parke East Blvd. Tampa'PL 331610: Date: April 3,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015.BEFORE USE.�� Design valid for use only with,MiTek®connectors. This design is based only upon parameters shown, and is for an in building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .. iTek` : .. fabrication,'storage, delivery, erection and bracing of trusses and truss systems, see : . ANS11TP/1 Quality Criteria, DSB-09 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply M11323 T16686484 M11323 GRB HIP 1 1 Job Reference (optional) AWARNING - Verify design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFOREWSE Design valid for use only with MiTek®connectors. This design is based only, upon parameters shown, and is, for an individual building component, not a:truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ' ' . ANS11TPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information .available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL, 36610 Lhambers Truss, Inc., Fort Pierce, FL 1 0-0 1-0-0 Job Truss Truss Type city Ply M11323 " T16686485 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) 8.24U s Dec b ZU18 MfiTek Industries, Inc. Wed Apr 3 1U:14:17 ZU19 Page 1 ID:xl?zSlzTbJCDIIrGPH1QukyuFUl-VWDYz9gX71PtBAPUy81EksLkpYzDhb,OslDcR6DzUSgq 2-0-0 2-0-0 Scale = 1:7.8 3x4 — 2-0-0 2=0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)' .Udefl L/d .PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL, , 1.25 BC.: 0.07. Vert(CT) . -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a, BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 8 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD: 2x4 SP No.3 BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift.3=-28(LC 10), 2=-136(LC 10),'4=-3(LC 7) Max Grav 3=39(1_C 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1,) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. ]]; 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 ]bads. 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 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 Ib uplift at joint 4. Walter P. Fin It PE 'No.22839. MiTek USA; Inc. PLCert'6634' '6904 Parke'East Blvd. Tampa FL 33610 Data:: A0613,2019 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015.BEFORE.USE. Design valid for use only with MiTek .connectors. This design is based only uponparameters shown, and is fdr an individual building component, not a. truss system. Before use, the building designer must verify the applicability of design parameters and. properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek� is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS17rP/1 Quality Criteria, DSB-89 and BCSI Building Component e East Blvd. 6904 Parke East Safety Information :available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36616 Job Truss Truss Type Qty Ply M11323 T16686486 M11323 J4 MONO TRUSS 8 1 Job Reference (optional) i-mamoers i russ, Inc., ror coerce, rL -01 3x4 = . 0.Lqu 5 Uec 0 LV 10 Nil r erc Hnuubines; nlc. vvuu npl 0 Iu. -I G Zulu rays , ID:PDYLfd_5MdK.4MSQTz?ZfRxyuFUH-z6nwAUg9uKXkpi _gVrYTH3trCyFmQ2G0_tL?efzUSgp 4-M 4-M Scale=1:11.1 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240. BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00. 3 n/a n/a' BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3=-BO(LC 10), 2=-161(LC 10),:4=-7(LC-10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft eave=6ft; Cat. 11; Exp C; Encl_ GCpi=0.18; MWFRS. (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf'on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom. chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. WalterP. Finn PE No.22839, MiTek USA; Inc. FC Cerf8034 6904 Parke ,East Tampa FL 33610'. ' Dater April 3,2019 ®WARNING - Verily deslgn'parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE,PAGEM11-7473rev. 1010312015.BEFORE.USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is. for an individual building component, not a. truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or, chord members only. Additional temporary and permanent bracing MOW 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 trusses and truss systems, see ANSI/rP/1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information :available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL. 36610 Job Truss Truss Type Qty Ply M11323 T16686487 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) cnamoers t russ, Inc., run t-terce, rL • » ^r. — , . — I D:tP6j!7 j7xSx_c_fXi4uz9yuFUG-SJ LJOghnfefaQUZt3Z3igHQ1 RMTj9V W9CX5YA5zUSgo 1-0-0 .6-0-0 1-0-0 6-0-0 Crate=�•1dR 3x4 = . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 2441190 TCDL 7.0 Lumber DOL . 1.25 BC 0.83 Vert(CT) , -0.12 4-7 >617 240. BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 20 lb FT = 0% 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10), 4=-8(LC 10) Max Grav 3=145(LC 1); 2=279(LC 1), 4=102(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1.) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; 13CDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. Walter P. Finn PE No.22839. MiTek USA;Ino. FL Ceti ee94 8114 Parke East Blvd. Tampa FL 33610 Date:: April 3,2019 ® WARNING -Verily design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE .PAGE M11-7473 rev. 10/0312015.BEFORE.USE. Design valid for use only with'MiTek® connectors. This design Is based only.upon parameters shown, and is for an Individual building component, not�- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall design. Bracing indicated is to buckling individual truss web and/or, chord members only. Additional temporary and permanent bracing MiTek- building prevent of is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL HMO Job Truss Truss Type Qty Ply M11323 T16686488 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL - .. 8.24U s Dec 6 ZU18 MiTek Industries; Inc. Wed Apr 3 1U:14:19 ZU19 Page 1 ID:tP6jtzj7xSx_c_fXi4uz9yuFUG-SJ LJOghnfefaQUZt3Z3igHQzMMbu9V W9CX5YA5zUSgo 1 U U 8-0-0 1-0-0 : 8.0-0 Scale =1:17.4 3x5 = 8-0-0' 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL-. . . 1.25 BC:: 0.38 Vert(CT) : -0.30 4-7 >319 240 BCLL 0.0 Rep Stress bier YES WB" 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 26'lb FT = 0% 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 31 BOT CHORD Rigid ceiling directly applied Or 10-0-0 oc bracing: REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift:3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -170-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 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 175 lb uplift at joint 3, 228 lb uplift at joint 2 and 15 lb.uplift at joint 4. Walter P. Finn PE No.kSll9. MiTek USA;'lnc. FLCert 8634 �6904 Parke East Blvd. Tampa F1: 33670 '. . Date:: April 3,2019 &WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE M11.7473 rev. 10/03/2015.BEFORE.USE. Design valid for use only with,MiTek®connectors. This design is based only upon parameters shown, and is for an individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information. available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL, 36610 Job ' Truss Truss Type city Ply M11323 T16686489 M11323 ICJ8 MONO TRUSS 4 1... Job Reference (optional) &,namDers I russ, Inc., . Fort Fierce, FL o.L4U s uec o Nlo mi I ex Inousines, mu. vvea Apr J iu: vczu Lu Ie rage I ID:Lcg54J?LuEancmzr4Qb7WMyuFUF-wVdbbAiPQy IR2d83dGaxMUzDGmypurclRBg6iyzUSgn -1-5-0 7-3-4 11-3-0 1-10 . 7-3-4 .. 3-11-12' Scale=1:20.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 3x4 = „ 5 3x4 7-3.4 7-3-4 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.29 LumberDOL.: . 1.25 BC 0.30 Rep Stress Incr NO WB 0.46 Code FBC2017/TPI2014 Matrix -MS 11-3-0 3-11-12 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.07 7-10 >999 360 MT20 244/190 Vert(CT) -0.12 7-10 >999 240, Horz(CT) 0.02 6 n/a n/a Weight: 44'lb FT = 0% 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 8-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC'8), 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/523 BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 377=0/330, 3-6=-1236/755. NOTES'- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; 13=52ft; L=34ft; eave=6ft; Cat. II;.Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=.1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide, will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 306 lb uplift at joint 2 and 286 lb uplift at joint 6.. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B): LOAD'CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25; Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), 8=0(F=10,'B=10)-to-5=-56(F=-18, 13=-18) WalterP. Finn.PE No.22839. MiTek USA; Ino. FUCert6634 6904 Parke East Blvd. Tampa FL 33610 • . Gate•.` Apil l 3,2019 ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE Mll-7473 rev. 1010312015 BEFORE USE. ` . - Design valid for use only with MiTek®connectors. This design is based only upon parameters shown, and is. for an individual building component, not a:truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL. 36610 . Symbols PLATE LOCATION AND ORIENTATION V 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. For 4 x 2. orientation, locate plates 0= 118' from outside edge of truss. This symbol indicates the .... required direction of slots in connector plates. . *Plate location -details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular_ to slots..Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section. of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but . reaction section indicates joint . number where bearings occur. Min size shown.is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown inft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 4 WEBS O U �a� IL O ~ C7-8 C6-7 CS-8 BOTTOM CHORDS 8 7 6 5 lX O 2 U n. O H JOINTS ARE GENERALLY NUMBERED/LETTERED. CLOCKWISE. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved ,m MiTek. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 General Safety Notes Failure to Follow Could Cause Property _ Damage or Personal Injury . 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be.designed by an engineer. For Wide truss spacing, individual lateral braces themselves may require bracing, or alternative'Tor I bracing should be considered. 3.: Never exceed the design loading showmand 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 byANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI.1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. . 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.' 11. Plate type, size, orientation and location dimensions indicated. are minimum plating requirements. 12. Lumberused 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.